The URL can be used to link to this page

1992-2971 G . --8(~-~ Category c2Q I} I f¡ Name Street Address / 388 7 S --------- Serial # Description Plan ck. # Year r~"rI"C'"" . . . ..,.4 ... GEOTECHNICAL UPDATE REPORT AND RECOMMENDATIONS 2.7-ACRE PARCEL (APN 264-323-12) DOVE HOLLOW ROAD ENCINITAS, CALIFORNIA . . . JANUARY 14, 1992 . . œŒœŒ~WŒ[ID MAR 0 2 1992 CITY Or- L¡,...,iiIJITAS DEPT. OF PUBLIC WORKS .. PREPARED FOR: MR. ROBERT BELL 2621 SUTTER STREET CARLSBAD, CALIFORNIA 92008 . JOB #1004-88 . . TABLE OF CONTENTS . Page I. INTRODUCTION . . . . . . . . . . . . . . . 1 . II. CONCLUSIONS. . . . . . . . . . . . . . . . 1 III. UPDATED FOUNDATION RECOMMENDATIONS . . . . 2 .... A. Footing and Slab Design ........ 2 . B. Soil Bearing Pressure ......... 3 C. Re-Entrant Corners. . . . . . . . . . . 3 D. Supplemental. . . . . . . . . . . . . . 3 . Attachments: Plate . I Grading Plan. . . . . . . . . . . . . . . Isolation Joints and Re-Entrant Corner Reinforcement. . . . . . . . . . . A B 18 Appendix A: "Preliminary Soil Investigation, Proposed Single-Family Residence Located North of Dove Hollow Road, Encinitas, California" dated January 30, 1989, prepared by MV Engi- neering, Inc. . I . . . . MV ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 619/743-1214 Fax: 739-0343 . . Job #1004-88 January 14, 1992 . Mr. Robert Bell 2621 sutter street Carlsbad, California 92008 Geotechnical Update Report and Recommendations, 2.7-Acre Parcel (APN 264-323-12), Dove Hollow Road, Encinitas, California . Reference: Report, "Preliminary Soil Investigation, Proposed Single-Family Residence Located North of Dove Hollow Road, Encinitas, California" prepared by MV Engineer- ing, Inc. dated January 30, 1989. . I. INTRODUCTION 8 Formal grading plans for the development of the above-referenced property have recently been completed. A copy of the plan, prepared by Roger Forburger, is reproduced with this transmittal as Plate A. The plans detail the construction of a level, graded building pad upon which a dwelling will be constructed and two separate pads for the support of a garage and tennis court. cut/fill grading is indicated for the creation of the planned pad surfaces. The highest slope will be 20 feet at a 2:1 (horizontal to vertical) gradient. 8 The purpose of this transmittal is to review current site conditions and provide update recommendations consistent with the current plan and present standards of engineering practice. A site visit was conducted in connection with this effort. . II. CONCLUSIONS 8 Based upon our site inspection, conditions at the property remain the same as reported in the referenced report. In our opinion, development of the property as presently proposed remains feasible from a geotechnical viewpoint. Recommendations provided in the referenced report (attached hereto as Appendix A) remain valid except where superseded below. 8 . . Mr. Robert Bell January 14,1992 Page 2 . The enclosed plan indicates development atop a small canyon which trends southward across the property. Deeper soil removals in these areas should be expected prior to placing compacted fill. Soil removals should be inspected and approved by the proj ect geotechnical engineer. III. UPDATE FOUNDATION RECOMMENDATIONS . The foundation and slab recommendations provided below are based on specific soil/rock types encountered and tested during our investigation and do not reflect final soil mixtures which will likely result from grading. Final foundation and slab designs will depend upon the expansion potential and soil/rock type of the finished grade materials which can best be determined at the completion of rough grading. Appropriate laboratory tests will be performed on the foundation soils at the completion of rough grading, and appropriate foundation and slab recommendations will be provided in the final rough grading compaction report. Revised recommendations may be necessary and should be anticipated. . . The following foundation and slab recommendations for non-expansive soils are preliminary and may be used for cost and rough design estimating purposes only. Please note (*) items for revised recommendations since the issuance of our preliminary referenced report dated January 30,1989. . A. Footing and Slab Design - Recommendations for the Non-Expansive (0% to 2%) On-site soils: . 1. It is recommended that minimum foundation size for continuous and/or isolated footings be designed in accordance with the latest Uniform Building Code ( i. e., 24 inches deep and 18 inches wide for three-story structures; minimum depths are measured from the lowest adjacent ground surface not including the sand/gravel under the slab). . 2. Use two #4 reinforcing bars in all interior and exterior footings. Place one bar three inches below the top of the footing and one bar three inches above the bottom of the footing. . *3. All interior slabs must be a minimum of four inches in thickness reinforced with #3 reinforcing bars spaced 24 inches on center each way, placed one and one-half inches below the top of the slab. Use four inches of clean sand (SE 30 or greater) beneath all slabs. A six-mil plastic moisture barrier is recommended, and if used, must be placed mid-height in the sand. MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . . Mr. Robert Bell January 14, 1992 Page 3 . *4. Provide contraction joints consisting of sawcuts spaced 12 feet on center each way within 72 hours of concrete pour for all interior slabs. The sawcuts must be a minimum of one-half inch in depth and must not exceed three-quarter inch in depth or the reinforcing may be damaged. 5. All underground utility trenches beneath interior and exterior slabs should be compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified by the respective agencies. . . 6. All exterior slabs (walkways, patios, etc.) must be a minimum of four inches in thickness reinforced with 6X6/l0x10 welded wire mesh placed one and one half inches below the top of the slab. Provide contraction joints consisting of sawcuts spaced six feet on center each way within 72 hours of concrete pour. The depths of the sawcuts should be as described in Item 4 above. . 7. This office is to be notified to inspect the footing trenches, foundation, and slab area reinforcing prior to concrete pour. . B. Soil Bearinq Pressure - Our tests and calculations indicate that an allowable bearing capacity of 1600 psf for continuous and isolated footings may be used. The allowable soil bearing pressure provided herein is for dead plus live loads and may be increased by one-third for wind and seismic loading. The allowable soil bearing pressure provided herein was determined for footings having a minimum width of 12 inches and a minimum depth of 12 inches below the lowest adjacent ground surface. This value may be increased per Uniform Building Code for additional depths only (if needed). . . C. Re-Entrant Corners - Special attention should be given to any "re-entrant corners (~270° corners) as generally shown on the enclosed Plate B and curing practices (during and after concrete pour) to limit cracking. . D. Supplemental The concrete reinforcement recommendations provided herein should not be considered to preclude the development of shrinkage related cracks, etc.; rather, these recommendations are intended to minimize this potential. If shrinkage cracks do develop, as is expected from concrete, reinforcements tend to limit the propagation of these features. These recommendations are believed to be reasonable and in keeping with the local standards of construction practice. MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PElle TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . . Mr. Robert Bell January 14, 1992 page 4 . Footing and slab designs provided herein are based upon soil characteristics only and should not supersede more restrictive requirements set forth by the architect or the structural engineer. Please note that minimum requirements set forth by the respective government agencies may also supersede the recommendations provided in this report. . If any questions arise concerning this transmittal, please do not hesitate to contact this office at your convenience. Reference to our Job #1004-88 will expedite response to your inquiries. We appreciate this opportunity to be of service to you. . . RMV/DM/kmh ~. :=.?-ED GF.n/ .-,,>- ."-- ~"(' "- , '.':!/- """-""í"I~' ( r,>.,."" - ~'I'U,"".¡' '.. "',' \ '~;~</'~' ' C"(~:;»\ \ I à' C"'{~ r r'l) -,. \ \ ! -,! r"~';T.o'~",J"-'ì ~ \. 'k ! \: ,;~:jj/¡;~, ) 'o"-¡" . ~ .",/ '.'..~..:-- ,,'.C',; "~'F C.ß.'._"...../ _e' . ~ Dennis Middleton CEG #980 . a:1004-88.UPD Attachments: Plate A, B, and Appendix A . . MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT Typical - no scale. . isolation joints . contraction joints (b) . (a) . contraction joints potential re-entrant corner crack . re-entrant corner reinforcement No.4 bars placed H" below top of slab (c) . . Notes: (1) Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c) may occur (reference ACI). (2) In order to control cracking at the re-entrant corners (~270° corners), provide reinforcement as shown in (c). . (3) Re-entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors. . Plate II B . . . . . . APPENDIX "A" . . , . . . NOTE: This report has been updated by report dated January 14, 1992. - PRELIMINARY SOIL INVESTIGATION PROPOSED SINGLE-FAMILY RESIDENCE LOCATED NORTH OF DOVE HOLLOW ROAD ENCINITAS, CALIFORNIA . . JANUARY 30, 1989 . . . PREPARED FOR: MR. MARTIN OSTERWALDER 2115 ANACONDA LANE ENCINITAS, CALIFORNIA 92024 . JOB #1004-88 . MV ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 619/743-1214 Fax: 739-0343 Job #1004-88 January 30, 1989 I - Mr. Martin Osterwalder 2115 Anaconda Lane Encinitas, California 92024 ~ Preliminary Soil Investigation, Proposed Single-Family Residence, North of Dove Hollow Road, Encinitas Pursuant to your request, MV Engineering, Inc. has performed an investigation of the surface and subsurface soil conditions at the subject site. . The enclosed report has been prepared to present the results of our preliminary soil investigation. This report includes the results of our field investigation, laboratory analyses, and our summary of findings and recommendations for site development as understood. . From a geotechnical standpoint it is our opinion that the site is suitable for the proposed development prov~ded the recommendations presented in this report are incorporated into the design and construction of the project. Thank you for choosing MV Engineering, Inc. If you have any questions concerning this report, please do not hesitate to call us. Reference to our Job #1004-88 will expedite our response to your inquiries. . . We appreciate this opportunity to be of service to you. /~ ~~~ MY ENGINEE NG'/ØØNCO 1'J~,' /~ /, ~~~ur,~,~~:~~~~~%~.~.~:> .d ;/ /~----// ~'(j ~, r.~ -\ . c3 Q¿ -\ Z ,\ l..., ;;;;¡,~;~ ~ No.8€:3 , i:::: II Ralph M. Vinje r J ¡',,12.31,/9 ;-;¡ GE #863 \, ~<' ~ 1:+ /; ~'F/ -..Ph.!"II~\"t¡;.X.?" /r \""I'~~/-;¡.,"\'/f "'~ f (Jr ." "'\Ì.~:~ ~~d..'~~~~'-:r~7 RMV/kmh . . TABLE OF CONTENTS I. General Information. . . . . . . . . . . . . . . . II. Purpose of Investigation. . . . . . . . . . . . . III. Field Investigation. . . . . . . . . . . . . . . . A. Surface Conditions. . . . . . . . . . . . . . . r I I B. Subsurface Exploration. . . . . . . . . . . . . C. Subsurface Condition. . . . . . . . . . . . . . D. Seismicity. . . . . . . . . . . . . . . . . . . ,. IV. Laboratory Tests and Tests Results. . . . . . . . A. Maximum Dry Density & Optimum Moisture Content. . . . . . . . . . . . B. In-Place Dry Density & Moisture Content. . . . . . . . . . . . . . . . C. Direct Shear Test. . . . . . . . . . . . . . . . D. Expansion Test. . . . . . . . . . . . . . . .. 4 V. Conclusions and Recommendations. . . . . . . . .. 4 VI. Limitations. . . . . . . . . . . . . . . . . . . . 11 APPENDIX IIAII . . Test Pit Location Map. . . . . . . . . . . . . . . 1 Logs of Test Pits (including Key) . . . . . . . . .2-3 Rock Disposal Recommendations. . . . . . . . . . . 4 . APPENDIX liB" Specifications for Construction of Controlled Fills; and Unified Soil Classification Chart. .- . Page 1 1 1 1 2 2 2 3 3 3 3 Plate . . PRELIMINARY SOIL INVESTIGATION PROPOSED SINGLE-FAMILY RESIDENCE LOCATED NORTH OF DOVE HOLLOW ROAD ENCINITAS, CALIFORNIA . I. GENERAL INFORMATION . A Preliminary Soil Investigation has been prepared for the subject property located north of Dove Hollow Road in Encinitas (see Vicinity Map, Plate 1). The Assessor I s Parcel Number is 264-232-12. . It is our understanding that the proposed development will consist of a single-family residence to be constructed in the east corner of the property at the approximate location shown on Plate 1. The proposed residential development will use a septic disposal system. Detailed grading and building plans were not made available to us at the time of this writing. . II. PURPOSE OF INVESTIGATION The purpose of this investigation is to determine the following: I i i. (A) the existing soil conditions; (B) the presence and effect of any expansive soil; (C) the allowable soil bearing pressures; (D) the presence of existing fill or groundwater; (E) any construction problems that can be anticipated appropriate foundation recommendations. and to make . III. FIELD INVESTIGATION A. Surface Conditions . The subject property consists of 2.68 acres of undeveloped terrain. Dimensions and orientations of the property are shown on the enclosed Test Pit Location Map, Plate 1. The site is a hillside property with a natural ravine crossing near the mid-sections in a northeast/southwest direction. Topographically the site generally slopes down in the southwesterly direction at nearly 10% to 15%. Surface rock outcrops occur throughout the site. Vegetation at the site consists of brush and weeds. Evidence of previous soil testing performed by others were noted in the western portion of the site. . MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PElle TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . PRELIMINARY SOIL INVESTIGATION NORTH OF DOVE HOLLOW ROAD, ENCINITAS PAGE TWO JANUARY 30, 1989 . B. Subsurface Exploration . One test pit was excavated at the approximate location shown on Plate 1 using a rubber-tired backhoe. The test pit was inspected and logged by our proj ect geologist who retained representative soil samples for laboratory testing. Earth materials encountered in the test pit were visually classified in accordance with the Unified Soil Classification System. A detailed log of the test trench is enclosed as Plate 3. . C. Subsurface Condition . The site is predominantly underlain by a relatively thin layer of topsoil materials atop hard volcanic bedrock. The topsoils mainly consist of red-brown silty clayey sand in a dry and loose condition overall. The topsoils were found to be 18 inches thick where exposed in our test pit. The bedrock underlying the upper topsoils primarily consists of light gray to white volcanic rocks in a hard condition. Rock also outcrops on and near the ground surface. . Groundwater or existing fill soil was not encountered during the investigation. During the course of grading, adverse subsurface condi tions may be revealed that were not encountered during the study. Additional laboratory testing and analysis of the test results may be necessary and should be anticipated. . There are essentially two soil and rock types based on the field descriptions indicated on the logs. The soil types are referred to later as Soil Types 1 and 2. SOIL TYPES . Soil Type Soil Description 1 2 red-brown silty clayey sand light gray to white volcanic rock . D. Seismicity . As with most areas of southern California, the study property lies within a seismically active zone. Distant faults including the Elsinore Fault to the northeast and unnamed offshore faults will periodically affect the property. MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PElle TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . PRELIMINARY SOIL INVESTIGATION NORTH OF DOVE HOLLOW ROAD, ENCINITAS PAGE THREE JANUARY 30, 1989 . IV. LABORATORY TESTS AND TESTS RESULTS A. Maximum Dry Density and Optimum Moisture Content . The maximum dry density and optimum moisture contents of Soil Type 1 were determined in accordance with ASTM D-1557-78 Method. The results are tabulated below. TP 1 @ 1 I Soil ~ 1 Maximum Dry Density (pcf) 109.9 Optimum Moisture Content (%) . Location 18.2 TP = Test Pit . These results may be used during the grading where applicable. B. In-Place Dry Density and Moisture Content . In-place dry densities and moisture contents of representative chunk soil samples were determined using the water displacement method. The test results are presented on the log at the corresponding locations. The percent ratio of the in-place dry densi ties to the corresponding laboratory maximum dry densities are also determined and included on the excavation log. . C. Direct Shear Test . One direct shear test was performed on a representative sample of Soil Type 1 for strength parameters in the lateral load and bearing capacity calculations. Three specimens of each soil were prepared by molding them in 2~-inch diameter, 1-inch high rings to 90% of the corresponding maximum dry density and optimum moisture content and soaked overnight. The specimens were loaded with normal loads of 1, 2, and 4 KSF respectively and sheared to failure in an undrained shear. The results are presented below. . Wet Angle of Apparent Soil Density Internal Friction Cohesion Location ~ (pcf) ø ( 0) c (pcf) TP 1 @1 ' 1 115.6 16 480 . MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PElle TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . PRELIMINARY SOIL INVESTIGATION NORTH OF DOVE HOLLOW ROAD, ENCINITAS PAGE FOUR JANUARY 30, 1989 . D. Expansion Test . One expansion test was performed on a representative sample of Soil Type 1. The soil was remolded to 90% of the maximum dry density in a 2~-inch diameter, 1-inch high ring mold. The sample was instrumented, loaded with 1 psi and submerged in water. The ratio of the change in height from the air dry to the saturated condi tion is defined as the percent expansion. The results are presented below. . Remolded Air Dried Saturated Soil Moisture Moisture Moisture Percent Location ~ Content (%) Content (%) Content (%) Expansion TP 1 @1 ' 1 16.7 1 O. 1 27.2 8.1 . V. CONCLUSIONS AND RECOMMENDATIONS . The following conclusions and recommendations are based upon exposures developed beneath the site to the depths explored, laboratory testing, engineering analysis of the test results, and our experience in the field of geotechnical engineering. Based upon the foregoing site investigation the property is sui table for the proposed development provided the recommendations given herein are incorporated into the final plans and implemented during the construction phase. Adverse geotechnical conditions were not indicated on the property based upon the surface and subsurface exposures observed during our study. . General Grading Recommendations . 1. Grading operations on the project should be tested, inspected, and approved by a qualified geotechnical engineer. Grading should conform to the codes established by the governing agency. Grading procedures should also be completed in accordance with the enclosed "Specifications for Construction of Controlled Fills", Appendix B, except where superseded below. . 2. It is recommended that a pre-grading meeting be held between the owner, grading contractor, and a representative of this firm to discuss the operation and to arrange a testing schedule. This office should be notified a minimum of 24 hours prior to any grading operations or any fill placement. . MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PElle TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . PRELIMINARY SOIL INVESTIGATION NORTH OF DOVE HOLLOW ROAD, ENCINITAS PAGE FIVE JANUARY 30, 1989 . . 3. Testing and inspections are required any time fill is placed which exceeds 12 inches or more in depth under any conditions. In addition, testing and inspections are required, but not limited to, the following items: building pads, street improvements, sidewalks, curbs and gutters, trenches, undercuts, wall reinforcement, and any operations not included herein which require our testing, supervision, and inspection for certification to the appropriate agencies. . 4. If any structures are to be placed on a cut/ fill transition area of the lot the cut portion shall be undercut a minimum depth of three feet below the proposed pad grade or to a minimum depth of 12 inches below the bottom of the footing, whichever is greater, and replaced as structural fill. Footings that straddle a cut/fill interface with more than five feet difference in fill thickness between the undercut portions and the filled ground should be provided with additional reinforcement consisting of one additional #4 bar, top and bottom, extending approximately ten feet on either side of the cut/fill line. These precautions will decrease the potential of cracking along the daylight line. The excavated areas must be inspected by the soil engineer or his representative on site to verify the actual subsurface conditions and exact depths. . . . 5. It is recommended that any septic tanks or large buried objects detected during the grading be removed. The voids should be filled with compacted soil and tested by the geotechnical engineer or his representative in charge. 6. Use cut and fill ratios of 2: 1 (horizontal to vertical) for overall gross slope stability. It is recommended that the fill slopes be overbuilt and cut back to the design configuration. . 7. All underground utility trenches should be compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified by the respective agencies. Care should be taken not to crush the utilities or pipes during the compaction of the soil. . All utility trenches under slabs in expansive soils (2% or greater) should be backfilled with sand (S.E. 30 or greater) and properly compacted to achieve at least the minimum compaction requirements. . 8. If any import soil is used to complete the grading it should be granular and non-expansive. The import soil should be inspected and approved by a representative from this office prior MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . PRELIMINARY SOIL INVESTIGATION NORTH OF DOVE HOLLOW ROAD, ENCINITAS PAGE SIX JANUARY 30, 1989 . to the delivery of the soil to the site. recommendations may be required based characteristics of the import soil. Revised foundation on the specific . 9. During the course of our investigation one test pit was excavated to the depth of three feet. After logging and sampling of the test pit it was backfilled, tamped, and rolled. The backfilled materials are not suitable for the support of structures or pavements. During the grading of the site the test pit should be re-excavated and backfilled to not less than 90% of the corresponding maximum dry density. The approximate location of the test pit is shown on the Test Pit Location Map, Plate 1. . Specific Grading Recommendations . 1. Removals - The recommended removals outlined in the following sections are for the areas of the subj ect property which are planned to support fill or any other improvements such as all building structures, slabs, driveways, roads, and parking. The vertical and horizontal removal limits outlined in the following sections are preliminary and are to be verified in the field by the project geotechnical engineer. . . (A) Building and Proposed Filled Ground Areas - In their present condition the upper soils over the entire site are not sui table for the support of structures or fill. The upper soils should be excavated down to firm competent bedrock material and recompacted to a minimum of 90% of the corresponding maximum dry density and required moisture content. The removal depths will be on the order of one and one-half feet extending a minimum of 10 feet beyond the perimeter of the buildings and/or areas receiving fill as directed in the field. The exact depths to firm bedrock material cannot always be predicted and will vary throughout the site. The actual removals will be determined during the grading by the geotechnical engineer or his representative on the site. . . (B) On-Site Roadway, Driveway, and Parking Areas - The soils beneath the proposed roadways, driveways, and parking should be excavated to firm native material or a minimum of three feet below the proposed subgrade and recompacted to 90% of the corresponding maximum dry density. The removals should extend a minimum horizontal distance of five feet outside the perimeter of the proposed improvement. . MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619f743-1214 . SOILS TESTING PElle TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . PRELIMINARY SOIL INVESTIGATION NORTH OF DOVE HOLLOW ROAD, ENCINITAS PAGE SEVEN JANUARY 30, 1989 . . 2. Rock Hardness and Disposal - The primary grading problem would be excavation and handling of hard volcanic rocks underlying the subj ect site. Details of planned grading and amount of cutting and filling is not known. Furthermore, in order to establish precise rock hardness and its rippibility characteristics, a seismic investigation will be necessary, especially in the areas where cut grading is planned. It is anticipated, however, that the grading operation will result in a rocky soil mixture creating disposal and compaction difficulties. The need for non-expansive granular import soil to be mixed with rocky soil mixture generated from excavations will likely be necessary to produce good quality fill materials. Earth deposits used as fill should be clean and should not contain any foreign obj ects or organic matter maintaining a minimum of 40% soil particles passing the #4 sieve. Excessive rock sizes generated during grading will not be sui tab} e to be used in the fills and will require select burial operations. Rocks may be incorporated into on-site fills provided individual rocks are less than six inches in diameter and are suitably dispersed throughout the fill. Larger rocks up to two feet in maximum diameter should be segregated and disposed of as generally indicated on the Rock Disposal Recommendations enclosed as Plate 4 by selective burial methods. Larger rocks over two feet in diameter should not be incorporated into the fills. A rock free zone should be maintained within five feet of finished grade to facilitate excavation of footing and utility trenches. . . . . Please note that depending upon the design grades the need for moderate to heavy blasting is likely and should be anticipated. . 3. In the event fills or structures are planned to be located on or near the natural ravine crossing the site further field investigation and analysis will be necessary. The ravine should be properly graded and provided with subdrains in the case of development. Additional comments will be provided upon request. . 4. Post Grading - After completion of the ground preparations outlined herein the upper 12 inches of the subgrade soils beneath the road improvements, parking, and driveway areas should be scarified and recompacted to a minimum of 95% of the corresponding maximum dry density at the required moisture content. The subgrade soils should be prepared at a time not to exceed more than approximately 72 hours prior to the placement of the base materials. Subgrade compaction requirements of private or public parking, driveways, and street improvements may vary and will be provided at the completion of rough grading. . MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . PRELIMINARY SOIL INVESTIGATION NORTH OF DOVE HOLLOW ROAD, ENCINITAS PAGE EIGHT JANUARY 30, 1989 . structural sections for roadway determined at the completion of sampling and laboratory testing. and parking designs will be grading with the appropriate . The base materials should be compacted to a minimum of 95% of the corresponding maximum dry density at the required moisture content. The base materials should be placed at a time not to exceed more than approximately 72 hours prior to the paving or concrete pouring operations. . 5. Care should be taken in order not to encroach into the designated leach line areas at the site during grading. Encroachment into leach field areas will result in additional investigation and engineering analysis. . Foundations and Floor Slabs 1. Final foundation and slab design will depend upon the expansion potential and rock/ soil type of the finished grade materials which can be best determined at the completion of rough grading. . . According to our laboratory test results the upper clayey soils at the site are highly expansive. The grading operation, however, is anticipated to generate low to non-expansive rocky soil mixture bearing materials. stem wall type foundations penetrating the upper soils and bearing into dense bedrock with raised wood floor type construction or conventional continuous and isolated spread footing and slab-on-grade floors may be considered. The need for non-expansive granular import soils is anticipated to produce good quality fills and create level building pad for supporting conventional footings and slabs. Foundation and slab recommendations provided in the following sections are based upon anticipated low to non-expansive bearing soil conditions in accordance with the Unified Building Code requirements. Final foundation and slab design recommendations will be given in the compaction report which is necessary and will be issued at the completion of rough grading based upon actual testing of bearing soil materials. In the event stem wall or other type foundation support system is considered this office should be contacted to provide appropriate recommendations. . . Foundations and floor slabs supported on properly compacted non-expansive bearing soils may be constructed as follows: . MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PElle TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . PRELIMINARY SOIL INVESTIGATION NORTH OF DOVE HOLLOW ROAD, ENCINITAS PAGE NINE JANUARY 30, 1989 . . (A) Conventional continuous and/or isolated footings can be used in accordance with the latest Uniform Building Code design (i.e., 12 inches wide by 12 inches deep and 15 inches wide by 18 inches deep for one- and two-story structures respectively. These are minimum depths measured from the lowest adj acent ground surface not including the sand/gravel layer under the slab). . (B) All interior and exterior footings should be reinforced with two #4 reinforcing bars, one bar placed three inches below the top of the footing and the other bar placed three inches above the bottom of the footing. . (C) Use minimum 6x6/1 Ox1 0 welded wire mesh placed mid-height in all slabs and a minimum of four inches of clean sand under all slabs. All slabs should be a minimum of 3~ inches in thickness. A plastic moisture barrier should be provided for the interior slabs and should be placed mid-height in the sand. Special attention should be given to the re-entrant corners (~270° corners) and concrete curing practices during and after the pour. Provide weakened plane joints spaced 12 feet on center each way for all slabs. . (D) Allowable soil bearing pressures of 1500 psf may be used for footings supported entirely on properly compacted, non-expansive fill. The allowable soil bearing pressure provided herein is for dead plus live loads and may be increased by one-third for wind and seismic loading. This value should be verified at the completion of rough grading. . . 2. Specific foundation recommendations can be given at the completion of rough finished grading. Additional recommendations will be given at the time of foundation plan review when the actual footing and floor type construction and bearing soil type materials are specifically known. 3. During the grading of the site it is likely that the on-site soils will be mixed. Therefore, further laboratory testing and additional engineering will be required. Revised foundation recommendations may be necessary and should be anticipated. . 4. This office should be notified to inspect all footing trenches and foundation reinforcement prior to pouring of the concrete. . 5. Footings located on or adjacent to the top of slopes should be set back or extended to a sufficient depth to provide a minimum horizontal distance of five feet or one-third of the slope height MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029.1229 . 619/743-1214 . SOILS TESTING PElle TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . PRELIMINARY SOIL INVESTIGATION NORTH OF DOVE HOLLOW ROAD, ENCINITAS PAGE TEN JANUARY 30, 1989 . whichever is greater (need not exceed 40 feet maximum), between the bottom edge of the footing and the face of the slope unless otherwise recommended by the soil engineer. . Earth Pressures/Retaining Walls . 1. Expansive clayey soils should not be used for backfilling of any retaining structure. All retaining structures should be designed by the project structural engineer. Retaining walls should maintain at least a 1:1 (horizontal to vertical) wedge of granular non-expansive soil backfill measured from the base of the ground surface (within the active zone of the wall). Specific drainage provisions behind retaining wall structures should be verified by this office. . 2. Typical lateral soil pressures for sandy soils with a minimum friction angle of 30 degrees and assumed drained and level backfill conditions are provided below. These values may be used for preliminary design estimates only and are to be re-evaluated when the characteristics of the backfill soils have been determined. Revised recommendations should be anticipated. These values do not include hydrostatic pressures. . Active Pressure = 40 pcf equivalent fluid pressure At Rest Pressure = 60 pcf equivalent fluid pressure *Passive Pressure = 360 pcf equivalent fluid pressure . *Note: Because large movements must take place before maximum passive resistance can be developed, the earth pressures given for passive conditions should be reduced by a safety factor of two. . 3. A coefficient of friction of 0.35 may be considered for concrete on soil. This value is to be verified at the completion of grading when the specific properties of the subgrade soils are known. . General Recommendations . 1. Finalized development plans should incorporate these recommendations and be reviewed and approved by this office. If the finalized development plans significantly change or if they were not available at the time of this investigation, further investigation and engineering by this firm will be required. MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . PRELIMINARY SOIL INVESTIGATION NORTH OF DOVE HOLLOW ROAD, ENCINITAS PAGE ELEVEN JANUARY 30, 1989 . 2. Design in accordance with the latest Uniform Building Code Seismic Zone IV Specifications. Earth shaking during a seismic event should be expected to periodically affect the site and structures. . 3. In order to maintain future site performance it is recommended that all pad drainage be collected and directed away from proposed structures; a minimum of two percent gradient should be maintained. Roof gutters and downspouts should drain away from the foundations and slabs. Installation of area drains in the yards should also be considered. In no case should water be allowed to pond or flow over slopes. The property owner(s) should be made aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as excessive irrigation and variations in seasonal rainfall all affect subsurface moisture conditions, which in turn affect structural performance. . . . 4. All slopes within the development should be planted with appropriate ground cover vegetation to protect the slopes from erosion. Deep-rooted types of ground cover will assist in the prevention of surficial slumping. Excessive watering of the planted slopes should be avoided. An irrigation system should be installed in accordance with the governing agencies. Water should not be allowed to flow over the slopes. Until the landscaping is fully established plastic sheeting should be kept accessible to protect the slopes from periods of prolonged and/or heavy rainfall. . 5. Any future structure placed on the subject property may affect the on-site drainage pattern or impact the structural integrity of the existing fill or structures. Construction of any additional future improvements not included/indicated in the ini tial development or grading should be reviewed by this firm prior to construction. . VI. LIMITATIONS . The conclusions and recommendations provided herein have been based on all available data obtained from our field investigation and laboratory analyses, as well as our experience with the soils and formational materials located in the general area. The materials encountered on the proj ect site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. . Of necessity we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . PRELIMINARY SOIL INVESTIGATION NORTH OF DOVE HOLLOW ROAD, ENCINITAS PAGE TWELVE JANUARY 30, 1989 . . necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner/developer to insure that these recommendations are carried out in the field. . It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables such as earthquakes, rainfall, and on-site drainage patterns. . The firm of MV Engineering, Inc. shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils or changing drainage patterns which occur subsequent to issuance of this report. . This report should be considered valid for a period of one year and is subj ect to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. . This firm has prepared this report in accordance with generally accepted engineering practice and makes no other warranties, either expressed or implied, as to the professional advice provided under the terms of the agreement and included in this report. . Once again, should any questions arise concerning this report please do not hesitate to contact this office. Reference to our Job #1004-88 will expedite response to your inquiries. . We appreciate this opportunity to be MV ENGI. NEERING, INC. /' /.,' .~ ~~' /Ý 7 Ralph M. Vinje GE #863 RMV/kmh of service to you. ~_.~ '.'\' "~'... . aDore". ,~.. Ii:) , T\.. I '/. -.. h,. <::~~\:'~~;~->Ä'. IIt~ ~ j)-~\ I ~ ;;¿: ~\;' \ { ~,( '-- ',:Z: . \ ,~ "n' ,-, II ~ I ~G. 863 . I'~' '¡ , E ;;o'} \ . \("'.,xPo 12,31-8.9... ,: \ 1;,.. V. 0... ('~v/ Ii '~4."Jt!'~N\';"',-",// ~'r-':"~-":'(.N'..,!,' ....,'?r(~!,;",.::/ '~~.-- .., 0'. . MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 . SOILS TESTING PElle TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS . . . . . APPENDIX "A" . . . . . . . PRIMARY DIVISIONS . ...J « en ã: 0 ...J W 0 - I- C\I 0 « . en ~o 0 u.ZW W 0 Z N ~ u.«ø « ...JIW a: «I-> <:) Ia:W W ZWø en « <:) a: I a: « I- « 0 ...J 0 Wen a:- 0 ~ GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO.4 SIEVE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO, 4 SIEVE CLEAN GRAVELS (LESS THAN 5% FINES) GRAVEL WITH FINES CLEAN SANDS (LESS THAN 5% FINES) SANDS WITH FINES . . W a:N en u.wø ...J O...J Õ u....J w en ...J«> «~~ 0 I en en w zeno ~ «-0 « I...J C\I a:1-«. <:) wã:O Wa:WZ Z Ol-Z ü: ~~« I I- SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50% SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50% . HIGHLY ORGANIC SOILS GRAIN' SIZES U,S. STANDARD SERIES SIEVE 200 40 . SILTS AND CLAYS SAND FINE MEDIUM RELATIVE DENSITY . SANDS, GRAVELS AND BLOWS/FOOT NON-PLASTIC SILTS VERY LOOSE 0-4 LOOSE 4 - 10 MEDIUM DENSE 10 - 30 DENSE 30 - 50 VERY DENSE OVER 50 . GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT 10 SECONDARY DIVISIONS Well graded gravels, gravel-sand mixtures, little or no fines. Poorly graded gravels or gravel-sand mixtures, little or no fines. Silty gravels, gravel-sand-silt mixtures, non-plastic fines. Clayey gravels, gravel-sand-clay mixtures, plastic fines. Well graded sands, gravelly sands, little or no fines. Poorly graded sands or gravelly sands, little or no fines. Silty sands, sand-silt mixtures, non-plastic fines. Clayey sands, sand-clay mixtures, plastic fines. Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity. Inorganic clays of low to medium plasticity, gravelly clays, sandy clays. silty clays, lean clays. Organic silts and organic silty clays of low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. organic silts, Peat and other highly organic soils. 4 CLEAR SQUARE SIEVE OPENINGS 3/4" 3" 12" GRAVEL COBBLES BOULDERS COARSE FINE COARSE CONSISTENCY CLAYS AND STRENGTH BLOWS/FOOT PLASTIC SILTS VERY SOFT 0 - Y. 0 - 2 SOFT Y. - Y2 2 - 4 FIRM Yo - 1 4,8 STIFF 1 ,2 8 - 16 VERY STIFF 2-4 16 - 32 HARD OVER 4 OVER 32 . 1. Blow count, 140 pound hammer falling 30 inches on 2 inch 0.0. split spoon sampler (ASTM D-1586) 2, Unconfined compressive strength per SOIL TEST pocket penetrometer CL- 700 6 = undisturbed chunk sample D = disturbed sample . . MV ENGINEERING, INC. I II 246 = 246 = Standard Penetration Test (SPT) (ASTM D-1586) with blow counts per 6 inches California Sampler with blow counts per 6 inches KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM 0-2487) MR. MARTIN OSTERWALDER NORTH OF DOVE HOLLOW ROAD, ENCINITAS 1004-88 PROJECT NO. KEY PLATE 2 . DRILL RIG DEPTH TO GROUND WATER N/E SURFACE ELEVATION LOGGED BY S.M. BORING DIAMETER 2 ft. x 11 ft. DATE DRILLED 11/12/88 I- t-t- a.W . WW o~ 0 - 1 . 2 - 3 - . 4 - - 5 - . - 6 - - 7 - . - 8 - - 9 - . - 10 - . - 11 - - 12 - . - 13 - - 14 - . . BACKHOE DESCRIPTION AND CLASSIFICATION Red-brown silty clayey sand. Appears dry, breaks up blocky to loose, rootlets. SOIL TYPE 1 Light gray to white volcanic rock. Tuffaceous, hard. SOIL TYPE 2 Bottom at 3 feet. z 0 ¡:: « 0 ¡¡: ëi5 ...J(/) -« o...J (/) W Z a. 0 W >- - 0 t-t-z w«« ...J a: t- o. t- (/) ~~ëi5 « W W (/) a. a: 0 (/) ~ t- Z >- a:w t- wt- ëi5- t-z >-zu. «O;¡ a:wO ~O~ oo!!:. z 0 w¡:: >0 -« t-a. «~ mo;¡ a:o~ 0 2 2 2.7 04.4 95 SC ß2 2.3 36.0 EXPLORATORY BORING LOG MR. MARTIN OSTERWALDER NORTH OF DOVE HOLLOW ROAD, ENCINITAS MV ENGINEERING. INC. 2450 Vineyard Ave., Suite 102 Escondida. CA 92025-1330 Phone: 619/743-1214 PROJECT NO. 1004-88 PLATE 3 TEST PIT 1 -e. .-.-- Windrow Method ---1 I ! ROCK DISPOSAL R E COM ~J1 END A T ION S FINI8H GRADE c 1 ear Z 0 n e S LOP E F A C ~_. 1 -;- :f ~ ~I- J -.t '_~_L_') J ~_~_f __t_l_t_!_[ j: f ~-~_t_t_?_!_~_f !_~_i_¡_i_i_J i t_Wì_~_~_r ~" -------;--~-~~ -~~n -:-:~~~~Ð-----::-::-::-::::-::-::-::-Q_:':"-:.clear zone -- :-:= ;l ~_5~1f ~ Q lJii~18.? - ~-- -::-------~ --'::-'::-==-'::-==---=-:::-==-~-:"~~~ð'- M ïN- ~i~1 IS MIN. '-.;þ==-::-::::- -:.. -:.. -:... -:... ---:.- '\1i1Ìf.K,.1IìJif~;x. - -=- - GRANULAR SOIL (S.E.~ 30) TO BE DENSIFIED IN PLACE BY FLOODING OVERSIZE WINDROW DET AIL fill lifts -=- -=- ~ -=- -- -- -=- -=- -=- -=- -=- -=- -- - --------------- ü1!UC1O- ---- --- --- -- -- --- ---- ------ --- -- -CROSS SECTI.ON-ALONG THE- WINDROW OTES: 1. Maximum rock size ln windrow, be wasted from project. Flood approved granular soil Maintain rock free zone near surface excavations (utility linesl swimming 2' diameter. Larger rocks should 2. into rock voids. 3 . to allow for undcrgound pools, etc.). MR. MARTIN OSTERWALDER JOB NO.. 1004-88 PLATE: 4 t, V ENGINEERIt~G. INC. 2450 VINEY AAD A VENUE. #102 ESCONDIDO. CALIFORNIA 92025-1330 519/7,13-121';1 . . . . . APPENDIX "B" . . . . . . . 8/88 . SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS GENERAL DESCRIPTION . 1. The following grading specifications have been prepared for the subject site and are consistent with the Preliminary Investigation Report performed by this firm. . 2. The grading contractor shall be responsible to perform ground preparation and compaction of fills in strict compliance with the specifications outlined herein. All earthwork including ground preparations, placing, watering, spreading, and compacting of fills should be done under the supervision of a state registered geotechnical engineer. The project geotechnical engineer should be consulted if any deviations from the grading requirements provided herein are desired by the owner/developer. . 3. The construction of controlled fills shall consist of clearing and removal of existing structures and foundations, preparation of land to be filled, excavation of earth and rock from cut area, compaction and control of the fill, and all other work necessary to complete the grading of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans. . CLEARING AND PREPARATION OF AREAS TO BE FILLED I. 1. All fill control projects shall have a preliminary soil investigation or a visual examination (depending upon requirements of the governing agency and the nature of the job) by a qualified geotechnical engineer prior to grading. . 2. All timber, trees, brush, vegetation, and other rubbish shall be removed, piled, and burned, or otherwise disposed of to leave the prepared areas with a finished appearance, free from unsightly debris. . 3. Any soft, swampy, or otherwise unsuitable areas shall be corrected by drainage or removal of compressible material, or both, to the depths indicated on the plans and as directed by the geotechnical engineer. . 4. The natural ground which is determined to be satisfactory for the support of the proposed fill shall then be plowed or scarified to a depth of at least six inches (6") or deeper as specified by the geotechnical engineer. The surface should be free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the equipment to be used. 1 . . . 5. No fill shall be placed until the prepared native ground has been approved by the geotechnical engineer or his representative on site. . 6. Where fills are made on hillsides with slopes greater than 5:1 (horizontal to vertical), horizontal benches shall be cut into firm, undisturbed, natural ground. A minimum two-foot deep keyway, one blade width, should be cut. The geotechnical engineer shall determine the width and frequency of all succeeding benches which will vary with the soil conditions and the steepness of slope. 7. After the natural ground has been prepared it shall be brought to the proper moisture content and compacted to not less than 90% of maximum density per ASTM D-1557-78. . 8. Expansive soils may require special compaction specifications as directed in the preliminary soil investigation by the geotechnical engineer. . 9. In order to reduce the potential for differential settlement for structures placed on a transition area of the lot, the cut portion should be undercut a minimum depth of three feet below the proposed pad grade or to a minimum depth of twelve inches below the bottom of the footing, whichever is greater, and replaced as structural fill. The undercut should extend a minimum horizontal distance of ten feet outside the building perimeter. . 10. Caution should be used during the grading and trench excavations so that existing adjacent or underground structures/improvements are not distressed by the removals. Appropriate setbacks will be required and should be anticipated. All existing utilities on or in the vicinity of the property should be located prior to any grading or trenching operations. These precautions are the responsibility of the owner/contractor. MV ENGINEERING, INC. will not be held responsible for any damage or distress. !. . MATERIALS . The fill soils shall consist of select materials, graded so that at least 40 percent of the material passes the #4 sieve. The material may be obtained from the excavation, a borrow pit, or by mixing soils from one or more sources. The materials used shall be free from vegetable matter and other deleterious substances. Oversized rocks greater than two feet in maximum diameter should not be included in fills. Rocks greater than 12 inches (12") in diameter should be properly buried ten feet or more below grade, measured vertically. Rocks should be placed per project geotechnical engineer or his representative to assure filling of all voids with compacted soils. Rocks greater than six inches (6") . 2 . . . in diameter should not be allowed within the upper three feet of all graded pads. Rock fills require a special inspection and testing program under direct supervision of the project geotechnical engineer or his representative. . If excessive vegetation, rocks, or soils with unacceptable physical characteristics are encountered these materials shall be disposed of in waste areas designated on the plans or as directed by the geotechnical engineer. No material of a perishable, spongy, or otherwise unstable nature shall be used in the fills. If soils are encountered during the grading operation which were not reported in the preliminary soil investigation further testing will be required to ascertain their engineering properties. Any special treatment recommended in the preliminary or subsequent soil reports not covered herein shall become an addendum to these specifications. . . Laboratory tests should be performed on representative soil samples to be used as compacted fills in accordance with appropriate testing procedures specified by ASTM in order to determine maximum dry density and optimum moisture content of the fill soils. PLACING, SPREADING, AND COMPACTION OF FILL MATERIAL . 1. The selected fill material shall be placed in layers which shall not exceed six inches (6") when compacted. Each layer shall be spread evenly and shall be thoroughly blade-mixed during the spreading to insure uniformity of material and moisture in each layer. . 2. When the moisture content of the fill material is below that specified by the geotechnical engineer water shall be added until the moisture content is near optimum as determined by the geotechnical engineer to assure thorough bonding during the compaction process. This is to take place even if the proper density has been achieved without proper moisture. . 3. When the moisture content of the fill material is above that specified by the geotechnical engineer the fill material shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is near optimum as determined by the geotechnical engineer. . 4. After each layer has been placed, mixed, and spread evenly it shall be thoroughly compacted to not less than the recommended minimum compaction requirements per specified maximum density in accordance with ASTM D-1557-78. compaction shall be by means of tamping or sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other types of rollers. Rollers shall be of such design that they will be able to compact the fill to the specified density. Rolling each layer shall be continuous over its entire . 3 . . . area and the rollers shall make sufficient passes to obtain the desired density. The entire area to be filled shall be compacted to the specified density. . 5. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of three to five feet (31- 51) in elevation gain or by overfilling and cutting back to the design configuration or other methods producing satisfactory results. . If the method of achieving the required slope compaction selected by the contractor fails to produce the necessary results, the contractor shall rework or rebuild such slopes until the required degree of compaction is obtained. 6. Field density tests shall be made in accordance with ASTM Method D-1556-82 by the geotechnical engineer for approximately each foot in elevation gain after compaction, but not to exceed two feet (21) in vertical height between tests. . The geotechnical engineer shall be notified to test the fill at regular intervals. If the tests have not been made after three feet of compacted fill has been placed, the contractor shall stop work on the fill until tests are made. . The location of the tests shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apart. Tests shall be taken on corner and terrace lots for each two feet (2') in elevation gain. The geotechnical engineer may take additional tests as considered necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the test shall be taken in the compacted material below the disturbed surface. No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained. . . 7. The fill operation shall be continued in six-inch (6") compacted layers, as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans. SUPERVISION . Supervision by the geotechnical engineer or his representative shall be made during the filling and compacting operation in order to verify that the fill was constructed in accordance with the preliminary soil report or agency requirements. . The specifications and soil testing of subgrade and basegrade material for roads or other public property shall be done in accordance with specifications of the governing agency unless otherwise directed. 4 . . . It should be understood that the contractor shall supervise and direct the work and shall be responsible for all construction means, methods, techniques, sequences, and procedures. The contractor will be solely and completely responsible for conditions at the job site, including safety of all persons and property during the performance of the work. Intermittent or continuous inspection by the geotechnical engineer is not intended to include review of the adequacy of the contractor's safety measures in, on, or near the construction site. . SEASONAL LIMITS . No fill material shall be placed, spread, or rolled during unfavorable weather conditions. When th~,work is interrupted by heavy rain, grading shall not be resumed until field tests by the geotechnical engineer indicate that the moisture content and density of the fill are as previously specified. In the event that, in the opinion of the engineer, soils unsatisfactory as foundation material are encountered, they shall not be incorporated in the grading; disposition will be made at the engineer's discretion. . . . . . . 5 . . . UNIFIED SOIL CLASSIFICATION Identifyinq criteria . I. COARSE GRAINED (more than 50% larger than #200 sieve). . Gravels (more than 50% larger than #4 sieve but smaller than 3"), non-plastic. . . Sands (more than 50% smaller than #4 sieve), non-plastic. . . II. FINE GRAINED (more than 50% smaller than #200 sieve) . Liquid Limit less than 50. . . . Symbol GW GP GM GC SW SP SM SC ML CL Soil Description Gravel, well-graded gravel- sand mixture, little or no fines. Gravel, poorly graded, gravel-sand mixture, little or no fines. Gravel, silty, poorly graded, gravel-sand-silt mixtures. Gravel, clayey, poorly graded, gravel-sand-clay mixtures. Sand, well-graded, gravelly sands, little or no fines. Sand, poorly graded gravelly sand, little or no fines. Sand, silty, poorly graded, sand-silt mixtures. Sand, clayey, poorly graded, sand-clay mixtures. Silt, inorganic silt and fine sand, sandy silt or clayey-silt-sand mixtures with slight plasticity. Clay, inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. . Unified Soil Classification Page 2 . II. FINE GRAINED - continued Liquid Limit greater than 50. . . . III. HIGHLY ORGANIC SOILS . . . . . . OL MH CH OH PT silt, organic, silts and organic silts-clays of low plasticity. silt, inorganic silts, micaceous or dictomaceous, fine sand or silty soils, elastic silts. Clay, inorganic, clays of medium to high plasticity, fat clays. Clay, organic clays of medium to high plasticity. Peat, other highly organic swamp soils. " ~!\ . Structural oJ\ '11' ~~ \ 't~\ 1 OF 3 ~ !,- MARCH 3, 1992 HYDROLOGY STUDY FOR THE BELL RESIDENCE DESCRIPTION: OWNER/PERMITTEE: 3660 DOVE HOLLOW ROAD OLIVENHAIN, CA APN 264-232-12 ROBERT & JANE BELL 2621 SUTTER STREET CARLSBAD, CA 92008 619-729-8794 ENGINEER: LOGAN ENGINEERING 120 BIRMINGHAM DRIVE, S CARDIFF, CA 92007 619-942-8474 R 7, EXP. DATE 12-31-93 120 Birmingham Dr., Suite 110 . Cardiff-by-the-Seo, CÞ, 92007 . 619-942-8474 Zof8 ~, . H-I'D~oW){;'-{ ~uP'l -1)G~(G~ ~1Z :5.Þ, CðùJ1,¡ l/l)E.oSlt.J ~ 1'Roc.EPlJR,£ MMv~' - "RknoNA1...- ~E.1HOD ----t Q==c.tA - ~\L ~f2D(.)? II :p\\ . ..) ~ II 12 At.. KE'; I 'D &.t 1" I A1- Ut7( -7 t-=D,ÁC; Á ~£A *\ Á(2.6A, == 36 ø A<,. -t-c.::: ~# () M "J . i:: 4,0 '.J!~R b H:: 4tð - ~ tû :: 1öl L;: 100 I ~/ D"oo -:: b,A-'? (4,o)(=3,~) ~ ~,ø tf5 'JL. ßiwA uL-\C- A t~A1-fS\-? - tJ--\E:t.K cÆ\)kl\1 ()~ ~t'ST, z.A'I ÒJL-\JÐ<..'T. t\~!v = 0.1 :, tlÙRj'Á= b.1 (i-) ~ LA' f-{lrJ¿;V~\\:: 4oø -4-oz.,4 -;- G.b I v ./ . "\' ./., ; ¡ \ //\ í , , ,> / / UJ¡~ ---7 f'¥t?Í, tuL-Vt.t2-'í D~K, v- , ,,' I \, . I I ,( ~ . , t-l crt- -e ~ ~ ~ ¿:¡ \I hf 11\\' o".Jr."L -k. ~ ~òlOS"¡ 'MA I w-*,.k 66~ ~V\ 'MA ~ ~ {... v~ ~ 1l1 -e.. .. ?of~ " :' -- t.H £ CAt tAJ( Ac.t 'f -1 of -:B~tJ 1) If tt\ ~.-G I ~ 1<1?-12AP. ~o=D:¿1 Q~ ~,øc~~ Diameter (inches) ... 24 Mannings n ....... .018 Slope (ft/ft) ....... 0.2100 Q (cfs) ........... 6.80 depth (ft) .......... 0.41 depth/diameter ... 0.20 Velocity (fps) ...... 14.81 Velocity head .... 3.41 Area (Sq. Ft.) ...... 0.46 Critical Depth ...... 0.92 Critical Slope ... 0.0091 Critical Velocity ... 4.79 Froude Number .... 4.89 O~---7 rt-,¿~ ~f2tJ t-J 1) (T CJ-\ (t 1/~~~)~.I?-'j2AV \' \ ~ TABLE 2 RUNOFF COEFFICIENTS (RATJOK'L METHOD) . .OEVELOPED AREAS (URBANt Coef fI cI ent, C --- Sol t Group (1) .. land Use - A ! C -~ - -- Res i dent i al: . Single Fami Iy ."0 ."S .50 .55 Hul ti-Uni tS ."S .50 .60 . 70 Mobile homes ' ."S .50 " - .55 #] ,Rural (IoU' greater than 1/2 acre) .30 ,.35 ."0 ."S , c_rei al (2) .70 .75 .80 .85 " 80'% Impervi ous InduStrial (2) .80 .8S .90 ,.95. 9O"J. Impervi ous NOTES: (I) Soil" Craun mans are available at ~he offices of the Department of Public: Works. . .. . . ' , (2>Wh~re actual conditions, deviate signIficantly from the tabulated i~pe~ious- ness values of 8~ or 9~. the values given for coefficient C. ~y be revised by ~Itiplying 8~ or 90% by the ratio of actual Imperviouspess to the tabulated imperviousness. However. In no case shall the final coefficient be less than 0.50. for exaaple:" Consider commercial property on 0 soil.¡ToUP. Actual Imperviousness . 50-" Tabulated Imperviousness. 8a% Revised C .~x 0.8S. 0.53 80 '. .. . . . , , " .-' " . . JV-A-9 . APPENDIX IX-B Ilev. 5/81 EGU/ITIO/¡/ Tc. (//tL "'1..385 lé. lime '" ~ont:~/nv'Ú)n L. L~n911J 01 wa;I~,..S'ñeá H" /)¡//e.r~nt:6 in ~/~Vt%;Ùm c/""~ dl't"CIlY~ S/ODe /in~ (.5't:~ ~peI1mx ¥-ß) 7:- L ~ Af//~$ r~~" Hov~s MÙ1Ul64 tI 24P ié NOMOGRAPH FOR DETERM I NATION OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS H ( Fe! e!1 S-Oð" Zð"" l '- I""" -, goo BOo 100 .00 " $"1)(} " ItJtJ ~ ,,~ 'f" - , , , " , " , I , 5tJt)tJ .. 4~" , 3IJIJI) , " , , , 3lJtJ 2 PO 2001) IB/)/) ¡GOO 14/)/) /20" 1000 9/)0 800 TO/) 10 5 ( H L SAN DI EGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DES IGN MANUAL APPROVED ,5.;./. /~ -..:'C~ DATE /2./1/69 .3 .31J 18d 2 /20 11)0 51) , lJt) 71} &0 -/ 51} 4t) s APPENDIX X-A V-A-1O Rev. S/81 . ,. . JHTENSITY-DUp.¡\TIol'i DESIGN CH^RT .... < 1-1-0...-1.1-, .,_... ,. >,1 : 10 . 1 5 20 40 50. 1 2 4 30 . 3 5 6 *Not App'icab'e to Desert Region ., . APPENDIX XI IV-A-14 ft._u'-- I . 'ft~ - ¡- - - .- - . COUll1'Y OF SAN ,0 lEG 0 ' DEPARTHf;NT OF SANITATION & FLOOD COnTROL , I. ". - - ---. - I ~ - .. . '. 33~ 4S' . . - --..-. .... ...- -. .~ .. P..,. ,1" . U.S:O£PAR'n1£N r OF COM.tERCE , "ATtOlfA&' oolCA..,e AND AT. o.....e..,o AO....IfIlTIATlON IPletALnvo,n .'ANeH. o'Flce 0.. II "'OLOay. "ATlOHA&. .UTIIC. IcJtvree ... ~ , :.- . " 30' I 1181 , liS' 30' IS' , 11t "5 . 30' IS' 1168 - -- .. - -'- - -' -' -. -. .0 COUNTY OF SAN DIEGO .OEP^RTHEHT OF SANITATION ~ fLOOD CONTROL'" ' . , ~5' '. Its' ]0' , IS' 1.1- '38 ,-1- -1- 'H'-i'" " u,s. DtPART~ŒN I' OF COMMERCE "AfIONAI. OCIIANIC "NO A'" U..'IICIIIC AU..IN""MATIUN "ICI"" tTUDIU ."AIfCII, Ol',.CII or II UIIOI.OCV, ""TIUN"I. WUTIIU """'CI 301 ... H I )- . 11n8 'I~' . '0' 1 r¡ 1 , 178 'I~ 1 , )01 I~I 1168 . "" F CULVERTS Page I ar Corrugated Metal Pipe Projecting ..,.., .............................. .188 1 ar Corrugated Metal Pipe Projecting ,.. . ...,............................ .189 11 ar Corrugated Metal Pipe Headwall . ..............,.".................. .190 .1 ar Corrugated Metal Pipe. Headwall . . ,................................... .191 u ar Corrugated Metal Pipe Headwall . .................................... .192 :1 I verts Flowing Full. n = 0.024..........195 ) s for Circular Corrugated Metal tructural Plate I Circular Corrugated Metal Pipe. " ..,...,..........,..,............... .194 II Circular Corrugated Metal Pipe. .,: ",.,....,................. ',"""" ,195 I Circular Corrugated Metal Pipe. ... . . .......,...,.....,............ .196 Circular Corrugated Metal Pipe. '",. .,. ..... .. ..........,.............. .197 11 aled Metal Pipe Culverts Flowing Full. , , ' ,. ' , .. . . .. .... .............,....... .198 :2 hs for Corrugated Metal Pipe- ulverts >e - Arch Culverts with Inlet Control, . . . . .199 rr gated Mt'tal Pipe - Arch, Projecting '........."....,....,..,..., ,.......,..200 rr gated Metal Pipe - Arch, Projecting ". ...,. ... ,...,........................ .201 .n gated Metal Pipe - Arch. Headwall "..,........................ ._,..,......202 oTT gated Metal Pipe - Arch. Headwall '...,..."..,......................... ..205 - rch Culverts Flowing Full. n = 0.024. . .204 ru ted Metal Pipe - Arch Culverts. ; ull. n = 0.0527 to 0.0506. . . .. . .. .. . .. ..205 for Various Discharges ~ phs wheJI outlet is unsubmer¡ai) """""""" ......,.. ...,.. .........106 oriwntal. CritiaJ Depth. . . . . . . . . . .: . . .107 ~ errical. Critical Depth. . .. . . .. .. . . . . .. ..108 ri cal Depth.,..,................,.......109 h, .ticalDepth.........,................tIO? ... ,w. .:~ APPENDIX t I 110 1.11 III 144 III 110 101 " 14 .. TZ ... z Co> æ æ 10 10.- 1.- EIAIItLE 1,- o..r-ø.I-1 1,- "'10 of. 4.- ..' .. - 1.- III 1.1 ... 1.- ., 1.1 7,. .. 1,1 7.7 .010- CHART (I) (i I. I. 175 I (5) I. 4. I. ~ I t 1.- 100 .~ , /' /"/"/- ....v ~ ..~ ~ .. /". r> roo / ê 14 IE /" ~ i /" 1<.1 /"w 100 ~ /""': 10 :: /" ; u.r u'O , Š 10 HW ENTRANCE I< 40 D- SCALE TytE ... II .. s. .. 100 100 400 100 4. I. t. .' ; i I , J 10 III _. - .... _eo" I. ---1-:- 'r;' ... a c D 10 t. u 1.1 II III - .... .... _eo" -- ... -'iot .. nul< W ~ ... a c D z' "Z ~ a. I!: 1.1 1.0 1.0 1.0 .t .t .1 .. :r .f 10 III If 10 I I I . h- -111-111.._, ...-..... to..... 111.- .. "'-' ..1- - "'- 0 - 0 "".'," -.. .. _".'". I< ... ~ c ~ c ... Z .t II .. I .1 .f .. .. I .. LO It .1 .S .1 HEADWATER DEPTH FOR CONCRETE -PIPE CULVERTS WITH INLET CONTROL -....-.c_-- - I � I 1 � I -- I- ]C� � , I I I , , I - . I . I - 11 - I � I I , I �,, � , , , I � I ,. ,,,,- , I 11 F � , - - I . - I � , --,,7� -1, , W.�, I I , �, - 7 I - � -;Z X I - I 11 I - I � I I ' . SN198VN ISV3 ONV HiHON 3Hi NO NMOHS 38V S3n iVA JlHdVH9039 3Hi - I LOL L ELLL-ZEE Lot L-ZU Lot L-ZEC � ,. I �-j��, . . . . . . . 'I, -� N iDDHS ,\ - SN19HVUV IS3M ONV HinOS 3HI NO NMOHS 3HV S3niVA 31VNIO8003 HVin9NV;1338 3HI �11,,�,i�� 7 ��:,� �, � � \ \ " \ , ", , , � - \, \, �� i�� " I ��, .1 I �,� I .... j . . . . . . ,��,�,, " . . . . . . ,,;;; I -, � , 00C OOZ �,,,,-�,�,- , \\ ill "'!",�', 11� , ,,,�,, �,,,�� -,�, OOL 0 001 ' - �,�, , - , - ,, � , ,� , , , . � , � �� , - , ,,,,,,,�, - r , , ,, , I i � 4 ", � � ,, ,, -�F�,- , : , � ,�, " ,I -i�, �-- I I - ��f , I I",;; I , (sial akv) ------ I _ ��-- �,� I \ I I . --, Hv sHiHmN CIIHD IHI JO SI-1910 IIHHI iSV ]Hi I " , � "I , , , �, ,�!,,,,�,,,,� , E L L L-9EE \Lot L-9Z:E �,\,� -9ZE -,-- _ _� JEJ 11,1,1� � , Lot L Giiiivw A � ,-� � , � , 1 �,� ,, , , ,�:, , �z -- - _ _ �,, ,,,,,,,��-�,, I I I \ \ \ -, \\" \ � \. I , - "I � &2"", � I, �,,,��,,� r , �,��K,� _,I,'", L - "", , ----- :, ,,� "j,","It� i", Paa-4) I I I -11� --�- r - - - -- - - - , - I ,�,_ T i OA 3NOZ) mug uvinDINVIOAH VINHO:jIIVD IOOJ (]NvsnOHI OMI , ,, ,� � "',1, " 2-,� �, 1, j � 000 L 008 009 OOV --- ---,--- , ,,,, ��--, 00Z 0 - --- -- - ,,� r ,, 00Z ' -� C LL L Lot L I Lot I ,; � ,'�r` , � � -," . - -", � VINH 1�1 : -�,--� ,�Www- " ,4 , � � � ,,,: � 1, , ; I �� ,", .r , " I , , � I - � I . 133J 9 : a nOINOD � , �/ ,,, - - " %, �� I I i � 133A SZ : �jnOINOD X3GNI i . I ! s allVONVIS A3vun33V dVUV 1VNOIiVN . Si]3HS E)NINIOrC]V Oi XICINI � .k.LNnoo !DE] I Cl NVS ('007- =,, L) OOt7Z : [ ]-JV:)S r I I � tp sa den �lq_L i ; � � � � HIZI 3TIZI I 36OZI i �: ---l'. ..�,.�..�..�..�.�.-,-.-,.-.,..,... --- -- ... I .. �: ... ... - -.1- , �.,,,...-....: - x . 4:...,....� 1. I - - : r , - , - .1 -�� ' * r I !) r� I-r.----. I r - Rozi "... "' � -..- r ... ..... , ��:,: -1 W.:; -,��. , ,*�,�'r�',, �. I.- r. -1. . X ., , . 77 ', ., . .��: 7 '.�� I -.-. , � . � . . ' _lr,,,-""r 1, . .,� _ I -, .. - , , �... �� ,:: :,�*� N - �.... - t �--,.. . :, .�. - -, . . �, � " � , . , - T . : , , . e� I I , , �` 11"' X :4 --� , ., , , � .. -.. -:i�.� : :: � - ... , ��.�..].,..,.O.�� .. �. ; . .;::: I . _ .... �� .� I, 1\ . ��;:. . `� NA A' 5 "" � I ..... .. . . ,i:;i � :: �, ,...� ..:.". . �-- , I . r - - I - W7 . . . � : . .. - I � ,-�,m W.�b .11 . i� ��!�� :��!i - I �. .,,� A - _ ..i:7. , . . , �. Xi i .. ., � 13.3i ,., .. .. , . - . . m ff , .. i� - - .: x! , . - , i NWE . � , :.., r �-., �.. . . , I - . . mr.,;%, . ,.. o,: .. - , . - � - . ', � lil. N . . - I : � - � s)IjoM oilqnd jo juawlieda(] . .,�� . ,i. . . � , � - ., ,� I �! :_-,,,.e ,. I . .;� , - - -, : ., . . . . 11 ,?" ,�, . �.-, I - - , ( % ��77W � �. ., N!" � - �7 , . -�!2!!-� - A @�,%--! 0 '. . ..., . I . ,: � . . , , ,. .� �; � -'. �%::,. ,��..-, . --l- :., � 1. .. - . ,. . I . � --.-� �:.�..� �..... .- .,r r, ... ,� - .1 . I '. -� , . - : . i ... �;!i V , � ,.:, .,,,� ,-,�, .,..� 7.1.. - . . N01133S 9NIddVW r �� ,-*%; r �,: - .. . .. .: ., r .. .. I I ..... -:m; . - ... �� ', -, I .. . , - :...- I .. - ..r - ..--,-!� � ...., , ..,:*,'..::.-.-','.�-.;, . '... - , . :. . , . r �: � " r. :::::'' . , - ... � .... . ..'r- , ,.!,:.r ,. , � , V , :,:. . , � . Aq � . � " �� . * ;��-,.,k'?� ��: � ,:.r,l ,-�,,::�� I . , . - i:bn . r � I. , ,.;: , - .1 .�, �. I , ; :::: :7::;�: . . ...,,I) r. -- - I .'Z . .... ... - .. � . - . I I r .1 . m . - . I � . . �,� � I � . I k , ::� , . . . ::: - . � I : . , , , .. :: .1 I . . I I ,� 1 \� -� ! " - W . � , I :., . 1 - ::: .. I . �, I . �...,.- ,.I.,. - " ,xx �. . ,;�:, ;,,, r I . , . :: r , , I - i � : :�:�,;,.,�, � � . : . . I r". - ,. .... � IIM�, . " .. ,-...... ... lvi.g.�i r ' ' I 11- M * , ., � , - - - , ..r : :,. . I � . .. � ' X �, ,., - I I ��,,: - . . . . � �. . - 1 V N I J .::.: . ...... .. �..;�.�:i�� . .::: i , : . . � .I. ...., I , - . I -r ; .1-1.1 - -.: , !�,� -� ,� ;A G3HVd3Hd dVA �:�. .. ��......,, �,. . .. 1. r � . �.;, ,:: ".. ...,.�,. . #0% -- .: - I .. . :.,::�::., . , �, , 7�!� : ' .. . .. . . - � I .r... . . I . I.. �. - ,, r `,� :,,� �, ,,,;:�:�� . ..i.' �..:;ie-, .. .: �:. \ ., .,.�[� �:i� ��..��i�� . !�,��. ..�.��- : . I .. 1- , .. ..... - 4� 4 : . . Kia ��:�!��, -;-:o,,� ,. -�,: . 11 . ,� ,. -it, "M / - � ��-�!i��: �i.,.Ov� .'..'.......'..., ,��::� � - *, �� . , , . , �!. ,., . , . . �-, : .. .M.. , . W, ..!, � I � - I , , ... .�, . . - -�-.::, - , � r '... .. '. �. _,. .11 I ... � ,�. k7 i . � - .� . � � , I.- ::: I �. 5 ,��- V I---- �. * Z . �. . �i . ,:. :; � ��:� :i r I.. -:::::�.-;� . , ::��:-: ,. . M .. , " ,�:,:::�: - ... � .. .. �. ,,,,�...ir .1 , 1". �.., .. . .. ::�. �:: , ..,. ....'.... : I' 11�,, I - A , . . A . - . I � . . - r I Ir .1 �.. -- : r . . . M 44 �� ? ... � Q -0 i�, .11. . r ..... � Z r .:... :...:-:,: .. .. .. . . . 11� ,.. I ..... . � . . I.:., . ..;;,... I .... . ,:- 1. ,X ... r - I .. , .v ,�!��:��,,,�� i�;�� "I . � ,. ... ... � . . . � r , . . r , , I � .. .... . ,�, - � -E: ". . . , - � , i �:i �!. i:�;i,,. , , , . , ..,�,.. ... . , .n - ... . :� � ,- I I - . , , a . I . .. �. . 11 � . I . , . � --- 11 ,&.,...,�.. ..I.. � ��,;-:-:-,: .. � �� "I * - " ..�- , i r --W, - ; .e� �. 1. . :��b- �P� I ,,�:�� - . � � -,r , �-- i��",, *:K�,i��::i�,, M ., ,..,., , I-- .1 . ;:� fi � I " , . � � 11 �� :i ,. : I r.., N-L . �, I., ..... - . . 0 .. I ,. - ... ...--.1 .--� - I � .. ,,� � , " 1- .. - . r . *0 N I ' S,k 3 A8 n s - 1VPJ3V 0 -NVS � �, - 1. . . , ". . w . - � .:..,:�::i:.:::�,��!�ii�:��,�!i Is . ,w. .- . , � � - � 1.4. I I , -��, T�X�p� .. .1W-. I r .. . .1 - , � . , : , : - *,�- ,i;e, � . � � ��.�,�::! 11 :?*� -�---- � -!,.��` . i �� ..,. �!, ;�� . I , . .1. . � 7777�*4 . ..:--� , � .: .. �� . . - . ;,:. .. 1:1 ..! "" ", 'I lr-�.- a I . . I ... . :��:.. 1 1 �� W� ,r- - -��'er- W_,i .,� ., ]..., ::;�r:%.,.ff_,r 3,� -��-;,-- .4 �� : , ( , , . .� -,,.-,,� `�-�--�.:, .- . r- : 0 .,r . : . - . .. .1p.r. I I . . , . .r Ir : � :,� . I . i i � : ,---i .. .. .. .. , . ,. W. N, -,.!.: �, , - , . r .r I , . . �.� I ...., ,��,:::, - , -::��.�.:� ,� V �:� ��::.,.:.. : .. � ... � ... -� CRI . .. . .. ...... I ... I ... I., ��: f . �� . . , OR : � �,! 1. .;;,�.,t��: , , � :: �, �:�j`� , ,. 1, -. . . � I , :,.,: � :: r .. I - . .,�., . .. - - -6�-r�.',',., .,r::: � _,-, --.' - : .., el� � .1 - , �!� : :.,:., - , : Xr: : :':, �..� a � . I Aq � _ r I.- i . _.� ,11 :,,,...r ii::�:!��,. --- ... ... �-� , �� : -�, �� - �< I , . 1- 1, �- .... .. ...... .... -.1 . - .... I.-, ��,.. . I I / -- r � . � - . 2 I .. . .1. � I ,1. . &, � -I I� � r i I �,--- �-------- I. '.... ._ . � , .� lz . . , . ,,-.,. 4 ! 1 ;4 ��.-,& N .... .. �. I I � . . . . . . . . . . �� - . , . - I ... .1 . , ,,,, I I 1. : �� '!:' - . , I �� ; w I 1. ... � , - -r . I rr "I'll �: �. I - * ?.. � -'. - .1 � §��,. F % � , . - ii8dv :aiiva AHdVHDOIOH(A . .. r.r.. ..r.., -.. I.. .1 j .. -�- Ir . Irr, ,'.., -.1,.."...e. - .. . , -11 .. . r ,.., -� :7!io �:� ,.'..,r. .. :*::ixi:&-�, ;��. I .� �� :.�, . ., . . . . . . � - : 1 01 �,, - I-R , " � � e- � . i"::;i ... .. ." .. ... � �;,..:�::, � ,�� . ,., ,. .- 61 '61 . 1 . 11 .1 , I - U. R �.-. I '?� ' 4 ,� :.� . , .1 I . : R.r � ..,. ! � : ,1 : - : 2 9 -� � -. ... . w .. :.... : , -� �� -.4 -,, -_�� :::� r �.: �.;::: ; S w: ,.. ,. IK .. 0� � ,.. r:.�:,i `i`� . . . .... I:r -�:i -.!,, ..�. -.-r ,-... I... , 7. .: , I � . � . �. ! :. �.,, .m.... �, .1. -; I - � r .. ... .. - �..:,.,-, ...:.: . . , �. � � . � � . r. .1-1 I... w: � -i�i:��Iii�-Ir; � . �% . "' .." - , I I, -,'. IF. ... , � . . A��' .. ,,- 'n . ��-� b .- ' ...".., .. ..�,.,..:�.::. I uJoi r I ,I �. . . . .-*11 rr � . �: " ., �� ;��i.;�ii!;�;�!� i .:�.;�:,,,: \ T� .. �:,,.�-.- .; . , .'r .i�, .. .: d : j�� .. I .... .. �: ..": - i � , . :.. :: -1: � , , , , V �.: .r. r � .. % I �� ,..-�:: �: r �: I: ��,�� -,�j. �.,,:.,.5� -,. , - I - ,� r r ,4, :�� ..,��5��*,: ,,Ii �, � � . � . I I ,.. ",.::r,::, , ,.:�;!!::::�� :N:..::::��i��l"-...�.\-'.��*��!� :-wX ,.: z . - X, � . . � , : .. 4: 1. � .. r . : ' - ,,,. ;.,, I r I I I e� , . r - , . ;��r� .. : �. - :,::: ,� . .. r . . , r� , .�X. , -�,-, - . .--,� " - ........ - ... �11- II : I - * ....,.. M � ". . ,. - - I � , � �.% -:� 6 :0M . SGOHIJA DIHI1AAVH90i0Hd ,::.. :... wM .: II .�..,;,-�.. 1.� r �r -.N, -i:�!`��,---� I 'i . ..., r .. � -.� %:. ' - .1 �i � `�.�:��! . ,_ � -1-1.1 ... I ,..,. U 7 �111!, -ei. � ,� N ,..,�.., fe� � - 1:. �� , 0 - r �. 0 . ..... .,� �. . : .w - . :,.��:: �. .1 .1 ,,, I .,�, -, , � 1. 4�r, - 'X�. '.,� �r::- d . r ... . �.. � ��:!��% , ,. ', - - ,�,� - - � . ., �- � I � � .:.'r i ] � ! �� : .��r,� ! �.,. : ,�.��,, , . . .. r 1� � . .... :', .... :�,:: ,. r . _�.�..�!�!k�:J� ..N.r -..�'.,::�::�!��: ..'.1-- �:--��-- � �.- .I. -- I .. -�';::-:�:' e - r , .. -�:#�wi - . ; . � , .: i!�.`�� i,:i�... .r 9' , . :Wr...'.11- : .1 :�'.. ........' r.. - .... - �, I . 1. 4. - . NoText NoText