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2005-9350 G • • • Civil Engineering • Land Planning • Structural • Surveying April 11, 2005 City of Encinitas Engineering Department RE: HYDROLOGY EVALUATION—THE AVAZIAN/SMITH TWIN HOME 364 LIVERPOOL DRIVE, CARDIFF - CITY OF ENCINITAS Please allow this letter to serve as the hydrology study for the subject residence. Based on several site visits, it is our professional opinion that there is little or no off-site drainage entering onto this lot. Therefore, the only drainage affecting this lot is the lot area itself, which is approximately 5,000 s.f. Based on the County of San Diego Design and Procedure Manual and assuming urban single-family residential conditions, we would conservatively predict no more than 1.0 CA in a 100-year storm, for the entire lot. It is our professional opinion that typical drainage devises utilized for single family residential construction, i.e., brow ditches, sheet flow, swales, berms and area drains will be more than adequate to handle the anticipated drainage for this residence. In addition, appropriate BMPs, both during and after construction, will be implemented to the City's satisfaction. As Engineer of Work for this residential grading plan, we respectively request your acceptance of this hydrology evaluation. Should you have any questions please feel free to contact this office or respond, as such, with plan ch ckococmments.ts, Since y, N NGINEE NG p S E gla E. Logan, R.C.E. 39726 ¢ C 3s72s J Principal Exp. 12.3 1-05 CIVIC i �CF CALF _ t Iij J 1 Office: 1635 S. Rancho Santa Fe Road, #204 • San Marcos, CA 92078 Mailing: 132 N. El Camino Real, PMB-N • Phone 760-570- EnCln/tqS Emai/.• d/o 3152 'FaX760 San @d/O9a/7,Cp00A/"f510` tV \ ENGINEERING SER VICES DEPARTMENT CigOf Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering March 1, 2007 Traffic Engineering Attn: INSCO Insurance Services, Inc. 17780 Fitch Suite 200 Irvine, California 92614 RE: Douglas A. Avazian and Bradley V. Smith Trust dated January 31, 2002 364 Liverpool Drive Planning Case 03-247 Grading permit 9350-G Final release of security-labor and materials Permit 9350-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Operations Division has approved the rough grading and finaled the project. Therefore, release of the security deposit is merited. Performance Bond 7252465, in the amount of$51,950.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, av(d Debra Geishart Le ach Engineering Technician inance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,FinanceManager Doug Avazian Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper COASTAL LAND SOLUTIONS C-, L,.S 535 N. Hwy 101, Suite D Solana Beach, CA 92075 3 d 01 0 >> Ph (858) 793-6837 Fax(858) 793-6835 October 9, 2005 Ron Quiggs City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA 92024 RE: Pad Certification for Grading Permit No.9350-G 2078 & 2080 Cambridge Avenue, Cardiff by the Sea To Whom It May Concern: Pursuant to Section 23.24.3 10 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for the above referenced property. I hereby state that the rough grading for the pads is in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. 23.24.3 10 (B). The following list provides the pad elevations as field verified and shown on the approved grading plan: Pad Elevation Pad Elevation Per Plan Per Field Measurement 152.8' 152.8' If you should have any questions in reference to the information listed above,please do not hesitate to contact this office. Sincerely, , LAND SU 1-ES 0 Se an C. Englert, L.S. 7959 COASTAL LAND SOLUTIONS, INC. L S. 7958 P•3.31•n NORTH couriry COMPACTION ENGINEERING, INC. PRELIMINARY SOILS INVESTIGATION FOR PROPOSED TWIN HOME 364 LIVERPOOL DRIVE CARDIFF, CALIFORNIA APN#260-384-22 PREPARED FOR DOUG AVAZIAN& BRAD SMITH P. O. BOX 32 CARDIFF BY THE SEA, CALIFORNIA 92007 r; JUNE 1512004 PROJECT NO. CE-7209 NORTH COUNTY COMPACTION ENGINEERING, INC. June 15, 2004 Project No. CE-7209 Doug Avazian& Brad Smith P. O. Box 32 Cardiff by the Sea, CA 92007 SUBJECT: Preliminary Soils Investigation Proposed Twin Home 364 Liverpool Drive Cardiff, California APN#260-384-22 Dear Mr. Avazian& Mr. Smith: In response to your request, we have performed a Preliminary Soils Investigation for the subject project. The purpose of our investigation was to evaluate the suitability of the site for the proposed development and make recommendations with regard to site grading and foundation design. Briefly, our investigation revealed favorable soil conditions and in our opinion, the site is suitable for the proposed development, provided recommendations set forth in the attached report are adhered to. If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, OQ�OFESS/oIV North County � � COMPACTION ENGINEERING, INC. G GE 713 2 w rn = FXP 9/30/05 Ronald K. Adams Dale R. Regli 1'- President Registered Civi fi(R*t.p} Geotechnical Engineer 713 RKA:paj cc: (4) submitted A O. BOX 302002 * ESCOND/DO, CA 92030 * (760) 480-1116 FAX(760) 741-6568 NORTH courrry COMPACTION ENGINEERING, INC. TABLE OF CONTENTS Page I.) Purpose and Scope 1 2.) Location and Description of Site 1 3.) Field Investigation 1 4.) Soil Conditions 2 5.) Laboratory Soil Testing 2 6.) Recommendations and Conclusions 3 A.) Grading 3 B.) Foundations 4 C.) Slopes 5 D.) Retaining Walls 6 E.) Estimated Paving Sections 6 F.) Seismic Design Considerations 7 G.) Review of Grading Plan 7 7.) Uncertainty and Limitations 7 APPENDIX Appendix A: Exploration Legend& Unified Soil Classification Chart Plate No. One Test Pit Location Plan Plate No. Two & Three Exploration Logs Plate No. Four Tabulation of Test Results Appendix B: Recommended Grading Specifications NORTH COUMTY COMPACTION ENGINEERING, INC. Project No. CE-7209 Page 1 1. PURPOSE AND SCOPE The purpose of the investigation was to determine if the site is suitable for the proposed twin homes. The scope of the investigation was to: A. Determine the physical properties and engineering characteristics of the surface and subsurface soils. B. Provide design information with regard to grading, site preparation,and foundation design of the proposed structure(s). 2. LOCATION AND DESCRIPTION OF SITE The site is located at 364 Liverpool Drive in Cardiff, California. The 50 foot X 100 foot rectangular shaped lot is bordered by Liverpool Drive to the south, Cambridge Avenue to the east,an alley to the west and a single family dwelling to the north. The site is presently occupied with a split-level single family dwelling supported upon a raised floor foundation system. The dwelling is generally landscaped with lawns, shrubs,planters, walkways, driveways,fences, etc. Past grading was performed to construct the split-level building pad that accommodates the dwelling. Grading has generated old fill soils that overlie the site between 2 feet and 6 feet in depth. These fill soils are undocumented and should not be relied on for support of the planned future construction. The site slopes gently downhill to the west and southwest and daylights into the top of an existing 5 foot high fill slope that parallels the west property line. The total difference in elevations at the property is approximately 13 feet and varies between 166 feet and 153 feet(MSL). 3. FIELD INVESTIGATION The field investigation was performed on May 28, 2004 and included an inspection of the site and the excavation of two exploratory trenches, with a backhoe to depths of 8%2 feet. Location of test pits are shown on the attached Plate No. One,entitled"Test Pit Location Plan". NORTH COUKW COMPACTION ENGINEERING, INC. Project No. CE-7209 Page 2 As excavation proceeded,representative bulk samples were collected. In place natural densities and moisture contents were determined at different depths in the excavations and are included on Plate No.'s Two and Three. Subsequent to obtaining soil samples,our exploratory excavations were backfilled. 4. SOIL CONDITIONS Loose surficial soils (silty-sands and sandy-clays)consisting of old fill were found to be 2 feet and 6 feet in depth in Test Pit No.'s One and Two,respectively. Underlying native soils to depths explored were dense to very dense silty-sandstones of the Coastal Terrace Deposit. Near backhoe refusal was encountered at 4 feet in depth in Test Pit No. One due to the very dense sandstone formation. A small amount of highly expansive top soils(old fill)were encountered to 2 feet in depth in the vicinity of Test Pit No. One. These soils should be removed from the site during grading. The majority of on-site soils are comprised of silty-sands that possess very low expansion potential (expansion index of 12). Groundwater was not encountered at the time of our investigation, nor did caving of exploratory trenches occur. In addition, due to the dense nature of the underlying sandstone formation at the site,it is our opinion,soil liquefaction is unlikely to occur in the event grading is performed in accordance with the recommendations set forth in this report. 5. LABORATORY SOIL TESTING All laboratory test were performed on typical soils in accordance with accepted test methods of the American Society for Testing and Materials (ASTM). Tests conducted include: A). Optimum Moisture & Maximum Density(ASTM D-1557) B). Direct Shear (Remold) (ASTM D-3080) Q. Sieve Analysis (ASTM D-1140) D). Field Density& Moisture(ASTM D-1556) E). Expansion Potential (FHA Standard) Test results are tabulated on the attached Plate No.'s Two through Four entitled"Exploration Log"and"Tabulation of Test Results". NORTH coumw COMPACTION ENGINEERING, INC. Project No. CE-7209 Page 3 6. RECOMMENDATIONS AND CONCLUSIONS General It is our understanding,the proposed twin home will consist of a combination of wood frame and block masonry construction supported upon a split-level slab on grade foundation system. In addition,the garages will be partially sub-terrain. In our opinion,the site is suitable for the proposed twin home. Recommendations presented in this report should be incorporated into the planning, design and construction phases of the subject project. 6A. Grading General It is our understanding, cut/fill earthwork construction will be performed to create a split-level building pad to accommodate the proposed twin home. In addition,retaining walls will be incorporated into the grading concept. All grading should be performed in accordance with the City of Encinitas Grading Ordinance and the Recommendations/Specifications presented in this report. Subsequent to site demolition, loose surficial soils (old fill), as indicated on the attached Plate No's Two and Three, should be undercut or removed to firm native ground and recompacted in accordance with the attached Appendix `B' entitled"Recommended Grading Specification". Firm native ground may be determined as undisturbed soil having an insitu density of greater than ninety percent(90%) of maximum dry density. We should be contacted to document firm native ground is exposed and properly prepared prior to filling. The small quantity of highly expansive top soils located at the vicinity of Test Pit No. One should be removed from the site under the direction of the soils engineer and/or his representative. Prior to constructing fill slopes, shear keys should be excavated a minimum of 2 feet into firm native ground, inclined back into slope, and have a minimum width of 15 feet. We should be contacted to document keyways were properly constructed prior to placing fill. NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-7209 Page 4 Natural terrain steeper than an inclination of 5:1 (horizontal to vertical units), should be benched (stair-stepped)to provide a stable bedding for subsequent fill. Sizing of benches should be determined by the Soils Engineer or his representative during grading. All fill soils generated from earthwork construction should be placed in conformance with the attached Appendix `B' entitled, "Recommended Grading Specifications". If required, soils to be imported should be non-expansive(less than 2%swell)and granular by nature,having strength parameters equal to or greater than the prevailing on-site soils. We should be contacted to inspect an/or test imported soils prior to hauling then on-site to assure they will be suitable for the proposed construction. Particles of asphalt and concrete debris, having a diameter of greater than 6 inches, will not be suitable fill material and should be separated from fines during grading and hauled off-site. If encountered, leach lines and/or pipes should be removed. Concrete pipes may be crushed in place. Trench lines should be recompacted in accordance with Appendix W. It is highly probable the proposed structure will be traversed by a transition from cut to fill. Therefore, to reduce structural damage occurring from foundations bearing on two different soil types,the following measure should be employed: It is recommended the cut side of the transitional areas be removed to a depth of 1 foot below the bottom of the deepest proposed footing and brought back to grade with properly compacted fill. This will allow the proposed structure to bear entirely on a compacted fill mat,thus reducing the probability of differential settlement. The removal area should extend under and a minimum of 5 feet beyond the proposed dwelling. 6B. Foundations General On-site soils will be comprised of very low expansive silty-sands with above average strength parameters. Therefore, conventional foundations may be utilized, provided the aforementioned Grading Recommendations are adhered to. For One-and Two-Story Construction: Continuous footings having a minimum width of 15 inches and founded a minimum depth of 18 inches below lowest adjacent grade will have an allowable soil bearing pressure of 2500 pounds per square foot. NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-7209 Page 5 For Three-Story Construction: Continuous footings should have a minimum width of 18 inches and founded a minimum depth of 24 inches below lowest adjacent grade. Isolated square footings having a diameter of 18 inches and founded a minimum depth of 18 inches below lowest adjacent grade will have an allowable soil bearing pressure of 2500 pounds per square foot. All continuous footings are to be reinforced with one#5 bar top and bottom. Steel should be positioned 3 inches above bottom of footing and 3 inches below top of footing. Interior slabs should be a minimum of 4 inches thick and reinforced with#3 bars on 18 inch centers, both ways at mid-point of slab thickness. Slab underlayment should consist of 4 inches of washed concrete sand with a visqueen moisture barrier installed at mid-point of sand(2 inches sand, visqueen, 2 inches sand). Sand should be tested in accordance with ASTM D-2419 to insure a minimum sand equivalent of 30. Foundation set-backs from top of slopes should be a minimum of 8 feet. If this cannot be achieved, footings near or on adjacent slopes should be founded at a depth such that the horizontal distance from the bottom outside edge of footing to the face of the slope is a minimum of 8 feet. Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to those set forth. 6C. Slopes Cut and compacted fill slopes constructed to maximum heights of 10 feet with maximum slope ratios of 2:1 (horizontal to vertical units)will be stable with relation to deep seated failure, provided they are properly maintained. During grading,positive drainage away from top of slopes should be provided. Subsequent to completion of grading, slopes should be planted as soon as possible with light groundcover indigenous to the area. Our analysis was performed utilizing Taylor's Charts for cut and compacted fill slopes and a safety factor of 1.5. NORTH Courrry COMPACTION ENGINEERING, INC. Project No. CE-7209 Page 6 6D. Retaining Walls For static conditions,the prevailing soils will have an allowable equivalent passive fluid pressure of 297 psf, increasing 297 psf per foot in depth.Allowable pressures assume walls are backfilled with a non-expansive sand a distance behind the wall equivalent to two-thirds the retained height. Allowable active pressures may be assumed to be equivalent to the pressure of a fluid weighing 39 pcf for unrestrained walls. These values assume a vertical, smooth wall, and a level, drained backfill. Should these conditions not be met,we should be contacted for new values. Allowable active pressures for restrained walls may be assumed to be equivalent to the pressure of a fluid weighing 39 pcf,plus an additional uniform lateral pressure of 8H. H=height of retained soils above top of wall footing in vertical feet. Allowable active pressures for retaining walls with 2:1 inclinations of sloping surcharge may be assumed to be equivalent to a pressure of fluid weighing 56 pcf. The coefficient of friction of concrete to soil may be assumed to be .35 for resistance to horizontal movement. All walls should be provided with drains behind and at the base of the wall. To provide a well drained condition, Miradrain 6000 and/or its equivalent is recommended. Drains should be constructed in accordance with the manufacturers specifications. Back of walls should be water- proofed(when applicable) per the project structural engineers recommendations. 6E. Estimated Paving Section Structural section for asphaltic paving for the proposed driveways and parking area are based on an estimated R-Value of 40. The following section is provided for bid purposes only. Actual sections should be determined subsequent to completion of grading operations. Assumed Traffic Index=4.5 (Light Vehicular Traffic) 3 inches of asphaltic paving on 4 inches of select base coarse on 6 inches of recompacted native subgrade. NORTH COUM?Y COMPACTION ENGINEERING, INC. Project No. CE-7209 Page 7 All materials and construction for asphaltic paving and base should conform to the Standard Specifications of the State of California Business and Transportation Agency, Department of Transportation, Sections 39 and 26,respectively. Class II base material should have a minimum R-Value of 78 and a sand equivalent of 30. All materials should be compacted to a minimum of ninety-five percent(95%). Rigid Concrete Paving: 4 inches of concrete reinforced with#3 bars on 18 inch center,both ways, on 12 inches of recompacted native subgrade soil to a minimum of 95%. NOTE: All concrete should have a minimum compressive strength of 3250 psi. All subgrade and base materials should be compacted to a minimum of ninety-five percent(95%). 6F. Seismic Design Considerations (Soil Parameters) A.) Soil Profile= SD (Table 16-J of the 1997 Uniform Building Code) B.) Type `B' Fault(Rose Canyon) C.) Distance=3 km (California Department of Conservation, Division of Mines and Geology [maps], in conjunction with Tables 16-S and 16-T of the 1997 Uniform Building Code) 6G. Review of Grading Plan Approved site and grading plans were not available at the time of our investigation. Therefore, upon their completion,we should review them to assure compliance with the recommendations presented in this report. Preliminary Plans used during our investigation were prepared by Logan Engineering of Encinitas, California. 7. UNCERTAINTY AND LIMITATIONS Surface and subsurface soils are assumed to be uniform. Therefore, should soils encountered during construction differ from those presented in this report, we should be contacted to provide their engineering properties. NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-7209 Page 8 It is the responsibility of the owner and contractor to carry out recommendations set forth in this report. During our investigation of the subject site, evidence of faulting was not encountered. Subsequent to review of available geologic literature, we feel any faulting in the vicinity of the site may be classified as inactive. However, it should be noted that San Diego County is located in a high seismic area with regard to earthquake. Earthquake proof projects are economically unfeasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume the on-site safety of our personnel only. We cannot assume liability of personnel other than our own. It is the responsibility of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by CAL-OSHA and/or local agencies. Should you have any questions,please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, / �,o F F S S/p�V q R. North County / N,$I RFG, �c COMPACTION ENGINEERING, INC. P � " Q GE 713 <1 m s Exp. 9/30/05 rn Ronald K. Adams Dale R. Regli TF of President Registered Civil Eng 393 Geotechnical Engineer 000713 RKA:paj cc: (4) submitted NORTH COUPM COMPACTION ENGINEERING, INC. EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIMON GROUP SYMBOL TYPICAL NAMES I.COARSE GRAINED:More than half of material is Iner than No.200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels More than half of coarse fraction ,gravel-sand mixtures, little or no fines. is larger than No.4 sieve size,but smaller than 3". GP Poorly graded gravels,gravel sand mixtures,little or no fines. GRAVELS WITH FINES GM Silty gravels,poorly graded gravel- (Appreciable amount of fines) sand-silt mixtures. GC Clayey gravels,poorly graded SANDS CLEAN SANDS gravel-sand,clay mixtures. SW Well graded sand,gravely sands, More than half of coarse fraction little or no fines. is smaller than No.4 sieve size. SP Poorly graded sands,gravely sands, SANDS WITH FINES Iittle or no fines. (appreciable amount of fines) SM Silty sands,poorly graded sand and silt mixtures. SC Clayey sands,poorly graded sand II. FINE GRAINED:More than half and clay mixtures. of material is smalle r than No.200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour,sandy silt or clayey- silt-sand mixtures with slight plasticity. Liquid Limit CL Inorganic clays of low to medium less than 50 plasticity,gravely clays,lean clays. OL Organic silts and organic silty clays SILTS AND CLAYS of low plasticity. MH Inorganic silts,micaceous or diatomaceous find sandy or silty soils,elastic silts. Liquid Limit CH Inorganic clays of high plasticity, greater than 50 g Y fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. US-Undisturbed,driven ring sample or tube sample CK-Undisturbed chunk sample BG-Bulk sample V -Water level at time of excavation or as indicated APPENDIX `A' NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING& INSPECTION SERVICES TEST PIT LOCATION PLAN Proposed Twin Homes Liverpool Drive Cardiff, California No Scale FOR THE AVAZIAN /SMITH TWIN HOME LAY 22 ALAn 2g MAP 1 3 6 (TYP) 7 153.5' 9 3 7 V.. - N58'50" -E 1�W t O tl ♦� b 1 m• ^ 1 'C�jS\ 76 4 8' S 2 .•. ,6yL`' �w 166 ' $: 2 1 I tp SLOPE GARAG a f FOR DRAINAGE LOWER F.F. =154.5 163.5 3 UPPER F.F.= Z 6 0 Test ` 8. LLEY n 'Pit #2 EXIST 1626 •. z SLOPE GARAG \� 5.00' 79 FOR DRAINAGE 2-STORY RESIDENCE 4 0 5 e TRASH 4 5 5 166.5' j ENCLOSU E 4\`'3O0\� 16Z tat TW 'v © 3 ... udrtWEL '� d �S9 7 \q'CG 16� OHL 55 '00 100. 16 •1631 3 s N , 6:4 Test Pit #1 w � e 3 \ 3 10 1 P3 I VF n nR PROJECT NO. CE- 7209 PLATE NO. ONE NORTH COURW COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME: Live !201 Drive Encinitas DATE LOGGED: 05/28/04 isti ELEVATION: Exng Grade TEST PIT NO. _ ONE Depth Sample Dry Moisture Passing Sample Soil Description&Remarks (Feet) Type Density Content #200 Depth Classif- (Pcf) (%) Sieve ication CL Brown-Yellow-Red,Moist,Soft Sandy- Clay (Old Fill) 1- BG 65.0 1' (Highly Expansive-Export From Site) 2- SM Yellow-Orange,Humid,Very Dense Silty-Sandstone 3- CK 124.7 9.2 22.4 3' (Coastal Terrace Formation) BG (Firm Native) 4- — Bottom of Test Pit — Hard Digging Near Backhoe Refusal PROJECT NO. CE-7209 PLATE NO. TWO NORTH COUNTY COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME: Liverpool Drive Encinitas DATE LOGGED: 05/28/04 T ELEVATION: Existing Grade TEST PIT NO. TWO Depth Sample Dry Moisture Passing Sample Soil Description&Remarks (Feet) Type Density Content #200 Depth Classif- (Pc) (%) Sieve ication SM Brown,Dry,Loose,Silty Sand 1- (Old Fill) 2- (Undercut or Recompact) 3- 4- 5- 6- SM Yellow-Grey,Humid,very Dense~ Silty-Sandstone 7- CK 128.6 4.4 13.3 7' (Firm Native-Coastal Terrace Formation) 8- 9- Bottom of Test Pit PROJECT NO. CE-7209 PLATE NO. THREE NORTH courRv COMPACT70N ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOIST JRE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE B. CU. FT) (%DRY WT) Brown Yellow Red Sandy-Clay P1 @ 1' * 120.0 11.8 Yellow Orange Silty-Sandstone P1 @3' 119.0 11.7 * Test Pit 1 @ 1 Foot: Highly expansive/export from site. EXPANSION POTENTIAL SAMPLE NO P1 a 1' * CONDITION Remold 90% Remold 90% INITIAL MOISTURE (%) 10.5 11.7 AIR DRY MOISTURE (%) 4.1 5.8 FINAL MOISTURE (%) 24.7 19.4 DRY DENSITY(PCF) 108.0 107.1 LOAD(PSF) 150 150 SWELL(%) 9.8 1.2 EXPANSION INDEX 98 12 DIRECT SHEAR SAMPLE NO. P 1 3' CONDITION Remold 90% ANGLE INTERNAL FRICTION 28 COHESION INTERCEPT(PCF) 300 PROJECT NO. CE-7209 PLATE NO. FOUR NORTH COUrrnr _ COMPACTION ENGINEERING, INC. RECOMMENDED GRADING SPECIFICATIONS (General Provisions) 1. INTENT The intent of these specifications is to provide procedures in accordance with current standard practices regarding clearing,compacting natural ground,preparing areas to receive fill, and placing and compacting of fill soil to the lines , grades,and slopes delineated on the project plans. Recommendations set forth in the attached"Preliminary Soils Investigation"report or special provisions are a part of the"Recommended Grading Specifications"and shall supersede the provisions contained hereinafter in case of conflict. 2. INSPECTION& TESTING A qualified Soils Engineer shall be employed to inspect and test the earthwork in accordance with these specification and the accepted plans. It will be necessary that the Soils Engineer or his representative be allowed to provide adequate inspection so that he may certify that the work was or was not accomplished as specified or indicated. It shall be the responsibility of the contractor to assist the Soils Engineer and to keep him appraised of work schedules, changes,new information and dates,and new unforeseen soils conditions so that he may make these certifications. If substandard conditions(questionable soils, adverse weather,poor moisture control, inadequate compaction, etc.)Are encountered,the Soils Engineer will be empowered to either stop construction until conditions are remedied or recommend rejection of the work. Soil tests used to determine the degree of compaction will be performed in accordance with the following American Society for Testing and Materials (ASTM) test methods: *Maximum Density& Optimum Moisture Content(ASTM D-1557-78) * Density of Soil In-Place(ASTM D-1556 or ASTM D-2922 &3017) 3. MATERIALS Those soils used as fill will have a minimum of forty percent(40%)passing a#4 sieve. They will be free of vegetable matter or other deleterious substances and contain no rock over 6 inches in size. Should unsuitable material be encountered, the Soils Engineer will be contacted to provide recommendations. APPENDIX `B' NORTH COUNITY COMPACTION ENGINEERING, INC. 4• PLACING AND SPREADING OF FILL The selected fill material shall be placed in layers which when compacted will not exceed 6 inches in thickness. Each layer shall be spread evenly and shall be thoroughly blade mixed during the spreading to insure uniformity of material in each layer. When moisture content of the fill material is below that recommended by the Soils Engineer, during the compacting process. water shall then be added until the moisture content is as specified to assure thorough bonding When the moisture content of the fill materials is above that recommended by the Soils Engineer, the fill material shall be aerated by blading or other satisfactory methods until the moisture content is as specified. 5• COMPACTION After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to not less than ninety percent (90%)relative compaction. Compaction shall be by sheepsfoot rollers multiple-wheel pneumatic tired rollers or other types of rollers. Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling each layer shall be continuous over it's entire area and the roller shall make sufficient trips to insure that the desired density has been obtained. The fill operation shall be continued in 6 inch compacted layers, or as specified above, until the fill has been brought to the finished slopes and grades shown on the project plans. 6• WALL BACKFILL Backfill soils should consist of non-expansive sand, Compaction should be achieved with light hand-held pneumatic tampers to avoid over compaction and hence cause structural damage. Wall backfill should be compacted to a minimum of ninety percent(90%) of maximum density. 7• TRENCH BACKFILL All trench backfill located within structural areas should be compacted to a minimum of ninety percent (90%) of maximum density. APPENDIX `B' -- 5. 13.oS • • e Civil Engineering • Land Planning • Structural • Surveying April 11, 2005 City of Encinitas Engineering Department RE: HYDROLOGY EVALUATION—THE AVAZIAN/SMITH TWIN HOME 364 LIVERPOOL DRIVE, CARDIFF - CITY OF ENCINITAS Please allow this letter to serve as the hydrology study for the subject residence. Based on several site visits, it is our professional opinion that there is little or no off-site drainage entering onto this lot. Therefore, the only drainage affecting this lot is the lot area itself, which is approximately 5,000 s.f. Based on the County of San Diego Design and Procedure Manual and assuming urban single-family residential conditions, we would conservatively predict no more than 1.0 cfs in a 100-year storm, for the entire lot. It is our professional opinion that typical drainage devises utilized for single family residential construction, i.e., brow ditches, sheet flow, swales, berms and area drains will be more than adequate to handle the anticipated drainage for this residence. In addition, appropriate BMPs, both during and after construction, will be implemented to the City's satisfaction. As Engineer of Work for this residential grading plan, we respectively request your acceptance of this hydrology evaluation. Should you have any questions or comments, please feel free to contact this office or respond, as such, with plan check comments. Sincere , LOG N NGINEE NG i Q�pF ESS/pN S E.Z��F� ouglas E. Logan, R.C.E. 39726 w ° C 39726 2 gin, mi Principal Cr Exp. 12-31-05 F ,, c, t Office: 1635 S. Rancho Santa Fe Road, #204 • San Marcos, CA 92078 Mailing: 132 N. El Camino Real, PMB-N • Encinitas, CA 92024 Phone 760-510-3152 • Fax 760-510-3153 Email: dlogan@dlogan.connectnet,com