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2004-9103 G a City OJNGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering May 28, 2009 Traffic Engineering Attn: Bank of America 1340 Encinitas Blvd. Encinitas, California 92024 RE: David Bauer 115 Verdi Avenue APN 260-266-11 Grading Permit 9103-GI Final release of security Permit 9103-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved the grading and finaled the project. Therefore, release of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# 11822-10858 in the amount of$ 27,946.20. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sincerely, % Debra Geishart ay Lembach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager David Bauer Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �4D� recycled paper City(1VGINEERING SER VICES DEPARTMENT �J Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering May 27, 2009 Attn: Financial Pacific Insurance Company 3850 Atherton Road Rocklin, California 95765 RE: Curl, Kent and Sylvia 115 Verdi Avenue APN 260-266-11 Grading Permit 9103-G Final release of security Permit 9103-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The new owner has replaced the security deposit with a new certificate of deposit. Therefore, a full release in the remaining security deposit is merited. Performance Bond M801527, (in the original amount of$93,154.00), reduced by 75% to $23,288.50, is hereby 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. Sinc ly, Debra Geishart Le ach Engineering Techm ian Finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Curl,Kent and Sylvia Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 j� recycled paper fHE ORIGINAL OF THIS DOCUMENT WAS RECORDED ON DEC 15 2004 Recording requested by: ) DOCUMENT NUMBER 2004-1180075 �r"E-''ORY J SMITH COUNTY RECORDER City of Encinitas ) ..AN DIEGO COUNTY RECORDERS OFFICE TIME 3 53 PM When recorded mail to: ) City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) Encinitas, CA 92024 ) SPACE ABOVE FOR RECORDER'S USE ONLY For the Benefit of the City GENERAL UTILITY EASEMENT Assessor's Parcel Project: 9103-G No. 260-266-11 W.O. No.:03-125 Kent Dewayne Curl and Sylvia Curl; hereinafter designated Grantor(s) do(es) hereby grant, bargain, convey and release unto the City of Encinitas herein designated Grantee, its successors and assigns, a perpetual easement and right-of-way upon, through, under, over and across the hereinafter described real property for the installation, construction, maintenance, repair, replacement, reconstruction and inspection of public utilities, including, but not limited to, electric , gas, telephone, cable television, sewer, water, storm drain, appurtenant facilities, and all structures incidental thereto, together with the perpetual right to remove buildings, structures, trees, bushes, undergrowth, and any other obstruction interfering with the use of said easement and right-of-way by the Grantee, its successors or assigns. To have and to hold said easement and right-of-way unto itself and unto its successors and assigns forever together with the right to convey said easement, or any portion of said easement, to other public agencies. The real property referred to herein above and made subject to said easement by this grant is situated in the City of Encinitas, County of San Diego, State of California, and is particularly described as follows: See Exhibit"A" and Exhibit"B" attached hereto and made a part hereof by this reference. The Grantee, its successors and assigns, shall be responsible for operating, maintaining, and keeping in good repair the above described works of improvement after acceptance by the City. The Grantor, his successors and assigns, reserves the right to enclose in a manner approved by the Grantee, its successors and assigns, any portion of the general utilities easement provided such enclosure is constructed or installed by a licensed contractor in accordance with plans and specifications approved by and to the satisfaction of the Grantee its successors and assigns. In granting its approval the Grantee, its successors and assigns, may impose reasonable conditions including, but not limited to, the filing by the contractor or Grantor of an adequate form of security, as approved by the City Engineer to guarantee completion of the work. There is reserved to the Grantor, his successors and assigns, the right and privilege to use the above described land of the Grantor at any time, in any manner and for any purpose not inconsistent with the full use and enjoyment by the Grantee, its successors and assigns, of the rights and privileges herein granted. G:ATamara\Word\Easements\9103-G, 03-125, 115 Verdi Ave, Curl, general utility easement, 11-12-04.doc Grantor, for himself, his successors and assigns, hereby waives claim for any and all damages to Owner's remaining property contiguous to the right-of-way hereby conveyed by reason of the location, construction, landscaping or maintenance of said easement. Dated this '/f day of ')Pre A.,, , 2004. Granto �� ent Dewayne Curl Sylvia Curl [Signature of GRANTOR must be notarized. Attach the appropriate acknowledgement.] I certify on behalf of the City Council of the City of Encinitas, pursuant to authority conferred by Resolution 94-1-7of said Council adopted on November 9, 1994 that the City of Encinitas accepts the foregoing Grant of Easement granted hereon, and con to re d ion th f y its duly authorized officer. Date: /,�/j�a ���� By: Peter Cota-Robles Director of Engineering Services \\KRUSTY\VOL1\SHARED\ENG\Tamara\Word\Easements\9103-G,03-125, 115 Verdi Ave,Curl,general utility easement, 11-12-04.doc 10/18/04 04-011 EXHIBIT'A' LEGAL DESCRIPTION FOR GENERAL UTILITY EASEMENT ALL THAT PORTION OF LOT 'H', BLOCK 76, CARDIFF VILLA TRACT, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1469, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, AUGUST 10, 1912, MORE PARTICULARLY DESCRIBED AS FOLLOWS: THE WESTERLY 5.00 FEET OF SAID LOT H. j,p,N!?S� CONTAINS 600 SQUARE FEET, MORE OR LESS. No. 406 /30/06 C`gLIFORP SHEET 1 OF 1 EXHIBIT "B" C N III AP&, J , 6_1.18, \ �EAS ME CFAER AL A/,' 1 C/TY OF ,'11V TAVOR OF S 1 1:21 1 QS 1 \ 10 O o BLK 76 lygp 14 69 A 20_266_ ' J 25' � r IJ 1 1 f L kND SU 1 406 Z O �/ a, N81002 W 618-" Ex 9/30/06 Ap/V, 26J `�LIFOR ��JJJ JOB No. 04-011 10118104 SOWARDS & BROWN ENGINEERING CONSULTING ENGINEERS 2187 NEWCASTLE AVENUE SUITE 103 CARDIFF BY THE SEA,CA.,92007 TEL.760/436-B500 FAX 760/436-6603 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT yy�G�''4�'�4�`'�'�4�''G�-G�'�'���'��'G'�'�'��-�C`�G�?G^C.�<'-4�C%G`�'�:��'�-<_-i,'rG'�=�(:�:�,�%G(`,�C:i,<`•:,.<'.�-`��C!'�'4�:?G`�'-Ci;. . F� State of California ' ss. r� County of a � h On�� before me, Date .S /y ame and Title of Officer(e.g.,'Jane Doe,Not Public") personally appeared 1 �P.wou.y nC Namets)of Signerts) �1 ❑personally known to me proved to me on the basis of satisfactory Ix /evidence to be the personjs1 whose names 4atlare subscribed to the within instrument and acknowledged to me that lv_�/they executed OFFK24rlSEAL the same in Iiir er/their authorized L. MONIES capacity(ias), and that by hisfher/their NOTARY PUBLIC'CA- signatures on the instrument the person(a), or COMM.NO.1452966 the entity upon behalf of which the erson SAN DIEGO COUNTY _ P 1Sa MY COMM.EXP.APfiNI 13.2008 acted, executed the instrument. WITNES y han offici seal. R. Sign re o ary Pu lic OPTIONAL f Though the information below is not required by law,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. , x Description of Attached Document `Fp � F` Title or Type of Document: i Document Date: .Number of Pages: h Signer(s) Other Than Named Above: ? Capacity(ies) Claimed by Signer ' Signer's Name: fi ❑ Individual i ' Top of thumb here ❑ Corporate Officer — Titles)-'! V ❑ Partner — ❑ Limited 2rGeneral ❑ Attorney-in-Fact ❑ Trustee �- ❑ Guardian Conservator ) r ❑ Other• rner Is Representing: s 4999 National Notary Association•9350 De Soto Ave PO Box 2402•Chatsworth,CA 91313-2402•www nationalnotary.org Prod No 5907 Reorder Call Toll-Free 1-800-876-6827 SOWARDS AND L. OWN ENGINEER. JG L L , 11'1 t�'i'•, to 2009 May 18, 2009 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas CA 92024 Re: Engineer's Final Grading Certification for Grading Permit No. 9103-G The grading under Permit No. 9103-G has been performed in substantial conformance with the approved Grading Plan or as shown on the attached 'As Graded' plan. Final grading inspection has demonstrated that lot drainage conforms with the approved Grading Plan and that swales drain at a minimum of 1% to the street and/or an appropriate drainage system. All the Low Impact Development, Source Control and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practice Manual Part II were constructed a d are operational, ther with the required maintenance covenant(s). Engineer of Record Dated #WOFESS/pN C* �' 2 W No.36190 m cc Exp.6/30/10 0 �10 OF CALIF�Q� Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and will not relieve the Engineer of Record of the Ultimate responsibility: Engineering Inspector < � Dated Z/ 2187 NEWCASTLE AVENUE • SUITE 103 • CARDIFF BY THE SEA, CA 92007 (760) 436-8500 • FAX (760) 436-8603 REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Curl Residence 115 Verdi Avenue Cardiff-by-the-Sea, California JOB NO. 04-8683 - 25 June 2004 Prepared for: KENT& SIL VIA CURL —D 7f Z-:�55W or11 EOT ECHNICAL EXPLORATION, INC. �a SOIL&FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 25 June 2004 Kent & Silvia Curl 115 Verdi Avenue Job No. 04-8683 Cardiff-by-the-Sea, CA 92007 Subject: Re ort of Preliminar Geotechnical Investi ation Proposed Curl Residence 115 Verdi Avenue Cardiff, California Dear Mr. and Mrs. Curl: In accordance with your request and our proposal of January 26, 2004, Geotechnical Exploration, Inc, has prepared this report of geotechnical investigation for the subject site. The field work was performed on May 19, 2004. In our opinion, if the conclusions and recommendations presented in this report are implemented during site preparation, the site should be suited for the proposed residential structure and improvements. This opportunity to be of service is sincerely appreciated. Should you have any questions concerning the following report, please contact our office. Reference to our Job No. 04-8683 will expedite a response to your inquiries. - Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jaime A. Cerros, P.E. Le le D. Reed, P esident R.C.E. 34422/G.E. 2007 Senior Geotechnical E C.E.G. 999[exp. 3-31-05]/R.G. 3391 NC. %i�Cu� m Y Exr?. a;ps % Lid :��\'Y 7420 TRADE STREET • SAN DIEGO, CA 92121 • (858)549-7222 • FAX: (858)549-1604 • E-MAIL: geotech @ixpres.com TABLE OF CONTENTS PAGE I. EXECUTIVE SUMMARY 1 H. SITE DESCRIPTION 2 III. FIELD INVESTIGATION 3 IV. SOIL DESCRIPTION 4 V. LABORATORY TESTS AND SOIL INFORMATION 5 VI. GROUNDWATER 8 VII. CONCLUSION AND RECOMMENDATIONS g VIII. GRADING NOTES 24 IX. LIMITATIONS 25 FIGURES I. Vicinity Map H. Site Plan IIIa-c. Exploratory Boring Logs IV. Laboratory Test Results V. Typical Basement Retaining Wall Drainage Recommendations APPENDICES A. Unified Soil Classification System B. General Earthwork Specifications _Itrl i REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Curl Residence 115 Verdi Avenue Cardiff-by-the-Sea, California Job No. 04-8683 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject project (refer to Figure Nos. I and II for Vicinity Map and Site Plan). I. EXECUTIVE SUMMARY It is our understanding, based on communications with your Architect, Mr. Dean Meredith, and a review of a preliminary site plan prepared by Mr. Meredith, that the existing residential structure on the lot is to be removed, and that the site is intended for the construction of a new two-story, single-family residence with a basement, an attached garage, and associated improvements (for Site Plan see Figure No. II). The structure is to be constructed of standard-type building materials utilizing a concrete slab-on-grade foundation system. Excavation for the basement will result in the removal of any loose surface soils beneath the proposed structure areas. In proposed improvement areas, the existing loose surficial soils will require removal and recompaction prior to placement of new fill or improvements. We recommend that preliminary soil preparation for exterior improvement areas be performed prior to basement excavation. Final preparation of improvement areas should be performed after the main building construction is completed. With the above in mind, the Scope of Work is briefly outlined as follows: Irrl � Proposed Curl Residence Job No. 04-8683 Cardiff-by-the-Sea, California Page 2 1. Identify and classify the surface and subsurface soils in the area of the proposed construction, in conformance with the Unified Soil Classification System (refer to Figure Nos. III and IV, and Appendix A). 2. Recommend site preparation procedures (refer to Appendix B). 3. Recommend the allowable bearing capacities for the on-site dense natural - soils or properly compacted fills. 4. Evaluate the settlement potential of the bearing soils under the proposed structural loads. 5. Recommend preliminary foundation design information and provide active and passive earth pressures to be utilized in design of any proposed retaining walls and foundation structures. H. SITE DESCRIPTION The property is known as Assessor's Parcel No. 260-266-11-00, Lot H of Block 76 of the Cardiff Villa tract, according to Recorded Map No. 1469, in the City of Encinitas, County of San Diego, State of California. The site consists of a 7,357-square-foot - lot and is located at 115 Verdi Avenue, in the Cardiff-by-the-Sea area of the City of Encinitas. The property is bordered on the north by a similar residential property approximately 5 feet higher in elevation; on the south by a similar residential property approximately 8 feet lower in elevation; on the east by a similar residential property approximately 5 feet higher in elevation; and on the west by the southerly-descending Verdi Avenue. Access to the lot is currently provided by two asphalt concrete driveways from the east side of Verdi Avenue. Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 3 Existing structures on the site at the time of our investigation included a two-story, split-level residential structure with an attached garage, and associated improvements. Vegetation on the site consists primarily of mature trees, --- decorative shrubbery and lawn grass. - The site consists of a relatively level, split-level building pad that slopes gently down to the southwest. The upper building pad is at an approximate elevation of 111 feet - above Mean Sea Level (MSL) and the lower building pad is at an elevation of approximately 104 feet above MSL. Approximate elevations across the site range from a high of 114 feet above mean sea level (MSL) at the northeastern corner of the property, to a low of approximately 101 feet above MSL at the southwestern corner of the property. Survey information concerning approximate elevations across the site was obtained from a topographic plat prepared by Sowards and Brown Engineering, Inc., dated May 16, 2003. III. FIELD INVESTIGATION - Three exploratory borings were placed on the site, specifically in areas where the new residential structure and improvements are to be located and where feasible due to existing structures on the site. The soil in the exploratory borings was logged by our field representative, and samples were taken of the predominant soils -- throughout the field operation. Excavation logs have been prepared on the basis of our observations and the results have been summarized on Figure No. III. The - predominant soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix A). Proposed Curl Residence Job No. 04-8683 Cardiff-by-the-Sea, California Page 4 IV. SOIL DESCRIPTION Our field investigation and a review of pertinent geologic maps and reports indicates that the majority of the site is underlain by shallow fill soils and variable density formational materials of the Quaternary-age Bay Point Formation (Qbp). The encountered soil profile generally consists of up to 5.5 feet of fill soil directly underlain by formational material (refer to the excavation logs, Figure Nos. IIIa-c). Each of these units is described below. Artificial Fill (Qaf)• The southern portion of the site (in the area of the proposed attached garage) is overlain by fill soils ranging from approximately 3 feet in thickness near the southeastern corner of the property (at the approximate location of exploratory boring B-2) to approximately 5.5 feet near the southwestern corner of the property (at the approximate location of exploratory boring B-1). Fill soils were not encountered along the northern property line at the location of exploratory boring B-3. The fill soils appear to have been placed during the original construction of the residence. Documentation regarding the observations or testing _ of the existing fill soils when placed was not available. The encountered fill soils consist of red-brown to dark brown, poorly cemented, 4 slightly silty, fine to medium sand. The fill soils are loose, of very low expansion potential, and are not suitable in their current condition for bearing support. Refer to Figure Nos. III and IV for details. It is our understanding that current plans for the basement would result in the removal of all of the encountered fill soils beneath the proposed residential structure. Bay Point Formation (Qba): The encountered Bay Point formational materials consist of poorly to moderately cemented, red-brown to orange-brown, silty, fine to medium sand. The upper 5 to 10 feet of the formational soils (thickness increases Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 5 in a southerly direction) are considered to range from loose to medium dense, and be of very low expansion potential. Due to the loose, moist conditions encountered in the upper 5 to 10 feet, the upper formational soils are considered to be not suitable in their current condition for bearing support. The formational soils below a depth of 5 feet at the north end and 10 feet at the south end are, in general, of very low expansion potential and have good bearing strength characteristics. Excavation for the proposed basement area should result in the removal of the - variable density surficial soils at the proposed basement location. Refer to Figure Nos. III and IV for details. V. FIELD AND LABORATORY TESTS AND SOIL INFORMATION A. Field Tests In-place samples were obtained by driving a 3-inch outside-diameter (O.D.) by 2- 3/8-inch inside-diameter (I.D.) split-tube sampler a distance of 12 inches. Also, the Standard Penetration Test was performed by using a 140-pound weight falling 30 - inches to drive a 2-inch O.D. by 1-3/8-inch I.D. sampler tube a distance of 12 inches. The number of blows required to drive the sampler the given distance was recorded for use in density determination. The following chart provides an in-house correlation between the number of blows and the relative density of the soil for the Standard Penetration Test and the 3-inch sampler. Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 6 Sand & Silt Very loose 0-4 Loose 0-� 5-10 8-20 Medium 11-30 21-53 Dense 31-50 54-98 Very dense Over 50 Over 98 Clay Very soft 0-2 0-2 Soft 3-4 3-4 Firm 5-8 5-9 Stiff 9-15 10-18 Very stiff 16-30 19-45 Hard 31-60 46-90 Very hard Over 60 Over 90 B. Laboratory Tests Laboratory tests were performed on the disturbed and relatively undisturbed soil samples in order to evaluate their physical and mechanical properties and their ability to support the proposed structure and associated improvements. The following tests were conducted on the sampled soils: 1. Moisture Content(ASTM D2216-98) 2. Density Measurements (ASTM D1188-90) 3. Laboratory Compaction Characteristics (ASTM D1557-98) 4. Amount of Material finer than #200 Sieve (ASTM D1140-97) 5. Direct Shear Test(ASTM D3080-90) 6. Standard Penetration Test and Split Barrel Sampling (ASTM D1586-99 and D1587-94) The moisture content of a soil sample is a measure of the weight of water, expressed as a percentage of the dry weight of the sample. _ 11'rl i Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 7 Laboratory compaction values establish the optimum moisture content and the laboratory maximum dry density of the tested soils. The relationship between the moisture and density of remolded soil samples gives qualitative information regarding soil compaction conditions to be anticipated during any future grading operation. In addition, this relation helps to establish the relative compaction of existing fill soils. The determination of the amount of material finer than the #200 sieve aids in classifying the tested soils according to the Unified Soil Classification System and provides qualitative permeability and shear strength information. The expansion potential of the on-site soils is determined, when necessary, utilizing the Uniform Building Code Test Method for Expansive Soils (UBC Standard No. 29- - 2). In accordance with the UBC (Table 18-1-B), potentially expansive soils are classified as follows: EXPANSION INDEX POTENTIAL EXPANSION 0 to 20 Very low 21 to 50 Low 51 to 90 Medium 91 to 130 Hi h Above 130 Very high Based on our field observations and previous experience with similar soils in the Cardiff area, the sampled soils on the site have a very low to low expansion potential, with an expansion index of less than 50. Direct shear tests were performed on remolded samples in order to evaluate the strength characteristics of the tested soils and the support capacity of the existing natural soils. The shear tests were performed with a constant strain rate direct 4p'* i Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 8 shear machine. The specimens tested were saturated and then sheared under various normal loads under drained conditions at a slow rate of 0.024 mm/min. Based on laboratory test data, our observations of the primary soil types on the project, and our previous experience with laboratory testing of similar soils, our Geotechnical Engineer has assigned conservative values for the angle of internal friction and cohesion to those soils that will provide significant lateral support - and/or bearing functions on the project. The assigned values have been utilized in assigning the recommended bearing value as well as active and passive earth pressure recommendations. VI. GROUNDWATER - No groundwater was encountered during the course of our field investigation and we do not anticipate significant groundwater problems to develop in the future -- if the property is developed with proper drainage and proper drainage is maintained. It should.be kept in mind that any required grading operations may change surface drainage patterns and/or reduce permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, Plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near-surface water at locations where none existed previously. The damage from such water is expected to be localized and cosmetic in nature, if good positive drainage is implemented, as recommended in this report, during and at the completion of construction. On properties such as the subject site where dense, low permeability soils and/or formational materials exist at shallow depths, even normal landscape irrigation practices or periods of extended rainfall can result in shallow "perched" water _ 11'P i Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 9 conditions. The perching (shallow depth) accumulation of water on a low permeability surface can result in areas of persistent wetting and drowning of lawns, plants and trees. Resolution of such conditions, should they occur, may - require site-specific design and construction of subdrain and shallow `wick" drain dewatering systems. Even without the presence of free water, the capillary draw characteristics of fine- -- grained soils can result in excessive transmission of water vapor through walls and floor slabs. In order to reduce the potential for moisture-related problems to develop at the site, proper ventilation and waterproofing shall be provided for building retaining walls and slabs of below-grade areas. The backfill side of all structure retaining walls should be properly waterproofed and drained. -~ It must be understood that unless discovered during initial site exploration or encountered during site grading operations, it is extremely difficult to predict if or where perched or true groundwater conditions may appear in the future. When site fill or formational soils are fine-grained and of low permeability, water problems - may not become apparent for extended periods of time. Water conditions, where suspected or encountered during construction at the site, should be evaluated and remedied by the project civil and geotechnical consultants. The project developer and homeowner, however, must realize that post- construction appearances of groundwater may have to be dealt with on a site- specific basis. VII. CONCLUSIONS AND RECOMMENDATIONS - The following conclusions and recommendations are based upon the practical field investigation conducted by our firm, and resulting laboratory tests, in conjunction 11'r! i Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 10 with our knowledge and experience with the soils in the Cardiff area of the City of Encinitas. Our investigation revealed that the site is underlain by medium dense to dense formational materials at relatively shallow depths, with some variable-density fill soil and loose formational materials in the proposed building areas. In their present condition, these variable density surficial soils will not provide a stable base for the proposed structures and improvements. As such, we recommend that the fill soils and loose formational materials be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements. Excavation for the proposed basement should result in the removal of the loose _ surficial soils at the basement location. A. Pre2aration of Soils for Site Development 1. The existing improvements and vegetation observed on the site must be removed prior to the preparation of the building pad and/or areas to receive new structural improvements. This includes any roots from existing trees and shrubbery that could cause damage to new foundations and slabs. 2. In order to provide a uniform, firm soils base for the proposed improvements, the existing variable density surficial soils located in the proposed building and exterior improvement areas and extending for a distance of at least 5 feet beyond the perimeter thereof (where possible), shall be excavated to expose firm, native soil, or as per the indications of our field representative. This depth is expected to be range from 5 feet at the north end to 10 feet at the south end of the building/improvement areas (see Figure Nos. II and III). Excavation for the basement should result in the removal of the variable density soils at the basement location (assuming that basement elevation is orp4 i Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page e 11 approximately 95 feet MSL or lower.). However, for ease of grading, the recompaction work of any remaining surficial soils shall be done before the basement excavation. Alternating slots no wider than 12 feet may be used for grading excavations (in lieu of shoring) along property lines. The excavated loose soils shall be cleaned of any debris and deleterious materials, watered to the approximate optimum moisture content, placed where needed to reach planned grades, and compacted to at least 90 percent of Maximum Dry Density, in accordance with ASTM D1557-98 standards. Any areas that are to support proposed improvements or retaining structures should be prepared in a like manner. In proposed slab-on-grade areas, building areas with transition cut/fill lines shall be overexcavated in the cut portion to a depth of at least 2 feet and be properly moisture conditioned and recompacted. Foundation bottoms shall consist entirely of fill soils or entirely of dense formational material. Another option may consist of providing the fill soils (of low expansion potential) with a relative compaction not less than 95 percent of Maximum Dry Density. In our opinion, this is the preferred option. We do not anticipate that medium or highly expansive clay soils will be encountered during grading. Should such soils be encountered and used as fill, however, they shall be scarified, moisture conditioned to at least 5 percent above optimum moisture content, and be compacted to at least 90 percent of Maximum Dry Density. These soils shall preferably be placed in exterior yard area fills rather than in below-structure or basement backfill areas. 3. No uncontrolled fill soils shall remain on the site after completion of any future site work. In the event that temporary ramps or pads are constructed rpffl Proposed Curl Residence • Cardiff-by-the-Sea, California Job No. 04-8683 Page e 12 of uncontrolled fill soils, the loose fill soils shall be removed and/or recompacted prior to completion of the grading operation. 4. Any buried objects, abandoned utility lines, or particular soft soil areas, etc., which might be discovered in the construction areas, shall be removed and the excavation properly backfilled with approved on-site or imported fill soils and compacted to at least 90 percent of Maximum Dry Density. 5. Any backfill soils placed in utility trenches or behind retaining walls that support structures and other improvements (such as patios, sidewalks, driveways, pavements, etc.) shall be compacted to at least 90 percent of Maximum Dry Density. Backfill soils placed behind retaining walls shall be installed as early as the retaining walls are capable of supporting lateral loads. B. Des Parameters for Proposed Foundations 6. For preliminary foundation design of new footings, based on the assumption that new footings will be placed at least 18 inches into medium dense to dense natural (formational) soils or properly compacted on-site soils, we provide a preliminary allowable soil bearing capacity equal to 2,000 pounds per square foot (psf). This applies to footings at least 18 inches into the bearing soils and at least 12 inches in width. For wider and/or deeper footings, the allowable soil bearing capacity may be calculated based on the following equation: Qa = 1000D+500W where NO/P Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04- e 13 Page 13 "Qa" is the allowable soil bearing capacity (in psf); "D" is the depth of the footing (in feet) as measured from the lowest adjacent grade; and "W" is the width of the footing (in feet). The allowable soil bearing capacity may be increased one-third for analysis including wind or earthquake loads. The maximum total allowable soil bearing capacity for dense fills or dense, moderately-cemented natural formation is 6,000 psf (for footings founded deeper than 12 feet below the existing surface) and a total maximum of 3,000 psf for footings embedded less than 12 feet below the existing surface. 7. The passive earth pressure of the encountered dense natural-ground soils and any properly compacted fill soils (to be used for design of shallow foundation and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 300 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation. For any existing loose soils providing passive resistance to future walls, the allowable passive pressure shall not exceed 200 pcf. 8. A Coefficient of Friction of 0.40 times the dead load may be used to calculate friction force between the bearing soils and concrete wall foundations or structure foundations and floor slabs. 9. The following table summarizes site-specific seismic design criteria to calculate the base shear needed for the design of the residential structure. Proposed Curl Residence Job No. 04-8683 Cardiff-by-the-Sea, California Page 14 The design criteria was obtained from the California Building Code (2001 edition). The coefficient values are based on the site soil profile and the distance to the closest active fault. Parameter Value Reference Seismic Zone Factor, Z 0.40 Table 16-I Soil Profile Type S, Table 16-J Seismic Coefficient, Ca 0.40Na Table 16- - Seismic Coefficient, Cv 0.56N, Table 16-R Near-Source Factor, Na 1.3 Table 16-5 Near-Source Factor, N 1.6 Table 16-T Seismic Source Type B Table 16-U 10. Our experience indicates that, for various reasons, footings and slabs occasionally crack, causing ceramic tiles and brittle surfaces to become damaged. Therefore, we recommend that all conventional shallow footings and slabs-on-grade contain at least a minimum amount of reinforcing steel to reduce the separation of cracks, should they occur. 10.1 A minimum of steel for continuous footings should include at least four No. 5 steel bars continuous, with two bars near the bottom of the footing and two bars near the top. A minimum clearance of 3 inches shall be maintained between steel reinforcement and the top, bottom or sides of the footing. 10.2 Isolated square footings should contain, as a minimum, a grid of three No. 4 steel bars on 12-inch centers, both ways, with no less than three bars each way. Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page e 15 15 10.3 Interior ground-floor level (at pad elevation) slabs should be a minimum of 4 inches actual thickness and be reinforced with No. 3 bars on 18-inch centers, both ways, placed at midheight in the slab. The slab shall be underlain by a 2-inch-thick layer of clean sand (S.E. = 30 or greater) overlying a moisture retardant membrane over 2 inches of sand. Slab subgrade soil shall be verified by a Geotechnical Exploration, Inc, representative to have the proper moisture content within 48 hours prior to placement of the vapor barrier and pouring of concrete. Basement slab areas shall be provided with a waterproofing membrane such as Paraseal (or equivalent) for a higher factor of safety against Possible moisture problems. The owner shall be consulted as to the degree of protection desired. Paraseal installation shall be as indicated by the manufacturer on a 4-inch-thick layer of gravel. We recommend the project Civil/Structural Engineer incorporate isolation joints and sawcuts to at least one-fourth the thickness of the slab in any floor designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. We recommend that concrete shrinkage joints be placed no farther than approximately 20 feet, and also at re-entrant corners. However, due to a number of reasons (such as base preparation, construction techniques, curing procedures, and normal shrinkage of concrete), some cracking of slabs can be expected. Basement slabs may be provided with a higher percent of steel reinforcing to eliminate control joints. NOTE: The project Civil/Structural Engineer shall review all reinforcing schedules. The reinforcing minimums recommended herein are not to be II'rl i Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page e 16 construed as structural designs, but merely as minimum safeguards to reduce possible crack separations. Based on our laboratory test results and our experience with the soil types on the subject site, the dense natural soils and properly compacted fill soils should experience differential angular rotation of less than 1/240 under the allowable loads. The maximum differential settlement across the structure and footings when founded on properly compacted fill or dense natural formation shall be on the order of 1 inch. 11. As a minimum for protection of on-site improvements, we recommend that all nonstructural concrete slabs (such as patios, sidewalks, etc.), be founded on properly compacted and tested fill or dense native formation and underlain by at least 3 inches of leveling clean sand, with No. 3 bars at 18 inches on-center at the mid-height of the slab, and contain adequate isolation and control joints. The performance of on-site improvements can be greatly affected by soil base preparation and the quality of construction. It is therefore important that all improvements are properly designed and constructed for the existing soil conditions. The improvements should not be built on loose soils or fills placed without our observations and testing. Any rigid improvements founded on the existing loose surface soils can be expected to undergo movement and possible damage and is therefore not recommended. Geotechnical Exploration, Inc. takes no responsibility for the performance of the improvements built or loose or inadequately compacted fills. Any exterior area to receive concrete improvements shall be verified for compaction and moisture within 48 hours prior to concrete placement. _ SIR11 Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 17 For exterior slabs with the minimum shrinkage reinforcement, control joints shall be placed at spaces no farther than 15 feet apart or the width of the slab, whichever is less, and also at re-entrant corners. Control joints in exterior slabs shall be sealed with elastomeric joint sealant. The sealant shall be inspected every 6 months and be properly maintained. 12. Driveway pavement, consisting of Portland cement concrete at least 51/2 inches in thickness, may be placed on properly compacted subgrade soils. The concrete shall be at least 3,500 psi compressive strength, with control joints no farther than 15 feet apart. Pavement joints shall be properly sealed with the permanent joint sealant, as required in sections 201.3.6 through 201.3.8 of the Standard Specifications for Public Work Construction, 2000 Edition. Depending upon the lateral slab support of the drive, restraining steel dowels may be required in areas that are not suff=iciently restrained. Subgrade soil for the driveway shall be compacted to 95 percent of Maximum Dry Density. C. Floor Slab Vapor Transmission 13. Vapor moisture can cause some problems on moisture sensitive floors, some floor sealers, or sensitive equipment in direct contact with the floor, in addition to mildew and staining on slabs, walls and carpets. 14. The common practice in Southern California is to place vapor retarders made Of PVC, or of polyethylene. PVC retarders are made in thickness ranging from 10- to 60-mil. Polyethylene retarders, called visqueen, range from 5- to 10-mil in thickness. The thicker the plastic, the stronger the resistance will be against puncturing. Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 18 15. Although polyethylene (visqueen) products are most commonly used, products such as Vaporshield possess much higher tensile strength and are more specifically designed for and intended to retard moisture transmission into concrete slabs. The use of Vaporshield or equivalent is highly recommended when a structure is intended for moisture-sensitive floor coverings or uses. 16. The vapor retarders need to have joints lapped and sealed with mastic or manufacturer's recommended tape for additional protection. To provide some protection to the moisture retarder, a layer of at least 2 inches of clean sand on top and 2 inches at the bottom shall also be provided. No heavy equipment, stakes or other puncturing instruments shall be used on top of the liner before or during concrete placement. In actual practice, stakes are often driven through the retarder material, equipment is dragged or rolled across the retarder, overlapping or jointing is not properly implemented, etc. All these construction deficiencies reduce the retarder's effectiveness. The vapor retarders are not waterproof. They are intended to help prevent or reduce capillary migration of vapor through the soil into the pores of concrete slabs. Other waterproofing systems must supplement vapor retarders if full waterproofing is desired. The owner should be consulted to determine the specific level of protection required. D. Ret_y Walls 17. The active earth pressure (to be utilized in the design of any cantilever retaining walls, utilizing very low expansive to low expansive soils [EI less than 50] as backfill) shall be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only). For 2.0:1.0 sloping backfill, the Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page e 19 equivalent fluid weight shall be not less than 52 pcf utilizing low expansive backfill. Clayey soils shall not be used as wall backfill material, except as capping material in the upper 1 foot if present on the site. In the event that a retaining wall is to be designed for a restrained condition (such as for basement retaining walls), a uniform pressure equal to 8xH (eight times the total height of retained soil, considered in pounds per square foot) shall be considered as acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight. The soil pressure produced by any footings, improvements, or any other surcharge placed within a horizontal distance equal to the height of the retaining portion of the wall shall be included in the wall design pressure. Any vertical loads placed on the active wedge behind the wall can be transformed into horizontal loads for the structural design by multiplying the vertical load by a factor of 0.32. For restrained walls, use a factor equal to 0.52. The retaining wall and/or building retaining wall plans shall indicate that the walls shall be backfilled with very low to low expansive soils (EI=less than 50). 18. Due to possible buildup of groundwater (derived primarily from rainfall and irrigation), excess moisture is a common problem in below-grade structures or behind retaining walls that may be proposed. These problems are generally in the form of water seepage through walls, mineral staining, mold growth and high humidity. Even without the presence of free water, the capillary draw characteristics, especially of fine grained soils, can result in excessive transmission of water vapor through walls and floor slabs. In order to reduce the potential for IrP i Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 20 moisture-related problems to develop at the site, proper and sufficient ventilation and waterproofing shall be provided for below-ground areas and the backfill side of all structure retaining walls should be properly waterproofed and drained. 19. Proper subdrains and free-draining backwall material or geocomposite drainage shall be installed behind all retaining walls (in addition to proper waterproofing) on the subject project. Geotechnica/ Exploration, Inc. will assume no liability for damage to structures or improvements that is attributable to poor drainage. The architectural plans shall clearly indicate that the subdrains for any lower-level walls shall be placed at an elevation at least 1 foot below the bottom of the lower-level slabs. At least 0.5-percent fall shall be provided for the subdrain. The subdrain shall be placed in an envelope of crushed rock gravel up to 1 inch in maximum diameter, and be wrapped with Mirafi 140N filter or equivalent (see Figure No. V), 4 In general, guidelines and requirements of Chapter 18 and its Appendix (UBC 1997 Edition or California Building Code 2001 Edition) shall be followed for wall and floor basement waterproofing. E. Slopes 20. Shoring should be used if vertical cuts are desired, or if space restrictions along the north and east property lines do not allow temporary cuts. If improvements or structures exist within a horizontal distance equal to the height of the proposed cut, shoring should be used. Shoring design shall include any loads applied within the potential failure wedge behind the shoring wall. The soil equivalent fluid weight presented in the retaining wall section may be used in the shoring design. As indicated previously, an Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 21 alternating slot cut backfill method may be considered in lieu of shoring for grading purposes. 21. Although shoring is proposed, we anticipate that temporary slopes into the formational material of approximately 12 feet in height may be required during the excavation process and construction of the basement areas. Based on the results of our field investigation, it is our opinion that the following temporary-slope design criteria may be considered in areas where the excavation slope top will be at least 10 feet away from any existing structures or improvements. The existing formational materials may be cut at an inclination of 0.50 horizontal to 1.0 vertical in the lower 5 feet of excavation (measured from present grade) and at 1.0:1.0 (horizontal to vertical) at upper elevations, for an unsupported period not to exceed eight weeks. After that time, a slope condition evaluation shall be provided by our firm. No soil stockpiles or surcharge may be placed within a horizontal distance equal to the height of the excavation. Any plans for slopes in excess of the anticipated 14-foot maximum height must be presented to our office prior to grading to allow time for review and specific recommendations, if warranted. Proper drainage away from the excavation shall be provided at all times. 22. A representative of Geotechnica/ Exploration, Inc. must observe any steep temporary slopes during excavation. In the event that soils comprising a slope are not as anticipated, any required slope design changes would be presented at that time. 23. Where not superseded by specific recommendations presented in this report, trenches, excavations and temporary slopes at the subject site shall be rrl Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 22 constructed in accordance with Title 8, Construction Safety Orders, issued by Cal-OSHA. F. Site Drainage Considerations 24. Adequate measures shall be taken to properly finish-grade the building site after the structures and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from the foundations, floor slabs, footings, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Roof gutters and downspouts should be installed on the structures, with the runoff directed away from the foundations via closed drainage lines. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings and floor slabs. Failure to observe this recommendation could result in undermining and possible differential settlement of the structure or other improvements on the site. Currently, the Uniform Building Code requires a minimum 2-percent surface gradient for proper drainage of building pads unless waived by the building official. Concrete pavement may have a minimum gradient of 0.5-percent. 25. Planter areas, flower beds and planter boxes shall be sloped to drain away from the foundations, footings, and floor slabs at a gradient of at least 5 percent within 5 feet from the perimeter walls. Any planter areas adjacent to the buildings or surrounded by concrete improvements shall be provided with sufficient area drains to help with rapid runoff disposal. No water shall be allowed to pond adjacent to the building or other improvements. Planter boxes shall be constructed with a closed bottom and a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away GH Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 23 from the slopes, foundations, footings, and floor slabs, to an adequate drainage facility. Sufficient area drains and proper surface gradient shall be provided throughout the project. Roof gutter and downspouts shall be tied to storm drain lines. 26. Irrigation should be kept to the minimum necessary to sustain the on-site plant material. Proper irrigation zoning and monitoring should be adhered to in order to prevent over-irrigation and possible moisture-related distress to interior areas of the home. G. Genera/ Recommendations 27. Appropriate erosion control measures shall be taken at all times during and after construction to prevent surface runoff waters from entering footing excavations or ponding on finished building pad areas. 28. Following placement of any concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. - 29. In order to minimize any work delays at the subject site during site development, this firm should be contacted 24 hours prior to any need for - observation of footing excavations or field density testing of compacted fill soils. If possible, placement of formwork and steel reinforcement in footing excavations should not occur prior to observing the excavations; in the event that our observations reveal the need for deepening or redesigning foundation structures at any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to MR Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 24 correction of the observed problem (i.e., deepening the footing excavation, recompacting soil in the bottom of the excavation, etc.) VIII. GRADING NOTES Any required grading operations shall be performed in accordance with the General Earthwork Specifications (Appendix B) and the requirements of the City of Encinitas - Grading Ordinance. 30. Geotechnical Exploration, Inc. recommends that we be asked to verify the actual soil conditions revealed during site grading work and footing excavation to be as anticipated in the "Report of Preliminary Geotechnical Investigation" for the project. In addition, the compaction of any fill soils placed during site grading work must be tested by the soil engineer. It is the responsibility of the grading contractor to comply with the requirements on the grading plans and the local grading ordinance. All retaining wall and trench backfill that will support structures or rigid improvements shall be properly compacted. Geotechnical Exploration, Inc. will assume no liability for damage occurring due to improperly or uncompacted backfill placed without our observations and testing. 31. It is the responsibility of the owner and/or developer to ensure that the recommendations summarized in this report are carried out in the field operations and that our recommendations for design of this project are incorporated in the structural plans. We shall be provided with the opportunity to review the project plans once they are available, to see that our recommendations are adequately incorporated in the plans. SH Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 25 32. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. IX. LIMITATIONS Our conclusions and recommendations have been based on all available data obtained from our field investigation and laboratory analysis, as well as our experience with the soils and formational materials located in the Cardiff area of the City of Encinitas. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is, therefore, necessary that all observations, conclusions, and recommendations be verified at the time grading operations begin or when footing excavations are placed. In the event discrepancies are noted, additional recommendations may be issued, if required. The work performed and recommendations presented herein are the result of an investigation and analysis that meet the contemporary standard of care in our profession within the County of San Diego. No warranty is provided. This report should be considered valid for a period of two (2) years, and is subject to review by our firm following that time. If significant modifications are made to the building plans, especially with respect to the height and location of any proposed structures, this report must be presented to us for immediate review and possible revision. _. orpl"— Proposed Curl Residence Cardiff-by-the-Sea, California Job No. 04-8683 Page 26 The firm of Geotechnical Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report and the changes are made without our observations, testing, and approval. - Once again, should any questions arise concerning this report, please feel free to contact the undersigned. Reference to our Job No. 04-8683 will expedite a reply - to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. jiV ser Senior Project Geologist Leslie D. Reed, resident C.E.G. 999[exp. 3-31-05]/R.G. 3391 Jaime A. Cerros, P. �( R.C.E. 34422/G.E. 2007 '�Jl Senior Geotechnical Engineer �� ..� , OF Ut� w I `rv0. Ex y Ds' tpTFCN�a�L/-R" OF 11'rl i VICINITY MAP + r v'- n.. " o 41A 60 KN- SANTA .SUMMIT RUB NSTEIN - AITH AV ST Sk1aNlIT crntE, ;2QO� C�7NY RD LN R Liq ° GEt�N CREST RD � A HAt >, �,,, ` ,/ KINGS CROSS Olt gn CRML KINGS _ f > E D PAW - CARETTA °p +1. TLE NQLBE% FALCON 141LI CT sit An W VY AW Y `� gCZp f O SAS ,� ,� .3 AV is �' c3 t .00 - -1, .. Tp EL IJO fFf�RD ,� _ �" Alt T,1 BEACH Thomas Bros Guide San Diego County pg 1167 Proposed Curl Residence 115 Verdi Avenue Cardiff, CA. Figure No. I Job No. 04-8683 frPIN B-3 FProposed Walls N , i I S SCALE: 1'=2o` I _ (aPPuimaile) e t E E I { I I REFERENCE: This Plot Plan was prepared from an existing undated SITE PLAN by W Dean Meredith Architect AIA and from on-site field reconnaissance performed I loy GEI. r I i I ®B-2 I E 3' B-1 spa Ito NOTE: This Plot Plan is not to be used for legal purposes. Locations and dimensions are approxi- mate. Actual property dimensions and locations Of utilities may be obtained from the Approved E�tisfing Building Plans or the As—Built* Grading Plans. Wad with ' Fence on Top Legend FASSUMED PROPERTY BOUNDARY PROPOSED STRUCTURE PLOT PLAN Proposed Cud Residence 115 Verdi Avenue ® 8-3 APPROXIMATE LOCATION Of Cardiff, CA _._ EXPLORATORY BORING Figure No.ft Job No. 04-8683 PROPOSED RETAINING WALLS I[rl GMatechin Cal 04-8 � 683-p Ivradon, inc. June 2004 EQUIPMENT DIMENSION&TYPE OF EXCAVATION DATE LOGGED Limited Access Auger Drill Rig 6-inch diameter Boring 5.19 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY 105'Mean Sea Level Not Encountered JKH FIELD DESCRIPTION AND o CLASSIFICATION a :R,LL -' w w a n o 5 o Z. DESCRIPTION AND REMARKS ,,; v� F , , o + J o ow >- N (Grain size,Density,Moisture,Color) S� S� Z v'—i c u~—� z ° � �w vi ao az �- _ z zo a¢ z �z CL w ao w we o � FINE TO MEDIUM SAND,w/slight silt; poor) z z �� w 0o M° "z cemented. Loose. Damp. Dark red-browny SM 2 FILL(Qaf) 11.8 103.5 9 3" 4 7 2" 6 FINE j; j MEDIUM SAND,w/slight silt;-Poorly -W � cemented. Loose to medium dense. Moist. Red to orange-brown. BAY POINT FORMATION(Qbp) 11.5 116.0 18 3" 8 9 2" 10 SANDY SILT, moderately cemented. Medium -- dense to dense. Damp. Red-brown. ML BAY POINT FORMATION(Qbp) 11.2 116.4 89 22 3" 12 55%passing#200 sieve. 22 2" 14 8.0 131.5 16 9.4 119.6 91 42 3" 0 X Bottom @ 16.5' W 0 W c� Z WATER TABLE JOB NAME Proposed Curl Residence ® LOOSE BAG SAMPLE SITE LOCATION m 0 IN-PLACE SAMPLE 115 Verdi Avenue,Cardiff,California o DRIVE SAMPLE JOB NUMBER REVIEWED BY LOG No LDR/JAC _. Q SAND CONE/F.D.T. 048683 o Geotechnica! FIGURE NUMBER ' E:ptoragon,Inc. B-1 X ® STANDARD PENETROMETER W Ilia r EQUIPMENT DIMENSION&TYPE OF EXCAVATION Limited Access Auger Drill RI DATE LOGGED 9 6-inch diameter Boring 5,19-04 SURFACE ELEVATION GROUNDWATER DEPTH ±109'Mean Sea Level LOGGED BY Not Encountered JKH FIELD DESCRIPTION AND L J CLASSIFICATION o � w n a DESCRIPTION AND REMARKS o} `� } r°o + ILL 0 o � ¢ (Grain size,Density,Moisture,Color) a n z � � i¢ o Z w Uj o z zo �z a= FINE TO MEDIUM SAND,w/slight silt; poorly = ? Z° o 0 O w 0 m o Z cemented. Loose. Damp. Dark brown. y SM 2 FILL(Qaf) 7.0 108.9 8 3" L FINE TO MEDIUM SAND,w/slight silt; poorly SM 4 cemented. Loose to medium dense. Moist. Red 6 2" to orange-brown. BAY POINT FORMATION(Qbp) 6 _. 7.4 115.0 16 3" I . 8 9 2" SANDY SILT, moderately cemented. Medium —— ML 10 dense. Damp. Red-brown. BAY POINT FORMATION(Qbp) 10.1 119.7 21 3" 12 18 2" 14 23 2" e 16 _ o Bottom @ 15.5' 0 a X; W1 O w C1 Z WATER TABLE JOB Proposed Curl Residence ® LOOSE BAG SAMPLE SITE LOCATION IN-PLACE SAMPLE 115 Verdi Avenue,Cardiff, California o DRIVE SAMPLE JOB NUMBER REVIEWED BY ° LDR/JAC LoG No. L SAND CONE/F.D.T. 04-8683 '�� ° FIGURE NUMBER Geotecl�nlcal w ® STANDARD PENETROMETER Illb B-2 EQUIPMENT DIMENSION 8 TYPE OF EXCAVATION DATE LOGGED Limited Access Auger Drill Rig 6-inch diameter Boring 5-19-04 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ±112'Mean Sea Level Not Encountered JKH FIELD DESCRIPTION AND �� o � o '- CLASSIFICATION � J w to Qf Ly� n o o a DESCRIPTION AND REMARKS �,; v> } o + J o - o U) ¢ (Grain size,Density,Moisture,Color) b S U)i 555 '- M '= ' z o ,"'- 11; Z ?C1 O o o. x U m0 ¢Z FINE TO MEDIUM SAND,w slight silt; poorly SM cemented. Loose to medium dense. Damp. Red-brown. 2 BAY POINT FORMATION(Qbp) 9.7 123.4 21 3" 4 19 2" SANDY SILT, moderately cemented. dense to dense. Damp. Red to orange-brown. 6 BAY POINT FORMATION(Qbp) 7.2 117.2 48 3" 8 34 2" 10 12.9 123.3 75 3" 12 Bottom @ 11' 14 3'-4'high wall in southeast corner. Retaining wall footing is less than 6"deep, unknown width. Bottom of wall ranges from 1'to 3'above existing pad grade. 16 N N Q Q X W O W U Z WATER TABLE JOB NAME Proposed Curl Residence ® LOOSE BAG SAMPLE SITE LOCATION - m Ej] IN-PLACE SAMPLE 115 Verdi Avenue,Cardiff,California DRIVE SAMPLE JOB NUMBER REVIEWED BY LOG ° LDR/JAC 9 s SAND CONE/F.D.T. 04'83 GeotxHcaf ° FIGURE NUMBER iedE:pbrardon•Inc. B-3 W ® STANDARD PENETROMETER Illc 135 130 125 Source of Material B-1(cry 13.(Y 120 Description of Material Red-brown SANDY SILT - Test Method ASTM D1557 Method A 115 TEST RESULTS 110 Maximum Dry Density 131.5 PCF Optimum Water Content 8.0 % U Q } F- 0 105 ATTERBERG LIMITS } ° LL PL PI 100 _. Curves of 100%Saturation for Specific Gravity Equal to: 95 2.80 2.70 90 2.60 - 85 0 80 a x w w 75 0 5 10 15 20 25 30 35 40 45 WATER CONTENT,% Geotechnicai MOISTURE-DENSITY RELATIONSHIP Exploration, Inc. Figure Number: IVa a Job Name: Proposed Curl Residence Site Location: 115 Verdi Avenue, Cardiff, California Job Number: 04-8683 4,000 3,500 3,000 2,500 N d Z 2,000 Q w 1,500 1,000 500 0 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 NORMAL PRESSURE,psf N Specimen Identification Classification Ya MC% c - B-3 Orange-brown SANDY SILT 312 26 Ira x w O O a c� J U n a 'r��i w Geotechnical DIRECT SHEAR TEST EX N ploration, Inc. Figure Number. IVb Job Name: Proposed Curl Residence Site Location: 115 Verdi Avenue, Cardiff, California Job Number: 04-8683 TYPICAL SUBGRADE RETAINING WALL DRAINAGE RECOMMENDATIONS Proposed Exterior Grade To Drain at A Min. 2% 6" Min. Fall Away from Bldg t Exterior Retaining Miradrain Footing Wall Properly Waterproofing Compacted To Top Of Wall Backfill Lower—level Sealant Perforated PVC (SDR 35) Slab—on—grade 4" pipe with 0.5% min. slope, or Crawlspace with bottom of pipe located 12" below slab or Interior (crawlspace) Sealant round surface elevation, with 1.5 ?cu.ft.) of gravel 1" diameter max, wrapped with filter cloth such as Miradrain 6000 A - p pa / app p TBetween Bottom p d 12" of Slab and 4 �a Pie Bottom P tom v 1 & 60' Miradrain Cloth - NOT TO SCALE ---- Figure No. V NOTE: As an option to Miradrain 6000, Gravel or Job No 0¢-8683 Crushed rock 3/4" maximum diameter may be used qr with a minimum 12" thickness along the interior -- face of the wall and 2.0 cu.ft./ft. of pipe brp>tOI+oN.ny /M� gravel envelope. 02-8198—v APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION Coarse-grained (More than half of material is larger than a No. 200 sieve) GRAVELS, CLEAN GRAVELS GW Well-graded gravels, gravel and sand mixtures, little (More than half of coarse fraction or no fines. is larger than No. 4 sieve size, but smaller than 3") GP Poorly graded gravels, gravel and sand mixtures, little or no fines. GRAVELS WITH FINES GC Clay gravels, poorly graded gravel-sand-silt mixtures (Appreciable amount) SANDS, CLEAN SANDS SW Well-graded sand, gravelly sands, little or no fines (More than half of coarse fraction is smaller than a No. 4 sieve) SP Poorly graded sands, gravelly sands, little or no fines. SANDS WITH FINES SM Silty sands, poorly graded sand and silty mixtures. (Appreciable amount) SC Clayey sands, poorly graded sand and clay mixtures. FINE-GRAINED (More than half of material is smaller than a No. 200 sieve) SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity. Liquid Limit Less than 50 CL Inorganic clays of low to medium plasticity, gravelly clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Liquid Limit Greater than 50 CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils v Irr! 10 APPENDIX B GENERAL EARTHWORK SPECIFICATIONS 11pq i APPENDIX B GENERAL EARTHWORK SPECIFICATIONS General The objective of these specifications is to properly establish procedures for the clearing and preparation of the existing natural ground or properly compacted fill to receive new fill; for the selection of the fill material; and for the fill compaction and testing methods to be used. Scope of Work The earthwork includes all the activities and resources provided by the contractor to construct in a good workmanlike manner all the grades of the filled areas shown in the plans. The major items of work covered in this section include all clearing and grubbing, removing and disposing of materials, preparing areas to be filled, compacting of fill, compacting of backfills, subdrain installations, and all other work necessary to complete the grading of the filled areas. Site Visit and Site Investigation 1. The contractor shall visit the site and carefully study it, and make all inspections necessary in order to determine the full extent of the work required to complete all grading in conformance with the drawings and specifications. The contractor shall satisfy himself as to the nature, location, and extent of the work conditions, the conformation and condition of the existing ground surface; and the type of equipment, labor, and facilities needed prior to and during prosecution of the work. The contractor shall satisfy himself as to the character, quality, and quantity of surface and subsurface materials or obstacles to be encountered. Any inaccuracies or discrepancies between the actual field conditions and the drawings, or between the drawings and specifications, must be brought to the engineer's attention in order to clarify the exact nature of the work to be performed. 2. A soils investigation report has been prepared for this project by GEL It is available for review and should be used as a reference to the surface and subsurface soil and bedrock conditions on this project. Any recommendations made in the report of the soil investigation or subsequent reports shall become an addendum to these specifications. Authority of the Soils Engineer and Engineering Geologist The soils engineer shall be the owner's representative to observe and test the construction of fills. Excavation and the placing of fill shall be under the observation of the soils engineer and his/her representative, and he/she shall give a written opinion regarding conformance with the specifications upon completion of grading. The soils engineer shall have the authority to cause the removal and replacement of porous topsoils, uncompacted or improperly compacted fills, disturbed bedrock materials, and soft alluvium, and shall have the authority to approve or reject materials proposed for use in the compacted fill areas. The soils engineer shall have, in conjunction with the engineering geologist, the authority to approve the preparation of natural ground and toe-of-fill benches to receive fill material. The engineering geologist shall have the authority to evaluate the stability of the existing or proposed slopes, and to evaluate the necessity of remedial measures. If any unstable condition is being created by cutting or filling, the engineering geologist and/or soils engineer shall advise the contractor and owner immediately, and prohibit grading in the affected area until such time as corrective measures are taken. The owner shall decide all questions regarding: (1) the interpretation of the drawings and specifications, (2) the acceptable fulfillment of the contract on the part of the contractor, and (3) the matter of compensation. Appendix B Page 2 -- Clearing and Grubbing 1. Clearing and grubbing shall consist of the removal from all areas to be graded of all surface trash, abandoned improvements, paving, culverts, pipe, and vegetation (including -- but not limited to -- heavy weed growth, trees, stumps, logs and roots larger than 1-inch in diameter). 2. All organic and inorganic materials resulting from the clearing and grubbing operations shall be collected, piled, and disposed of by the contractor to give the cleared areas a neat and finished appearance. Burning of combustible materials on-site shall not be permitted unless allowed by local regulations, and at such times and in such a manner to prevent the fire from spreading to areas adjoining the property or cleared area. 3. It is understood that minor amounts of organic materials may remain in the fill soils due to the near impossibility of complete removal. The amount remaining, however, must be considered negligible, and in no case can be allowed to occur in concentrations or total quantities sufficient to contribute to settlement upon decomposition. Preparation of Areas to be Filled 1. After clearing and grubbing, all uncompacted or improperly compacted fills, soft or loose soils, or unsuitable materials, shall be removed to expose competent natural ground, undisturbed bedrock, or properly compacted fill as indicated in the soils investigation report or by our field representative. Where the unsuitable materials are exposed in final graded areas, they shall be removed and replaced as compacted fill. 2. The ground surface exposed after removal of unsuitable soils shall be scarified to a depth of at least 6 inches, brought to the specified moisture content, and then the scarified ground compacted to at least the specified density. Where undisturbed bedrock is exposed at the surface, scarification and recompaction shall not be required. 3. All areas to receive compacted fill, including all removal areas and toe-of-fill benches, shall be observed and approved by the soils engineer and/or engineering geologist prior to placing compacted fill. 4. Where fills are made on hillsides or exposed slope areas with gradients greater than 20 percent, horizontal benches shall be cut into firm, undisturbed, natural ground in order to provide both lateral and vertical _ stability. This is to provide a horizontal base so that each layer is placed and compacted on a horizontal plane. The initial bench at the toe of the fill shall be at least 10 feet in width on firm, undisturbed, natural ground at the elevation of the toe stake placed at the bottom of the design slope. The engineer shall determine the width and frequency of all succeeding benches, which will vary with the soil conditions and the steepness of the slope. Ground slopes flatter than 20 percent (5.0:1.0) shall be benched when considered necessary by the soils engineer. Fill and Backfill Material Unless otherwise specified, the on-site material obtained from the project excavations may be used as fill or backfill, provided that all organic material, rubbish, debris, and other objectionable material contained therein is first removed. In the event that expansive materials are encountered during foundation excavations within 3 feet of finished grade and they have not been properly processed, they shall be entirely removed or thoroughly mixed with good, granular material before incorporating them in fills. No footing shall be allowed to bear on soils which, in the opinion of the soils engineer, are detrimentally expansive -- unless designed for this clayey condition. r i i Appendix B Page 3 However, rocks, boulders, broken Portland cement concrete, and bituminous-type pavement obtained from the project excavations may be permitted in the backfill or fill with the following limitations: 1. The maximum dimension of any piece used in the top 10 feet shall be no larger than 6 inches. 2 Clods or hard lumps of earth of 6 inches in greatest dimension shall be broken up before compacting the material in fill. 3. If the fill material originating from the project excavation contains large rocks, boulders, or hard lumps that cannot be broken readily, pieces ranging from 6 inches in diameter to 2 feet in maximum dimension may be used in fills below final subgrade if all pieces are placed in such a manner (such as windrows) as to eliminate nesting or voids between them. No rocks over 4 feet will be allowed in the fill. 4. Pieces larger than 6 inches shall not be placed within 12 inches of any structure. 5. Pieces larger than 3 inches shall not be placed within 12 inches of the subgrade for paving. 6. Rockfills containing less than 40 percent of soil passing 3/4-inch sieve may be permitted in designated areas. Specific recommendations shall be made by the soils engineer and be subject to approval by the city engineer. 7. Continuous observation by the soils engineer is required during rock placement. —8. Special and/or additional recommendations may be provided in writing by the soils engineer to modify, clarify, or amplify these specifications. 9. During grading operations, soil types other than those analyzed in the soil investigation report may be encountered by the contractor. The soils engineer shall be consulted to evaluate the suitability of these soils as fill materials. Placing and Compacting Fill Material 1. After preparing the areas to be filled, the approved fill material shall be placed in approximately horizontal _r layers, with lift thickness compatible to the material being placed and the type of equipment being used. Unless otherwise approved by the soils engineer, each layer spread for compaction shall not exceed 8 inches of loose thickness. Adequate drainage of the fill shall be provided at all times during the construction period. 2. When the moisture content of the fill material is below that specified by the engineer, water shall be added to it until the moisture content is as specified. —3• When the moisture content of the fill material is above that specified by the engineer, resulting in inadequate compaction or unstable fill, the fill material shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is as specified. 4. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to not less than the density set forth in the specifications. Compaction shall be accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other approved types of acceptable compaction equipment. Equipment shall be of such design that it will be able to compact the fill to the specified relative compaction. Compaction shall cover the entire fill area, and the equipment shall make sufficient trips to ensure that the desired density has been obtained throughout the entire fill. At locations where it would be impractical due .� Irrl i Appendix B Page 4 to inaccessibility of rolling compacting equipment, fill layers shall be compacted to the specified requirements by hand-directed compaction equipment. 5. When soil types or combination of soil types are encountered which tend to develop densely packed surfaces as a result of spreading or compacting operations, the surface of each layer of fill shall be sufficiently roughened after compaction to ensure bond to the succeeding layer. 6. Unless otherwise specified, fill slopes shall not be steeper than 2.0 horizontal to 1.0 vertical. In general, fill slopes shall be finished in conformance with the lines and grades shown on the plans. The surface of fill slopes shall be overfilled to a distance from finished slopes such that it will allow compaction equipment to operate freely within the zone of the finished slope, and then cut back to the finished grade to expose the compacted core. Alternate compaction procedures include the backrolling of slopes with sheepsfoot rollers in increments of 3 to 5 feet in elevation gain. Alternate methods may be used by the contractor, but they shall be evaluated for approval by the soils engineer. 7. Unless otherwise specified, all allowed expansive fill material shall be compacted to a moisture content of approximately 2 to 4 percent above the optimum moisture content. Nonexpansive fill shall be compacted at near-optimum moisture content. All fill shall be compacted, unless otherwise specified, to a relative compaction not less than 95 percent for fill in the upper 12 inches of subgrades under areas to be paved with asphalt concrete or Portland concrete, and not less than 90 percent for other fill. The relative - compaction is the ratio of the dry unit weight of the compacted fill to the laboratory maximum dry unit weight of a sample of the same soil, obtained in accordance with A.S.T.M. D-1557 test method. 8. The observation and periodic testing by the soils engineer are intended to provide the contractor with an ongoing measure of the quality of the fill compaction operation. It is the responsibility of the grading contractor to utilize this information to establish the degrees of compactive effort required on the project. More importantly, it is the responsibility of the grading contractor to ensure that proper compactive effort is applied at all times during the grading operation, including during the absence of soils engineering representatives. Trench Backfill 1. Trench excavations which extend under graded lots, paved areas, areas under the influence of structural loading, in slopes or close to slope areas, shall be backfilled under the observations and testing of the soils engineer. All trenches not falling within the aforementioned locations shall be backfilled in accordance with the City or County regulating agency specifications. 2. Unless otherwise specified, the minimum degree of compaction shall be 90 percent of the laboratory maximum dry density. 3. Any soft, spongy, unstable, or other similar material encountered in the trench excavation upon which the bedding material or pipe is to be placed, shall be removed to a depth recommended by the soils engineer and replaced with bedding materials suitably densified. Bedding material shall first be placed so that the pipe is supported for the full length of the barrel with full bearing on the bottom segment. After the needed testing of the pipe is accomplished, the bedding shall be completed to at least 1 foot on top of the pipe. The bedding shall be properly densified before backfill is placed. Bedding shall consist of granular material with a sand equivalent not less than 30, or other material approved by the engineer. Appendix B Page 5 4. No rocks greater than 6 inches in diameter will be allowed in the backfill placed between 1 foot above the pipe and 1 foot below finished subgrade. Rocks greater than 2.5 inches in any dimension will not be allowed in the backfill placed within 1 foot of pavement subgrade. 5. Material for mechanically compacted backfill shall be placed in lifts of horizontal layers and properly moistened prior to compaction. In addition, the layers shall have a thickness compatible with the material being placed and the type of equipment being used. Each layer shall be evenly spread, moistened or dried, and then tamped or rolled until the specified relative compaction has been attained. 6. Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tire rollers, vibratory rollers, or other mechanical tampers. Impact-type pavement breakers (stompers) will not be permitted over clay, asbestos cement, plastic, cast iron, or nonreinforced concrete pipe. Permission to use specific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or improvements installed under the contract. The contractor shall make his/her own determination in this regard. 7. Jetting shall not be permitted as a compaction method unless the soils engineer allows it in writing. 8. Clean granular material shall not be used as backfill or bedding in trenches located in slope areas or within a distance of 10 feet of the top of slopes unless provisions are made for a drainage system to mitigate the potential buildup of seepage forces into the slope mass. Observations and Testing 1. The soils engineers or their representatives shall sufficiently observe and test the grading operations so that they can state their opinion as to whether or not the fill was constructed in accordance with the specifications. 2. The soils engineers or their representatives shall take sufficient density tests during the placement of compacted fill. The contractor should assist the soils engineer and/or his/her representative by digging test pits for removal determinations and/or for testing compacted fill. In addition, the contractor should cooperate with the soils engineer by removing or shutting down equipment from the area being tested. 3. Fill shall be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should be performed by using approved methods by A.S.T.M., such as A.S.T.M. D1556, D2922, and/or D2937. Tests to evaluate density of compacted fill should be provided on the basis of not less than one test for each 2-foot vertical lift of the fill, but not less than one test for each 1,000 cubic yards of fill placed. Actual test intervals may vary as field conditions dictate. In fill slopes, approximately half of the tests shall be made at the fill slope, except that not more than one test needs to be made for each 50 horizontal feet of slope in each 2-foot vertical lift. Actual test intervals may vary as field conditions dictate. 4. Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the soils engineer. Site Protection It shall be the grading contractor's obligation to take all measures deemed necessary during grading to maintain adequate safety measures and working conditions, and to provide erosion-control devices for the protection of excavated areas, slope areas, finished work on the site and adjoining properties, from storm damage and flood hazard originating on the project. It shall be the contractor's responsibility to maintain slopes in their as-graded Pik 0� Appendix B — Page 6 form until all slopes are in satisfactory compliance with the job specifications, all berms and benches have been properly constructed, and all associated drainage devices have been installed and meet the requirements of the specifications. All observations, testing services, and approvals given by the soils engineer and/or geologist shall not relieve the contractor of his/her responsibilities of performing the work in accordance with these specifications. After grading is completed and the soils engineer has finished his/her observations and/or testing of the work, no further excavation or filling shall be done except under his/her observations. Adverse Weather Conditions 1. Precautions shall be taken by the contractor during the performance of site clearing, excavations, and grading to protect the worksite from flooding, ponding, or inundation by poor or improper surface drainage. Temporary provisions shall be made during the rainy season to adequately direct surface drainage away from and off the worksite. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. 2. During periods of rainfall, plastic sheeting shall be kept reasonably accessible to prevent unprotected slopes from becoming saturated. Where necessary during periods of rainfall, the contractor shall install checkdams, -- desilting basins, rip-rap, sandbags, or other devices or methods necessary to control erosion and provide safe conditions. 3. During periods of rainfall, the soils engineer should be kept informed by the contractor as to the nature of remedial or preventative work being performed (e.g. pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.). _._ 4. Following periods of rainfall, the contractor shall contact the soils engineer and arrange a walk-over of the site in order to visually assess rain-related damage. The soils engineer may also recommend excavations and testing in order to aid in his/her assessments. At the request of the soils engineer, the contractor shall make excavations in order to evaluate the extent of rain-related damage. 5. Rain-related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress, and other adverse conditions identified by the soils engineer. Soil adversely affected shall be classified as Unsuitable Materials, and shall be subject to overexcavation and replacement with compacted fill or other remedial grading, as recommended by the soils engineer. —6. Relatively level areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, shall be overexcavated to unaffected, competent material. Where less than 1.0 foot in depth, unsuitable materials may be processed in place to achieve near-optimum moisture conditions, then thoroughly recompacted in accordance with the applicable specifications. If the desired results are not achieved, the affected materials shall be over-excavated, then replaced in accordance with the applicable specifications. In slope areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, they shall be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade, remedial grading by moisture-conditioning in place, followed by thorough recompaction in accordance with the applicable grading guidelines herein presented may be attempted. If materials shall be overexcavated and replaced as compacted fill, it shall be done in accordance with the slope-repair recommendations herein. As field conditions dictate, other slope-repair procedures may be recommended by the soils engineer. DRAINAGE STUDY 11 D FOR CURL RESIDE CE 115 Verdi Avenue Encinitas California APN: 260-266-11 FESS cftoo rn .06/30/06 J►J, civil- @► OF CAI� �o PREPARED BY: SOWARDS AND BROWN ENGINEERING, INC. CONSULTING ENGINEERS 2187 NEWCASTLE AVENUE, STE 103, CARDIFF, CA 92007 (760)436-8500 04-011 7/20/04 JOB V ZJ _ o SOWARDS AND BROWN ENGINEERING SHEET NO. 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Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: 04-011 CURL Comment: 6IN. PVC @ 1.0t Solve For Full Flow Capacity Given Input Data: Diameter. .. ... . .. . 0.50 ft Slope. . . ... . .... . . 0.0100 ft/ft Manning's n.. . . . . . 0.011 Discharge.. . .. .. . . 0.66 cfs Computed Results: Full Flow Capacity... . . 0.66 cfs Full Flow Depth.. . .. . . . 0.50 ft Velocity. .. . . . . . 3.38 fps Flow Area. . . . .. . . . 0.20 sf Critical Depth. . . . 0.41 ft Critical Slope. . . . 0.0099 ft/ft Percent Full.... . . 100.00 1 L _ Full Capacity. .. . . 0.66 cfs 4MAX @.94D..... . . . 0.71 cfs Froude Number... .. FULL v Ct E (p •� v L C. 0 vv,. FC7 I URBAN -_ AREAS OVERLAND Tl � � OF CURV E 700 7 - 1.6 l 1 600 -- F - -, - a or For - m - •- - .._ o Distances in E xcess- 800 :7 Feet 17 500 - ` W -_-__-��-_-- - f-_. _'. _ -• `'gyp �: _.-_ _ -.:=-i0' `_l:__ __ -� 70 sue`.:• _ .--_ __ _ 200 C, .•.. _-.l __—._ 4 77 _ .__ Z 1 20 -- — __ -- 10 / SOIL (/]► 0 S.,rix. Flo.„Iim.Curv.s t— XA1Ai>LE -- --- -- VEN L—ENGTci OF FLow = 4oU FT `% GoEF�- 1Cr ��.T- • oF ��Nos=� L = . 7 '�ERtom. DvE,ZL-AMD C7 86 111111111111111 jjjjjp� WAVIAVIdEARMW =via � c�"►rte � s» m Jill om Inn FAR I 'HOW Jill zg Er MW M=` ur'un■ ' 012 / II��I �/� 11 III 1i n en�� —— Nov INN SEE- eta=�Fte INS gas ��_�.�� ��•.�� ��� vim■ MMous un �■•a���� 0---=-Mmm,dw 1150, IF iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiililI Jill�,11� Monona LA NOW 14 low iWsSHrA=— 2171sn""Man ii EF-emm 111 MOM IS� VA Minimal, All IM, -Owl M= 'AMWAajrWW -A W�A goal ��lI.II►li=p% IV A� uu■■■■■■�■�aae���■ AWAF�WWA- i� ���_�iiii�iii�i�i�e��� WA WARMAJ AN ! IIIltll�/■!Iall��l�©������ II�n1111■■■�®■■/�� •,III/ ��1111111111■■■ ���� r�1/r/I M WON ��1111/1111■■■■®■t/t AN irEad own= WA nn��i��r�1,i►.i� Q�i�i� �i P �'11�n inn J � _ � C co rn CD ED CZ) _ - / o cam/ ° Lr)Lr> ^ � z h M CD W w < r z x h d Z � s < o f U x o o N - _ _._ o O h0 cr Zi� J M `-N _ a � F = — Q O p (_l < _ a ° O O LL- u M C� < O Qc) U X O N O U r. a ' o ° F- w ' z ° ti N J I I < U I w II-A-7 i `4 yJ.1V c - - 0 0� Q C=D a\°. o� N i P"^ � tO C C4 o w U , - z z O � < � x C.1 to z J J < t/7 �• O O try <_ CZ t U O W Q C ZD 4 O0 o rn O Y O W J 1 < CU 0 L, M < O 9 < O x 5 M II TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Land Use Coefficient C Soil Type 1 Residential: i D Single Family !' .55 Multi-Units .70 !!� Mobile Homes I .65 Rural (lots greater than 1/2 acre) .45 � Commercial (2) 4 80% Impervious i .85 Industrial (2) 90% Impervious _ .95 u5� �f i ' NOTES: t (1) Type D soil to be used for all areas. (2) Where actual conditions deviate significantly from the tabulated �l imperviousness values of 80% or 90%, the values given for coefficient C, ss may be revised by multiplying 80% or 90% b 1# imperviousness to the tabulated imperviousness. However, y the ratio of actual- ,1 the final coefficient be iess than 0.50. For le Con in no case shall exam Property on D soil. P Consider commercial Actual imperviousness = 50% Tabulated imperviousness _ 80% j ! Revised C = 50 x . _ 80 085 - 0.53 r i( i' • JJ U. i 82 Y a N f c DRAINAGE MAP FOR CURL RESIDENCE BASIN 1 t OFF -SITE BASIN XNGTION I APINJ 260 - 266-01 r PN, 280-266-12 APN-1 280-286--10 1� GRAPHIC SCALE 10 0 5 10 20 40 c IN FEET 1 inch = 10 ft JOB No. 04 -011 7/20/04 50111R i�45 f yROwF1 rN6GVEPRlN6, {N'v. CONSULTING ENGINEERS 2187 NEWCASTLE AVENUE SUITE 103 CARDIFF BY THE SEA, CA. 92007 TEL. 760 436 -8509 FAX 76� 436 -860