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2006-429 SG a SOIL & TESTING, INC San Diego Office Indio Office z C P H O N E P.O. BOX 600627 P H O N E 83-740 Citrus Avenue (619) 280-4321 (760) 775-5983 San Diego, CA 92160-0627 Suite G V SI C T O L L F R E E 6280 Riverdale Street T 0 L L F R E E 2 `�� (877) 215-4321 (877) 215-4321 � San Diego, CA 92120 �I—'i(' Indio, CA 92201-3438 S F A X F A X j (619) 280-4717 www.scst.com (760) 775-8362 www.scst.com 4 UPDATED REPORT PROPOSED WEBER RESIDENCE -r 2 2006 ice, LOT 3 CITY OF ENCINITAS TRACT NO. 92-108 3592 JASMINE CREST --- -. ENCINITAS, CALIFORNIA PREPARED FOR: MR. STEVE WEBER 3454 BUMANN ROAD ENCINITAS, CALIFORNIA 92024 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 Q SOIL s TESTING, INC San Diego Office Indio Office Z c PHONE P.O. BOX 600627 P H O N E 83-740 Citrus Avenue O (619) 280-4321 (760) 775-5983 � San Diego, CA 92160-0627 S C T 0 L L F R E E T 0 L L F R E E Suite G 6280 Riverdale Street 215-4321 x (877) 215-4321 (877) Indio, CA 92201-3438 r San Diego, CA 92120 = FAX FAX (619) 280-4717 www.scst.com (760) 775-8362 www.scst.com December 13, 2006 SCS&T No. 0611244 Report No. 1 Mr. Steve Weber 3454 Bumann Road Encinitas, California 92024 Subject: UPDATED REPORT PROPOSED WEBER RESIDENCE LOT 3 CITY OF ENCINITAS TRACT NO. 92-108 3592 JASMINE CREST ENCINITAS, CALIFORNIA References: (1) "As Graded Geotechnical Report, Proposed Rippey Residence, Lot 2, City of Encinitas Tract No. 92-108, 3570 Jasmine Crest, Encinitas, California'; prepared by Southern California Soil and Testing, Inc., dated February 2, 2004 (SCS&T No. 0111243-10). (2)"Site Plan for Rippey Residence, Lot 3, Map 13584"; San Dieguito Engineering, Inc.; undated. (3) "Summary of Field Observations and Tests for Relative Compaction, 8-Lot Subdivision", Southern California Soil and Testing, Inc.; January 19, 2000 (SCS&T 9811318-7). Dear Mr. Weber: In accordance with your request, we have prepared this updated report for the subject project. The scope of our work included a site reconnaissance and a review of the referenced report and plans. In general, it is our opinion that the subject site can be developed for the proposed residential improvements provided the following updated recommendations are implemented. 1. PROJECT DESCRIPTION The subject lot has been partially developed. A partially built residential structure and detached barn exist at the site. Southern California Soil and Testing, Inc. observed grading operations for the existing improvements and observed the footing excavations. It is our understanding that new construction will include connecting the barn to the residential structure and lateral additions to the barn. The structures will be of wood frame construction. Shallow foundations and conventional TABLE OF CONTENTS SECTION PAGE 1. PROJECT DESCRIPTION..............................................................................................................1 2. SOIL. CONDIT IONS.........................................................................................................................2 3. RECOMMENDAT IONS ..................................................................................................................2 3.1 GRADING......................................................................................................................................2 3.1.1 Site Preparation...................................................................................................................2 3.1.2 Sngiwe Drainag e.................................................................................................................2 3.1.3 Ear lhwo rk............................................................................................................................3 3.2 FOUNDATIONS..............................................................................................................................3 3.2.1 Ge neral................................................................................................................................3 3.2.2 Rain/in(VI nent......................................................................................................................3 3.2.3 Lateral Resistance......................................................:.........................................................3 3.2.4 Foundation Excavation Observation...................................................................................4 3.2.5 Expansive Characteristics...................................................................................................4 3.2.6 Settlement Characteristics...................................................................................................4 3.3 GRADING AND FOUNDATION PLAN REVIEW .................................................................................4 3.4 SLABS-ON-GRADE.........................................................................................................................4 3.4.1 Interior Concrete Slabs-on-Grade.......................................................................................4 3.4.2 Existing Burn Slab...............................................................................................................5 3.4.3 E.rterior Concrete Sl ub-on-Grude........................................................................................5 4. LIMITATI ONS..................................................................................................................................6 4.1 REVIEW, OBSERVATION AND TESTING....:....................................................................................6 4.2 UNIFORMITY OF CONDITIONS.......................................................................................................6 4.3 CHANGE IN SCOPE........................................................................................................................6 4.4 TIME LIMITATIONS .......................................................................................................................7 4.5 PROFESSIONAL STANDARD...........................................................................................................7 ATTACHMENTS APPENDICES Appendix A Grading Recommendations Appendix B Technical Bulletin 5T Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCSB T No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Page 2 concrete slab-on-grade floor systems are proposed. Grading will be very minor and for drainage purposes. Exterior improvements are not yet defined but will likely include a swimming pool. 2. SOIL CONDITIONS The subject site was graded to its present configuration during the mass grading of City of Encinitas Tract No. 92-108 (see referenced report). The site was originally planned as a cut/fill transition lot. The cut portion of the lot (southwestern one-third) was overexcavated to a depth of 3 feet below finish pad grade. Fills in the northeastern portion of the site extend to a maximum depth of about 6 feet. The portions of the site supporting existing structures were regraded in 2003 and 2004. The prevailing foundation soils consist of sandy and clayey silts with some large rock. These soils are nondetrimentally expansive to highly expansive(Expansion Index=43 and 93). Metavolcanic rock underlies the fill. 3. RECOMMENDATIONS 3.1 GRADING 3.1.1 Site Preparation Site preparation should begin with the removal of any existing vegetation and deleterious matter underlying areas to receive new fills and improvements. It is recommended that the soils underlying the portion of the lot to receive new fill or settlement sensitive improvements (including new structures) be removed to a minimum depth of 12 inches below existing or finished grade,whichever is lower. Removal bottoms should be observed by our representative to determine whether deeper removals are necessary. The bottom of the excavation should be scarified to a depth of 12 inches, moisture conditioned and compacted to at least 90 percent relative compaction as determined in accordance with ASTM D-1557-02, Method A or C. 3.1.2 Surface Drainage The drainage around the proposed improvements should be designed to collect and direct surface water away from proposed structures and the top of slopes toward approved drainage facilities. Rain gutters on the structures that discharge runoff away from the buildings and into controlled drainage devices are recommended. Due to the relatively impermeable characteristics of the underlying metavolcanic rock, numerous area drains are essential. The ground around the proposed structures should be graded so that surface water flows rapidly away from the structures without ponding. In general,we recommend that the ground adjacent to structures slope away at a gradient of at least two percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least five percent within the first five feet from the structure. Sc ST Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCSBT No. 0611244-1 3592 Jasmine Crest, Encinitas, CA page 4 square foot. When combining frictional and passive resistance, the latter should be reduced by 1/3. 3.2.4 Foundation Excavation Observation It is recommended that all foundation excavations be approved by a representative from this office prior to forming or placement of reinforcing steel. 3.2.5 Expansive Characteristics The prevailing foundation soils are nondetrimentally to highly expansive.The recommendations of this report reflect a highly expansive condition. 3.2.6 Settlement Characteristics The anticipated total and differential settlements for the proposed improvements may be considered to be less than one inch and % inch, respectively, provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. 3.3 GRADING AND FOUNDATION PLAN REVIEW The grading and foundation plans should be submitted to this office for review to ascertain that the recommendations contained in this report are implemented and no revised recommendations are necessary due to changes in the development scheme. 3.4 SLABS-ON-GRADE 3.4.1 Interior Concrete Slabs-on-Grade Concrete slabs-on-grade should have a thickness of 5 inches and be reinforced with at least No. 4 reinforcing bars placed at 18 inches on-center each way. Slab reinforcement should be placed approximately at mid-height of the slab and should extend at least 6 inches down into the footings. Slabs-on-grade should be underlain by a 4-inch thick blanket of clean,poorly graded, coarse sand (sand equivalent= 30 or greater)or crushed rock. This blanket should consist of no more than 20 percent and 10 percent passing the #100 and #200 sieves, respectively. Where moisture sensitive floor coverings are planned,vapor retardant should be placed over the sand layer. An additional 2 inches of sand should be placed over the vapor retardant. Typically, plastic is used as a vapor retardant. If plastic is used, a minimum 10-mil is recommended. The plastic should comply with ASTM E 1745. Plastic installation should comply with ASTM E 1643. It is our understanding that the moisture protection layer described above will allow the transmission of 6 to 12 pounds of moisture per 1000 square feet per day through the slab under ST Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCS&T No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Page 5 normal conditions. Moisture emissions may vary widely depending upon factors such as concrete type and subgrade moisture conditions. If this amount of moisture is excessive, additional recommendations will be provided by this office. It is recommended that moisture emission tests be performed prior to the placement of floor coverings to ascertain whether moisture emission values are within the manufacturer's specifications. In addition,over-watering should be avoided, and good site drainage should be established and maintained to prevent the build-up of excess sub-slab moisture. 3.4.2 Existing Barn Slab It is assumed that the existing barn slab-on-grade is not underlain by a moisture protection layer as discussed in the previous paragraph. It is recommended that the existing slab be demolished and replaced with a new slab as recommended herein. 3.4.3 Exterior Concrete Slab-on-Grade Exterior slabs should have a minimum thickness of 5 inches and should be reinforced with at least No. 4 bars at 18 inches on center each way. The minimum thickness of driveway slabs should be increased to 5 inches. Exterior slabs and driveway slabs should be provided with weakened plane joints. Joints should be placed in accordance with the American Concrete Institute (ACI) guidelines Section 3.13. Joints should be placed where cracks are anticipated to develop naturally. Alternative patterns consistent with ACI guidelines also can be used. The landscape architect can be consulted in selecting the final joint patterns to improve the aesthetics of the concrete slabs-on-grade. A one-inch maximum-size aggregate concrete mix is recommended for exterior slabs. A water/cement ratio of less than 0.6 is recommended in order to reduce the amount of water in the concrete mix. Lower water content will decrease the potential for shrinkage cracks. It is strongly suggested that the driveway concrete mix have a minimum compressive strength of 3,000 pounds per square inch (psi). This suggestion is meant to address early driveway use prior to full concrete curing. Both coarse and fine aggregate should conform to the"Greenbook° Standard Specifications for Public Works Construction. It would be prudent to consult with a Materials Engineer regarding review of the concrete mix design, and to retain a Registered Special Inspector to observe placement of the concrete. Special attention should be paid to the method of curing the concrete to reduce the potential for excessive shrinkage and resultant random cracking. It should be recognized that minor cracks occur normally in concrete slabs and foundations due to shrinkage during curing redistribution of stresses. Some shrinkage cracks may be expected. Such cracks are not necessarily an indication of vertical movements or structural distress. S ST Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCS&T No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Page 6 Factors that contribute to the amount of shrinkage that takes place in a slab-on-grade include joint spacing, depth, and design; concrete mix components; water/cement ratio and surface finishing techniques. According to the attached undated "Technical Bulletin" (Appendix B) published by the Southern California Rock Products Association and Southern California Ready Mixed Concrete Association, flatwork formed of high-slump concrete (high water/cement ratio) utilizing %-inch maximum size aggregate ("Pea Gravel Grout' mix) is likely to exhibit extensive shrinkage and cracking. Cracks most often occur in random patterns between construction joints. 4. LIMITATIONS 4.1 REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the geotechnical engineer and engineering geologist so that they may review and verify their compliance with this report and with Appendix Chapter 33 of the California Building Code. It is recommended that SCS&T be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. 4.2 UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so that he may make modifications if necessary. 4.3 CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. S Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCS&T No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Page 7 4.4 TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they are due to natural processes or the work of man on this or adjacent properties. In addition, changes in the standards-of-practice and/or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. 4.5 PROFESSIONAL STANDARD In the performance of our professional services,we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. Should you have any questions regarding this document or if we may be of further service, please contact our office at your convenience. Very truly yours, SOUTHERN CALI E ESTING, INC. B.qG ei ' n to 36037 n.6-30 08 D iel B Ad r, 6037 Vice President DBA:kv -- (6) Addressee VT APPENDIX A ST Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCS&T No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Appendix A, Page Al GRADING RECOMMENDATIONS PROPOSED WEBER RESIDENCE LOT 3 CITY OF ENCINITAS TRACT NO. 92-108 3592 JASMINE CREST ENCINITAS, CALIFORNIA RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clearing,compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the accompanying report and/or the attached special provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING SCS&T shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules,changes and new information and data so that he may provided these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations. The Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommended rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density& Optimum Moisture Content-ASTM D 1557 Density of Soil In-Place -ASTM D 1556 or ASTM D 2922 Scr ST Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCSBT No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Appendix A, Page A2 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground, which is defined as natural soils which possesses an in-situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut into firm competent formational soils. The lower bench shall be at least 10 feet wide or 1-1/2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above- described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells, which will be abandoned, should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. C sT Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCSB T No. 0611244-1 3592 Jasmine Crest,.Encinitas, CA Appendix A, Page A3 FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils,soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cutback to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry ST Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCS&T No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Appendix A, Page A4 density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected bythe Contractorfails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of Godshall be repaired before acceptance of work. SVT Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCS&TNo. 0611244-1 3592 Jasmine Crest, Encinitas, CA Appendix A, Page A5 RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil,which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material are provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. �C ST APPENDIX B G s� Southern Southern TECHNICAL California California Rock Ready Mixed Products Concrete BULLETIN Association Association 3/8" AGGREGATE "PEA GRAVEL GROUT" MIX FOR USE IN FLATWORK "Pea Gravel" pump mixes are being used in many locations in Southern California for slabs on grade. Many complaints of`poor' concrete, mainly cracking, are due to the use of these mixes. The ease of placing this "concrete" at long distances from the ready-mix truck with minimum manpower has been the primary reason for the increased use of small line grout pumps. Slabs made of high slump concrete improperly cured in any environment, with or without reinforcement, will shrink excessively and crack extensively. These mixes tend to shrink more than conventional 1" aggregate concrete mixes because of the need for more sand or fines and water to make the mix more fluid or pumpable. This increased shrinkage will cause more cracking. Minimum cement contents are usually ordered for economy. This makes for a higher water/cement ratio that also leads to lower strengths and more cracking. Freedom from random cracking is desired for all concrete floors. The degree to which random shrinkage cracking can be reduced is improved by using concrete with a minimum shrinkage potential that contains the maximum size of coarse aggregate and the maximum amount of coarse aggregate consistent with placing and finishing methods. A larger aggregate size permits a lower water content in the concrete which results in less shrinkage of the cement paste. Suggested Spacing of Control Joints Slab Less than Larger than Slump less Control Joint thickness '/.-in.aggregate %-in. aggregate than 4-in. Min.depth inches spacing,ft. spacing,ft. spacing,ft. Inches 3 6 8 9 0.75 4 8 10 12 1.00 5 10 13 15 1.25 6 12 15 18 1.50 7 14 18 21 1.75 Crack control of concrete slabs on grade is dependent upon slab thickness, shrinkage potential of the concrete, curing environment and suggested joint spacing as demonstrated by the above table. Building Residential Driveways, Sidewalks • Patios Southern California Concrete is an excellent building material for residential LAYOUT - JOINTS construction. In addition to its superior overall appearance,it can The first task of the planning process is to determine the be molded to many shapes and finished with many textures. location and slope of the concrete. The concrete should be sloped Concrete may be colored or combined with stone, brick, or tile so that water drains away from buildings and does not accumulate paving in many interesting patterns. Concrete is a good material in low spots. A slope of 1 to 2%(or 1/8 tol/4 inch per linear foot) to use for ground cover. Concrete slabs are low-maintenance, is generally recommended. long-lasting home additions,especially when compared to other Concrete shrinks as it dries out and therefore will crack. In materials. order to control cracks into straight lines and to minimize the With carefull planning the average homeowner can construct occurrence of cracks,"contraction"and"isolation"joints are cut his own patio or sidewalk, or he may choose to employ an or tool grooved into concrete slabs. "Joints" are simply experienced contractor. In either case the homeowner should weakened cross sections in slabs resulting in good looking familiarize himself with these guidelines so that the end result preplanned cracks.(figure 2) will be consistent with the homeowner's desires. Patio a HOb Service Stoop e walk P P n a .�• HOUSe a 1 Porch Isolation joints Steps a P V a Front walk O �gQuuvfip Double-cor QCf driveway Control joints T. Isolation joints Sidewalk Flare Curb Fig. 1 Concrete walks,driveways,and patios should be provided with property- placed joints. Control joints SAWED TOOLED SLAB THICKNESS - REINFORCING Most walks and driveways are constructed approximately 4" SLAB $LAe thick unless vehicles heavier than cars frequently pass over the concrete. If the slab is subjected to heavier loads,a thickness of _� _�(((— II -'fill III 5" is usually recommended. It is important that the slabs are SOIL I _((( 'IU°Illl SOIL. uniformly thick. They should be as thick in the middle as they are CONCRETE CRACKS aeLOW Jot" Fig. 2 at the edges. Wire fabric or other types of steel reinforcing are generally not needed or recommended for walks,patios,and driveways. A) "Contraction Joints"are grooves built into slabs which allow the concrete to break in a straight line. The maximum distance between contraction joints should generally be held down to about 10 feet. Slab sections should be approximately square and should not be L-shaped. The length of a slab should not exceed 1.5 times the width. Driveways which are two can FORMWORK AND SUBGRADE PREPARATION wide should be provided with a joint down the middle of the It is important that the soil beneath the slab is cut to a uniform driveway (figure 1). Joints should be cut to a depth equal to at depth,is firm and compacted,and is moist but not wet. This soil least 1/4 of the thickness of the slab (e.g. 1"deep in a 4" thick must be stable or the concrete will crack. It is usually not slab). If the joint is to be created by saw-cutting rather than by necessary to place plastic sheeting under exterior concrete slabs grooving with a tool before the concrete has hardened, the saw and it is never recommended that the concrete is placed directly cutting should be done no later than the day after the concrete is onto plastic sheeting. If plastic sheeting is to be used,place a 2" placed(especially during hot weather),the same day,if possible. layer of damp, not wet, sand on top of the plastic so that the concrete can dry out uniformly throughout its depth. Formwork must be sturdy and adequately braced. 2 x 4-inch B) "Isolation Joints"which separate the slab from adjacent boards are generally used and should be staked no more than 4 fixed structures such as house footings and plumbing fixtures feet apart. All "butt joints" in the lumber should be backed up will allow the concrete to shrink back from those structures with a stake (figure 4). Remember, you will not have time to instead of cracking out in the middle of the slab. In order to construct or reconstruct the formwork when the concrete arrives prevent the new slab from bonding to existing structures and so do the necessary work now! pipes, the slab should be isolated by placing premolded joint material or building paper between the new slab and those structures (figure 3). Either avoid installing drains cast into the new slab,or allow for slab movement around the drain. A wide joint space may be filled with caulking later. Put stake at all butt joints. After nailing, cut Off stake for easier finishing. 2 X 4 Isolation joints HOUSE t I ' l SOIL 1 isolation joint . . Fig. 4 �.• . .�► • When the slab shrinks,it is free to n. 'G :'_!•;•,�`� move, thus preventing a crack. ' �• SOIL TOOL UP FIRST! If the foundation settles,the slab Now is the time to line up the necessary tools,or to make sure is not affected. the contractor has the tools he needs. A)Sturdy wheelbarrows or buggies are needed if the concrete Fig. 3 Use isolation joints between concrete sections that need to move relative can not be placed directly from the truck chute,and if the concrete to each other. is not going to be pumped. A sturdy"wheelbarrow operator"or two would be a nice addition to the labor crew. B)Short-handed,square-ended shovels are used to spread out H)A semi-stiff bristled push-broom may be used to create a the concrete in the forms, and to tamp down the concrete along roughened non-slip surface. In addition to providing an excellent the edges of the slab. non-slip surface, the use of a "broom finish" reduces or C)A straightedge(usually a 2 x 4 board)is used to strike off eliminates the need for troweling(figure 7). and level the concrete using a sawing style motion. 1)A heavy spray application of liquid curing compound is the D)A wood or metal float is used to further level the concrete most practical method to prevent rapid drying and cracking of the without sealing the surface(figure 5). slab. Water may be used istead but the concrete must be kept continually wet for three to seven days. The use of plastic sheeting may cause strong discoloration of the concrete surface. ORDERING YOUR CONCRETE If you order your own concrete,consult with your local ready- mixed concrete producer to select the correct concrete mixture for your needs. Unless your house is located at high elevations Fig. 5 where freezing and thawing occurs regularly,there is no need to use air-entraining admixtures. Be sure to tell the supplier if the concrete is to be pumped into Bull floats may be either wood or magnesium. For non-air-entrained place. Be sure that the truck has access to the point at which you concrete, wood bull floats may be best but for air-entrained concrete, want him to discharge his load. Check the width of driveways and metal bull floats are better. Bull floats are used to get rid of the high and low spots after stalghtedging. the height of overhead power and telephone lines. Be advised that concrete trucks are heavy and may crack existing walks and driveways. The use of pea gravel (3/8')pump mix is not recommiended for E)Edger tools should be used all the way around the exposed residential use. This type of concrete shrinks more when it dries edges so that a rounded edge is formed. In addition to making the than concrete made with 1" gravel. Because it shrinks more it concrete look good,rounded edges are safer is case of trips and also cracks more. If the homeowner must use a 3/8"pump mix, falls. please refer to the technical bulletin,3/8„Aggregate"Pea Gravel F) Jointing tools are used to cut straight grooves into the Grout" Mix for Use in Flatwork, published by the Technical concrete. The jointing tool should have a blade depth of at least Committee of the Southern California Ready Mixed Concrete one-fourth the depth of the slab(figure 6). A contractor may elect Association. to saw-cut joints the next day or may use premolded plastic strips. Concrete is sold in units of cubic yards(I cubic yard equals 27 G)A trowel is used to seal and compact the top surface of the cubic feet). Order quantities small enough so that you can place concrete. Repeated troweling will create a hard smooth slippery and finish the concrete before it hardens. An experienced surface which usually is not desirable for exterior concrete homeowner should order no more than 3 cubic yards at one tirne exposed to rain or other water. and should have at least one other person to help. Avoid placing Fig. 6 Fig.7 A straightedge such as a board, 1 inch thick and at least 6 inches wide, Broomed finish can be obtained by pulling damp brooms across freshly- is recommended as a guide when scoring with a groover. floated or troweled surfaces. concrete during very hot and windy weather,or at least get more REFERENCES help. Concrete placed during hot weather will dry sooner and has I. "Concrete in Practice" (CIP) Series. Available from National a tendency to crack. Ready Mixed Concrete Association, 900 Spring Street, Silver When placing your order remember to include an allowance Springs,Maryland 20910. for an additional 10%. This should prevent you from coming up just short of what you need due to waste,spillage,and variations 2. "Cement Mason's Guide," Publication No. PA122.02H, Portland in measurements. Cement Association, 5420 Old Orchard Road, Skokie, Illinois 60077 3. "Residential Concrete," National Association of Home Builders, � / 15th&"M"Streets,N.W.,Washington,D.C.20005. SAFG' , 4. "Concrete Craftsman Series - Slabs on Grade,"American Concrete Exercise crowd control over children,dogs,neighbors and the Institute, P.O. Box 19150 Redford Station, Detroit, Michigan like. Beware of trucks as they back into position. Wear protective 48219. clothing like tubber gloves to keep the wet concrete off of your 5. "Finishing Concrete Slabs, Exposed Aggregate, Patterns, and skin. People with sensitive skin can have their skin irritated by Colors" Publication No. IS206.01T, Portland Cement Association, wet concrete. 5420 Old Orchard Road,Skokie,Illinois 60077. The Portlatd cement Aweirion NW the soadvem California Ready Mixed Conaefe Association disclaim say and all responsibility for the application or the atated principles or for the sonrracy of the someaa otter than that worn performed«information developed by the Aasoeiadaaa. SUMMARY Further information including advice on special finishes is contained in the list of references in this publication. Building Phone 441-3107 for a list of our preferred ready mixed residential driveways,sidewalks and patios of concrete is a good concrete e providers. outdoor project for the homeowner. Hopefully these guidelines will assist you in completing a successful and satisfying job. (Illustrations in this publication courtesy of the National Association of Home Builders, the American Concrete Institute, and Portland Cement Association.) it PC Southern California Ready Mixed Concrete Association 1112812006 11:30 8588699931 257 PAGE 02 i SOIL TesfING. INC- • P rl O N E P.O.aox 600627 c (619)2WA321 San Diego,CA 92160-0627 T o l I. F R E E 6280 Riverdale Street dt (877) 215-4321 � San Diego, CA 92120 FA% (619)280-4717 www.Sat'COM N ail i .January 24, 2000 -f SCS&T 9811818. Stonefield Development __._______ 2333 Avenida 1-a Caza Coto De Gaza, California 92679 SUBJECT: Summary of Field Observations and Tests for Relative Compaction, City of Encinitas,Tract No. 92-108, Jasmine Crest, Encinitas, California.' REFERENCES: 1) "Foundation Recommendations, 8 lots Subdivision', Southern California:_, Soil and Testing, Inc., dated December 29, 1999. f 2) "Update Report, Lots 5 through 7, City of Encinitas Tract 92-108", Southern California Soil and Testing, Inc., dated December 21, 1998. 3 "Update Report, Lots 1 through 4, City of Encinitas Tract No. 92-108, Southern California Soil and Testing Inc., dated December 21, 1998• Gentlemen: In accordance with your request, this report has been prepared to summarize the results of field observations and tests for relative compaction performed at the subject site by Southern California Soil and Testing, Inc. These services were performed between April 12 and July 27,1999. SITE DESCRIP'"ION 1 The Rl r o'ect site is a rectangular shaped parcel of land, approximately 20 acres in area, and is located at the eastem terminus of Jasmine Crest, in the City of Encinitas, California. The project 11/28/2006 11: 20 8598699991 Z57 PAGE 09 - SCS&T 9811318.7 January 19,2000 Page No. 2 site has been graded to receive eight residential lots as well as associated utilities,and an access street. PROPOSED CONSTRUCTION ' it is our understanding that each of the developed lot will receive one and/or two- story single family residence.The structures will be of wood-frame construction. Post-tension foundations are anticipated. AVAILABLE PLANS To assist in determining the locations and elevations of our field'density tests and to define the general extent of the site grading for this phase of work, we were provided with a grading plan prepared by San Dieguito Engineering dated June 4, 1999. SITE PREPARATION Site preparation began with the clearing and grubbing of the existing vegetation and matter detrimental to the proposed development from the areas to be graded.The material generated from the operations was exported from the site. Existing loose soils and topsoils in areas to receive fill were removed to natural ground. The bottom of the excavations typically exposed metavolcanic,rock.Where possible,the bottom of the excavations was scarified to an approximate depth of twelve inches, moisture conditioned and recompacted to at least go percent relative compaction.The soils generated from the removals and on-site cuts were then placed as uniformly compacted fill material. The fal soils were typically placed in thin, moisture conditioned lifts and compacted to at least 90 percent relative compaction. Compaction was achieved by heavy construction equipments. This operation continued until desired elevations were achieved. Where determined necessary to provide adequate support for the proposed fills slopes, the original ground had a keyway Gut to metavolcanic rock. The keyways were typically 15 feet wide 11128/2006 11:30 8588699931 Z57 PAGE 04 S:"'S&T 9811318,7 January 19, 2000 Page No. 3 and sloped back into the existing sloping terrain at a gradient of approximately two percent. Where possible, the keyway bottoms were scarified, moisture conditioned and compacted prior to receiving fill. As the height of the fill increased above the keyway, the existing sloping terrain was benched. The slopes were overbuilt and cut back to grade. A keyway was also constructed for the fill portion of the composite (f1111cut) slope located along the eastern side of the proposed Jasmine Crest Road.The Keyway excavation was extended to metavolcanic rock. The preparation of the bottom of the excavation and the placement of the fill were typically performed in similar manner as previously described. Abundant oversized rocks were encountered during the mass.grading operation. Some of these rocks were carefully placed in the structural fill in such.a manner as not to create any nesting. Voids surrounding these rocks were carefully filled with soils. Rocks with size grater than six inches in diameter were kept at least ten feet from the face of the slope and at least No feet from pad finish grade. Where transitions between cut and fill material occurred within three feet of finish pad grade, the cut portion of the lot was overexcavated to a minimum depth of three feet below finished pad grade. The over excavation was performed to create a more uniform soil condition beneath the proposed structure and to lessen the potential for differential setttements.The overexcavated bottoms exposed metavolcanic rock.When possible, the bottom of the excavations were sloped away from the middle of the pad and to the deeper fill areas.The fill material was generally placed as previously described until designed elevations were reached. FIELD OBSERVATION AND TESTING Feld observation and density tests were performed by a representative of Southern Cardomia Soil and Testing, Inc. during the mass grading operation. The density tests were taken according to ASTM D2922-91 (nuclear gauge). The results of those tests are shown on the attached plates. The accuracy of the in-situ density test locations and elevations is a function of the accuracy of the survey control provided by other than Southern California Soil and Testing, Inc. representatives. Unless otherwise noted, their locations and elevations were determined by 11128/2006 11: 30 8588699931 Z57 PAGE 05 1 _ scs&T 9811318.7 January 19,20M Page No. 4 pacing and hand level methods and should be considered accurate only to the degree implied by the method used. As used herein, the term 'observation" implies only that we observed the progress of work we agreed to be involved with, and performed tests,on which, together, we based our opinion as to whether the work essentially complies with the job requirements, local grading ordinances and the Uniform Building Code. LABORATORY TESTS Maximum dry density determinations were performed on representative samples of the soils used in the compacted fills according,to ASTM Di 557-91, Method A.This method specifies that a four ' (4) inch diameter cylindrical mold of 1/30 cubic foot volume be used and that the soil tested be placed in five (5) equal layers with each layer compacted by twenty-five (25) blows of a 10-pound hammer with an 184nch drop.The results of these tests, as presented on Plate Number 13,were used in conjunction with the field density tests to determine the degree of relative compaction of i the compacted fill. The expansive potential of fill sdis within the upper four feet of finish grade was determined using USC Test Method 29-2.The results of the tests are shown on Plate Number 13. REMAINING WORK Additional grading and backfill operations will be required for the backfilling of utility trenches and retaining walls and the preparation of the subgrade and base material placement in the proposed pavement areas. It is recommended that field observations and relative compaction tests be performed during these operations to verify that these operations are performed in accordance with job requirements and local grading ordinances. 11/2812086 11:30 8588599931 Z57 PAGE 06 Page No. 5 SCS&T 981131$_7 'January 19, 2000 Pa 8 i - i CONCLUSIONS Based on our field observations and the in-place density test results, it is the opinion of Southern California Soil and Testing, Inc. that the grading work was performed substantially in accordance with the recommendations contained in the referenced updated reports, the local grading ordinance, and the Uniform Building Code'. Recommendations for the minimum design of foundations, as presented in the referenced reports, remain applicable. FOUNDATIONS The following post-tension foundation recommendations assume that the prevailing foundation soils will be nondetrimentally to moderately expansive.These recommendations are bases on our knowledge of the existing as grade soil conditions at the site as well as laboratory tests results. It is recommended that the foundations be designed following the Post Tensioned Institute design criteria. Based on this the following design values are recommended. ' Edge Moisture Variation, em j Center Lift: 5.2 feet Edge Lift: 2.5 feet Differential Swell, Ym Center Litt 1.7 inch Edge Lift: 0.3 inch Diff erential Settlement: 0.5 inch Bearing Capacity: 2000 psf The minimum perimeter footing depth should be 18 inches below lowest adjacent finish pad grade. A minimum setback of seven feet should be observed between the bottom of the footings and the face of slopes. Slabs should be underlain by a four-inch blanket of clean, poorly graded,,coarse sand or crushed rock. This blanket should consist of 100 percent material passing the half-inch screen and no more than ten percent and five percent passing #100 and #200 sieve, respectively. Where 11/28/2006 11:30 8588699931 Z57 PAGE 07 SCS&T 981.1318.7 January'19, ZWO Page No. 6 moisture sensitive floor coverings are planned, a ten mil visqueen barrier should be placed over the sand layer. To allow for proper concrete curing, the visqueen should be overlain by at least one inch of sand. FOUNDATION EXCAVATION OBSERVATIONS: All footing excavations should be observed by a member of our engineering/geology staff to verify that the foundation excavations extend into ; a suitable bearing stratum. - M LIMITATIONS This report covers only the servers performed between April 12 and July 27, 1 M.As limited by fi the scope of the services which we agreed to perform,our opinion presented herein is based on our observations and the relative compaction test results. our service was performed in accordance with the currently accepted standard of practice and in such a manner as to provide a reasonable measure of the compliance of the grading operation with the job requirements. No } warranty, express or implied, is given.or intended with respect to the services which we have performed, and neither the performance of those services nor the submittal of this report should 'be construed as relieving the contractor of his responsibility to conform with the job requirements. if you should have any questions regarding this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated: Respectfully submitted, Reviewed by: FMS 1 ,� SOUTHERN CALI>rORNlA S011".AND TESTING, INC. r w r ;# 37 M Josep Diab, Staff Engineer Daniel Adle , XCIM DSA:JTD `o�C kUFa� cc: (3) Submitted (3) San Dieguito Engineering 11/29/2006 11: 20 9588699931 7-57 PAGE 00 VAM: 8 LOT SUB/.MSION SOB NUMBER: 9811318 gg g•?• r. }YMF: yy6�} 1 r�•y'• 3 ELEVATION MOISTURE DRS']DENSITY SOIL. REI--Ca1Ny- DA'Z'E LOCATION (feet MSL) (percent) (p.c.G) TYPE (percent) 4/12199 Lot 4 282.5 16-1 114.4 2 91.4 4112/99 Lot 4 284.5 11.2 122.5 2 47.9 4112199 Lot 4 287.5 12.7 116,0 2 92.7 4112199 Lot 4 289.0 12.8 122.2 3 97.8 i 4!12199 Lot 4 292-0 8.6 117.3 2 93-8 i 4/12199 Lot 4 292.0 16.8 106.6 2 85.2 7 4/12/99 RETEST OF 6 292-0 18.9 104.5 2 83.5 3' 4113199 Lot 4 294.5 11.0 110.9 4 90.0 9 4111/99 Lot 4 291.0 16.2 112.7 2 90,1 0 4113/99 RETEST OF 6&7 293.0 14.6 113.4 2 90.6 1 4113199 Lot 4 299.0 15.9 113.2 4 91.9 2 4113199 Lot 4 301.5 10.6 116.0 4 94.2 3 4/13/99 Lot 4 296.0 9.1 123.6 3 99.0 i 4 4/13/99 Lot 4 299.5 11.6 110.2 5 94.3 5 4113199 Lot 4 298.0 9.5 119.6 2 95.6 6 4113/99 Lot 6,Slope Keyway 238.0 13.6 10617 6 91.3 7( t/14199 Lot 4 304.5 12.6 113.8 4 92.4 8' 4114/99 Lot 4 292.0 12.5 109.2 5 93.5 9 4114199 Lot 4 300.5 6.9 111.1 4 90.2 1 4/14!99 Lot 6 239.5 . 11.5 113.8 3 91.1 !1 4114/99 Lot 6 241.5 11.9 112-2 4 91-1 !2 4114199 Lot 6 238.2 12.9 112.1 6 95.9 '3 4/14199 Lot 6 239.5 13.7 114.2 3 91.4 E !4 4/14199 Lot 6 239.0 11.7 115.4 3 92.4 15 4114/99 Lot 6 240.5 16.3 115.3 3 92.3 !6 4114/99 Lot 4 305.5 13.0 115.2 3 92.2 Z7 4114/99 Lot 4 3.06.5 9.8 119.0 2 95.1 Z 8 4/14/99 Lot 4 304.0 1318 116.1 2 92.8 29 4114/99 Lot 6 239.0 17.8 105.5 6 90.2 30 4/14/99 Lot 6 241.5 19.2 106.6 6 91.2 31 4/14/99 Lot 4 3005 16.0 114•8 2 9118 32 4114199 Lot 4 300.0 16.9 110.9 4 90.0 33 4114199 Lot 4 302-0 15.2 113.0 2 903 34 4114199 Lot 4 302.0 14.4 109.6 5 93.8 35 4/15199 Lot 6 242.5 19.4 106.8 6 91.4 36 4115199 Lot 6 244.5 16.0 108.1 6 92.5 37 4115199 Lot 6 243.0 18.3 107.3 6 91.8 3i 4115199 Lot 6 242-5 16.0 108,1 6 92.5 31.4 4115/99 Lot 6 247.5 17.2 10$.I 6 92.5 40 41)5/99 Lot 6 249.5 18.8 106.5 6 91.1 41 4115/99 Lot 6 244.0 17.1 107.6 6 92.0 42 4115/99 Lot 6 246.0 15.1 106.1 5 90-8 M A TT X10 11128/2006 11:30 8588599931 Z57 PAGE 09 1 NAM' 8 LOT SUBI)MSION JOB NUMER: 9611318 't T E1,EVA,7'IOI�T MOISTURir DRY DENSITY SOIL REL.COMP. tee SL c.f. TYPE (percent) DATE LOCATION ( t,M ) (percent) gyp• ) 3 4115/99 Lot 6 249.0 15.6 114.7 6 98.1 3 4115199 Let 6 25115 13.8 119-0 3 95.3 5 4115199 Lot 6 248.0 17.6 110.4 6 94.4 6 4/16/99 Lot 6 252.5 10.7 11919 3 96.0 .7 4116/99 Lot 6 254.0 16.0 117.4 3 94.0 8 4116/99 Lot 6 252.0 16.7 111.7 6 95.6 t9 4!16199 Lot 6 253.5 19.3 106.8 6 91.4 A. 4116199 Lot 7 243.0 13.6 112.9 6 96.6 31 4116/99 Lot 7 245.0 12.2 108.8 6 93.1 52 4117/99 Lot 6 255.0 17.5 113.7 6 97.3 53 4117/99 Lot 6 257.5 17.0 105.2 6 90.0 54 4117199 Lot 6 241.5 17.4 109.8 6 93-9 55 4/17199 Lot 7 246.5 9.3 122.6 3 98.2 56 *4119199 Lot 7 237.0 13-7 114.9 3 92-0 57 4119199 Lot 6 257.5 15.0 116.2 3 93.0 58 4119199 Lot 7 239.0 11-1 120.4 3 96.4 4120199 Lat 5 246.0 12.1 121.4 3 97,2 T 4120!99 Loth 251.0 12.4 107.2 6 91.7 61 4/20/99 Lot 7 249,0 14.2 107.7 5 92.2 b2 4/20/99 Lot 6 256.5 12.5 114.9 6 98.3 258.5 17.0 107.8 6 92.2 63 4120199 Lot 6 108.7 6 93.0 64 4120199 Lot 6 257.5 11.4 65 4/21/99 Lot 6 258.5 16.2 107.1 6 91.6 66 4/21/99 Lot 6 260,5 17.1 110.6 6 94.6 263.0 14.4 11010 6 94.1 67 4121199 Let 6 250.0 9.1 118,5 3 94.9 68 4121199 Lot 6 250.5 12.8 69 4121199 Lot 5 111.1 4 90.2 253.5 10.7 11611 4 94.2 70 4121199 Lot 5 71 4/22/99 Lot 5 252.5 7.7 114.0 4 92.5 249-0 13.9 118.6 4 96.3 72 4/22/99 Lot 5 73 4122199 Lot S 251.0 13.7 113.0 4 91--7 74 x/22199 Lot 7 241-5 15,8 109-7 7 91.0 75 4122/99 Lot 5 258.0 11.5 116.1 2 92.8 260.0 11.4 112.2 4 91,1 76 4122/99 Lot 5 77 4!22199 Lot S 257,0 14.9 106.5 6 91.1 78 4123199 Lot 5 258-5 14-8 112.5 4 91.3 79 4123199 Lot 7 260,0 13.5 112.0 4 90.9 °^ 246.0 13.8 114.1 3 91.4 4/23/99 Jot 7 3 92.7 4/23199 Lot 7 247.0 13.6 115.8 $2 4123199 Lot 7 248.5 16.7 112.4 3 90.0 42.3 83 4/23199 Lot 7 250.0 16.8 107.8 5 RA 4/2399 Lot 7 250.0 16.6 108.6 5 93.0 nl A T1- All! .7. 11/28/2006 11:30 8588659931 Z57 PAGE 10 S NAME: 8 LOT SUBDIVISION JOB NUMBER: 9811318 a. i .S AN .'S2': fy . ] Sy }Q9,�� k i'.' :�t.l1l::t fC J k' ,,'''LE12 .SS!`.� I ELEVATION MOISTURE DRY DENSITY SOIL REL.COMF. 0, DATE LOCATION (ieet,MSL) (percent) (p.c.l.) TYPE (percent) 85 4/23/99 Lot 7 261.0 12.0 1 11.1 4 90.2 86 4/23/99 Lot 5 262.0 14.6 108.3 6 916 97 4/24199 Lot 6 253.0 18.9 105.3 6 90.1 88 4124/99 Lot 7 256.0 18.5 106.5 6 91.1 89 4/24199 Lot 7 258.5 15.5 112.0 6 95.8 90 4/24/99 Lot 7 260.5 15.6 1 10.0 6 94.1 91 4/26199 Lot 7 262.0 14.5 1 05.8 5 90.6 92 4/26199 Lot 7 263.5 11.9 108.1 6 92.5 93 4/26/99 Lot 6 262.0 15.8 109.6 5 93.8 94 4/2"9 Lot 6 263.5 16.4 105.6 5 90.4 95 4/26/99 Lot 5 262.5 12.0 11019 4 90.0 96 4/27/99 Lot 7 288.5 16.5 108.0 5 92.5 97 4/27/99 Lot 7 285.5 151 106.9 5 91.5 98 4/28/99 Lot 7 265.0 14.3 111.4 7 92.4 99 4128/99 Lot 7 267.0 13,5 111.3 7 92.4 00 4/29/99 Lot 7 295.0 16.5 105.9 6 90.6 01 4129/99 Lot 7 297.0 11.6 114.7 7 95.2 0( 1, 4/29/99 Iasmiue Crest Road, 15+25 293.0 12.9 119.1 3 95.4 03' 4/29199 Jasmine Crest Road, 15+25 291.5 15.0 106.2 5 90.9 04 4129199 Lots 6&7,Driveway 268.0 15.2 113.9 3 91.2 05 4130199 Lots 6&7,Driveway 268.5 13.5 115.2 3 92.2 06 4/30/99 Lots 6&7,Driveway 276.0 9.6 116.8 3 93.5 07 4130/99 Lots 6&7,Driveway 279.0 15.2 110.6 7 91.8 08 4/30/99 Lot 5 264.0 14.8 106.7 6 91.3 09 4130/99 Lot 5 267.0 13.2 106.2 6 90.8 10 4/30199 Lot 5 258.0 12.2 107.7 6 92.1 11 4/30/99 Lot 5 k 262.0 13.0 113.1 4 91.8 12 4130/99 Lot 6 252.0 14.1 113.5 3 90.9 13 4/30199 Lot 6 260.0 13.4 108.0 5 92.5 14 4/30/99 Lot 6 254.0 11.1 105.7 5 90.5 15 4130199 Lot 7 262.0 12.1 107,9 5 92.4 16 4/30199 Lot 7 253.0 12.1 106.1 6 90.8 17 4130/99 Lot 7 258.0 14.2 110.0 7 91.3 18 5/3199 Lots 6&7,Driveway 280.0 15.8 116.3 7 96.5 19 5/3199 Lots 6&7,Driveway 282.0 14.8 114.8 7 95.3 20 5/3199 Lots 6&7,Driveway 283.5 16.7 111-4 7 92.4 21 5/3199 Lots 6& 7,Driveway 285.5 14.8 111-2 7 92.3 22 5/4/99 Lot 7 268.0 14.1 115.8 3 92.7 2': 5/4/99 Lot 7 269.5 12.5 115.5 3 92.5 24 5/4/99 Lots 6 &7,Driveway 286.0 16.2 113.8 3 91.1 25 5/4199 Lots 6 &7, Driveway 288.5 14.7 114.4 3 91.6 26 5/5/99 Jasmine Crest road, 17+•30 284.0 143 110.4 7 91.6 TAI AT1= Tjr) 11/28/2005 11:90 8588699931 Z57 PAGE 11 NAME. 8 LOT SUBDIVISION JO$NUMBER- 981131$ 01'[ A 1 n.� I•'�r :� i ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. .1' ►. DATE LOCA' '[ON (reet,MSL) (percent) (p.c.i.) TypE (percent) 112.2 7 93.1 7 515/99 7asuu 11.5 ue Crest Road, 17+35 285.5 115.7 3 92.6 8 515199 Jasmine Crest Read, 16+50 287.0 13.8 289.0 14.4 110.6 7 91.8 19 5/5/99 Lots 6/7 Driveway 110.6 7 91.8 10. 5/5199 Lot 5 Pad 267.0 15.0 31 515/99 Lot 5 Pad 269.5 10.7 109.1 7 90.5 16+00 291.0 13.4 106.0 5 90.8 ,2 5/6/99 Jasmine Crest Road, 10810 5 92.5 33 5/6199 Jasmine Crest Road, 16*10 293.0 15.4 289.0 13.5 108.4 5 92.8 34 5/6199 Jasmine Crest Road, 16+90 114.8 3 91.9 35 516/99 Lot 6 pad 266.5 14.8 36 S/6199 Lot 6 Pad 268.0 13.0 117.5 3 94.1 37 51719'9 Lot 1 297.0 11.1 106A 6 90.7 299.0 14.8 111.2 7 92.3 .38 5/7199 Lot 1 117.8 3 94.3 139 57199 Lot i 298.0 I3.5 295.5 14.1 115.1 3 92.2 14o -5n199 Lot 1 106.0 6 90.7 141 517/99 Lot 5 Driveway 274.0 14.9 268.5 13.4 108.7 b 93.0 142 517199 Lot 5 Driveway 10515 6 90.2 1 ' , 517199 Lot 5 Ariveway 270.5 I7.9 272.5 15.2 105.8 b 90.5 t 517199 Lots Driveway 115.1 7 95.5 145 518199 Lot 1 � 294.5 1z.8 297.5 11.8 108.8 7 90.3 146 518199 Lot 1 112,0 7 92.9 147 518/99 Lot 1 300.0 13.9 302.5 12.9 113.8 7 94,4 148 518199 Lot 1 111.0 7 92.1 149 518!99 Lot 1 293.0 l 1.0 295.0 12.4 111.6 7 92.6 150 518199 Lot 1 105.3 5 90.2 151 5/10199 Lot 1 298.0 12.9 301,0 13.3 112.8 7 93.6 152 5114199 Lot i 110.2 7 91.5 153 5110/99 Lot I 295.6 17.5 298.0 13.2 110.1 7 91.4 154 5110199 Lot 1 110.5 7 91.7 155 5111199 Lot 1 302.5 16.5 304.0 14.9 105.4 6 90.2 156 5111199 Lot 1 106.4 6 91.0 157 5/11199 Jasmine Crest 285.0 7. 158 5111199 Jasmine Crest 28 90.5 12.2 107.9 b 92.3 290.5 14.3 105.4 6 90.2 159 5111199 Jasmine Crest 103.0 1 91.2 160 5/11/99 Jasmine Crest 292.5 16.4 298.5 11.2 108.6 5 93.0 161 5112199 LOt 1 115.4 3 92.4 162 5/12/9() Lot 1 301.0 t 5.2 344.5 12.7 114.7 3 91.$ 163 5112/99 Lot 1 103.4 8 95.7 <A. 5112199 Lot 5,Driveway 277.0 18.5 282.5 14.5 103.3 8 95.6 5112/99 Lot 5, Driveway 1 16,G 3 93.4 166 5/1,2199 Lot 5, Driveway 285.0 17.5 167 5/12/99 Jasmine Crest 293.5 17.5 100,8 $ 93.3 168 5117.199 Jasmine Crest 296.5 17.7 109.4 5 43.7 PLATE N0. 6 11128/2005 11:30 8589699931 E57 PAGE 12 NAME: 8 LOT SUBDIVISION JOB NUNTBER: 9811318 J T ELEVA'T'ION MOISTURE 'DRY DENSITY SOIL. REL.COMP. DATE LOCA77ON (feet,MSL) (perceiat) (p.c.f,) TYPE (percent) 5112199 Jasmine Crest 298.0 16.4 106.5 5 91.2 ] 5112199 Jasmine Crest 301.0 11.6 115.0 3 92.1 1 5/12/99 Lot 1 303.0 18.1 105.5 5 90.3 2 5112199 Lot 1 306.0 17.2 107.6 6 92.0 3 5113199 Lot 1 307.5 15.9 10818 6 93.1 4 5/13199 Lot 1 309.5 12.7 118.2 3 94,6 5 5/13/99 Lot 1 312.5 10's 114.3 3 91.5 6 5/13199 Lot 1 30910 16.4 108.7 6 93.0 'f' 5/14/99 Lot 1 306.0 13.7 108,6 6 92.9 '8 5114199 Lot 1 308.0 13,9 105.2 6 90.0 '9 5/14/99 Jasmine Crest 298.5 14.0 116.3 3 93.1 ;0 5114/99 Jasmine Crest 300.5 14,0 106.4 5 91.1 1 5114/99 Jasmine Crest 302.0 18.4 107.8 5 92.3 ;2 5/14/99 Jasmine Crest 304.0 16.8 105.7 5 90.5 ;3 3/17/99 Jasmine Crest 306.5 10.9 115.4 3 92.4 :4 5117/99 Jasmine Crest 308.5 15.5 106.8 5 91,4 ;5 5/17199 Jasmine Crest 304.5 15.1 109.3 6 93,5 5/17/99 Jasmine Crest 306.5 15.2 115.6 3 92.6 0 '5118199 Jasmine Crest 316.0 12.4 117.7 3 94.2 38 5/18199 Jasmine Crest 315.5 13.2 114.4 3 91.6 19 5118/99 Jasrnine Crest 317.5 13.4 113.8 3 91.1 ?0 5118199 Lot 1 308.0 13.9 115.3 3 92.3 ?1 5/18/99 Lot 1 310,5 14.1 117.7 3 94,2 ?2 5119/99 Lot 1 305.0 15.7 116.0 3 92.9 8 5119/99 Jasmine Crest 307.5 14.4 1189 3 95.2 ?4 5119/99 Lot 1 309.0 16.5 106.2 6 90-8 ?5 5/19/99 Lot 1 311.0 14.2 117.6 3 94,2 ?6 5/19199 Lot 1 310.5 145 105.4 5 90,2 ?7 5/19/99 Lot 1 312.5 12.8 108.6 5 93,0 A 5/19199 Lot 1 312.5 14,6 115-2 3 92.2 i9 5/19199 Lot 1 314.0 10.3 113.8 3 91-1 )0 5119/99 Lot 1 316.0 11.0 107.1 5 91.7 )1 5119/99 Lot 1 318.0 11.8 105.2 5 90.1 )2 5/20/99 Lot 1 311-5 11.6 117.7 3 94.2 )3 5/20/99 Lot 1 313.5 14,4 110.3 5 94.4 )4 5/20/99 Lot 1 316,0 12.2 115.4 3 92.4 )5 5/20199 Lot 1 314.0 10.4 1 17.7 3 94.2 )6 5120199 Jasmine Crest 322,5 12,6 108.3 6 92,6 )7 5/20/99 Jasmine Crest 324.5 13.5 114.9 3 92.0 )8' 5/21199 Lot 304.5 15,1 103.1 1 91-3 )9 5/21199 Lot 307.0 13.7 111,3 4 90.3 10 5/21/99 Lot 4 306,0 12.4 111.3 4 90.3 PLATE NO. 7 11/28/2006 11:30 8588699931 Z57 PAGE 13 )B NAME: 8 LOT SUBDIVISION SOB NUMBER: 9811318 t�, ,�t�,ti....,�.. :'ti 1d' '+ 'c�..a;�: rp IM ;ST ELEVATION MOISTURE DR7i)DENSrff SOIL REL.COMP. O. DATE LOCATION (feet MSL) (percent) (p.c.f) TYPE (percent) 11 5/22/99 Lot 3 324.5 11.4 109.4 6 93,6 12 5/22/99 Lot 3 326,5 12.3 107,1 6 91.6 13 5122/99 Lot 3 329,0 11,5 110.4 6 94.1 14 5124199 Lot 3 331.0 20.0 100.8 8 93.3 .15 5124/99 Lot 3 331.0 17.8 112.5 3 90.1 '16 5/24/99 Lot 3 331.0 19.1 101.4 8 93.9 :17 5124199 Lot 3 333.0 19.5 101,0 8 93.5 :1.8 5/25199 Lot 3 333.0 21.6 105.3 5 90.2 119 5125199 Lot 3 335.0 13.7 112.4 7 93.3 1.20 5/25/99 Lot 3 334.0 16.8 110.8 7 92.0 '21 5/25199 Lot 3 336.0 16.6 111.6 7 92.6 .22 5/26199 Lot 3 336,0 20.2 101.5 8 94,0 23 5/26/99 Lot 3 338.0 13.2 114.9 2 91.8 24 _5/26199 Lot 3 329.0 17.6 103.5 8 95.8 25 5/26/99 Lot 3 332.0 15.2 113.1 2 90.4 26 5/26199 Lot 3 332,5 18.5 99.0 8 91.7 27• 5/26199 Lot 3 335.0 19.9 99.6 8 92.2 A X5/26/99 Lot 3 335.0 16.1 116.3 2 93.0 29 5/27199 Lot 3 447.0 16.7 100.2 8 92.8 30 5/27/99 Lot 3 338.5 14.0 112.1 4 91,0 31 5128/99 Lot 3 338.0 15.5 103,7 1 91.9 32 5128/99 Lot 3 340.5 19.0 107.5 6 92.0 33 5/28/99 Lot 3 339.5 17.0 100.4 8 93.0 34 5/28199 Lot 3 341.5 19,3 100.4 8 93.0 35 5128/99 Lot 3 341.0 18.2 107.7 4 87.4 36 6/1199 Lot 3 339.0 12.0 116.7 4 94.7 37 611199 RETEST OF 235 341.0 9.7 112.8 4 91.6 38 613/99 Lot 2 325.0 13.2 108.7 5 93,1 39 613199 Lot 2 328,0 14.0 105.5 5 90.3 10 513/99 Lot 2 332,0 12.8 117.1 2 93.6. 31 613199 L012 335,0 14.9 109.7 5 93.9 12 614199 Lot 2 240.5 12.0 115.5 4 93.8 13 6/4/99 Lot 2 339.0 18.2 107.1 5 91.7 14 614/99 Lot 2 335.5 17.4 107.0 5 91,6 45 6/4199 Lot 2 338.5 15.2 105.9 5 90.7 16 614/99 Lot 2 341.0 13.9 109.7 5 93.9 17 6/5/99 Jasmine Crest,Cul-de-Sac 326.5 16.9 99,1 8 91.8 .8 6/5/99 Jasmine Crest,Cut-de-Sac 328.5 20.8 108,4 7 90.0 91 x/5/99 Jasmine Crest,Cul-de-Sac 330.0 17.3 106.9 5 91.5 0 615/99 325rnine Crest,Cul-de-Sac 332.0 12.3 1.08.7 5 93.1 1 6/5199 Lot 1 313.5 13.6 111.3 7 92.4 2 615/99 Lot 1 315.0 9.7 111.4 7 97.4 11/28/2006 11:30 8588699931 Z57 PAGE 14 3018 NAME: 8 LOT SUBDIVISION JOB NUMBER. 9811318 IS'.1 AY! SRI- IT ELEVATION MOISTURE DRY DENSI'T'Y SOIL REL,COMP. NO. DATE LOCATION (feet"L).- (percent) (P-c-f TYPE (percent) 253 6/5199 Lot 1 316.0 11.2 112.0 7 92.9 254 6/5/99 Lot 1 312.5 12.6 110.5 7 91.7 255 617/99 Lot 3 340.0 13.1 111.2 4 90.3 256 617199 Lot 3 338.0 13.5 113.1 4 91.8 257 6n199 Lot 3 334,0 14.9 113.7 2 90.9 258 6/7199 Lot 3 337.0 17.3 100.7 8 91.2 259 617199 Lot 3 338,0 14.2 116A 2 92.8 260 6/7/" Lot 3 335.0 17-0 99.9 8 92.5 26.1 6/7199 Lot 3 330.2 14.4 116.9 3 93.6 262 6/7/99 Lot 3 335.5 15.0 112-1 7 93.0 263 6/8/99 Lot 1 317,5 11.7 114.0 3 91.3 264 618/99 Lot 1 319.0 1110 119.8 3 95-9 265 618199 Lot 1 314,0 13.6 116.9 3 93.6 266 618/99 Lot 1 317.0 9.4 113.0 3 90.5 267 6/9/99 Lot 1 320.5 16.6 118.4 3 94.8 268 619199 Lot 1 322,5 14.0 114.1 3 91.4 269 6/10/99 Lot 1. 319.0 13.6 114.6 3 91.8 2.70 6/10199 W 1 320.0 14.2 114,1 3 91.4 1 6110199 Lot 1 322.5 14.7 114,9 3 92.0 272 6110199 Lot 1 324.0 13.0 115.2 3 92,2 273 6/12199 Lot 5 269.0 16.0 100.4 8 93.0 274 6112199 Lot 5 271.0 14.0 114.0 3 91.3 275 6/12/99 Lot 6 267.0 15.9 116.0 3 92.9 776 6112199 Lot 6 267.0 15.4 115.7 3 92.6 277 6114/99 Lot 3 F.G. 12,9 100.4 8 93.0 278 6114/99 Lot 3 F.G. 12.7 117,6 4 95.5 279 6/14/99 Lot 3 F.G. 12.5 114.3 4 92.8 280 6/14/99 Lot 3 F.G. 16.4 113.4 4 92.0 281 6x14/99 Lot 3 F.G. 17.2 111.6 4 90,6 282 6/14199 Lot F.G. 14.0 115.0 4 93.3 283 6!14/99 Lot F,G. 11.7 115.1 4 93.4 294 6114/99 Lot 3 F.0- 12.9 111.3 4 90.3 285 6/14199 Lot 3 F.0, 10.9 118.1 4 95,9 286 6/14199 Lot 3 F.G. 11.7 112,5 4 91.3 297 6/14/99 Lot F.G, 15.3 114.5 4 92.9 288 6/14199 Lot 3 F.G. 14-8 113.6 4 92.2 289 W15/99 Lot 1 320.0 14.1 116.2 3 93.0 290 6115/99 Lot 1 321.5 11.6 117,3 3 93.9 291 6115199 Lix 1 322.5 16.7 112.9 3 90.4 2'i 6115199 Lot 1 324.0 10-4 11.5.6 3 92.6 293 6/15/99 Lot 1 322.0 14.2 116,0 3 92.9 294 6/15/99 Lot 1 324.5 11,9 114,7 3 91,8 11122/2006 11:30 85e8699931 E57 PAGE 15 NAME: 8 LOT SUBDIVISION JOB NVNWER: 9811318 -M R m T. ELEVATION MOISTURE I)RYDENSM SOIL REY-COMP. DATE LOCATION (feetMSL) (Percent) (P.C-f.) TYPE (percent) 6/15/99 Lot 1 321,0 14,5 .115.3 3 923 6/16199 Lot 6 266-0 119 1163 3 93.1 6/16/99 Lot 6 267.5 14.0 117.9 3 94.4 6/16/99 Lot 7 265.5 13.3 115.2 3 92,2 6/16199 Lot 7 267.5 13,8 139,3 3 95.5 6116/99 Lot 7 267.0 11.2 114.5 3 91.7 6/16/99 Lot 7 269.0 13.5 116.9 3 93.6 6/16/99 Lot 7 268.5 12.9 116.5 3 93.3 6/16/99 Lot 7 270.5 16.0 117.7 3 94.2 4 6/17199 Lot 2 338.0 12.4 120.5 3 96.5 5 6117/99 Lot 2 340.0 12.9 117.1 3 93.8 16/17/99 Lot 1 318.0 11.6 118.3 3 94.7 7 6/17199 Lot 1 320.3 13.5 116.7 3 93.4 6118199 Lot 1 321.5 13.9 116.9 3 93.6 6719/99 Lot 1 323.5 12.6 115.3 3 92.3 1 6/21/99 Lot 1 320.5 12.2 110,1 7 91.4 6/21/99 Lot 1 322.5 13.0 111.6 7 92,6 122199 Lot 7 271.0 F.G. 11.5 117,5 3 94.1 6122/99 Lot 7 271.0 F.G. 9.8 1115.8 3 93.5 4 6/22199 Lot 7 270.0 F.G. 12.2 116.2 3 93.0 5 6/22199 Lot 7 270.0 F.G- 15.0 114,7 3 91.8 6/22/99 Lot 7 269.0 RG. 11'0 117.3 3 93,9 6/22199 L0 7 269.0 F-0- 12.7 116.0 3 92,9 3 6123199 Lot 5 270.5 F,G, 10.3 118.8 3 95.1 6/23/99 Lot 5 271.5 F.G. 9.5 117.6 3 94,2 6123/99 Lot 5 273.0 F.G, 17.1 103.9 8 96.2 6/23/99 Lot 5 273.0 F.G. 16.0 100.9 8 91.4 6/23199 Lot 5 272.5 F.G. 113 119.8 3 95.9 6/23199 Lot 5 1271.5 F.G. 11.6 119.4 3 95.6 1 6/23/99 Lot 5 271.5 F.G. 10.4 116.2 3 93.0 6/23/99 Lot 5 272,5 F.G. 22.2 100,1 8 92.7 6/23/99 Lot 5,Driveway 284-5 12-1 113.8 3 91.1 6/23199 Lot 5,Driveway 286.5 11,9 1163 3 93.1 6/24199 Lot 2 343.0 12.6 114.7 4 93A 6124199 Lot 2 344,5 13.6 112-3 4 91-2 6/24199 Lot 2 342.0 17.1 109.6 7 91.0 i 6/24/99 Lot 2 343.5 18,0 111.6 4 916 6/24/99 Lot 2 342.0 13.9 118.3 3 94,7 �124199 Lot 2 343.5 14.3 115.3 3 92.3 6/24199 Lot 2 344.0 15.5 101.2 8 93.7 6/24/99 Lot 2 345.5 17,2 112.9 3 90.4 6/28199 Lot 4 308.0 11,2 115.5 4 93.8 11/28/2906 11:30 8588699931 Z57 PAGE 16 OB NAME: S LOT SUBDIVISION JOB NUMBER: 9$1]318 ..rp..h 2 'W'A ..K .:. 'rr: ..k :.S•. i#8'. {': '.i.�[#t ni:'SS:c::..s!irr•:::rr{;,'.¢' •s. ,R';' ir,ra•• r's:' ' Vii':%:'�s?i:;l.oa '•k r u.S3's• a i3..� .§. .•� + '•s:fir.f,..Y.. .,,rs �, .f'',', .1�''i 1•..! .rk.:t, '.Si ,a,�t;i"' {Srss+ ..e, .Y.., ''+s. 'r1s.l. fi'• E.,•,'c 'Ck�.yy.....,.�'9'`i lr;;.:.:::: :5•`•'9v•. k.°i�� 3C' "�'#'�;'i'ai• �'`''#°•:# Y^, !, s:, �.1:. , .2•:ei>?; s:'�,:+.,: !# ''3:.0 � ,,.er ' . ';'„zf.".'s,;: a gg .:>.#C3 a • yf � '�r as;7t a.g7 ..4;t f. v s sX�s f::'riia�3i,siti•�'`• gi:ii:li' �.38.. y,a.41 . R,�i' :l :�5, ;.°�,;s. ?��, �:,: # i�rt:�• y,¢`�t:Vii. 1e r �i{,^.� rr; r:�+ o$1jt a, S�s: >•"; � .� r '�' .� i�"«':::.�'�:•is.$�!r�';.t.r,'f' fir.:' �,•''•2 k'sDS'. y�ri ',. :>:.' G �i `�»': a ' 9 �. �,I'9r { e V 1 �7 r :b'! ..< •sr .s.. <.3:. ,sa r ;r:�i• ;.1 ?;. i;y $; 'i' ,�.{, ..v;.:•:,;:t>,::.;ry;ii 'rr;••.�•r1 'ri��s.:�£ ;; ,., .� s. }.x►l..h'ii'r io:: s�°':• ?:.A�inr•.?•;,y�.: ak:'s•'li;li;.�:.i: 3s':r'•'�sy i� � EST ELEVATION MOISTURE DRY DENSM SOIL REL.COMP. 14. DATE LOCATION (feet,MSL) (percent) (p.af,) TYPE (percent) �37 6/28/99 Lot 4 310.0 16.6 111.2 4 90.3 '38 6/28199 Lot 4 308,5 12.6 1083 5 92,7 .39 628/99 Lot 4 310.5 13.1 108.2 5 92.6 40 629/99 Jasmine Crest Road 296.5 1911 107.2 5 91.8 141 6/29/99 Jasmine Crest Road 297.5 10.2 116.0 3 92.9 42 6129/99 Jasmine Crest Road 294.0 12.9 115.7 3 92,6 43 6/29199 Jasmine Crest Road 2955 12.5 116.5 3 93.3 44 . 6/29199 Jasmine Crest Road 296.0 11,8 120,4 3 96,4 45 629199 Jasmine Crest Road 298.0' 12.7 114,6 3 91.8 '46 6129199 Jam-dne Cmst Road 296,0 11.7 105,7 5 90.5 47 6/29199 Jasmine Crest Road 298.5 10.8 115.5 3 92.5 48 6129199 Lot 4 310,0 19.4 111.3 4 903 49 6129199 Lot 4 312.0 12.2 113.7 4 92.3 50 .8/29/99 Lot 4 312.5 12.3 119.1 3 95.4 51 6/29/99 Lot 4 314.5 14.0 118.8 2 95.0 52 6/30199 Jasmine Crest Road 296.0 10.9 114.3 3 91.5 •3 . Jasmine 6/30/99 Ja Crest Road 297.5 11.8 1143 3 91.9 4. L30/99 Jasmine Crest Road 294.0 12.1 117.2 3 93.8 ;5 6/30/99 Jasmine Crest Road 295.0 14.1 118.2 3 94.6 % (130199 Jasrrline Crest Road 296,0 14.1 116.5 3 93.3 '7 6/30/99 Jasmine Crest Road 298.0 13,8 118.7 3 95.0 8 6130199 Jasrnine Crest Road 296.5 12.8 115.0 3 92.1 '9 6/30/99 Jasmine Crest Road 298.0 13.7 116.2 3 93,0 0 712199 Lot 5, Driveway 284.0 12.8 116.8 3 93.5 1 712199 Lot 4 314.0 21.7 99.9 8 92.5 2 712199 Lot 4 316,0 19.9 102.4 8 94.8 3 712/99 Lot 4 312.0 11.5 113.8 3 91.1 4 7/2/99 Lot 4 313.5 16.5 113,2 3 90.6 1 712/99 Lot 4 312.0 14.4 117.3 3 93.9 i 712199 Lot 4 314.0 20.0 101.6 8 94.1 712/99 Lot 4 314.0 12,5 112.8 4 91.6 7/2/99 Lot 4 316.0 19.8 99.0 8 91.7 7/7/99 Lot 4,Driveway 316.0 20.3 102.5 8 94.9 717199 I.ot 4,Driveway 320.0 9.6 115.5 3 92.5 717199 Lot 4,Driveway 321.5 11.2 106.8 6 91.4 7/7/99 Lot 4,Driveway 324,0 176 111.4 6 95.3 717/99 Lot 4,Driveway 327,0 17.7 105.8 6 90.5 "118/99 Lot 4,Drivcway 1 325.5 19.6 114.2 3 91.4 8199 LoY 4,Driveway 328.0 12.0 116.3 3 93.1 718/99 Lot 4, Driveway 330.5 12.7 113.9 3 91,) 7/8/99 f'ot 4,Driveway 332.5 11.3 113.2 3 90.6 7/8/99 Lot 4, Driveway F.G. 17,9 l W.4 `< 93 (j WAYNE A PASCO PASM ENGINEERING, INC. RC.E.29577 535 NORTH HIGHWAY 101,SUITE A JOSEPH YUHAS SOLANA BEACH,CA 92075 P.L.S.5211 (858)259-8212 FAX(858)259-4812 W.JUSTIN SUITER RC.E.68964 Date 6/9/08 PE 1559 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas,CA. 92024 RE: ENGINEER'S FINAL GRADING CERTIFICATION FOR PROJECT NO.07-104 AND GRADING PERMIT NO.429-SG The grading Plan permit number 429-SG has been performed in substantial conformance with the approved grading plan or as shown on the attached"As Graded"plan. Final grading inspection has demonstrated that lot drainage conforms to the approved grading plan and that swales drain a minimum of I%to the street and/or an appropriate drainage system. All the Low Impact Development, Source Control; and Treatment Control Best Management Pra as shown on the drawing and req fired by the Best Management Practice Manual Part II we y ,�,u�f constructed and are op er do 1, gether with the required maintenance covenant(s). fff�" U T/A,, r' l` Engineer of Record } C �' � rn 1 S S "' z Date O n (signed and sealed) Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stamped and will not relieve the Engineer of Record of the ultimate responsibility: / ! Engineering Inspector Date l!� 6 The above information shall be on the Engineer of Records's letterhead and shall be signed and sealed by the Engineer of Record Very truly yours, PASCO ENGINEERING, INC. -- Joseph Yuhas, L.S. 5211 Vice President of Land Surveying 11/28/2006 11:30 8588699931 Z57 PAGE 022 $OIL E, TESTING. iHC. P H o N f P.O. Box 600627 (619)280-4321 San Diego, CA 92160-0627 T O L L F R E E 6280 Riverdale Street { (877)215-4321 San Diego, CA 92120 ` FAX (619)280-4717 „WW'Scst.com o ' January 24, 2000 SCS&T 9811318.7 Stonefield Development 2333 Avenida La Caza Coto De Gaza, Caldomia 92679 SUBJECT: Summary of Field Observations and Tests for Relative Compaction, City of Encinitas, Tract No. 92-108, Jasmine Crest, Encinitas, California. REFERENCES: 1) "Foundation Recommendations, 8 lots Subdivision", Southem Califamia Soil and Testing, Inc., dated December 29, 1999. 2 "Update Report, Lots 5 through 7, City of Encinitas Tract 92-108", i Southern California Soil and Testing, Inc., dated December 21, 1998. 3) "Update Report, Lots 1 through 4, City of Encinitas Tract No. 92-108, Southern California Soil and Testing Inc., dated December 21, 1998. Gentlemen: In accordance with your request, this report has been prepared to summarize the results of field Southem observations and tests for relative compaction performed at the subject siteb 2 and July California Soil and Testing, Inc. These services were performed between April 27,1999. SITE DESCRIPTION ` The project site is a rectangular shaped parcel of land, approximately 20 acres in area, and is located at the eastem terminus of Jasmine Crest, in the City of Encinitas, California. The project 11/28/2006 11: 3,G 85,3853'3331 %57 PAGE 03 SCS&T 981.1318.7 January 19,2004 Page No. 2 site has been graded to receive eight residential lots as well as associated utilities,and an access ` street. PROPOSED CONSTRUCTION It is our understanding that each of the developed lot will receive one and/or two- story single family residence.The structures will be of wood-frame construction. Post-tension foundations are anticipated. ,AVAILABLE PLANS To assist in determining the locations and elevations of our field density tests and to define the general extent of the site grading for this phase of work, we were provided with a grading plan l prepared by San Dieguito Engineering dated June 4, 1999. SITE PREPARATION Site preparation began with the clearing and grubbing of the existing vegetation and matter detrimental proposed detrimental to the p development from the areas to'be graded.The material generated from the operations was exported from the site. Existing loose soils and topsoils in areas to receive fill were removed to natural ground. The bottom of the excavations typically exposed metavolcanic,rock.Where possible,the bottom of the excavations was scarified to an approximate depth of twelve inches, moisture conditioned and recompacted to at least 90 percent relative compaction.The soils generated from the removals and on-site cuts were then placed as uniformly compacted fIII material.The fill soils were typically placed in thin, moisture conditioned lifts and compacted to at least 94 percent relative compaction. Compaction was achieved by heavy construction equipments. This operation continued until desired elevations were achieved. Where determined necessary to provide adequate support for the proposed fills slopes, the original ground had a keyway cut to metavolcanic rock. The keyways were typically 15 feet wide i .30 852 - 931 Z5 PAGE 04 SC: 11/28;20OG 11: 30 8588699931 E57 PAGE 05 SCS&T 9811318.7 January 19,2000 Page No. 4 pacing and hand level methods and should be considered accurate only to the degree implied by the method used. As used herein, the-term -observation" implies only that we observed the progress of work we agreed to be involved with, and performed tests, on which, together, we based our opinion as to whether the work essentially complies with the job requirements, local grading ordinances and the Uniform Building Code. LABORATORY TESTS Maximum dry density determinations were performed on representative samples of the soils used in the compacted fills according•to ASTM D1557-91, Method A.This method species that a four (4) inch diameter cylindrical mold of 1/30 cubic foot volume be used and that the Ste and placed in five (5) equal layers with each layer compacted by twenty-five(25)blows of il 1� hammer with an 18-:inch drop.The results of these tests, as presented on Plate Number 13,were used in conjunction with the field density tests to determine the degree of relative compaction of f the compacted fill. The expansive potential of fill soils within the upper four feet of finish grade was determined using USC Test Method 29-2.The results of the tests are shown on Plate Number 13. REMAINING WORK Additional grading and backfill operations will be required for the backfilling of utility trenches and retaining walls and the preparation of the subgrade and base material placement in tthe proposed pavement areas. It is recommended that field observations and relative compaction be performed during these operations to verify that these operations are performed in accordance With job requirements and local grading ordinances. (VX'. 11/26/2006 11:30 65GB699931 Z579 PAGE 06 SCS&T 9811318.7 Janumy 19, 2000 Page No. 5 i i i CONCLUSIONS Based on our field observations and the in-place density test results, it is the opinion of Souther California Scil and Testing, Inc. that the grading work was performed substantially in accordance with the recommendations contained in the referenced updated reports, the local grading ordinance, and the Uniform Building Code. Recommendations for the minimum design of foundations, as presented in the referenced reports, remain applicable. FOUNDATIONS The follcwing post-tension foundation recommendations assume that the prevailing foundation soils will be nondetrimentally to moderately expansive.These recommendations are bases an our knowledge of the existing as grade soil conditions at the site as well as laboratory tests results. It is recommended that the foundations be designed following the Post tensioned Institute design criteria. Based on this the following design values are recommended. Edge Moisture Variation, em t Center Lift: 5.2 feet Edge Lift: 2.5 feet Differential Swell, Ym Center Lrft; 1.7 inch Edge Lift: 0.3 inch Diff erential Settlement: 0.5 inch Bearing Capacity: 2000 psf The minimum perimeter footing depth should be 18 inches below lowest adjacent finish pad grade. A minimum setback of seven feet should be observed between the bottom of the footings and the face of slopes. Slabs should be underlain by a four-inch blanket of clean, poorly graded,•coarse sand or crushed rock. This blanket should consist of 100 percent material passing the half-inch screen and no more than ten percent and five percent passing #100 and #200 sieve, respectively. Where 11/21G/2 0 06 11:30 ^5E 6 9931 Z5 7 PAGE 07 .W* `+' .y�.f, '•�- tiY. .tip• , �" _._ .. — I Janu -19'.2000 Page No. 6 SCS&T 9811318.7 �' moisture sensitive floor coverings are planned, a ten mil visqueen barrier should be placed over ` i •the sand layer. To allow for proper concrete curing, the visqueen should be overlain by at least t y one inch of sand. FOUNDATION EXCAVATION OBSERVATIONS: All footing excavations should be observed by a member of our engineering/geology staff to verify that the foundation excavations extend into r, y a suitable bearing stratum. a e LIMITATIONS This report covers only the services performed between April 12 and July 27, 1959.As limited by h the scope of the services which we agreed to perform, our'opinion presented herein is based on a our observations and the relative compaction test results. Our service was performed in ` accordance with the currently accepted standard of practice and in such a manner as to provide a reasonable measure of the compliance of the grading operation with the job requirements. No warranty, express or implied, is given or intended with respect to the services which we have performed, and neither the performance of those services nor the submittal of this report should 'be construed as relieving the contractor of his responsibility to conform with the job requirements. If you should have any questions regarding this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, Reviewed by: SOUTHERN CALIFORNIA SOIL AND TESTING, INC. • �gip'�i f S1,�y�,Y ,� p �-,0 ;w rn Daniel Adle , E. 36037 Joseph Diab�, Staff Engineer siriF ctvl ��Q DSA:JTD CA t�' cc: (3) Submitted (3) San Dieguito Engineering ?5^ PAGE 0 J �1 AME: 8 LOT SURDMSION OB NI-M BER: 9811318 .<t, < i;'f' ..yty.:,.C�, .x�'•'•j:3luai;•ff}d':r;r.• b>. f '.sns>:. t 7: .n i;f;;�,. :;;�'>; •r:<". ::7:>'�2"uq�•vf .<: :A.•ei ',hhti y y':t'.;Y.:li:i ':. •'t" yy. '.} ;•:o-;:"�.. •:< ;: :3•. E hd�4. �'�''..: �.� a>.' 3 '#°• E .""��asL.. �;;lfi�• Ia'a' S,,, : Z�.a �' :<, ;t< -r't 3• L� C �.�C.;:ti.a•ef}'SM�s�y:a: ELEVATION MOISTURE DRY DENSI'T'Y SOYL. BEL-COMF- f D E ( ee ISL AT LOCATION t, ) (percent) (P•c.f.) TWE (percent) 4/12/99 Lot 4 282.5 16.1 114.4 2 91.4 284.5 11.2 122.5 2 97.9 4/12/99 Lot 4 4112199 Lot 4 287.5 12.7 116.0 2 92.7 4/12/99 Lot 4 289.0 12.8 122.2 3 97.8 4112199 Lot 4 292.0 8.6 117.3 2 93.8 i 4!12199 Lot 4 292.0 16.8 106.6 2 85.2 292.0 189 104.5 2 83.5 1 4/12/99 RE . TEST OF 6 110.9 4 90.0 g` 294.5 11.0 4/13/99 Lot 112.7 2 90.1 g 4113199 Lot 4 291.0 16.2 293.0 14.6 113.4 2 90.6 0 4113199 RETESTOF6&7 113.2 4 91.9 1 4/13/99 Lot 4 299.0 15.9 301.5 10.6 116.0 4 94.2 2 4/13199 Lot 4 123.6 3 99.0 3 4113199 Lot 4 296.0 9 1 F 4 4!13/99 Lot4 299.5 11.6 110.2 5 94.3 5 4/13/99 Lot 4 298.0 9.5 119.6 2 95.6 238.0 13.6 106.7 6 91.3 6 4113/99 Lot 6,Slope Keyway l 13.8 4 92.4 7� -f/14/99 Lot 4 304.5 12.6 8 4!14199 Lot 4 292.0 12.5 109.2 5 93.5 9 4114!99 Lot 4 300.5 6.9 111.1 4 90.2 :0 4114199 Lot 6 239.5 . 11.5 113.8 3 91.1 :I 4/i4199 Lot 6 � 241.5 11.9 1122 4 91.1 !2 4!14/99 Lot 6 238.2 12.9 112.1 6 95.9 !3 4!14199 Lot 6 239.5 13.7 114.2 3 91.4 � '4 4/14/99 Lot 6 239.0 11.7 115.4 3 92.4 240.5 16.3 115.3 3 92.3 , 15 4/14199 Lot 6 115.2 3 92.2 '} !6 4114/99 Lot 4 305.5 13.0 t7 4114199 Lot 4 3.06.5 9.8 119.0 2 95.1 i 304.0 13.8 116.1 2 92.8 28 4/14/99 Lot 4 29 4114/99 Lot 6 239.0 17.8 105.5 6 90.2 30 4!14/99 Lot 6 241.5 19.2 106.6 6 91.2 31 4114199 Lot 4 300.5 16.0 114.8 2 91.8 32 4/14199 Lot 4 300.0 16.9 110.9 4 90.0 302.0 15.2 113.0 2 90.3 33 4114199 Lot 4 302.0 14.4 34 4/14199 Lot 4 109.6 S 93.5 ' 242.5 19.4 106.8 6 9I.4 35 4/15199 Lot 6 108.1 6 92.5 36 4115!99 Lot 6 244,5 16.0 243.0 18.3 107.3 6 91.8 37 4115!99 Lot 6 3,' 4115199 Lot 6 242.5 16.0 108.1 6 92.5 247.5 17.2 108.1 6 92.5 3y 4.115/99 Lot 6 106.5 6 91.1 40 4!15/99 Jot 6 249.5 18.8 244.0 17.1 107.6 6 92.0 41 4115199 Lot G 106.3 5 90.8 �,,,� 7 A 246.0 15.1 i I P/2 8.12 0 Fj 6 11:30 8568699931 Z57 PAGE 09 JOB NUMMERI NAMZ: 8 LOT SURIDMSION �mam-5-1 MA 7 1.;.......... 7 7 ELEVATION MOISTUpy, DRY DENSITY SOIL RF -T (fectNISL) (percent) (P.C-f.) TYPE (percent) J, DATE LOCATION 249.0 15.6 114.7 6 98.1 3 4115/99 Lot 6 119.0 3 95.3 4 4115199 Lot 6 251.5 13.8 5 4/15/99 Lot 6 248.0 17.6 110.4 6 94,4 252.5 10.7 119.9 3 96.0 6 4116/99 Lot 6 254.0 16.0 117.4 3 94.0 i7 4/16199 Lot 252.0 16.7 111.7 6 95.6 S 4/16/99 Lot 6 253.5 19.3 106.8 6 91.4 19 4/16/99 Lot 6 243.0 13.6 112.9 -6 96.6 ;0. 4116/99 Lot 7 245.0 12.2 108.8 6 93.1 51 4116/99 Lot 7 255.0 17.5 113.7 6 97.3 52 4117/99 Lot 6 257.5 17.0 105-2 6 90-0 53 4117/99 Lot6 241.5 17.4 109.8 6 93.9 54 4117/99 Lot 6 246.5 9.3 122.6 3 98.2 55 4/17/99 Lot 237.0 13-7 114.9 3 92.0 56 4119/99 Lot 7 257.5 15.0 116.2 3 93.0 57 4119/99 Lot 6 239.0 11.1 120.4 3 96.4 58 4/19/99 Lot7 246.0 12.1 121.4 3 97.2 r 4/20199 Lot 5 251.0 12.4 107.2 6 91.7 4/20199 Lot 6 249.0 14.2 107.7 5 92.2 61 4/20/99 Lot 7 256.5 12.5 114.9 6 98.3 67 4/20/99 Lot 6 258.5 17.0 107.8 6 92.2 61 4/20/99 Lot 6 257.5 11.4 108.7 6 93.0 64 4/20/99 Lot 258.5 16.2 107.1 6 91.6 65 4121/99 Lot 6 260.5 17.1 110.6 6 94.6 66 4121/99 W 6 263.0 14.4 110.0 6 94.1 67 4121/99 Lot 6 250.0 9.1 118.5 3 94.9 68 4121199 Lot 6 111.1 4 90.2 69 4121/99 Lot 5 250.5 12.8 253.5 10.7 116.1 4 94.2 70 4121/99 Lot 5 252.5 7.7 114.0 4 92.5 71 4/22199 Lot 249.0 13.9 118.6 4 96.3 72 4/22/99 LoL5 251.0 13.7 113.0 4 91•.7 73 4/22/99 Lot 5 241-5 15,8 109.7 7 91.0 74 4/22199 Lot 7 258,0 11.5 116.1 2 92.8 75 4!22/99 Lot 5 260.0 11.4 112.2 4 91.1 76 4122199 Lot 5 257.0 14.9 106.5 6 91.1 77 4122199 Lot 5 258.5 14.8 112.5 4 91.3 78 4/23/99 Lot 260.0 13.5 112,0 4 90.9 79 4/23199 Lot 7 246.0 13.8 114.1 3 91.4 4/23/99 Lot 7 13.6 115.8 3 92.7 4/23199 Lot 247.0 112.4 3 90.0 82 4123199 Lot 7 248.5 16.7 107.9 5 92.3 83 4/23199 Lot 7 250.0 16.8 93.0 rl r),n 16.6 108.6 5 I I P20!210 0 6 11:30 85e8699931 E5 PAGE 10 B NAW. 8 LOT SUBDIVISION JOB NUMBER: 9811318 g �kt rN� :l _ Apt ELEVATION MOISTURE DRY DENSITY SOIL REL.CONT. O. DATE LOCATION (feetNISL) (percent) TYPE (percent) 85 4/23/99 Lot 7 261.0 12.0 111.1 4 90.2 86 4/23/99 Lot 5 262.0 14.6 108.3 6 92.6 97 4/24/99 Lot 6 253.0 18.9 105.3 6 90.1 88 4/24/99 Lot 256.0 15.5 106.5 6 91.1 89 4/24199 Lot 7 258.5 15.5 112.0 6 95.8 90 4/24/99 Lot 260.5 15.6 310.0 6 94.1 91 4/26/99 Lot 262.0 14.5 105.8 5 90.6 92 4126199 Lot 263.5 11.9 108.1 6 92.5 53 4/26/99 Lot 262.0 15.8 109.6 5 93.8 94 4/26/99 Lot 6 263.5 16.4 105.6 5 90,4 95 4126/99 Lot 262.5 12.0 110,9 4 90.0 96 4/27/99 Lot 7 288.5 10.5 108.0 5 92.5 97 4127/99 Lot 285.5 15.1 106.9 5 91.5 98 4/28M Lot 7 265.0 14.3 311.4 7 92.4 99 '4128199 Lot 267.0 13.5 111.3 7 92.4 00 4/29199 Lot 295.0 16.5 105.9 6 90.6 01 4/29/99 Lot 7 297.0 11,6 114.7 7 95.2 q( t. 4/29199 Jasmine Crest Road, 15+25 293.0 12.9 119.1 3 95.4 0• 4129/99 Jasmine Crest Road, 15+25 291.5 15.0 106.2 5 90,9 04 4/29199 Lots 6&7,Driveway 268.0 15.2 113.9 3 91.2 05 4130199 Lots 6&7,Driveway 268.5 13-5 115.2 3 92.2 06 4/30/99 Lots 6&7,Driveway 276.0 9,0 116.9 3 93.5 07 4130199 Lots 6&7,Driveway 279.0 15-2 110.6 7 91.8 08 4130/99 Lot 264.0 14.8 106.7 6 91.3 09 4130199 Lot 5 267.0 13.2 106.2 6 90.8 10 4130/99 Lot 258.0 12.2 107.7 6 92.1 11 4M/99 Lot 262.0 13.0 113.1 4 91.8 12 4/30/99 Lot 6 252.0 14.1 113.5 3 go'(-) 13 4/30/99 Lot 260.0 13.4 108.0 5 92.5 14 4/30/99 Lot 6 254.0 11.1 105,7 5 90.5 15 4/30199 Lot 7 262.0 12.1 107,9 5 92.4 16 4130/99 Lot 7 253.0 12.1 106.1 6 90,8 17 4130/99 Lot 258.0 14.2 110.0 7 91.3 18 513/99 Lots 6 &7,Driveway 280.0 15.8 116.3 7 96.5 19 5/3199 Lots 6&7, Driveway 282.0 14.8 114.8 7 95.3 20 5/3/99 Lots 6&7,Driveway 293.5 16.7 111.4 7 92.4 21 513199 Lots 6 & 7, Driveway 285.5 14.8 111.2 7 92.3 22 5/4/99 Lot 7 268.0 14.1 115.8 3 92.7 2.' 5/4/99 Lot 7 269.5 12.5 115.5 3 92.5 24 514/99 Lots 6&7, Driveway 286.0 16.2 113.8 3 91.1 25 5/4199 Lots 6 & 7, Driveway 288.5 114.4 3 91.6 515199 las * 1 93.6 mu-_f_r,-.aL,Uadj 294.O 14.3 110.4 7 11/28/2006 11:30 95E8659931 E5 PAGE 11 J013 NUMBER- 9811318 NAB; 8 LOT SUBDIVISION Nor.€ ,,.• :. '>3':j4? '1 "F' }fit, ,3�,•K. .�„;sif; t, 'j. , i'k• e. .e;�>•• i ,'..Ii•;,yys:'•,f�';;s."�,Y3.�:>:e•.,� a::�•a "' •yfb'r {!' Not �?yi'r,k�rw'�' :u�f,�.,:': :Nr ..5.0.,r.• •.�s.:<. ELEVATION MOISTURE DRY DENSM SOIL REL.COW. iT (feet MSL) (percent) (p.c.i.) TYPE (percent) ►. DATE LOCATION 11.5 112.2 7 93.1 7 515199 Jasmine Crest Road, 17+35 285.5 13 8 115.7 3 92.6 8 515/99 Jasmine Crest Road, 16+50 287.0 289.0 14.4 110.6 7 91.8 19 5/5/99 Lots 617 Driveway 15.0 110.6 7 91.8 ;0' 515199 Lot 5 Pad 267.0 269.5 10.7 109.1 7 90.5 31 515199 Lot 5 Pad 13.4 106.0 5 90.8 32 516/99 Jasmine Crest Road, 16+00 291.0 293.0 15.4 108.0 5 92.5 33 516/99 Jasmine Crest Road, 16+10 289 0 13 5 108.4 5 92.8 34 5/6199 Jasmine Crest Road, I6+40 14.8 114.8 3 91.9 35 5/6/99 Lot 6 pad 266.5 94.1 2b8.0 13.0 117.5 3 36 5/6199 Lot 6 Pad 11.1 106.0 6 90.7 37 517199 Lot 1 297'0 299.0 14.8 II1.2 7 92.3 .38 517199 Lot 1 13.5 117.8 3 94.3 139 517199 Lot 1 298.0 92.2 295.5 14.1 115.1 3 140 ..517/99 Lot 1 14.9 106.0 6 90.7 141 51'7/99 Lot 5 Driveway 274.0 268.5 13.4 108.7 b 93.0 142 517199 Lot 5 Driveway 17.9 105.5 6 90.2 1 ' , 517/99 Lot 5 Driveway 270.5 Aj 272.5 15.2 105.8 6 90.5 t 51'7/99 Lot 5 Driveway 12.8 115.1 7 95.5 145 518199 Lot 1 294.5 297.5 11.8 108.8 7 90.3 146 518199 Lot 1 13.9 112.0 7 92.9 147 5/8199 Lot 1 300.0 302.5 12.9 113.8 7 94.4 148 518199 Lot 1 11.0 111.0 7 92.1 149 5/8/99 Lot 1 293.4 150 518/99 Lot 1 295.0 12.4 111.6 7 92.6 298.0 12.9 105.3 5 90.2 151 5/10199 Lot 1 112.8 7 93.6 295.0 152 5110199 Lot 1 301.0 13.3 7 91.5 295.6 17.5 110.2 153 5/10199 Lot 1 13.2 110.1 7 91.4 154 5110/99 Lot 1 248 0 302.5 16.5 110:5 7 91.7 155 5111199 Lct 1 14.9 105.4 6 90'2 106.4 6 91.0 156 5111!99 Lot 1 3Q4.0 157 5/11199 Jasmine 8 ine Crest 285.0 g•S 7.0 12.2 107.9 6 92.3 158 5/11/99 J asmine Crest 14.3 105.4 6 90.2 159 5/11/99 Jasmine Crest 290.5 292.5 16.4 103.0 1 91.2 160 5111/99 Jasmine Crest 11.2 108.6 5 93.0 161 5112199 Lot 1 298.5 15. 92.4 2 115,4 3 162 5/12/99 Lot 1 301.6 91.8 304.5 12.7 114.7 3 163 5/12199 Lot 1 277.0 18.5 103.4 8 95,7 5112/99 Lot 5,Driveway 14,5 103.3 8 95.6 5112199 Lot 5,Driveway 282.5 17.5 116.6 3 93.4 166 511.2/99 Lot 5, Drivcway 2 8 93.3 2993.5 3.5 17s loos 167 5112/99 Jasminc Crest 796.5 17 7 109.4 5 93.7 ___ 11 006 11:30 '13 5 E-:8 6S 9 9 31 NANM: 8 LOT SUBDIVISION JOB NUMMER: 9811318 �i N'0'14i g v!. fly ELEVATION MOISTURE DRY DENSITY SOIL KEL-COMP. VATE LOCATION (feetM5L) (percent) (p.c.f.) TYPE (percent) 5/12/99 Jasmine Crest 298.0 16.4 106.5 5 91.2 5/12199 Jasmine Crest 301.0 11.6 115.0 3 923 5112/99 Lot 1 303.0 18.1 105.5 5 90.3 2 5112/99 Lot 1 306.0 17.2 107.6 6 92.0 3 5/13/99 Lot 1 307.5 15.9 10818 6 93.1 4 5/13199 Lot 1 309.5 12.7 118.2 3 94.6 5 5/13/99 Lot 1 312.5 10.8 114.3 3 91.5 .109.0 16.4 108.7 6 93.0 6;- 5/13,199 Lot 1 7 5/14/99 Lot 1 306.0 13.7 108.6 6 92.9 '8 5/14/99 Lot 1 308.0 13,9 105.2 6 90.0 '9 5/14/99 Jasmine Crest 298.5 14.0 116.3 3 93.1 .0 5114/99 Jasmiae.Citst 300.5 14.0 106.4 5 91.1 ;1 5114/99 Jasmine Crest 102.0 18.4 107,8 5 92.3 i2 5/14/99 Jasmine Crest 304.0 16.8 105.7 5 90.5 :3 3/17/99 Jasmine Crest 306.5 10.9 115.4 3 92.4 A 5117/99 Jasmine Crest 308.5 15.5 106.8 5 91.4 �5 5/17/99 Jasmine Crest 304.5 15.1 109.3 6 93,5 3 92.6 5/17/99 Jauninc Crest 306.5 15.2 115,6 3 94.2 '5118199 Jasmine Crest 316.0 12.4 117,7 yE 5/19/99 Jasmine Crest 315.5 13.2 114.4 3 91,6 ;g 5118/99 Jasmine Crest 117.5 13.4 113.8 3 91.1 )0 5118!99 Lot 1 309.0 13.9 115.3 3 92.3 5/18199 Lot 1 310.5 14.1 117.7 3 94,2 )2 5/19/99 Lot 1 305.0 15.7 116.0 3 92.9 )3 5119/99 Jasmine Crest 307.5 14.4 1189 3 95.2 )4 5/19/99 Lot 1 309.0 16.5 106.2 6 90.8 )5 5/19/99 Lot 3 311.0 14.2 117.6 3 94.2 )6 5119199 Lot 1 310.5 14.5 105.4 5 90.2 )7 5/19/99 Lot 1 312.5 12.8 108.6 5 93,0 )8 5/19/99 Lot 1 312.5 14.6 115.2 3 92.2 )9 5/19/99 Lot 1 314.0 10.3 113.8 3 91.1 )0 5/19/99 Lot 1 316.0 11.0 107.1 5 91.7 )1 5/19/99 Lot 1 318.0 11.8 105.2 5 90.1 5/20/99 Lot 1 311-5 11.6 117.7 3 94.2 )3 5/20/99 Lot 1 313.5 14.4 110.3 5 94.4 )4 5/20199 Lot 1 316.0 12.2 115.4 3 92.4 )5 5/20/99 Lot I 314.0 10.4 117.7 3 94.2 )6 5/20/99 Jasmine Crest 322.5 12.6 108-3 6 92.6 )1- 5/20199 Jasmine Crest 324.5 115 114.9 3 92.0 H 5121199 Jot 4 304.5 15.1 103.1 1 91.3 )9 5/21/99 Lot 307.0 13.7 H1.3 4 90.3 10 5121199 Lot 4 306.0 12.4 111.3 4 90.3 i 1 211.3/2 Cl El 6 11:30 65HG�:�99�3'1 Z 5 P^GE 13 )B NAME: 8 LOT SUBDIVISION JOB NUMBER: 9811318 4N, W! al 811 w 77-1 M M RE, M "ST ELEVATION MOISTURE DRYDENSTff SOIL REL.CONT. 0. DATE LOCATION (feetMSL) (percent) (P.c.f.) TYPE (percent) i I 5/22199 Lot 3 324.5 11.4 109.4 6 93.6 1 12.3 107.1 91.6 12 5/22/99 Lot 3 326.5 6 1 11.5 .3 5/22/99 Lot 3 329.0 110.0 6 94.1 14 5/24/99 Lot 3 331.0 20.0 100.8 8 93.3 .15 5/24/99 Lot 3 331.0 17.8 112.5 3 90.1 '16 5/24/99 Lot 3 331.0 19.1 101.4 8 93.9 .17 5/24/99 Lot 3 333.0 19.5 101.0 8 93.5 .1.8 5M/99 Lot 3 333.0 21.6 105.3 5 90.2 '19 5125/99 Lot 3 335.0 13.7 112.4 7 93.3 120 5/25/99 Lot 3 334.0 16.8 110,8 7 92.0 '21 5/25/99 Lot 3 336.0 16.6 111,6 7 92.6 .22 5/26199 Lot 3 336.0 20.2 101.5 8 94,0 '23 5/26/99 Lot 3 338.0 13.2 114.9 2 91.8 ,24 _5/26199 Lot 3 329.0 17.6 103.5 8 95.8 25 5126/99 Lot 3 332.0 15.2 113.1 2 90.4 26 5126/99 Lot 3 332.5 18.5 99.0 8 91.7 27. .,5/26199 Lot 3 335.0 19.9 99.6 8 92.2 A 15426/99 Lot 3 335.0 16.1 116.3 2 93.0 29 5/27199 Lot 3 447.0 16.7 100.2 8 92,8 30 5/27/99 Lot 3 338.5 14.0 112.1 4 91.0 31 5/28/99 Lot 3 339.0 15.5 . 103.7 1 91,9 32 5/29/99 Lot 3 340.5 19.0 107.5 6 92.0 33 5/28/99 Lot 3 339.5 17.0 100.4 8 93.0 34 5/28/99 Lot 3 341.5 19.3 100.4 8 93.0 35 5/29/99 Lot 3 341.0 18.2 107.7 4 87.4 36 6/1199 Lot 3 339.0 12.0 116.7 4 94.7 37 6/1/99 RETEST OF 235 341.0 9.7 112.8 4 91.6 38 6/3/99 Lot 2 325.0 13.2 108.7 5 93,1 39 613/99 Lot 2 328.0 14.0 105.5 5 90.3 10 6/3/99 - Lot 2 332.0 12-8 117.1 2 93.6. 11 6/3/99 Lot 2 335.0 14.9 109.7 5 93.9 12 6/4/99 Lot 2 240.5 12.0 115.5 4 93.8 13 6W99 Lot 2 339.0 18.2 107.1 5 91.7 ;4 6/4/99 Lot 2 335.5 17.4 107.0 5 91.6 6/4/99 Lot 2 338.5 15,2 105.9 5 90.7 C, 6114/99 Lot 2 341.0 13.9 109.7 5 93.9 17 6/5/99 Jasmine Crest, Cul-dc-Sac 326.5 16.9 99.1 8 91.8 .8 615/99 Jasmine Crest, Cul-de-Sac 328.5 20.8 108,4 7 90.0 '3/5/99 Jasmine Crest, Cul-de-Sac 330,0 17.3 106.9 5 91.5 0 6/5/99 Jasmine Crest,Cut-de-Sac 332.0 12.3 1.08.7 5 93.1 1 6/5/99 Lot 1 313.5 13.6 1 11.3 7 92.4 11:30 051=8F,S9931 Z57 PA,3 E I 3013 NAME: 8 LOT SUBDIVISION JOB!NUMBER: 9811318 D e>.; •:e3Lii ".::. < \r .:e E ,x••-e;:r•k. ,fir :m;};v mUffig"R60: " •�M �:�{ pS. ..�"i�ZEr• .$r'k't>• 7 .3�...• : ,.<: .e.{�'� .i..>S.•r r eY >i T ELEVATION MOISTURE DRY DENSITY SOIL REL.COiM?. NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) 253 6/5/99 Lot I 316.0 11.2 112.0 7 92.9 254 6/5/99 Lot 1 312.5 12.6 110.5 7 91.7 255 6/7/99 Lot 3 340.0 13.1 111.2 4 90.3 256 617199 Lot 3 338.0 13.5 113.1 4 91.8 257 6/7/99 Lot 3 334.0 14.9 113.7 2 90.9 258 6!7!99 Lot 3 337.0 17.3 100,7 8 93.2 259 6/7199 Lot 3 338.0 14.2 116.1 2 92.8 260 6/7/99 Lot 3 335.0 17.0 99.9 8 92.5 26.1 6/7/99 Lot 3 330.2 14.4 116.9 3 93.6 262 6/7199 Lot 3 335.5 15.0 112.1 7 93.0 263 6/8/99 Lot 1 317.5 11.7 114.0 3 91.3 264 6/8/99 Lot 1 319.0 11.0 119.8 3 95.9 265 6/8/99 Lot I 314,0 13.6 116.9 3 93.6 266 6/8/99 Lot 1 317.0 9.4 113.0 3 90.5 267 6/9/99 Lot 1 320.5 16.6 118.4 3 94,8 268 6/9/99 Lot I 322.5 14.0 114.1 3 91.4 269 6/10/99 Lot 1. 318.0 13,6 114.6 3 91.8 270 6/10199 Lot 1 320.0 14.2 114.1 3 91.4 6110/99 Lot 1 322.5 14.7 114.9 3 92.0 272 6/10/99 Lot 1 324.0 13.0 115.2 3 92.2 273 6/12/99 Lot 5 269.0 16.0 100.4 8 93.0 274 6/12/99 Lot 5 271.0 14.0 114.0 3 91.3 275 6/12/99 Lot 6 267.0 15.9 116.0 3 92.9 276 6/12/99 Lot 6 267,0 15.4 115.7 3 92.6 277 6/14199 Lot 3 F.G. 12.9 100.4 8 93.0 278 6114/99 Lot 3 F.G. 12.7 117.6 4 95.5 279 6/14199 Lot 3 F.G. 12.5 114.3 4 92.8 280 6114/99 Lot 3 F.G. 16.4 113.4 4 92.0 281 (WI 4/99 Lot 3 F.G. 17.2 111.6 4 90.6 282 6!I4/99 Lot F.G. 14.0 115.0 4 93.3 283 6.x14/99 Lot 3 F.G. 11.7 115.1 4 93.4 284 614199 Lot 3 F.G. 12.9 111.3 4 90.3 285 614/99 Lot 3 F.G. 10.9 118.1 4 95.9 286 6,'14/99 ,Lot 3 F.G. 11.7 112.5 4 91.3 287 6;14/99 Lot 3 F.G. 15.3 114.5 4 92.9 288 6.14/99 Lot 3 F.G. 14.8 113.6 4 92.2 289 6!15!99 Lot 1 320.0 14.1 116.2 3 93.0 290 6/15/99 Lot I 321.5 11.6 117.3 3 93.9 291 6/15!99 Lot 1 322.5 16.7 112.9 3 90.4 2; 6/15/99 Lot 1 324.0 10.4 115.6 3 92.6 293 6/15/99 Lot 1 322.0 14.2 1 16.0 3 92,9 294 6!15/99 Lot 1 324.5 11.9 114,7 3 91.8 11!?Sr<<i£3G 11:'30 8 5 .8 6_931 Z 5 7 PAGE 15 NAME: 8 LOT SUBDIVISION JOB N"FR: 9811318 P ..T-. •i.k< :S. �. PC,<<," <2. .'.SV S �: S'.<:£'s��' .> �. if:f ..5 F:L� :{'I;.j;>•iS (r. >:..`>`:if'>f< S: i ..S .5:.:..:: y is <,Ydar Ss y. a.- <2:r.>.:; z.t .,t >a > �•r,1;Fi s iii J=:iik:•arfi e £:>^•:)�[ { .. `F::" .�.':<. g! E. ..>•.s.:.•ti s,,<>�; >S;,b P r..>;:< :s$ �:,;:f:.:;�. :,.xi:Eie r.s�'.;,,6.E.� :3. :E. .(y•:::,a•`'�: ;� �:.V .�t„, l:ii<Nt3. y�s F,y,r ys:w.�e3.•e..�ll E es} £;>•�.s,4: ,r.Z.�: Sw', 'LY3. .} 'k. f" .,�,serii :.:s., >ti{ a # s :�i Ff:.s. s �.i n s s e u r ea a:3 ^3 xs•.T.> s f e.t rs `£ ...:e R;.>..<: .;s :$: pi t< e s { Asa Fs t >s c .. t W ee.. ....t.. ...:.`A•i�b .W'%e::s�'�:,.. �"K•1:��.. .t >?F;! �, ,4 >�.��. :y�i: '�?>: ..f..o-p�.Ss, ELEVATION MOISTURE DRY DENSITY SOIL REL.COMF. DATE LOCATION (feet,MSL) (percent) (p.af.) TYPE (percent) 6115199 Lot 1 321,0 14.5 ,115.3 3 92,3 6/I6/99 Lot 6 266.0 119 116.3 3 93.1 6116/99 Lot 6 267.5 14.0 117.9 3 94.4 6/16/99 Lot 7 265.5 13.3 115.2 3 92.2 1 6116/99 Lot 7 267.5 13.8 1)9,3 3 95.5 6/16/99 Lot 7 267.0 11.2 114.5 3 91.7 611 6/99 Lot 7 269.0 13.5 116.9 3 93.6 6116199 Lot 7 268.5 12.9 116.5 3 93.3 3 6/16/99 Lot 7 270.5 16.0 117.7 3 94.2 4 6/17199 Lot 2 338.0 12.4 120.5 3 96.5 5 6117/99 Lot 2 340.0 12.9 117.1 3 93.8 i 6/17/99 Lot 1 318.0 11,6 1 18.3 3 94,7 6/17199 Lot 1 320.5 13.5 116.7 3 93.4 7 6/18199 Lot 1 321.5 13.9 116.9 3 93.6 i 6718/99 Lot 1 323.5 12.6 115.3 3 92.3 6/21/99 Lot 1 320.5 12.2 110.1 7 91.4 i 6/21/99 Lot 1 322.5 13.0 111.6 7 92.6 .'1 ,122/99 Lot 7 271.0 F.G. 11.5 117.5 3 94.1 6/22/99 Lot 7 271.0 F.G. 9.8 116.8 3 93.5 4 6/22/99 Lot 7 270.0 F.G. 12.2 116.2 3 93.0 5 6/22199 Lot 7 270.0 F.G. 15.0 114.7 3 91.8 6122/99 Lot 7 269.0 F,G. 11,0 1 17.3 3 93,9 ' 6/22199 Lot 7 269.0 F.G. 12.7 116.0 3 92.9 1 6123199 Lot 5 270.5 F.G, 10.3 118.8 3 95.1 6/23/99 Lot 5 271.5 F.G. 9.5 117.6 3 94.2 6123/99 Lot 5 273.0 F.G. 17.1 103.9 8 96.2 6123199 Lot 5 273.0 F.G. 16.0 100.9 8 93.4 6/23199 Lot 5 272.5 F.G. 11,3 119.8 3 95.9 6/23199 Lot 5 271.5 F.G. 11.6 119.4 3 95.6 6123/99 Lot 5 271.5 F.G. 10.4 116.2 3 93.0 6/23/99 Lot 5 272.5 F.G. 22.2 100.1 8 92.7 6/23/99 Lot 5, Driveway 284.5 12.1 113.8 3 91.1 6./23/99 Lot 5, Driveway 286.5 11.9 116.3 3 93.1 6/24199 Lat 2 343.0 12.6 114.7 4 93.1 6/24,199 Lot 2 344,5 13.6 1123 4 91.2 6/24/99 Lot 2 342.0 17.1 109.6 7 91.0 i 6/24199 Lot 2 343.5 18.0 I 1 1.6 4 90.6 6/24199 Lot 2 342.0 13.9 118.3 3 94,7 >124/99 Lot 2 343.5 14.3 115.3 3 92.3 1 6/24/99 Lot 2 344.0 15.5 101.2 8 93.7 6/24199 Lot 2 345.5 17.2 112.9 3 90.4 6/7R/QQ T ni d 3n ID..n. t_)_-) s 15 c_ n n'-R_. . 11f _;f' 0 0 E 11::30 8583F9993'_ x 57 PAGE 16 OS NAME: 8 LOT SUBDIVISION JOB NUMBER- 9811318 ex( < ::; ,a.a .. , .;l.. s. R ;,':5:... .> �. *..t' f)Fe. ••+:1.s:f'�.•f:i'e'�:�>..,:sw s 3 ,i i�Fi 33 :?'f^1:>:[((,� a K��.. :+�:� S.. .4C.•� f.1: .SY: ; �'.�. �> :1.�..,,:'<:.`4,Y:::+:�:f5�i%£�;•;�.:F:'ss `�'•,`"�,.,• ) �yy c., s,..,:t:..�.,.,�::.{?;s�., x s�.<s ....,..t.,....s, .£r.:)... ;<.f,.e. ? .:>.>::s.Y. ,; ? S< .�? .'�:Pss� s t...� °¢s;e s �> +• EST ELEVATION MOISTURE DRY DENSITY SOIL RFL.CONIP. 10, DATE LOCATION (feet NISL) (percent) (p.c.f.) 'TYPE (percent) �37 6/28159 Lot 4 310,0 16.6 111.2 4 90.3 138 6128/99 Lot 4 308.5 12.6 1083 5 92,7 '39 6/28/99 Lot 4 310.5 13.1 108.2 5 92.6 40 6/29/99 Jasmine Crest Road 296.5 19.1 107.2 5 91.8 '41 6129/99 Jasmioe Crest Road 297.5 10.2 116.0 3 92.9 42 6129/99 Jasmine Crest Road 294,0 12.9 115.7 3 92.6 43 6/29/99 Jasmine Crest Road 2955 I2.5 116.5 3 93.3 44 . 6/29/99 Jasmine Crest Road 296.0 11.8 120.4 3 96.4 45 6/29/99 Jasmine Crest Road 298.01 12.7 114,6 3 91.8 '46 6/29!99 Jasmine Crest Road 296.0 11.7 105.7 5 90.5 47 6/29199 Jasmine Crest Road 298.5 10,8 115.5 3 92.5 �8 6129199 Lot 4 310.0 19.4 1 113 4 90.3 49 6/29/99 Lot 4 312.0 12.2 113.7 4 92.3 50 .6129199 Lot 4 312.5 12.3 119.1 3 95.4 51 6/29/99 Lot 4 314,5 14.0 118.8 2 95.0 52 6130/99 Jasmine Crest Road 296,0 10.9 114.3 3 91.5 •3 .6130190 9 Jasmine Crest Road 297.5 11.8 114.8 3 91.9 i4( 0/99 Jasmine Crest Road 294.0 12.1 117.2 3 93.8 ;5 6/30/99 Jasmine Crest Road 295.0 14.1 118.2 3 94,6 i6 6/30/99 Jasmine Crest Road 296.0 14.1 116.5 3 93.3 '7 6/30/99 Jasmine Crest Road 298.0 13.8 118.7 3 95.0 8 6/30199 Jasmine Crest Road 296.5 12.8 115.0 3 92.1 9 6/30/99 Jasmine Crest Road 298.0 13.7 116.2 3 93.0 0 712/99 Lot 5, Driveway 284.0 12.8 116.8 3 93.5 1 7/2/99 Lot 4 314.0 21.7 99.9 8 92.5 2 '712/99 Lot 4 316.0 19.9 102,4 8 94.8 3 712/99 Lot 4 312.0 11.5 113.8 3 91.1 I 712/99 Lot 4 313.5 I6.5 113.2 3 90.6 i 7/2/99 Lot 4 312.0 14.4 117.3 3 93.9 i 7/2/99 Lot 314.0 20.0 101,6 8 94.1 ?12/99 Lot4 314.0 72.5 112.5 4 91.6 7/2/99 Lot 4 316.0 19.8 99.0 8 91.7 7/7/99 Lot 4,Driveway 316.0 20.3 102.5 8 94.9 7/7199 Lot 4, Driveway 320.0 9.6 115.5 3 92.5 717/99 Lot 4,Driveway 321.5 11.2 106.8 6 91.4 7/7/99 Lot 4,Driveway 324.0 17.6 111,4 6 95.3 7/7/99 Lot 4,Driveway 327,0 17.7 105.8 6 90.5 119/99 Lot 4,Driveway 325.5 19.6 114.2 3 91.4 'r 3/99 Lot 4,Driveway 328.0 12.0 116.3 3 93.1 718/99 Lot 4, Driveway 330.5 12.7 113.9 3 91.2 7/8/99 1,ot 4, Driveway 332.5 i 1.3 113.2 3 90,6 7/8/99 Lot 4, Drivcwav F.G. 17 0 Inn d 4 03_11 I1/28/2006 I1:30 85E8699931 Z 5 7 P_G 1� E NAI�M: 8 LOT SUBDIVISION JOB NUNSER: 9811318 T ELEVATION MOISTURE DRY DENSM SOIL REJ—COMP. DATE LOCATION (feet,MSL) (percent) (P-C-P TYPE (percent) 7/27/99 Lot 5,Driveway FG, 8.0 116.5 3 933 Maximum Optimum ie Soil Description Density,pcf Moisture,% Tan-Brown,Silty Sand 132.9 16.8 Olive-Tan,Sandy Clay 125.1 31.0 Tan-Brown, Clayey Sand 124.9 112 Olive-Tan, Clayey Silty Sand 123.2 10.7 Orange-Brown,Clay Sand 116.8 12.8 Yellow-Tan, Sandy Clay 116.9 11.7 Reddish-Drc;wn, Clayey Sand 120,5 10.5 Olive-Grey. Silty Clayey Clay 108.0 15.5 41A AW xapm S2MP1e Expansion Index Lots 1, 2 , 5and7 34 Lots 3 43 Lot 4 49 Lot 6 45 Q SOIL 8 TESTING, INC San Diego"Office Indio Office 2 C P H O N E P.O. BOX 600627 P H 0 N E 83-740 Citrus Avenue (619) 280-4321 (760)775-5983 San Diego, CA 92160-0627 Suite G v SIC TOLL FREE TOLL FREE �}T Z (877) 215-4321 6280 Riverdale Street (877)215-4321 W �I San Diego, CA 92120 Indio, CA 92201-3438 T FAX FAX (619) 280-4717 www.scst.com (760)775-8362 www.scst.com O UPDATED REPORT PROPOSED WEBER RESIDENCE LOT 3 CITY OF ENCINITAS TRACT NO. 92-108 3592 JASMINE CREST ENCINITAS, CALIFORNIA , J PREPARED FOR: MR. STEVE WEBER 3454 BUMANN ROAD ENCINITAS, CALIFORNIA 92024 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 4 SOIL & TESTING, INC. San Diego Office Indio Office Z c PHONE P.O. Box 600627 P H O N E 83-740 Citrus Avenue O (619) 280-4321 (760) 775-5983 San Diego, CA 92160-0627 SC TOLL FREE TOLL FREE Suite 6280 Riverdale Street z (877) 215-4321 (877) 215-4321 Indio, CA 92201-3438 San Diego, CA 92120 = FAX F A X (619) 280-4717 www.scst.com (760) 775-8362 www.scst.com O vs December 13, 2006 SCS&T No. 0611244 Report No. 1 Mr. Steve Weber 3454 Bumann Road Encinitas, California 92024 Subject: UPDATED REPORT , PROPOSED WEBER RESIDENCE LOT 3 CITY OF ENCINITAS TRACT NO. 92-108 3592 JASMINE CREST ENCINITAS, CALIFORNIA References: (1) "As Graded Geotechnical Report, Proposed Rippey Residence, Lot 2, City of Encinitas Tract No. 92-108, 3570 Jasmine Crest, Encinitas, California'; prepared by Southern California Soil and Testing, Inc., dated February 2, 2004 (SCSST No. 0111243-10). (2)"Site Plan for Rippey Residence, Lot 3, Map 13584"; San Dieguito Engineering, Inc.; undated. (3) "Summary of Field Observations and Tests for Relative Compaction, 8-Lot Subdivision';Southern California Soil and Testing, Inc.; January 19, 2000(SCS&T 9811318-7). Dear Mr. Weber: In accordance with your request,we have prepared this updated report for the subject project. The scope of our work included a site reconnaissance and a review of the referenced report and plans. In general, it is our opinion that the subject site can be developed-for the proposed residential improvements provided the following updated recommendations are implemented. 1. PROJECT DESCRIPTION The subject lot has been partially developed. A partially built residential structure and detached barn exist at the site. Southern California Soil and Testing, Inc.observed grading operations forthe existing improvements and observed the footing excavations. It is our understanding that new construction will include connecting the barn to the residential structure and lateral additions to the barn. The structures will be of wood frame construction. Shallow foundations and conventional TABLE OF CONTENTS SECTION PAGE 1. PROJECT DESCRIPT ION..............................................................................................................1 2. SOIL CONDIT IONS.........................................................................................................................2 3. RE COMMENDATIONS..................................................................................................................2 3.1 GRADING......................................................................................................................................2 3.1.1 Site Preparation...................................................................................................................2 3.1.2 Sit five Drainage................ 2 3.1.3 Ea rthi vork............................................................................................................................3 3.2 FOUNDATIONS..............................................................................................................................3 3.2.1 General....................................................................:...........................................................3 3.2.2 Reinlbr cement......................................................................................................................3 3.2.3 Lateral Resis tance................................................................................................................3 3.2.4 . Foundation Excavation Observation...................................................................................4 3.2.5 Expansive Characteris fics...................................................................................................4 3.2.6 Settlement Characteris tics...................................................................................................4 3.3 GRADING AND FOUNDATION PLAN REVIEW .................................................................................4 3.4 SLABS-ON-GRADE.........................................................................................................................4 3.4.1 Interior Concrete Slabs-on-Grade.......................................................................................4 3.4.2 Existing Burn Slab...............................................................................................................5 3.4.3 Exterior Concrete Slab-on-Grade........................................................................................5 4. LIMITATIONS..................................................................................................................................6 4.1 REVIEW, OBSERVATION AND TESTING....:....................................................................................6 4.2 UNIFORMITY OF CONDITIONS.......................................................................................................6 4.3 CHANGE IN SCOPE........................................................................................................................6 4.4 TIME LIMITATIONS .......................................................................................................................7 4.5 PROFESSIONAL STANDARD...........................................................................................................7 ATTACHMENTS APPENDICES Appendix A Grading Recommendations Appendix B Technical Bulletin "SC SIT Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCSB T No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Page 2 concrete slab-on-grade floor systems are proposed. Grading will be very minor and for drainage purposes. Exterior improvements are not yet defined but will likely include a swimming pool. 2. SOIL CONDITIONS The subject site was graded to its present configuration during the mass grading of City of Encinitas Tract No. 92-108(see referenced report). The site was originally planned as a cut/fill transition lot. The cut portion of the lot (southwestern one-third) was overexcavated to a depth of 3 feet below finish pad grade. Fills in the northeastern portion of the site extend to a maximum depth of about 6 feet. The portions of the site supporting existing structures were regraded in 2003 and 2004. The prevailing foundation soils consist of sandy and clayey silts with some large rock. These soils are nondetrimentally expansive to highly expansive(Expansion Index=43 and 93). Metavolcanic rock . underlies the fill 3. RECOMMENDATIONS 3.1 GRADING 3.1.1 Site Preparation Site preparation should begin with the removal of any existing vegetation and deleterious matter underlying areas to receive new fills and improvements. It is recommended that the soils underlying the portion of the lot to receive new fill or settlement sensitive improvements (including new structures) be removed to a minimum depth of 12 inches below existing or finished grade,whichever is lower. Removal bottoms should be observed by our representative to determine whether deeper removals are necessary. The bottom of the excavation should be scarified to a depth of 12 inches, moisture conditioned and compacted to at least 90 percent relative compaction as determined in accordance with ASTM D-1557-02, Method A or C. 3.1.2 Surface Drainage The drainage around the proposed improvements should be designed to collect and direct surface water away from proposed structures and the top of slopes toward approved drainage facilities. Rain gutters on the structures that discharge runoff away from the buildings and into controlled drainage devices are recommended. Due to the relatively impermeable characteristics of the underlying metavolcanic rock, numerous area drains are essential. The ground around the proposed structures should be graded so that surface water flows rapidly away from the structures without ponding. In general,we recommend that the ground adjacent to structures slope away at a gradient of at least two percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least five percent within the first five feet from the structure. i 154� Mr. Steve Weber Decer�ber 13, 2006 Proposed Weber Residence SCSBT No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Page 4 square foot. When combining frictional and passive resistance,the latter should be reduced by 1/3. 3.2.4 Foundation Excavation Observation It is recommended that all foundation excavations be approved by a representative from this office prior to forming or placement of reinforcing steel. 3.2.5 Expansive Characteristics The prevailing foundation soils are nondetrimentally to highly expansive.The recommendations of this report reflect a highly expansive condition. 3.2.6 Settlement Characteristics The anticipated total and differential settlements for the proposed improvements may be considered to be less than one inch and 3/, inch, respectively, provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and "some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. 3.3 GRADING AND FOUNDATION PLAN REVIEW The grading and foundation plans should be submitted to this office for review to ascertain that the recommendations contained in this report are implemented and no revised recommendations are necessary due to changes in the development scheme. 3.4 SLABS-ON-GRADE 3.4.1 Interior Concrete Slabs-on-Grade Concrete slabs-on-grade should have a thickness of 5 inches and be reinforced with at least No. 4 reinforcing bars placed at 18 inches on-center each way. Slab reinforcement should be placed approximately at mid-height of the slab and-should extend at least 6 inches down into the footings. Slabs-on-grade should be underlain by a 4-inch thick blanket of clean,poorly graded, coarse sand (sand equivalent= 30 or greater)or crushed rock. This blanket should consist of no more than 20 percent and 10 percent passing the #100 and #200 sieves, respectively. Where moisture sensitive floor coverings are planned,vapor retardant should be placed over the sand layer. An additional 2 inches of sand should be placed over the vapor retardant. Typically, plastic is used as a vapor retardant. If plastic is used,a minimum 10-mil is recommended. The plastic should complywith ASTM E 1745. Plastic installation should complywith ASTM E 1643. It is our understanding that the moisture protection layer described above will allow the transmission of 6 to 12 pounds of moisture per 1000 square feet per day through the slab under 5 T ;r. Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCS&T No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Page 5 normal conditions. Moisture emissions may vary widely depending upon factors such as concrete type and subgrade moisture conditions. If this amount of moisture is excessive, additional recommendations will be provided by this office. It is recommended that moisture emission tests be performed prior to the placement of floor coverings to ascertain whether moisture emission values are within the manufacturer's specifications. In addition,over-watering should be avoided, and good site drainage should be established and maintained to prevent the build-up of excess sub-slab moisture. 3.4.2 Existing Barn Slab It is assumed that the existing barn slab-on-grade is not underlain by a moisture protection layer as discussed in the previous paragraph. It is recommended that the existing slab be demolished and replaced with a new slab as recommended herein. 3.4.3 Exterior Concrete Slab-on-Grade Exterior slabs should have a minimum thickness of 5 inches and should be reinforced with at least No. 4 bars at 18 inches on center each way. The minimum thickness of driveway slabs should be increased to 5 inches. Exterior slabs and driveway slabs should be provided with weakened plane joints. Joints should be placed in accordance with the American Concrete Institute (ACI) guidelines Section 3.13. Joints should be placed where cracks are anticipated to develop naturally. Alternative patterns consistent with ACI guidelines also can be used. The landscape architect can be consulted in selecting the final joint patterns to improve the aesthetics of the concrete slabs-on-grade. A one-inch maximum-size aggregate concrete mix is recommended for exterior slabs. A water/cement ratio of less than 0.6 is recommended in order to reduce the amount of water in the concrete mix. Lower water content will decrease the potential for shrinkage cracks. It is strongly suggested that the driveway concrete mix have a minimum compressive strength of 3,000 pounds per square inch (psi). This suggestion is meant to address early driveway use prior to full concrete curing. Both coarse and fine aggregate should conform to the"Green book" Standard Specifications for Public Works Construction. It would be prudent to consult with a Materials Engineer regarding review of the concrete mix design, and to retain a Registered Special Inspector to observe placement of the concrete. Special attention should be paid to the method of curing the concrete to reduce the potential for excessive shrinkage and resultant random cracking. It should be recognized that minor cracks occur normally in concrete slabs and foundations due to shrinkage during curing redistribution of stresses. Some shrinkage cracks may be expected. Such cracks are not necessarily an indication of vertical movements or structural distress. . 0 ST Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCS&T No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Page 6 Factors that contribute to the amount of shrinkage that takes place in a slab-on-grade include joint spacing, depth, and design; concrete mix components; water/cement ratio and surface finishing techniques. According to the attached undated "Technical Bulletin" (Appendix B) published by the Southern California Rock Products Association and Southern California Ready Mixed Concrete Association, flatwork formed of high-slump concrete (high water/cement ratio) utilizing %-inch maximum size aggregate ("Pea Gravel Grout" mix) is likely to exhibit extensive shrinkage and cracking. Cracks most often occur in random patterns between construction joints. 4. LIMITATIONS 4.1 REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the geotechnical engineer and engineering geologist so that they may review and verify their compliance with this report and with Appendix Chapter 33 of the California Building Code. It is recommended that SCS&T be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. 4.2 UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and-on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so that he may make modifications if necessary. 4.3 CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. C Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCS&T No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Page 7 4.4 TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they are due to natural processes or the work of man on this or adjacent properties. In addition, changes in the standards-of-practice and/or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. 4.5 PROFESSIONAL STANDARD In the performance of our professional services,we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. Should you have any questions regarding this document or if we may be of further service, please contact our office at your convenience. Very truly yours, SOUTHERN CALI E ESTING, INC. B. m Jo 36037 xn.6-30-08 D iel B Ad r, 6037 F Vice President r�- DBA:kv (6) Addressee C, APPENDIX A Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCS&T No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Appendix A, Page Al GRADING RECOMMENDATIONS PROPOSED WEBER RESIDENCE LOT 3 CITY OF ENCINITAS TRACT NO. 92-108 3592 JASMINE CREST ENCINITAS, CALIFORNIA RECOMMENDED GRADING SPECIFICATIONS- GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clearing,compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the accompanying report and/or the attached special provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING SCS&T shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules,changes and new information and data so that he may provided these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations. The Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommended rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density& Optimum Moisture Content-ASTM D 1557 Density of Soil In-Place-ASTM D 1556 or ASTM D 2922 C Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCSBT No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Appendix A, Page A2 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground,which is defined as natural soils which possesses an in-situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut into firm competent formational soils. The lower bench shall be at least 10 feet wide or 1-1/2 times the equipment width, whichever is greater,and shall be sloped back into the hillside at a gradient of not less than two percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above- described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells, which will be abandoned, should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. S T. Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCSBT No. 0611244-1 3592 Jasmine Crest,Encinitas, CA Appendix A, Page A3 FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils,soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition,fill slopes at a ratio of two horizontal to one vertical or flatter,should be trackrolled. Steeper fill slopes shall be over-built and cutback to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry TI Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCS&T No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Appendix A, Page A4 density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. 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, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractorfrom his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. Mr. Steve Weber December 13, 2006 Proposed Weber Residence SCSBT No. 0611244-1 3592 Jasmine Crest, Encinitas, CA Appendix A, Page A5 RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil,which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material are provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report,special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. S T APPENDIX 8 A. G 5 Southern Southern TECHNICAL California California Rock Ready Mixed Products Concrete BULLETIN Association Association 3/8" AGGREGATE "PEA GRAVEL GROUT" MIX FOR USE IN FLATWORK "Pea Gravel" pump mixes are being used in many locations in Southern California for slabs on grade. Many complaints of`poor' concrete, mainly cracking, are due to the use of these mixes. The ease of placing this "concrete" at long distances from the ready-mix truck with minimum manpower has been the primary reason for the increased use of small line grout pumps. Slabs made of high slump concrete improperly cured in any environment, with or without reinforcement, will shrink excessively and crack extensively. These mixes tend to shrink more than conventional 1" aggregate concrete mixes because of the need for more sand or fines and water to make the mix more fluid or pumpable. This increased shrinkage will cause more cracking. Minimum cement contents are usually ordered for economy. This makes for a higher water/cement ratio that also leads to lower strengths and more cracking. Freedom from random cracking is desired for all concrete floors. The degree to which random shrinkage cracking can be reduced is improved by using concrete with a minimum shrinkage potential that contains the maximum size of coarse aggregate and the maximum amount of coarse aggregate consistent with placing and finishing methods. A larger aggregate size permits a lower water content in the concrete which results in less shrinkage of the cement paste. Suggested Spacing of Control Joints Slab Less than Larger than Slump less Control Joint thickness %-in.aggregate '/.-in.aggregate than 4-in. Min.depth inches spacing,ft. spacing,ft spacing,ft. Inches 3 6 8 9 0.75 4 8 10 12 1.00 5 10 13 15 1.25 6 12 15 18 1.50 7 14 18 21 1.75 Crack control of concrete slabs on grade is dependent upon slab thickness, shrinkage potential of the concrete, curing environment and suggested joint spacing as demonstrated by the above table. Building Residential Driveways, Sidewalks • • Patios Southern California Concrete is an excellent building material for residential LAYOUT - JOINTS construction. In addition to its superior overall appearance,it can The first task of the planning process is to determine the be molded to many shapes and finished with many textures. location and slope of the concrete. The concrete should be sloped Concrete may be colored or combined with stone, brick, or file so that water drains away from buildings and does not accumulate paving in many interesting patterns. Concrete is a good material in low spots. A slope of 1 to 2%(or 1/8 tol/4 inch per linear foot) to use for ground cover. Concrete slabs are low-maintenance, is generally recommended. long-lasting home additions,especially when compared to other Concrete shrinks as it dries out and therefore will crack. In materials• order to control cracks into straight lines and to minimize the With carefull planning the average homeowner can construct occurrence of cracks,"contraction"and"isolation"joints are cut his own patio or sidewalk, or he may choose to employ an or tool grooved into concrete slabs. "Joints" are simply experienced contractor. In either case the homeowner should weakened cross sections in slabs resulting in good looking familiarize himself with these guidelines so that the end result preplanned cracks.(figure 2) will be consistent with the homeowner's desires. Par • �o d t, Service Stoop au0 e 8 walk . D s�o 4 a A a • f House e e •� Porch Isolation joints Steps 8 0 9 p d A6 a b D�e�na oj � Front walk O Cl Q� Q rJ driveway oho a driveway Qti v+t� a Control joints Isolation joints Sidewalk Flora Curb Fig. 1 Concrete walks.driveways.and patios should be provided with property- placed joints. Control joints SLAB THICKNESS - REINFORCING SAWED TOOLED Most walks and driveways are constructed approximately 4" SEAS-y� •i> ^ ' •? -:• • ' ^':j^ :nC�'.?• 5LAS thick unless vehicles heavier than cars frequently pass over the concrete. If the slab is subjected to heavier loads,a thickness of • =��_�((— II —(III=III 5" is usually recommended. It is important that the slabs are SOIL (j =(I( 'lll llil SOIL. uniformly thick. They should be as thick in the middle as they are CONCRETE CRACKS OF-LOW JOIX3 at the edges. Fig. 2 Wire fabric or other types of steel reinforcing are generally not needed or recommended for walks,patios,and driveways. A) "Contraction Joints"are grooves built into slabs which allow the concrete to break in a straight line. The maximum distance between contraction joints should generally be held down to about 10 feet. Slab sections should be approximately square and should not be L-shaped. The length of a slab should not exceed 1.5 times the width. Driveways which are two cars FORMWORK AND SUBGRADE PREPARATION wide should be provided with a joint down the middle of the It is important that the soil beneath the slab is cut to a uniform driveway (figure 1). Joints should be cut to a depth equal to at depth,is fine and compacted,and is moist but not wet. This soil least 1/4 of the thickness of the slab (e.g. 1" deep in a 4" thick must be stable or the concrete will crack. It is usually not slab). If the joint is to be created by saw-cutting rather than by necessary to place plastic sheeting under exterior concrete slabs grooving with a tool before the concrete has hardened, the saw and it is never recommended that the concrete is placed directly cutting should be done no later than the day after the concrete is onto plastic sheeting. If plastic sheeting is to be used,place a 2" placed(especially during hot weather),the same day,if possible. layer of damp, not wet, sand on top of the plastic so that the concrete can dry out uniformly throughout its depth. Formwork must be sturdy and adequately braced. 2 x 4-inch B) "Isolation Joints"which separate the slab from adjacent boards are generally used and should be staked no more than 4 fixed structures such as house footings and plumbing fixtures feet apart. All "butt joints" in the lumber should be backed up will allow the concrete to shrink back from those structures with a stake (figure 4). Remember, you will not have time to instead of cracking out in the middle of the slab. In order to construct or reconstruct the formwork when the concrete arrives prevent the new slab from bonding to existing structures and so do the necessary work now! pipes, the slab should be isolated by placing premolded joint material or building paper between the new slab and those structures (figure 3). Either avoid installing drains cast into the new slab,or allow for slab movement around the drain. A wide joint space may be filled with caulking later. Put stake at all butt joints. After nailing,cut off stake for easier finishing. 2x4 Isolation joints I I —1 •'a II — SOIL Isolation joint Fig.4 When the slab shrinks,it Is free to move,thus preventing a crack. N °IIIIJ SLAs A ''�..V .�,• SOIL TOOL UP FIRST! If the foundation settles,the slab Now is the time to line up the necessary tools,or to make sure is not affected. the contractor has the tools he needs. A)Sturdy wheelbarrows or buggies are needed if the concrete Fig. 3 can not be placed directly from the truck chute,and if the concrete Use isolation joints between concrete sections that need to move relative to each other. is not going to be pumped. A sturdy"wheelbarrow operator"or two would be a nice addition to the labor crew. B)Short-handed,square-ended shovels are used to spread out H)A semi-stiff bristled push-broom may be used to create a the concrete in the forms, and to tamp down the concrete along roughened non-slip surface. In addition to providing an excellent the edges of the slab. non-slip surface, the use of a "broom finish" reduces or C)A straightedge(usually a 2 x 4 board)is used to strike off eliminates the need for troweling(figure 7). and level the concrete using a sawing style motion. I)A heavy spray application of liquid curing compound is the D)A wood or metal float is used to further level the concrete most practical method to prevent rapid drying and cracking of the without sealing the surface(figure 5). slab. Water may be used istead but the concrete must be kept continually wet for three to seven days. The use of plastic sheeting may cause strong discoloration of the concrete surface. ORDERING YOUR CONCRETE If you order your own concrete,consult with your local ready- mixed concrete producer to select the correct concrete mixture for your needs. Unless your house is located at high elevations Fig. 5 where freezing and thawing occurs regularly,there is no need to use air-entraining admixtures. Be sure to tell the supplier if the concrete is to be pumped into Bull floats may be either wood or magnesium. For non-air-entrained place. Be sure that the truck has access to the point at which you concrete, wood bull floats may be best but for air-entrained concrete, want him to discharge his load. Check the width of driveways and metal bull floats are better. Bull floats are used to get rid of the high and the height of overhead power and telephone lines. Be advised low spots after staightedging. that concrete trucks are heavy and may crack existing walks and driveways. The use of pea gravel (3/8')pump mix is not recommended for E)Edger tools should be used all the way around the exposed residential use. This type of concrete shrinks more when it dries edges so that a rounded edge is formed. In addition to making the than concrete made with 1" gravel. Because it shrinks more it concrete look good,rounded edges are safer is case of trips and also cracks more. If the homeowner must use a 3/8"pump mix, falls. please refer to the technical bulletin,3/8"Aggm¢ate"Pea Gravel F) Jointing tools are used to cut straight grooves into the Grout" Mix for Use in Flatwork, published by the Technical concrete. The jointing tool should have a blade depth of at least Committee of the Southern California Ready Mixed Concrete one-fourth the depth of the slab(figure 6). A contractor may elect Association. to saw-cut joints the next day or may use premolded plastic strips. Concrete is sold in units of cubic yards (1 cubic yard equals 27 G)A trowel is used to seal and compact the top surface of the cubic feet). Order quantities small enough so that you can place concrete. Repeated troweling will create a hard smooth slippery and finish the concrete before it hardens. An experienced surface which usually is not desirable for exterior concrete homeowner should order no more than 3 cubic yards at one time exposed to rain or other water. and should have at least one other person to help. Avoid placing Fig. 6 Fig.7 A straightedge such as a board, 1 Inch thick and at least 6 inches wide, Broomed finish can be obtained by pulling damp brooms across freshly- is recommended as a guide when scoring with a grooves floated or troweled surfaces. concrete during very hot and windy weather,or at least get more REFERENCES help. Concrete placed during hot weather will dry sooner and has 1. "Concrete in Practice" (CIP) Series. Available from National a tendency to crack. Ready Mixed Concrete Association, 900 Spring Street, Silver When placing your order remember to include an allowance Springs,Maryland 20910. for an additional 10%. This should prevent you from coming up just short of what you need due to waste,spillage,and variations 2. "Cement Mason's Guide," Publication No. PA122.02H, Portland Cement Association, 5420 Old Orchard Road, Skokie, Illinois in measurements. 60077 3. "Residential Concrete," National Association of Home Builders, 15th&"M"Struts,N.W.,Washington,D.C.20005. SAFETY 4. "Concrete Craftsman Series - Slabs on Grade,"American Concrete Exercise crowd control over children,dogs,neighbors and the Institute, P.O. Box 19150 Redford Station, Detroit, Michigan like. Beware of trucks as they back into position. Wear protective 48219' clothing like rubber gloves to keep the wet concrete off of your 5. "Finishing Concrete Slabs, Exposed Aggregate, Patterns, and skin. People with sensitive skin can have their skin irritated by Colors" Publication No. IS206.01T, Portland Cement Association, wet concrete. 5420 Old Orchard Road,Skokie,Illinois 60077. nu Pwduld Cemem Aaweiadae sad dm soodrcm Catifoma xrady NUMA Coaaeee Auacts ieo disclaim say and as—pomibaky rw dw applicxioe of ow weed p iwipin or for the acmacy of die soma odor duo dw-ork pedwmed or infwmnion developed by&a Aaaxiao=L SUMMARY Further information including advice on special finishes is Phone (818) 441-3107 for a list of our preferred ready mixed contained in the list of references in this publication. Building residential driveways,sidewalks and patios of concrete is a good concrete providers. outdoor project for the homeowner. Hopefully these guidelines will assist you in completing a successful and satisfying job. (Illustrations in this publication courtesy of the National Association of Horne Builders, the American Concrete Institute, and Portland Cement Association.) PC CwFO CNr PFMM- COUNCL Southern California Ready Mixed Concrete Association