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2005-9356 G City oNGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering October 11, 2007 Attn: San Diego County Credit Union 501 N. El Camino Real Encinitas, California 92024 RE: Watkins, Jeffrey and Jeannine 3442 Fortuna Ranch Road APN 264-291-04 Grading Permit 9356-GI Final release of security Permit 9356-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# 0128209526-40 in the amount of$ 36,617.00. 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. Sinc ely, Debra Geisha y Lembach Engineering echnician Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Watkins, Jeffrey and Jeannine Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 -4 recycled paper SPIN' GEOTECHNICAL EXPLORATION, INC. SOIL&FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 21 July 2005 Mr. Jeff and Jeanine Watkins Job No. 04-8708 3442 Fortuna Ranch Road Encinitas, CA 92024 D E C E Subject: Grading Plan Review Watkins Residence AUG 2 g 205 3442 Fortuna Ranch Road Encinitas, California ENGINEER1I'1G SERVICES Dear Mr. and Mrs. Watkins: CITY QE ENCIVIAS As requested by Mr. Matt Gries, with 2 Corporation Architects & Builders, we have reviewed a grading plan for proposed exterior improvements on your property. The reviewed plans, consisting of 4 sheets, were prepared by SB&O and are print dated July 13, 2005. The plans on sheet 2 show that the areas to be graded include a portion of the southwest slope, the northwest corner of the swimming pool building pad, and the north and west side of the residence building pad. The proposed exterior improvements to be built are shown or listed on sheets 2 and 3 of the grading plans. The plans indicate that the proposed grading should be performed in accordance with the recommendations presented in our "Report of Limited Geotechnical Investigation, Watkins Residence Additions, 3442 Fortuna Ranch Road, Encinitas, California", Job No. 04-8708, August 25, 2004. The exploratory work for the property, as described in that report, was for areas around the residence where room additions and adjacent improvements were proposed. Earlier this year and more recently we have performed grading observations for some of the 7420 TRADE STREET • SAN DIEGO, CA 92121 • (858)549-7222 • FAX:(858)549-1604 • E-MAIL: geotech @ixpres.com Watkins Residence Job No. 05-8708 Encinitas, California Page 2 improvements around the residence and cabana. The reviewed grading plans show additional grading work to be performed in other areas of the project. The proposed new grading includes fills and cuts not exceeding 4 feet in thickness. In addition, some masonry retaining walls are being proposed. The plans, in our opinion, are in general compliance with the recommendations presented in our August 25, 2004 report. In our opinion, the proposed grading may be implemented with no potential problems as long as the bottoms of excavations in graded areas are observed, evaluated and approved by a representative of our firm prior to fill placement. In addition, all fill shall be placed in accordance with recommendations presented in our August 25, 2004, report and be tested for proper compaction during grading. Expansive soils to receive slabs on-grade shall have a moisture content at least 5 percent over optimum and should be compacted to at least 90 percent of maximum dry density. The backfill wedge behind retaining walls should consist of imported, low-expansive soils (Expansion Index equal or lower than 50). The wall backfill is the space between the back of the wall and a plane drawn at 30 degrees from vertical, passing through the heel of the wall foundation and extending to the ground surface. The exterior retaining walls shall also be provided with waterproofing, and proper wall back drains and subdrains to protect the walls and adjacent improvements. The finish grade shall drain away from the slope, adjacent improvements, and from retaining walls. Sufficient area drains and effective finish surface gradient shall be provided in the improvement areas to prevent runoff accumulation. All other recommendations presented in our August 25, 2004, report remain applicable unless superseded in writing by our firm. Watkins Residence Job No. 05-8708 Encinitas, California Page 3 LIMITATIONS - The findings, opinions, and recommendations presented herein have been made in accordance with current generally accepted principles and practice in the field of geotechnical engineering in the City of Encinitas. No warranty, either expressed or implied, is made. If you have any questions regarding this letter, please contact our office. Reference to our Job No. 04-8708 will help expedite a response to your inquiry. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. ,.}at . erros, P.E. R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer C IN LU No. Ot?2007 r" * Exp.9� 0►(� F � � `lglFOrFcHN��O��P Of CALF REPORT OF LIMITED GEOTECHNICAL INVESTIGATION Watkins Residence Additions 3442 Fortuna Ranch Road Encinitas, California 30B NO. 04-8708 25 August 2004 Prepared for: Jeff and Jeannine Watkins froft-AffiL II�/'IHI GEOTECHNICAL EXPLORATION, INC. SOIL&FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 25 August 2004 Jeff and Jeannine Watkins Job No. 04-8708 3442 Fortuna Ranch Road Encinitas, CA 92024 Subject: Report of Limited Geotechnical Investigation Watkins Residence Additions 3442 Fortuna Ranch Road Encinitas, California Dear Mr. and Mrs. Watkins: In accordance with your request and our proposal dated June 18, 2004, Geotechnical Exploration, Inc, has prepared this report of geotechnical investigation for the proposed single-story lateral addition, single-story pool house structure, and other new improvements. The field work was performed on May 25, 2004. In our opinion, if the conclusions and recommendations presented in this report are implemented during site preparation, the site will be suited for the proposed additions and associated 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. 04-8708 will expedite a response to your inquiry. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. rn s, .E. ,�i, No. 002007 R.C.E. 34422/G.E. 2007 Exp. fiyo� Senior Geotechnical Engineer Q- 9lf 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. SOILS AND GENERAL GEOLOGIC DESCRIPTION 4 V. GROUNDWATER AND DRAINAGE CONDITIONS 5 VI. LABORATORY TESTS & SOIL INFORMATION 6 VII. CONCLUSIONS AND RECOMMENDATIONS 8 VIII. GRADING NOTES 22 IX. LIMITATIONS 24 FIGURES Ia. Vicinity Map Ib. Assessor's Parcel Map II. Plot Plan IIIa-f. Exploratory Excavation Logs IV. Laboratory Test Results V. Typical Retaining Wall Drainage Recommendations VI. Foundation Requirements Near Slopes APPENDICES A. Unified Soil Classification System B. General Earthwork Specifications REPORT OF LIMITED GEOTECHNICAL INVESTIGATION Watkins Residence Additions 3442 Fortuna Ranch Road Encinitas, California Job No. 04-8708 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject project. I. EXECUTIVE SUMMARY It is our understanding, based on communications with Mr. Steven Florman of 2 Corporation Architects Builders, and a review of a preliminary plans prepared by Mr. Florman, dated June 14, 2004, that the existing two-story residence is to receive a 240-square-foot, single-story room addition to the north side of the home and a detached, single-story pool house structure in the rear yard area (see Plot Plan, Figure No. II). An in-fill lower-floor addition will be constructed below an existing balcony on the south side of the home. The addition and pool house structures will be of standard-type building materials utilizing concrete slab-on-grade foundation systems. New masonry landscape walls are also planned for the southern portion of the building pad. Our investigation revealed that the site is underlain by dense metavolcanic rock formational materials with less than 2 to approximately 4 feet of firm to stiff (medium dense), medium expansive fill soil. Because of the presence of variable density, moist to wet, moderately expansive surficial soils, the upper 2 to 2.5 feet of the existing fill soils will not provide a stable soil base for the proposed new structures and improvements. As such, we recommend that the surficial fill soils to a depth of at least 2 to 2.5 feet be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements. The fill soils below a depth of 2 to 2.5 feet and the formational materials have good bearing Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 2 strength characteristics and are suitable for support of the proposed structural loads. With the above in mind, the scope of work is briefly outlined as follows: 1. Identify and classify the surface and subsurface soils in the area of the proposed additions in conformance with the Unified Soil Classification System. 2. Evaluate the existing and proposed bearing soil material. 3. Recommend the allowable bearing capacities for properly compacted fill soils. 4. Recommend site preparation procedures. 5. Evaluate the settlement potential of the bearing soils under the proposed structural loads. 6. 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. II. SITE DESCRIPTION The property is known as Assessor's Parcel No. 264-291-04-00, Lot 4, according to Recorded Map 11809, in the Olivenhain area of the City of Encinitas, County of San Diego, State of California. Refer to Figure No. Ia. The polygonal site, consisting of approximately 2.32 acres, is located at 3442 Fortuna Ranch Road. The property is a "flag lot" bordered on all sides by similar residential properties. Refer to Figure 46401 r Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 3 No. Ib. An asphalt concrete driveway entering the lot at the northeast corner provides access from Fortuna Ranch Road. Existing structures on the site at the time of our investigation include a two-story, single-family residence with a detached 3-car garage, a swimming pool with an encompassing concrete deck on a lower pad area to the west, and associated improvements. Vegetation on the site consists primarily of mature ornamental tropical landscaping including palm, eucalyptus and pepper trees, shrubbery including giant bird-of-paradise and hibiscus, groundcover and lawn grasses. The westerly sloping site consists of a relatively level building pad area at an elevation of approximately 374 feet above mean sea level (AMSL). The lower swimming pool pad area is at an approximate elevation of 367 feet AMSL. Approximate elevations across the site range from a high of 374 feet AMSL to a low of 310 feet AMSL at the extreme western corner of the property (see Figure No. II). Survey information concerning approximate elevations across the site was obtained from the As-Built Grading Plans for Fortuna Ranch Tract No. 4574, prepared by Hunsaker and Associates, Inc., dated October 29, 1991, and from a recent site topographic survey by Gary Chapman, Professional Land Surveyor, dated July 2004. M. FIELD INVESTIGATION Six hand-dug exploratory excavations were placed on the site, specifically in areas where the new additions and improvements are to be located and where feasible due to the existing structures and improvements on the site. The soil in the exploratory excavations 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 r� Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 4 summarized on Figure No. III. The predominant soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix A). IV. SOILS AND GENERAL GEOLOGIC DESCRIPTION Our investigation and review of pertinent geologic maps and reports indicate that the site includes artificial fill soils (Qaf) overlying very dense metavolcanic rock formational materials of the Jurassic-age Santiago Peak Volcanics (Jsp). In general, the proposed addition areas of the site are underlain at depth by very dense formational materials and approximately 2 to 4 feet of firm to stiff (medium dense), medium expansive fill soils consisting of yellow-brown to gray-brown, sandy clay with gravel, sub-angular cobble and occasional boulders (to 16 inches in diameter). The fill soils have a medium expansion potential. The upper 2 to 2.5 feet of the encountered fill soils were observed to be in a moist to wet, variable density condition with abundant landscape roots, and are not suitable in their current condition for bearing support. As such, we recommend that at least the upper 2 to 2.5 feet of the fill soils be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements. Rock content of the fill soils varies and appears to increase with depth below 2 feet. Excavation in some areas can be expected to be more difficult due to rock content. The deeper fill materials appear to be adequately compacted and possess good bearing characteristics. Refer to Figure Nos. III and IV for details. The entire site is underlain by metavolcanic rock formational materials of the Jurassic-age Santiago Peak Volcanics (Jsp). The formational materials consist of dark gray to green-gray, very dense metavolcanic rock. These rocky formational materials are considered to have a very low expansion potential and excellent bearing-strength characteristics. Refer to Figure Nos. III and IV for details. r Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 5 V. GROUNDWATER AND DRAINAGE CONDITIONS The groundwater surface was not encountered during the course of our field investigation; however, very moist to wet fill soils were encountered. Seepage of free water was encountered in handpit HP-6 and evidence of excessive landscape moisture was apparent in planter areas surrounding the home. The clayey nature of the fill soils and very dense, relatively impermeable nature of the underlying dense formational materials create conditions conducive to the formation of perched water conditions, i.e., shallow free water accumulating from surface sources (e.g., irrigation, rain) within more porous soils on low permeability surfaces. We understand from discussions with the homeowner that water infiltration conditions have not developed within the home. Additionally, we understand that the planned new addition and improvement project will include significant re- landscaping of the site. We do not anticipate significant groundwater problems to develop in the future -- if the property is developed as proposed and well-designed and constructed drainage is implemented. 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 4 Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 6 practices or periods of extended rainfall can result in shallow "perched" water conditions. As indicated, 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. 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 the planned 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. VI. LABORATORY TESTS AND SOIL INFORMATION Laboratory tests were performed on the typical fill materials encountered in order to evaluate their physical and mechanical properties and their ability to support the proposed additions and improvements. The following tests were conducted on the sampled soils: Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 7 1. Moisture Content (ASTM D2216-98) 2. Laboratory Compaction Characteristics (ASTM D1557-98) 3. Material passing #200 Sieve (ASTM D1140) 4. Expansion Test (UBC Test Method 29-2 The moisture content of a soil sample is a measure of the water content, expressed as a percentage of the dry weight of the sample. 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 material passing the #200 sieve test 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 was determined 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 EXPANSION POTENTIAL 0 to 20 Very low 21 to 50 Low 51 to 90 Medium 91 to 130 High Above 130 Very high Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 8 Based on the test results, the sampled soils on the site have a low to medium expansion potential, with expansion indices ranging from 45 to 76. Based on the laboratory test data, our observations of the primary soil types on the project, and our previous experience with similar soils, our Geotechnical Engineer has assigned conservative values for the angle of internal friction and cohesion to those soils which will provide lateral support and/or bearing support on the project. The assigned values have been utilized in assigning the recommended bearing value as well as active and passive earth pressure recommendations. 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 with our knowledge and experience with the soils in the Olivenhain area of the City of Encinitas. The new project will include construction of a detached pool house structure, a single-story attached addition, a lower-story in-fill addition below an existing balcony, new sidewalk construction, a water feature, and construction of masonry landscape fence walls. Our investigation revealed that the site is underlain by very dense metavolcanic rock formational materials with approximately 2 to 4 feet of fill soils in the proposed addition areas. In their present condition, the upper 2 to 2.5 feet of fill soil will not provide a stable base for the proposed additions and associated improvements. Abundant landscape roots also exist near the home in the upper 2 feet of soils. As such, we recommend that these moist to wet, variable density, rooty and medium expansive surficial fill soils be removed and recompacted as part of site preparation. Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 9 The fill soils below a depth of 2 to 2.5 feet, as well as the formational materials, have good bearing strength characteristics, are of very low to medium expansion potential, and are suitable for support of the proposed structural loads. A. Preparation of Soils for Site Development 1. The existing improvements and vegetation observed on the planned addition and other new improvement areas at the site must be removed prior to the preparation of the areas to receive new structural improvements. This includes any roots from existing trees, shrubbery and ornamental plants that could cause damage to new foundations and slabs. 2. In order to provide a uniform, firm soils base for the proposed lateral and pool house additions, the existing variable density surficial fill materials located in the proposed building addition 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 properly compacted fill soils, as per the indications of our field representative. This depth is expected to be approximately 2 to 2.5 feet in the addition and improvement areas (see Figure Nos. II and III). The excavated fill materials shall be cleaned of any debris, roots, deleterious materials, and cobbles greater than 3 inches in diameter, watered to Optimum Moisture content and compacted to 90 percent of Maximum Dry Density, in accordance with ASTM D1557-98 standards. Clayey soils classified as medium expansive shall be compacted with a moisture content at least 5 percent over the soil Optimum Moisture content and compacted to between 88 and 92 percent of Maximum Dry Density, in accordance with ASTM D1557-98 standards. Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 10 Any encountered highly expansive soils shall be similarly properly moisture- conditioned and compacted if they are intended to support any rigid improvements. Due to the expansive nature of the on-site soils, these soils shall not be utilized behind retaining structures for a horizontal distance equal to one-half the wall height. Proper mixing of fill soils with imported, low-expansive, granular soils during grading may reduce the overall expansion potential of these soils. This can be field-verified during grading operations. Sometimes the soil mixing can be a complicated operation and it may be better to use better quality imported soils. 3. Imported soils may be required to replace the volume of removed materials (e.g., rock, roots, etc.) Imported soils shall be of very low or low expansion potential (Expansion Index less than 50). 4. 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 of uncontrolled fill soils, the loose fill soils shall be removed and/or recompacted prior to completion of the grading operation. 5. 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. 6. 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 Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 11 Maximum Dry Density. Backfill soils placed behind retaining walls and/or crawl space retaining walls shall be installed as early as the retaining walls are capable of supporting lateral loads. B. Design Parameters for Proposed Foundations 7. For preliminary foundation design of any new shallow footings, based on the assumption that new footings will be placed at least 18 inches into properly compacted fill soils, we recommend an 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 "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 properly compacted fills or approved formation is 6,000 psf. 8. The passive earth pressure of the encountered firm natural-ground soils (formation) and any properly compacted fill soils (to be used for design of Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 12 shallow foundation and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 300 pounds per cubic foot. Passive resistance for existing fill soils shall not exceed 130 pcf. Passive earth pressures shall only be considered valid for design if the ground adjacent to the foundations structure is essentially level for a distance of at least three times the total depth of the foundation. 9. 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. 10. The following table summarizes site-specific seismic design criteria to calculate the base shear needed for the design of the residential structure. The design criteria was obtained from the California Building Code (CBC 2001 edition) based on the distance to the closest active fault and the soil profile classification. Parameter Value Reference Seismic Zone Factor Z 0.40 Table 16-I Soil Profile Type Sc Table 16-1 Seismic Coefficient Ca 0.40Na Table 16-Q Seismic Coefficient C„ 0.56N„ Table 16-R Near-Source Factor Na 1.0 Table 16-5 Near-Source Factor N„ 1.0 Table 16-T Seismic Source Type B Table 16-U 11. 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 Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 13 and slabs-on-grade contain at least a minimum amount of reinforcing steel to reduce the separation of cracks, should they occur. 11.1 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. 11.2 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. 11.3 The slabs on-grade shall be at least 5 inches thick and be reinforced with No. 3 steel bars placed 15 inches on center. Slabs shall be underlain by a 2-inch-thick layer of clean sand (S.E. = 30 or greater) overlying a moisture barrier membrane over 2 inches of sand. Slab subgrade soil shall be verified by a Geotechnica/ Exploration, Inc, representative to have the proper moisture content within 48 hours prior to placement of the vapor barrier and pouring of concrete. 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. It is recommended 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. To obtain Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 14 an effective weak plane, the steel reinforcing shall have every other steel bar interrupted 2 inches before crossing the control joint. NOTE: The project Civil/Structural Engineer shall review all reinforcing schedules. The reinforcing minimums recommended herein are not to be 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 addition and footings when founded on properly compacted fill or dense natural formation shall be on the order of 1 inch. 12. As a minimum for protection of on-site improvements, it is recommended 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 on 18- inch centers placed..at the center 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 surface 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 on loose or inadequately Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 15 compacted fills. Any exterior area to receive concrete improvements shall be verified for compaction and moisture within 48 hours prior to concrete placement. Highly expansive soils encountered in exterior improvement areas shall be properly moisture-conditioned and compacted if they are intended to support any rigid improvements. 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 by the owner every 6 months and be properly maintained. 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 against puncturing. 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 Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 16 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. Retaining Walls We understand that no retaining walls are planned for the project. The project will, however, include masonry landscape fence walls. The following recommendations are provided should retaining walls be constructed. 17. The active earth pressure (to be utilized in the design of any cantilever retaining walls, utilizing imported, very low expansive to low expansive soils [EI less than 50] as backfill) should be based on an Equivalent Fluid �.4 Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 17 Weight of 38 pounds per cubic foot (for level backfill only). For 2.0:1.0 sloping backfill, the equivalent fluid weight shall be not less than 52 pcf utilizing low expansive backfill. Clayey soils with an EI greater than 50 shall not be used as wall backfill material, except as capping material in the upper 1 foot. Cobbles greater than 3 inches shall not be placed within a horizontal distance of 3 feet from the wall. The wall backfill should be considered as the volume of soil between the back face of the retaining wall and a plane drawn at 30 degrees from vertical, passing through the heel of the wall foundation. In the event that a retaining wall is to be designed for a restrained condition, a uniform pressure equal to 9xH (nine times the total height of retained soil, considered in pounds per square foot) should 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 should be included in the wall design pressure. Any loads placed on the active wedge behind a cantilever (unrestrained) wall shall be included iri-the design by multiplying the load weight 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 should indicate that the walls be backfilled with very low to low expansive soils (EI=less than 50). All retaining wall backfill should be performed as soon as the retaining wall concrete or mortar has cured and can accept the lateral soil pressures. Temporary backcut slope faces should be kept moist while waiting for backfilling. Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 18 18. Proper subdrains and free-draining backwall material or geofabric drainage should be installed behind all retaining walls (in addition to proper waterproofing) on the subject project. Geotechnical 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 below-ground walls, if used, 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. Refer to Figure No. V. E. Slopes 19. It is our opinion, based on visual observations, that the existing slopes on the site are stable. Any new slopes to be graded as part of site development should be stable (with a factor of safety equal to 1.5) for the following maximum slope heights. (The slopes should possess a gross and shallow stability factor of safety equal to 1.5 as long as the shear soil parameters are at least equal to a--friction angle of 30 degrees and cohesion of 200 psf or equivalent value combination.) Proper drainage should be provided at all times in the slope areas for the slopes to remain stable. O . Slope • (Horizontal:Vertical) Compacted Fill Cut Ground 33 feet 72 feet NOTE; The local grading ordinance shall be adhered to for all slope configurations. Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 19 20. The soils that occur within the proximity of the rim or face of even properly compacted fill or dense natural ground cut slopes often possess poor lateral stability. The degree of lateral and vertical deformation depends on the inherent expansion and strength characteristics of the soil types comprising the slope, slope steepness and height, loosening of slope face soils by burrowing rodents, and irrigation and vegetation maintenance practices, as well as the quality of compaction of fill soils. Structures and other improvements could suffer damage due to these soil movement factors if not properly designed to accommodate or withstand such movement. 21. Rigid improvements such as top-of-slope walls, columns, decorative planters, concrete flatwork, swimming pools and other similar types of improvements can be expected to display varying degrees of separation typical of improvements constructed at the top of a slope. The separations result primarily from slope top lateral and vertical soil deformation processes. These separations often occur regardless of being underlain by cut or fill slope material. Proximity to a slope top is often the primary factor affecting the degree of separations occurring. Typical and to-be-expected separations can range from minimal to up to 1 inch or greater in width. In order to reduce the effect of slope-top lateral soil deformation, we recommend that the new top-of-slope masonry wall improvements be designed with flexible connections and joints in rigid structures so that the separations do not result in visually apparent cracking damage and/or can be cosmetically dressed as part of the ongoing property maintenance. These flexible connections may include evenly spaced vertical joints in block walls or fences, control joints with flexible caulking in exterior flatwork improvements, etc. r Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 20 In addition, use of planters to provide separation between top-of-slope hardscape such as patio slabs and pool decking from top-of-slope walls can aid greatly in reducing cosmetic cracking and separations in exterior improvements. Actual materials and techniques would need to be determined by the project architect or the landscape architect for individual properties. Steel dowels placed in flatwork may prevent noticeable vertical differentials, but if provided with a slip-end they may still allow some lateral displacement. 22. Shallow footings of proposed structures, walls, fences, swimming pools, etc., when founded 8 feet and farther away from the top of slopes, may be of standard design in conformance with the recommended load-bearing value. If the proposed foundations and footings are located closer than 8 feet inside the top of slopes, they shall be deepened to 1.5 feet below a line beginning at a point 8 feet horizontally inside the slopes and projected outward and downward, parallel to the face of the slope and into firm soils (see Figure No. VI). 23. A representative of Geotechnical Exploration, Inc, must observe any steep temporary slopes (if constructed) during construction. In the event that soils and formational material comprising a slope are not as anticipated, any required slope design changes would be presented at that time. 24. Where not superseded by specific recommendations presented in this report, trenches, excavations and temporary slopes at the subject site shall be constructed in accordance with Title 8, Construction Safety Orders, issued by Cal-OSHA. Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 21 F Site Drainage Considerations 25. Adequate measures shall be taken to properly finish-grade the building site after the structure additions 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 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. In addition, 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. 26. 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 structures 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 structures or other improvements. Planter boxes shall be constructed with a closed bottom and a subsurface AIL 0 Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 22 drain, installed in gravel, with the direction of subsurface and surface flow away 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. G. General Recommendations 27. 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. 28. 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 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. Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 23 29. Geotechnical Exploration, Inc, recommends that we be asked to verify the actual soil conditions revealed during site grading work and foundation excavation to be as anticipated in the "Report of Limited 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. 30. 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. 31. 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 considered any of the recommended actions presented herein to be unsafe. Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 24 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 Olivenhain 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 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. 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. Watkins Residence Additions Job No. 04-8708 Encinitas, California Page 25 Should any questions arise concerning this report, please feel free to contact the undersigned. Reference to our Job No. 04-8708 will expedite a reply to your inquiries. Respectfully submitted, G CHNICAL EXPLORATION, INC. d C. Vaughn Jaime A. Cerros, P.E. Senior Project Geolo i R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer � 1 C7 1Q 2 002007 r^ EXp. �fr30lDS ollcw Q �. F OF CA��f r VICINITY CORTEr', o Po - �F P s to BELLA ra $ ENO so'_Tio I ' ' LONE DOVE LN I I ypLLOW RD _ N A c pD 0,aji CAS <<o H / 1 r PANTS sl ��400 ; DOUBLE LL FORTUNE� 1 h COUNTRY ROSE Q I C I R siteppSED ESi I l4sFl�s Woo z 'wIfGAND ,`S FORTUNA. �1NG R �SE I HO JIA_ o 41 FELIC1tA o ¢ tAj N`F`s'• VPO cow L I RICA IO�FT RIDGE SUMMIT o `r I cc CT CARS.. - O E v. JACK CM o L vgSMINE CRC a po_ ' OL ° cF� LITTLE L OAKS OLIVENNJ�I PARK 8Rp I.,� : p �.j,F_1E_ I !'ttN POPPY HILLS CN' j H 1 -----_ 9� STRADA c � z 4i y DE Cot-LO I oq DEL RD a 3g� v`"i ty W .,C, IIJ`IO o'w PUF'PT \ - ` , VIA kqR ` OR�� oFST fDO� s �S DEL CFyso t l 1 N W�PNA � oS�l r � _J Thomas Bros. Guide San Diego County pg 1148 Watkins Residence Additions 3442 Fortuna Ranch Road Encinitas, CA. Figure No. la Job No. 04-8708 rp4&-Ip VICINITY P CORTE �o qo VsO ROw 0.4 LA BELLA �' $ �sge4, $ LONE pOVE LN coR{E v e[ C�sT' " FARO i y0t l�u RD NZA -14 / RD 1 jERA SF�4DO � t DOUBLE _ r$ FORTUNA ti PAN, LL RANCH { COUNTRY ROSE q, IS) t p r 9! z c"'a C I R Y pp5E0 FS�� t -a �l9lFTPFS V'jc �° a t n s ANC. Site - - t Sit t ' *I-LAND FORTUNA �1NG t I _ �a5a ,lA;.Dl FELICITA GI OMMIT RICA i o�FT RIDGE 5 cr R GyT� :r � ,A R.�P= LD C�AGK °< �tiv `�gS/1INE CREW a ICNO pL o RANCHO ". wit 4,. CE m ►� Y!r Rlp °%� 8 t OAKS OLIVENNI�I FA C� PARK BR0 E t Q �A a° "� q;#1 :', 1, .-N POPPY HILLS VA o STRADA DE CAgALLO ! °q DEL z C RD Cc 3S'� v4'io pU \ .CINQ gfGjq VIA BRA cFHs r / DE( �R f°�pNAS 0 Thomas Bros. Guide San Diego County pg 1 148 Watkins Residence Additions 3442 Fortuna Ranch Road Encinitas, CA. �- Figure No. la Job No. 04-8708 - SH o .Q atio 0o MOW ae (\j 0) 0 ED N - I 0 r T GO cri bu a) 12 0 uj Id C3 NJ z < L) W 2 Ali Cj 0 o cv Ln 4, -0) V�\ A ILI 'A L/ 4 0& Is ,v z Q A fO h1 ? IX egos U L\ cli z Ss N Li Cki U LLJ a LIJ Li (\j W 9 LL 116 C19-1 < A N (q rq� -\ 0 < \j Qrji � N < (,0 C) (1r) Qj < <J N — ri N CJ) N co G)4 J , 8 8 < 2 N C\j J/- OD At 6 0 m Da ON < H b N 0- Ir % V�q 0 co TO ti N Z4 "\q 1?7 99 4/0.4w 977-5 -i l�5 G5 \J U C) L) 4 W C) ti V En IQ (D so -LN()O:) z4 6 CM /T\ Z2 X vdr��y, Q LL . o o �► Z �v — y W 0 o v CO CL E 00 C * 9� � De m g � o>c t Din e� Q I 0 I Q 0 LU / z p o CL IL Op M CL ag L CL of \GPP aC Q W CL LNM t 2� qw CL mi Lm Qcn o-o co c- ono --3 A 4 } 3 C E N 0 o v °o. a a o- u Q o t c�� D y ^� w •�\ '`\ Cn G V\ cp 0 ri / Ol Q •� �. z O `; 0 QQW O � 77� n: ON L C o 1 i - ul - � v i n ul c. Li U W� � lift l _ - EQUIPMENT DIMENSION&TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X 2'X 3.25'handpit 7.13.04 SURFACE ELEVATION GRWNDWATER DEPTH LOGGED BY Pad Grade Not Encountered DCV FIELD DESCRIPTION x AND o CLASSIFICATION w o�d W o o z o w w� LU err � " + O O a DESCRIPTION AND REMARKS v g :555 _� z o z -A w 05 55 o >_ I (Gram sae,Density,Moisture.Color) 0 a a w ' w w° x x °o ac Z Z O O m 0� W U W m U Z SANDY GRAVELLY CLAY,w/subangular CL to angular cobble and occasional Jsp boulder to 15"in diameter. Density???. Damp to moist. Yellowish brown (10YR 4/4)mottled with yellow(10YR 7/6). FILL(Qat) 1 --46% passing#200 sieve. --Footing bottom @ 19"below ground 20.9 55 surface. --Abundant landscape roots in the upper 2 2 feet. 3 METAVOLCANIC ROCK. Very dense. Dry. Dark gray with yellowish gray on weathered surfaces. SANTIAGO PEAK VOLCANICS Js Refusal on rock. No seeps. 4 Bottom @ 3.25' O J a x W O W C7 a �? JOB NAME Z 1 WATER TABLE Watkins Residence Additions Y 3 ® LOOSE BAG SAMPLE SITE LOCATION IN-PLACE SAMPLE 3442 Fortuna Ranch Road,Olivenhain,CA ° DRIVE SAMPLE JOB NUMBER REVIEWED BY LOG No. Z LDR/JAC ° 04-8708 HP=1 s SAND CONE/F.D.T. �r� � ° FIGURE NUMBER.MK- W ® STANDARD PENETROMETER Ilia 1 EQUIPMENT DIMENSION&TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X 2'X 4.15'handpit 7_13-04 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY Pad Grade Not Encountered DCV FIELD DESCRIPTION W AND J CLASSIFICATION w o w ° o Z � w w Cr w g t O LL O a DESCRIPTION AND REMARKS g g > > d J co � � � N CC Z N Z JW o 0) uai (Grain size,Density,Moisture,Cdo� vi ° a w a w w a Z x � v z ?0 0 0 0 w 0 U w m 0 z SANDY GRAVELLY CLAY,w/occasional CL angular to subangular Jsp cobble/boulder p to 16"in diameter. Firm to stiff. Moist to p wet. Dark grayish brown (10YR 4/2) o mottled. FILL(Qaf) ° �4s_ a e --33% passing#200 sieve. cs . a 76 2 oc 4 �c a 3 �. @ 35"-organic odor, becomes very dark ao gray(5YR 3/1)and brown (7.51R 4/3). ° p 4 METAVOLCANIC ROCK, decomposing and fractured. Very dense. Dry. Greenish gray. SANTIAGO FORMATION J Refusal on rock. 5 Bottom @ 4.15' m 0 J R x W O W 'a �? JOB NAME Z 1 WATER TABLE Watkins Residence Additions Y 3 ® LOOSE BAG SAMPLE SITE LOCATION Q IN-PLACE SAMPLE 3442 Fortuna Ranch Road,Olivenhain,CA ° DRIVE SAMPLE JOB NUMBER REVIEWED BY LDR/JAC LOG No. Z 04-8708 HP=2 9 E] r. SAND CONE/F.D.T. � � o FIGURE NUMBER l6rlo Praelon.Inc. ® STANDARD PENETROMETER Illb Y EQUIPMENT DIMENSION&TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X 2'X 1.85'handpit 7.13.04 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY Pool Pad Grade Not Encountered DCV FIELD DESCRIPTION AND CLASSIFICATION o o J W LUX Lu u M ? �� + � ca CL DESCRIPTION AND REMARKS g N S w � F -'p -i w CL x o u}i (Grain size,Density,Moisture,Color) �i a— a z `" z z 5 a o o v W a w w z io 0 0 0 w v m� z— 4 LANDSCAPE TOPSOIL/LAWN. a SANDY GRAVELLY CLAY,w/occasional CL angular to subangular Jsp cobble/boulder to 16"in o° diameter. Firm to stiff. Moist to wet. Dark grayish 1 f§ brown(10YR 4/2)mottled. ° o �a FILL(Qat) 28% passing#200 sieve. ° METAVOLCANIC ROCK,decomposing. Dense 2 to very dense. Dry. Greenish g SANTIAGO FORMAT Refusal on rock. Bottom @ 1.85, 3 4 5 0 c� J a x W O w O 'a &? 1 WATER TABLE JOB NAME Z Watkins Residence Additions 3 ® LOOSE BAG SAMPLE SITE LOCATION IN-PLACE SAMPLE 3442 Fortuna Ranch Road,Olivenhain,CA ° N DRIVE SAMPLE JOB NUMBER REVIEWED BY LDR/JAC LOG No. Z o 04-8708 ❑Q SAND CONE/F.D.T. �r1 GeotechMcal x ® STANDARD PENETROMETER FIGURE NUMBER 7� ap�oratlon,Mc. HP=3 w Illc 'i EQUIPMENT DIMENSION&TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X 2'X 2'handpit 7-13-04 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY Pool Pad Grade Not Encountered DCV FIELD DESCRIPTION AND LL J CLASSIFICATION W o! w ° o � ° W W 0h } y + a M0 ''a DESCRIPTION AND REMARKS v S v g _ z o w o (Grain size,Density,Moisture,Color vi 4— 4 w a `" w w's a Z 3 a � z ?o Oo o� w VO m� z p CLAYEY SANDY GRAVEL. Medium dense. Dry GC , a to damp. Dark grayish brown (10YR 4/2). p . FILL(Qaf) ° o 1 �a 8 ° e� a ° a 2 Refusal on rock content. Bottom @ 2' 3 4 5 m 0 a x w O w C7 'a Z WATER TABLE JOB""" z Watkins Residence Additions 3 ® LOOSE BAG SAMPLE SITE LOCATION Q IN-PLACE SAMPLE 3442 Fortuna Ranch Road,Olivenhain,CA z DRIVE SAMPLE JOB NUMBER REVIEWED BY LDRIJAC LOG No. 0 SAND CONE/F.D.T. FIGURE NUMBER wwammim. HP=4 X w ® STANDARD PENETROMETER 11111d d Y EQUIPMENT j DIMENSION&TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X 7 X 2'handpit 7-13-04 SURFACE ELEVATION GRtot WATER DEPTH LOGGED BY Pad Grade Encountered DCV FIELD DESCRIPTION x AND } } o LL J CLASSIFICATION ,� o o o z o w wcc w` m + O O a m DESCRIPTION AND REMARKS Cl?v N S N g 55 co m Z oo N LU Co o (Grain size,Density,Moisture Color) j z z w a '�� w Z'15 x oz x o p ¢�z O 0 w U w m U v3 c SANDY G RAVELLY CLAY Firm to stiff. CL Moist. Brown(7.5YR 4/4). oG Q FILL(Qaf) Abundant landscape roots in the upper 2 8 feet. --36%passing#200 sieve. 17.3 45 e --becomes stiff. 2 Refusal on rock content. Bottom @ 2' 3 4 5 0 c? a x w O w a Z WATER TABLE JOB NAME Watkins Residence Additions 3 ® LOOSE BAG SAMPLE SITE LOCATION IN-PLACE SAMPLE 3442 Fortuna Ranch Road,Olivenhain,CA ° DRIVE SAMPLE d06 NUjNUMBER REVIEWED BY LDR/JAC LOG No. o O s SAND CONE/F.D.T. 708 �� GCO�°� HP=5 o FIGURE Exploration,Nrrc. X ® STANDARD PENETROMETER e �-- w l/ EQUIPMENT DIMENSION&TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X2'X V handpit 7-13-04 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY Pad Grade at-1 feet DCV FIELD DESCRIPTION AND o LL J CLASSIFICATION o o � m a DESCRIPTION AND REMARKS vi v� v LU > > > ° + -' win o c�Si Grain size,De U CL g w a o Z z o a O a U nsity,Masture,Cdor) �,; a a z — ZZ Z ?o O 2 paR w U m OU ? DY G RAVELLY CLAY,w/occasional CL boulder to 18"in diameter(upper 2'). Firm to stiff. Moist to wet. Brown (7.5YR 4/4). FILL(Qaf) 1 --seepage in upper 1'. g .; ° a --Abundant landscape roots in the upper 2 feet. c� ° a 2 00 0 O° 0 3 a ° \Qi v 8 4 Refusal on rock content. Bottom @ 4' 5 0 c� J a x w O w a' Z WATER TABLE JOB NAME Watkins Residence Additions 3 ® LOOSE BAG SAMPLE SITE LOCATION ❑� IN-PLACE SAMPLE 3442 Fortuna Ranch Road,Olivenhain,CA ° DRIVE SAMPLE JOB NUMBER REVIEWED BY LDR/JAC LOG No. 9 Q SAND CONE/F.D.T. t)4-8708 0 FIGURE NUMBER 'rp Esp �Im. HP=6 ® STANDARD PENETROMETER Ilff r� " 11■�■IIIIIIIIY�IYIIYI�YIIYIIYIIIIIYYIIIIIIII■�IIIII . 11■SOU HIM : 11■�IIIIIII■®1111111\�IIIIIII■�IIIIIII■�IIIIIII■t , 11■EIIIIIII■®1111111 l��IIIIIII■�IIIIIII■�IIIIIII■t 11■EIIIIIII■®1111111 '1101 11■Milli III■�IHIIII■■ , 111 1111111■®1111111■►�IIIIIII■�IIHIII HIIII■■ , 11■■1111111■Ell IIIlls 111111 IIIIII HIIIII■� ., 11■�IIIIIII■®1111111■i�1111111■�IIIIIII■�IIIIIII■t 11■�IIIIIII■�IIIIIII■ IIIIII■�IIIIIII■�IIIIIII■t , Ills VIII■®11 IIIIIII■ IIIIII■� 11■�IIIIIII■®1111111■�IIIII,1■�IIIIIII■ IIIIII■� ., 11■�IIIIIII■®1111111■�IIIIII!l�IIIIIII■�IIIIIII■■ 11■�IIIIIII■®1111111■ IIII►E1111111■�IIIIIII■� , 11■�IIIIIII■®1111111■m111 I■■ 11■■1111111■Ell IIIII■1111111 1111111 I ,"III1■ IIIIII■� , 11■■1111111■�IIIIIII■�IIIIIII■�IIIIIII■�IIIIIII■■ 11 ORION Ism , 11■■ HIM 11■mIIIIIII■®1111111■ Mill■MIIIIIII■Mill II■� . 110mIIIIIII■®1111111■ 1111111■EIIIIIII■EIIIIIII■■ • mmmmm 1111■■■ �■■■■■■ ■ 1111■■ ■ 1111■■■■ ■ ■■■■■1111■■■■■■■■ � ■■■��111111 ■■■■ �1■■■■111■11 TYPICAL SUBGRADE RETAINING WALL DRAINAGE RECOMMENDATIONS T1 I Proposed Exterior Grade — To Drain at A Min. 2% 6" Min. /Fall Away from Bldg Exterior Retaining Miradrain 6000 Footing Wall Properly Waterproofing Compacted _ To Top Of Wall Backfill �- Perforated PVC (SDR 35) Lower-level Sealant 4" pipe with 0.5% min. slope, Slab-on-grade with bottom of pipe located 12" or Crawlspace below slab or Interior (crawlspace) Sealant ground surface elevation, with 1.5 (cu.ft.) of gravel 1" diameter max, wrapped with filter cloth such as Miradrain 6000 - - e D p De TBetween Bottom 12" of p Slab and �� Pie Bottom p D A D p J� 60 Miradrain Cloth NOT TO SCALE Figure No. av NOTE: As an option to Miradrain 6000, Gravel or Job No. 04-sans Crushed rock 3/4" maximum diameter may be used Q�OhAnkal with a minimum 12" thickness along the interior face of the wall and 2.0 cu.ft./ft. of pipe ' P law. gravel envelope. 02-8198—V FOUNDATION REQUIREMENTS NEAR SLOPES Proposed Structure TOP OF COMPACTED FILL SLOPE (Any loose soils on the slope surface shall not be considered to provide lateral or vertical strength for the Concrete Floor Slab footing or for slope stability. Needed Setback depth of imbedment shall be measured from competent soil.) - — 77 COMPACTED-- - COMPACTED FILL SLOPE WITH MAXIMUM INCLINATION AS Reinforcement of ` PER SOILS REPORT. Foundations and Floor ` Slabs Following the ` Recommendations of the . Total Depth of Footing Architect or Structural °! ` Measured from Finish Soil i \ Sub-Grade Engineer. COMPACTED FILL`` Concrete Foundation-- oundatio � 18"Minimum or as Deep Outer Most Face . as Required for Lateral gF o Stability of Footing TYPICAL SECTION (Showing Proposed Foundation Located Within 8 Feet of Top of Slope) 18" FOOTING / 8' SETBACK Total Depth of Footing 1.5:1.0 SLOPE # SLOPE 0 821 66" 2' 6° me col c4' 51" o 47' CL o 6' „ Ad 8' # when applicable Figure No. VI Job No 004-8708 Geotechnical Exploration, Inc. 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 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. Scone 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 a preparation of natural ground and toe-of-fill benches to receive fill material. The engineering a pprovologist the have the authority to evaluate the stability of the existing or proposed slopes, and to evaluate the necessity ofremedial 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. 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 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 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 dense) as a result of spreading or compacting operations, the surface of each layer of fill shalpbe 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 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. 7. 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.