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2004-9228 G City oNGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 1, 2007 Attn: INSCO Insurance Services, Inc 17780 Fitch Suite 200 Irvine, California 92614 RE: Kootchick, Michael and Danielle 3230 Bella Colina APN 264-090-32 Grading Permit 9228-G Final release of security Permit 9228-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved grading and finaled the project. Therefore, a full release in the remaining security deposit is merited. Performance Bond 726366S, (in the original amount of$148,522.00), reduced by 75% to $37,130.50, is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. Debra Geish Le ac Engineering echnician inance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Kootchick,Michael and Danielle Debra Geishart File Enc. TEL 760-633-2600 1 FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper CZ o NGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering October 16, 2006 Attn: INSCO Insurance Services, Inc 17780 Fitch Suite 200 Irvine, California 92614 RE: Kootchick,Michael and Danielle 3230 Bella Colina APN 264-090-32 Grading Permit 9228-G Partial release of security Permit 9228-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the rough grading. Therefore, a reduction in the security deposit is merited. Performance Bond 7263665, in the amount of$148,522.00, may be reduced by 75% to $37,130.50. The document original will be kept until such time it is fully exonerated. The retention and a separate assignment guarantee completion of finish grading. Should you have any questions or concerns, please contact Debra Geishart at(760)633- 2779 or in writing, attention this Department. Sinc ely, Debra Geish Lembach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Kootchick,Michael and Danielle Debra Geishart File TEL 760-633-2600 ( FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 recycled paper NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6980 March 22, 2006 Michael Kootchick P. O. Box 2671 Carlsbad, CA 92018 FPD �p Subje ct: Update Letter and Response to Third Party ReviewDrawing#9228-G �� 2 �� Proposed Kootchick Residence Bella Collina Eti,�r� = !°yu HRVIGES Encinitas, California �iTA APN#264-090-32 Reference: l.) "Preliminary Soils Investigation"prepared by North County Compaction Engineering, Inc. dated August 28,2003 2.) Project Grading Plan for Kootchick Residence prepared by Terra Data, Professional Surveyors and Engineers Dear Mr. Kootchick: Per the request of the third party review consultant(Geo Pacifica, Inc.)For the City of Encinitas, we are providing herein clarification/comments and professional statements requested in their letter dated December 13, 2004 (updated March 10, 2006). Item #1: Recommendations presented herein and reference report#1 should be considered valid to date. Therefore, we are updating referenced report#1. Item #2: We have reviewed the project grading plans (referenced plan#2) and found them to be prepared in substantial conformance with the recommendations and comments presented herein and in our Preliminary Soils Investigation (referenced report#1). No further geotechnical studies will be warranted. Item #3: See Item #2 Item#4: Stormwater management devices should be placed as soon as possible during and after grading in accordance with the project grading plan(referenced plan # 2). It is our opinion, there is no apparent hazards that will impact the adjacent properties during site grading and/or subsequent to grading. A O. Box 302002 * Escondido, CA 92030 * (760) 480-1116 FAX(760) 741-6568 NORTH COURW COMPAC nON ENGINEERING, INC. Project No. CE-6980 March 22,2006 Page 3 If you should have questions,please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, �R North County v ' ��,Nrl COMPACTION ENGINEERING, INC. LL Q vE 713 Ex , x'/30/07 , 7AC �rECHP Ronald K. Adams Dale R. Regli -Y p�� President Registered Civil QF(;AL T- Geotechnical Engineer 000713 RKA:paj cc: (4) submitted NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING&INSPECTION SERVICES TEST PIT LOCATION PLAN F ed Single Family Dweling and ng Pool 3 of PM 9944 Bella Collina Scale Encinitas, California 111 = 40 ' APN #264-090-32 EXIST fUM� INV S SEWER EASEMENT PER DWG NO.PC1880 PCC BROW DITCH HYDROSEED SLOPE _ (PER SRD D•76_TYPE=A _ T 6 MIN. _N 88'20'02'W 189.85' i I TW=85.5 .CUT W=85.4 W=80.8 BV=82A I W. TV=82.5 BW=82.0 TW=85.0 ` I BV=BO, 307 TW=82.3 80.2 9}L=_80.4 Z ;� Test \ ( 1 PROPDSED SINGLE •� ( \ Z I L=80.0 FAMILY-RESIDENCE rPa \ \ \ Pit PAD EL=182.0 \ \ FFEL..=1835 \ \ \\ i bl 1 \ S= 1.5 I , FL=81.41 2 , I °I. p . ------ Test I I 1fO' B� Pit ` 1 I I 1111r #2 ' 12.8, 1 r 1 71 \ r ( r X00, 1 1 r tw PT .. RIABLE F 0.9 ILL iQ\ \ / d I :I POS�`'r ( r 1 �o 1 1 r I T 187,6 i 198.0 HI-PT f S 1 All ------ \� Pit i I F =78.5 1 I I $. .1 Ct1T I JI i Pt \ #3 `\ TG66.0 r o j, S ;20'07 E Q35.57' -4 4C-L1UT=58A I n PROJECT NO. CE- 6 9 8 0 PLATE NO. ONE NORTH COUNTY COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME: Parcel No. 3 of Lone Jack Road DATE LOGGED: 08/14/03 ELEVATION: Elevation 193 Feet msl TEST PIT NO. ONE Depth Sample Dry Moisture Passing Sample Soil Description&Remarks (Feet) Type Density Content #200 Depth Classif- (pcf) (%) Sieve ication CH Brown-Red,Dry,Soft Silty-Sandy-Clay I- (Plowed Ground/Alluvium) (Undercut or Recompact) 2- BG 70.0 2' (Very High Expansion) 3- ----- CL Brown-Yellow-Red,Moist,Stiff,Gravelly Silty-Sandy-Clay 4- (Firm Native) 5- (Fractured Bedrock with Sand/Clay Matrix) 6- BG 65.4 6' (Moderate to High Expansion) 7- g- ---------- Backhoe Refusal Hard Bedrock,Little Fines PROJECT NO. CE-6980 PLATE NO. TWO NORTH COUNTY COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME: Parcel No. 3 of Lone Jack Road DATE LOGGED: 08/14/03 ELEVATION: Elevation 179 Feet msl TEST PIT NO. TWO Depth Sample Dry Moisture Passing Sample Soil Description&Remarks (Feet) Type Density Content 4200 Depth Classif- (pcf) (%) Sieve ication CH Brown-Red,Moist,Soft Silty-Sandy-Clay 1- (Loose Alluvium) (Remove and Recompact) 2- BG 70.0 2' (Very High Expansion Potential) 3- 4- _ __ �____--------------- CL Brown-Red,Moist,Stif,Gravelly-Silty- Sandy Clay 5- 6- BG 65.4 6' (Moderate to High Expansion) 7- 8- — - -- Backhoe Refusal Hard Bedrock,Little Fines PROJECT NO. CE-6980 PLATE NO. THREE NORTH COUNTY COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME: Parcel No. 3 of Lone Jack Road DATE LOGGED: 08/14/03 ELEVATION: Elevation 172 Feet msl TEST PIT NO. THREE Depth Sample Dry Moisture Passing Sample Soil Description&Remarks (Feet) Type Density Content #200 Depth Classif- (pcf) (°/U) Sieve ication CH Brown-Red,Dry, Soft Silty-Sandy-Clay (Plowed Ground/Alluvium) 1- (Remove and Recompact) 2- (Highly Expansive) CL Olive-Brown,Humid, Stiff,Gravelly, 3- Silty-Sandy-Clay (Firm Native) (Fractured Bedrock Sand/Clay Matrix Backhoe Refusal 4- Hard Bedrock,Little Fines PROJECT NO. CE-6980 PLATE NO. FOUR NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6980 March 22,2006 Page 2 Item#5: The proposed 5000 square foot single story dwelling will consist of wood frame construction supported upon a slab on grade foundation system. Also, a gunite swimming pool and pool house will be constructed southwest of the dwelling. The location of all the structures are delineated on the project grading plan(referenced plan#2). Item#6: The limits of the proposed grading will extend to the toe of fill and top of cut as delineated on the project grading plan(referenced plan#2). Item#7: The anticipated structural loads should be evaluated by the project structural engineer with regard to the soil bearing pressure presented in referenced report#1. We should review the project foundation plans when they become available. Item#8: We are including herewith test pits plotted on the project grading plans showing the existing topography. Furthermore, we are also attaching the test pit logs with elevations. Item#9: Site topography consists of a gentle hillside descending to the west and southwest. A natural shallow swale traverses through the descending hillside from northeast to the southwest property corner directing surface run-off waters toward Bella Collina Road. The total difference in elevations at the property is approximately 31 feet and varies between 166 feet msl and 197 feet msl. Item #10: The slope calculations and the requested cross sections are attached herewith. Please note that the grading plan reflects variable slope inclinations that will be constructed at 2.5:1 or flatter. NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTUREIMAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE (LB. CU.ED (%DRY WT) Brown Red Silty- Sandy-Clay P1 @2' 116.9 14.2 Brown Yellow Red Gravelly Silty-Sandy-Clay P1 @6' 116.9 13.3 EXPANSION POTENTIAL SAMPLE NO. PI @ 2' PI 26' CONDITION Remold 90% Remold 90% INITIAL MOISTURE (%) 14.0 13.9 AIR DRY MOISTURE(%) 7.1 7.2 FINAL MOISTURE(%) 29.6 25.1 DRY DENSITY(PCF) 105.1 105.2 LOAD (PSF) 150 150 SWELL (%) 12.0 8.0 EXPANSION INDEX 120 80 DIRECT SHEAR SAMPLE NO. PI n 2' PI 96' CONDITION Remold 90% Remold 90% ANGLE INTERNAL FRICTION 10 20 COHESION INTERCEPT(PCF) 380 175 PROJECT NO. CE-6980 PLATE NO. FIVE 05/22/2006 14:08 7607416568 NO CO COMPACTION ENG PAGE 02 NORTH Cou"TV COMPACTION ( (� (� d �I EN��Ncl, ir,c. p JON 22 cos ENGINEERING SERVICES PRELIMMARY SOILS INVESTIGATIO CITY OF EVINITAS FOR PROPOSED SINGLE FAM LY DWELLING 3200 BLOCK OF LONE JACK ROAD PARCEL 3 OF PM 9944 OLIVENHAIN, CALIFORNIA PREPARED FOR JOHN dot ANGIE VAN CLEAF 1336 VIA M L CUMBRES SOLANA BEACH, CA 92076 AUGUST 28,2003 PROJECT NO. CE-6980 05/22/2006 14:08 7607416568 NO CO COMPACTION ENG PAGE 03 NORTH CCKINTY COMPAC nom EMGBBVM9 G9114C. TABLE OF CONTENTS Page 1.) Purpose and Scope 1 2.) Location and Description of Site 1 3.) Field Investigaxion 1 4.) Soil Conditions 2 5•) Laboratory Soil Testing 2 6.) Riecommendstiviis and Conclusions 3 A•) Grading 3 D.) Fonadations 5 C.) Slopes 6 D.) Retaining Walls 6 E.) Estimmaied Paving Sections 7 F.) Seismic Design Considerations 8 G.) Review of Grading Plan 8 7.) Unacrtainty and Limitations g APPENDIX Appendix A: Exploration Legend&Unified Soil Classification Chart Plate No.One Test Pit Location Plan Plate No.Two Thru Four Exploration Lop Plate No.Five Tabulation of Test Results Appendix B: Recommended Grading Specifications 05/22/2006 14:08 7607416568 NO CO COMPACTION ENG PACE 04 19 3KTH COUMT1r COMPALMON ENGII`NF.E MG. INC. Project No.CE-6990 Pagel 1. PURPOSE AND SCOPE The purpose of the investigation was to determine if the site is suitable for the proposed single family dvmlling. The scope Of the investigation was to: A. Detd mine the pbysical properties and a&eeriug characteristics of the surface and subsurface soils. B. Provide design Wfonriation with regard to grading,site preparation,and foundation design of the proposed structuro(s). L LOCATION AND DESCREMON OF SITE 'fire site is located adjacent to and south of 3243 and 3251 Low Jack Road in the City of Encinitas,California. The 1.0 ape trapezoidal shaped property is bordered by single family dwellings to the north and east,and vacagt subdivisiton lots to the west and south. The cul-de-sac of proposal La Bella Colin Road will abut the southwest property comet upon completion of construction. Site topography consist of gentle terrain sloping downhill to the west and southwest. A rmhual swak traverses through the property firm northeast to southwest and carries sruface nun-off waters off site and outlets at southwest property corner. Site vegetation consists of moderate Native grasses and brush. Outcropping rock its appercut throughout the site and adjacent properties. 3. FIELD UNVESTTGATION The field investigation was performed on August 14,2003 and included an inspection of the site and the excavation of three exploratory tenches,with a backhoe to depths of 9 fan. Location of test pits are shown on the attached Plate No.One,entitled"Test Pit Location Plan As excavation prooeexled,rrposentative bulk samples were collected,in place,natural densities and moisture contents were determined at differvat depths in the excavations and are included on Plate No.'s Two thorough Four. Subsequa t to obtaining soil samples,our exploratory excavations were baddilled. 05/22/2006 14:08 7607416568 NO CO COMPACTION ENG PAGE 05 NORTH cocuf Y COMPACMOR ENG NiEERINIG, INC. Project No.CE-6980 Page 2 4. SOEL CONDITIONS Loose surflad soils(gravelly-clayey-sarxis and sandy-clays)cmisting of plowed groua Walluvium were found to be 3 feet,4 feet and 2% feet in Test Pit No.'s One,Two and Three,respectively. Underlying native soils to depths explored were dense fiaetured bedrock com�prisod of clayey sandy-gravels dmeasmg in soil fines with depdL Very bard bedrock with little or no filnes refused deeper bwJdsoe exploration in Test Pit No.'s One,Two and Three at 8 feet,8 feet and 3%feet in depth,respectfully. The upper mantle of top soils at the site were found to have and expansion index of 120 and are classified as being"very high"in expansion potential. The underlying weathered bedrock fornnati r, was found to have an expansion index of 80 and arc classified as being"moderate to high"in expansion potential. In our opinion,soil liquefaction occurring at the site is unlikely to occur do to the following soil conditions: I,) Loose surficial top soils and newly placed fills will be compacted to ninety percent(90%)of maximum dry density 2.) Groundwater was not encountered at the time of our investigation. 3.) The dense nature of the underlying bedrock formation at the site 4.) On-site soils possess relatively moderate cohesion characteristics. S. LABORATORY SOIL TESTING All laboratory test were performed on typical soils in accordance with accepted test mtethods of the American Society for Testing and Materials(ASTM). Tests conducted include: A).Optimum Moisture dt Maximum Density(ASTM D-1557) B). Direct Shear (Remold) (ASTM D-3080) Q. Sieve Antalysis(ASTM D-421) D).Field Density A Moisture(ASTM D-1556) E).Expa usion Potential(FHA Standard) 85/22/2006 14:08 7607416568 NO CO COMPACTION ENG PAGE 06 NORTH COUNTY COMPACTION ENGINEERING. INC. Project No.CF,6980 Page 3 Test results are tabulated on the attached Plate No.'s Two dwmWb Five entitled"Exploration Log"and"TWmLalion of Test Results". 6. 11FCOMM MATIONS A14D CONCLUSIONS GOMW It is our undezaading,the proposed dwelling will consist of wood fin=construction utilizing slab on gmdc fimndations. In our opinion,the sate is suitable for the proposed single family dwelling. Reowrunddatioaa pm+I I F Vided in this report should be moorp mded Into die ply design,and conskuction ph=es Of the subject Fujoct. " Grading Creneral It is our undessn wiimmg,cuVf U eartbwark construction will be pwfmmW to croatc a keel building pad to acxnmodate the proposed single family dwelling. Wo mmmmend highly expensive Top soils be blended with the underlying 8wtum+ed bedrock formation during 8nWn& In our opinion,this will reduce the expansion pomotlal of on-sire top soils and add additional an fim to the underlying fractured bedrock formaian. All grading sbould be performed m aacmdmca with the City of Encinitas Grading Onlum e,and the pocifieations presented in this report.. Subsequent to site demolition.loose sudkial soils(plowed groan& lluvium)�as indicated on the atted od Plate No's Two thicuo hour,should be undercut to firm native ground and stockpiled for blueing with MdOdAua fommat 0021 soils as they we meavaled. Firm native pound may be dci mined as tnodistsa W soil having an ivstiAm density of rester than ninety percent(90X)of dry density.We should be contacted to dommment 6rm native ground is exposed and propaiy pmrapared pricer to filling. All 811 soils abioald be placed and compacted in accordance with attached Appm hx`B' untitled"Recommended Qmding Specifications". Mar to constructing fin shear keys Would be excavated a minimumn of 2 feet into 6m native ground,mclibed back into dope,and have a muounoaum width of 15 fiect. We should be oontactod to document keyways were pnverly constructed lmor to Pig fdL 05/22/2806 14:08 7607416568 NO CO COMPACTION ENG PAGE 07 ITORTH COUNTY COMPACM0Ni MCME 14G. INC. Project No.CE-6980 Page 4 Natural torrain 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 determinod by the Soils F.qo=or his rep esentat. during grading. Prior to filling the natural swale that traverses through the property fioorn northeast to southwest, we recommend compressible alluvial soils in the bottom of the swale be removed to bedrock. A sui 2 Wn system should be installed prior to filling the:wale. The drain should consist of 6 inch Perforated pipe(holes down)centered in 3 cubic feet of I inch minus crushed rock per linear foot of pipe.. 1U rock and pipe should be wrapped in approved filter fabric(Mna814ON or its edluivalcm)to reduce siltation. The drain slauld have a minimum of one-perccut(1%)fall toward its outlet downhill. We should be contacted to inspect the drain prior to filling. In addition,the drain should be delineated on the project grading plan. It should be noted,although on-sift soils encountered in our exploratory benches appeared rippable with large heavy equipment 0"/13-9 size tractors). However,more anassiive rock not encountered fret our exploratory trenches may exia beneath the ground surface. Therefore,the possibility of rock demolition may exist. It shmild be noted that mspect ion of existing exavatiow adjacent to the subject she appear to have been constructed with limited rock blau ft- Oversized rock particles with a diameter greater than 12 inches should be sorted out of structural fill material and disposed of in special aeon structural fill areas designated by to Soils Eagimer out buffs Svc at the time of grading.Oversized rock particles sboaild be mixed with a substantial amount of fines,well watered,and mechanically compacted to minimize the probability of subsidence.No rock should be nested,nor particles of rock greater than 36 ides in dis aides be utilized in nor:-stcuaturW fills.Particles of rack posiat than 36 inches should be hauled off-site and/or used above grade for landscape purposes.All non-structural fill placement should be supervised by the Soils Enginaer or his mpr+waamtive.No structure,should be built within 15 feet of nay designated non structwal area. If soils we imported they should have an expansion index of less than 50. We should be eanlacted to inspect ae/or test imported soils prior to hauling then o"te to am=they will be suitable fordo proposed construction. If encountered,leach Was and/or pipes should be removed.Concrete pipes may be crushed in pl ace.Trcuch lines should be rocompacted in accordance with Appendix`$'. It is highly probable the proposed structure(s)will be traversed by a transition fi+om cut to fill. TbAwfore,to r+oduce structural damage occurring frara foundations bearing on two dif3'emn soil types,the following measure should be eempb yc& 05/22/2006 14:08 7607416568 NO CO COMPACTION ENG PAGE 08 COMPAC7IUNI" W ICHPUSE"G, Vic. Project No.CE-6980 Page 5 It is recosnmaadad the cut side of the Ulnsitioasi areas be removed to a depth of 1 foot below the bottom of the deepest proposed footing and brought back to Wade with properly compacted fill. This will allow the proposed structure to bow entirely on a compacted fill mat,thus mduciag the probability of di ffue ntial sctt kmmL Tic removal area should extend under and a minimum of 5 fact beyond the proposed dwtUinoig. 6B. Fo�odatioss Golooffal Upon completion of pending opetations,we anticipate blended on-site soils will be classified as being"moderame to high"in experiion potential. Theaefore;to following foundation r000mmondstions will be required to redone strucumd damage occurring fi m excessive subgrack and foundation movement. Continuous foots having a minimum width of 12 merles and founded a minimum of 24 inches below lowest a4acent grade will have an allowable soil beating pressure of 1200 pounds per square foot. All c ominous footings are to be forded a minimum of 24 inches below lowest adjacent grade and nWwa d with two#5 bars,top and bottom(total of 4 bars). Steel should be positioned 3 inches above bottom of footing,and 3 inches below top of footing. Interior slabs should be a minimum of 5 inches thick and reinforced with #3 bars on 18 inch cen teM both ways.Steed should be positioned at mid-height of slab thickness. Slab underelayauent should cotwist of visgwm installed within a 4 inch sand barrier(2 inches sand,visqueen,2 inches sand).Sand should be Nested in accordance with ASTM D-2419 to insure a minitnum send equivalent of 30. Foumdatim set4xwks fivm top of slopes should be a minimum of 8 feet.If this cannot be achieved,footings neat or on adjacent slopes should be founded at a depth such that the hm=ntat distance hom the bottom outside edge of footing to the face of the slope is a minimum Of 8 feet. Clayey soils shanid not be allowed to dry prior to placing cmwn a They should be watered to hisurc they are kqA in a vay moist ern or at a moisture content exceeding oplilmm moisture cvatteat by a minimum of five pelt(5%). 05/22/2006 14:08 7607416568 NO CO COMPACTION ENG PAGE 09 flCW M COUN7V COMPAcinori ENCUNEMNO, VNC. Prnjcct No CE-6980 Page 6 Prior to P"Ring of coamte,Nord C6=ty COMACTION JENGINEERING,INC.should be eornac Wd to inspect foundation recommendations for eoamplianc c to those set forth 6B.2 P®st Taiska Shb&F*wW*d a(Akwostive) An alWmdve eonsirucb*n method to the above expansive soils r+eeommendatioaas would be to have the slab designed as a post tensions concrete system The design should be puformad.by a linen d engineer engaged in this type of design and who has a raUimum of 5 years Experience. A"-tension,design may prove to be costaffaetive. In the event it is decided to utilize a post tension system,ad&donal laboratory ftaing will be required tD provide the proper design criteria. T1»will incur an additional court of 5300.00 for providing this service. 6C. Slop" Cut and compacted fill slopes constructed to mumcimum heights of 15 feet with maximum slope rettos of 2:1 (hwizon W to vertical units)will be stabla with relation to deep seated failure, prow dIFY are PWVft1Y maintained.Dudn6 grading,pave drainage away from top of slopes should be provided. Subsequent to completion of,grading,slopes should be planted as soon as ponibk with light gnoundcover indigenous to the area. Our analysis was perflm cd utilizing Taylor's Charts for cut and compacted SD slopes and a safety factor of 1.5. 6D. Retaining Wsks On-site clay soils should not be utilized for bacic5ll of retaining walla Therefore,the following retai sing wall criteria is based on the assumption that compacted imported,non..expansive sands utilized for bsck811 will have a minimum angle of internal frig of 30 degrees and a coho ion Mfr ceps of 100 pounds per square foot. Retaining walls should maintain at lew a 1:1 (horizontal to vertical)wedge of imported baciffili measured from the base of the wall footing to the ground surface. All MW=ft walls should be provided with drams behind and at the=base of the wall to assure a well dtaiwd co*di►t'ian. Muadmin 6000 and/or its equivalent is recommended Drains should be constructed in accordance with the attarsufschases specifications. Prior to hauling retaining wall backtill soils on site,we should be contacted to inspect and/or test Them to assure they moot the above specifications. All retaining wall bacidill should be coo,99 11 F i to a minimum of ninety parent(90X.)of mexisnumt dry density. For static c08&1001,=allowable NU ivalaut passive,Chad prey of 354 ps4 inca eenaig 354 pisf per foot in depth may be mimed. 05/22/2006 14:08 7607416568 NO CO COMPACTION ENG PAGE 10 "ORM COURTY COMPAC nOI4 MGMEMMG, 1140. Project No.CE-6980 Page 7 Allowable active pressures may be armed to be equivalent to the pressure of a fluid weighing 39 pcf for um+estrained walls.Tbcw values assume a vertical,smooth wall,and a level,drained bw*fiill.Should these conditions not be met,we should be contacted for new values. ,Allowable active pressures for restrained walls tray be as=wad to be equivalent to the pressure of a fluid weighing 39 pc&plus an wMitioxial uniform latergl ptessure of 8H.H= oiglrt of m ai and soils above top of wall foo ft in verticatl fed. Allowable active pressures for retaining walls with 2:1 inclinations of sloping surcharge may be assumed to be equivalent to a prenwe of fluid weighing 56 pef. Die coaffMcni of friction of concrew to soil may be assumed to be.17 for rraistanex to horizontal movtmem (Assumed that footing wilt be&=W into on-site clay soil.) 6E. Endnrated Paving Seca= Structural section for asphaltic paving for the proposed driveways are based on an estunated R- Value of 5. 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 (Private Driveways) 3 inches of asphaltic paving on 9 iurtc ws of select base(Class U)on 6 inches of r+eco mpacted native subgrade. All materials and construchon for asphaltic paving and base should conform to the Standard Spexifi of the State of Cali O"is BuSiAM and Tamportatim Ageopy,Department of Tratapa Ution,Sections 39 and 26,respectively.Class R 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 nin*--five pa axd(95%). Rigid Concrete Paving: 6 Wohn of concrete reinforced with#3 bats on 18 inch center,both ways,an 4 inches of Class II base material an 6 incbm of r+ecompacted native subgm de soil. 05/22/2006 14:08 7607416568 NO CO COMPACTION ENG PAGE 11 MOtRTH CCKINW COMPACnOrt Ehlt3llYFF. urm, INC. Project No.CE-6980 pap$ NOTE:All cones should have a minirmum base materials should be °orup�ve of 3250 psi.All subgrhoe and compactod to a miniumam of ninety-five percent(95%). 6F. SwilHijok lCoegilp Cor te (sell Pa mwkn) A-) Soil Pro81e=SD(Table 16-J of the 1997 Uniform BuiWiag Code) B.) Type`B'Fauh(Rose Caaym) C-) Distance= 1 I ion (California Dept of Conservation,Division Of Mines and Geology[maps],in function with Tables 16-S and 16-T of the 1997 Uniform Building Code) 6G. view of Grading Pbta Approved site and grading p1m vlae not available at the time of our investigation.Therefore, uPw their Melton,we should review them to 8S"m compliance with the recommeudabons precnted in this report. C�atifo�pkm used dmu g our investigation were pmpared by Terra Data of Fala wok, 7. 'UNCERTARM AND LUMTATIONS Surface and subs soils arc'assiuned to be uniform.Therefore,should soils eaeoutxtraed t cansavctiotr differ 6rom those presented in this report,we should be contactod to provide 8 proper;jes. It is the�potsaWity of the owl mod contractor to cozy au eet forth in this During our investigation of the subject site,cvxkme of fadt mg was not encountered. Suqu�to review of available goolop,�ic htaftM we feel any faulting in the vicinity of the site WAy died as inactive.However,it should be noted that San Aiegv County is located mnofeesa'bl WIEM cfon With to�9uake.End qua proof projects am economically dm"W 0 8"=A of a is probable and we assume no liability. 05/22/2606 14:08 7607416568 NO CO COMPACTION ENG PAGE 12 MOM COMITY COMPAcnon EI'��1NEERInG, INC. Project No.CE-6980 Page 9 W10 assume*4 on-aft=fety of air pexa nwj oWy. We caMWt assume liability of personnel other than our own.It is the eesponaibility of the owner and contractor to insure wnsftction opemdow arc eondwed in a safe mumer,and in eonfornuum with regulations governed by CAL-OSHA and/or local ageatcies. Should you have say questions,please do not hesitate to contact us.This oppartwdty to be of service is sincerely appreciated. Respectfully submitted, Nor&Canty COMP,A,CTION ENGIQ ZFMG,EWC. Ronald K.Adams Dale R.Reo President R*xtered Civil Engineer 19393 GcOWchnicol Eu&w 000713 RKA.paj cc: (4)submitted 04/06/2006 11: 16 7607416568 NO CO COMPACTION ENG PAGE 02 HORT i CCYJM nr COMPACTION ENGINEERING, INC. TO: Mike Kootchick DATE: 03/22/06 P. O. Box 2671 PROJECT#: CE-6980 Carlsbad, CA 92018 INVOICE# : CE-5435 SUBJECT: Update Letter and Response to Tbird Party Review Drawing#9228-G Proposed Kootchick Residence Bella Collina Encinitas, California APN#264-090-32 III PRICE AMOUNT FIELD TECHNICIAN: LABORATORY TESTING: REPORT PREPARATION: Engineer 4 Hours 100.00 400.00 TOTAL DUE: $400.00 TERMS: NET DUE UPON PRESENTATION OF INVOICE. Interest at the rate of 1.5%Per month(18%per annum)will be assessed to all accounts past due P.O. BOX 302002 * ESCONDIDO,CA 92030 * (760)480-1116 FAX(760)741-6568 04/0612006 11:16 7607416568 NO CO COMPACTION ENG PAGE 03 MORIM CCKJM 7 COMPACTION Hrko ual 85 �i l wLs� ENGINEERING, INC. Project No. CE-6980 March 22, 2006 Michael Kootchick P. O. Box 2671 Carlsbad, CA 92018 Subject: Update Letter and Response to Third Party Review Drawing#9228-G Proposed Kootchick Residence Bella Collina Encinitas, California APN#264-090-32 Reference: 1.) "Preliminary Soils Investigation"prepared by North County Compaction Engineering,Inc.dated August 28, 2003 2.) Project Grading Plan for Kootchick Residence prepared by Terra Data, Professional Surveyors and Engineers Dear Mr. Kootchick: Per the request of the third party review consultant(Geo Pacifica, Inc.)For the City of Encinitas, we are providing herein clarification/comments and professional statements requested in their letter dated December 13, 2004(updated Mambi 10,2006). Item 01: Recommendations presented herein and reference report#I should be considered valid to date. Tberefore,we are updating referenced report#1. Item#2: We have reviewed the project grading plans (referenced plan#2)and found them to be prepared in substantial conformance with the recommendations and comments presented herein and in our Preliminary Soils Investigation (referenced report#1). No further geotechnical studies will be warranted. Item#3: See Item#2 Item#4: Stormwater management devices should be placed as soon as possible during and after grading in accordance with the project grading plan(referenced plan#2). It is our opinion, there is no apparent hazards that will impact the adjacent properties during site grading and/or subsequent to grading. P. D.Bas 302002 + ,Escondido, CA 92030 + (760)480-1116 FAX(760) 741-6569 04/06/2006 11:16 7607416568 NO CO COMPACTION ENG PAGE 04 NORTH COUNW COMPACTION ENGINEERING, Inc. Project No. CE-6980 March 22,2006 Page 2 Item#5: The proposed 5000 square foot single story dwelling will consist of wood frame construction supported upon a slab on grade foundation system. Also, a gunite swimming pool and pool house will be constructed southwest of the dwelling. The location of all the structures are delineated on the project grading plan(referenced plan#2). Item#6: The limits of the proposed grading will extend to the toe of fill and top of cut as delineated on the project grading plan(referenced plan#2). Item #7: The anticipated structural loads should be evaluated by the project structural engineer with regard to the soil bearing pressure presented in referenced report#1. We should review the project foundation plans when they become available_ item #S: We are including herewith test pits plotted on the project grading plans showing the existing topography. Furthermore,we are also attaching the test pit logs with elevations. Item#9: Site topography consists of a gentle hillside descending to the west and southwest. A natural shallow swale traverses through the descending hillside from northeast to the southwest property corner directing surface run-off waters toward Bella Collin Road. The total difference in elevations at the property is approximately 31 feet and varies between 166 feet rnsl and 197 feet msl. Item#10: The slope calculations and the requested cross sections are attached herewith. Please note that the grading plan reflects variable slope inclinations that will be constructed at 2.5.1 or flatter. 04/06/2006 11: 16 7607416568 NO CO COMPACTION ENG PAGE 05 PIORTH COUH Y COMPACT70M ENGINEERING, 114C. Project No. CE-6980 March 22, 2006 Page 3 If you should have questions, please Flo not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, North County COMPACTION ENGINEERING,INC. Ronald K.Adams Dale R_ Regli President Registered Civil Engineer 19393 Geowchnical Engineer 000713 RKA:paj cc: (4)submitted 04/06/2006 11:16 7607416568 NO CO COMPACTION ENG PAGE 06 NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING&INSPECUON SERVICES TEST PIT LOCATION PLAN Proposed Single Family Dweling and Swilpming Pool Parcel 3 of PM 9944 Bella Collina Scale Encinitas, California 1 " = 40' "N #264-090-32 woe ..�IeJteE►�xT w lu owo Ala rcltln rcceaowolta, u ago wM TYM%%I �RMfL N--W02 Itlls4 � � r 1 V• .S — .CUT 2. pImPOSED SINGLE .ou FNdLT-RESIMCE Pit PAD EL 11WA t \\ i �: �� \ /—_ � `\ \\ I LA I 2 1I t �..: -_- - - , Test \ I 11� Pit 1 1 1 141 1 02 I 1� .. ►AiLE:.� � '7V � I r NPT ------- . . ..: \� r N'P r T $ i 1 I 1 F -76.5 Ih _ Pit I 1 ► Ellr l ' PC 43 1 t <\ 1 1001^E QX6T -- — 1 o . PROJECT NO. CE- 6980 PLATE NO. ONE 04/06/2006 11:16 7607416568 NO CO COMPACTION ENG PAGE 07 NORTH COUNTY COMPACTION ENGINEERIRG, INC. EXUORA OKO,G PROJECT NAME: Parcel No. 3 of Lone 3ackload DATE LOGGED: 08/14/03 ELEVATION: Elevation 193 Fee_ X mA TEST PTT NO. ONE Depth Sample Dry Moigmm Passing Sample Soil Description&Remarks (Fed) Type Drmsity Content #2(10 Depth Clawif (p 0 01.) Sieve ication CH Brown-Red,Dry,Soft Silty-Sandy-Clay 1- (Plowed Ground/Alluvium) (Undercut or Recompact) 2- BG 70.0 2' (Very High Expansion) 3- CL Brown-Yellow-Rod,Moist,Stiff,Gravelly Silty-Sandy-Clay 4- (Firm Native) 5- ffractured Bedrock with Sand/Clay Matrix) 6- BG 65.4 6' (Moderate to High Expansion) 7- 8- Backboe Refusal Hard Bedrock,Little Fines PROJECT NO. CE-6980 PLATE NO. TWO 04/06/2006 11:16 7607416568 NO CO COMPACTION ENG PAGE 08 NORTH COCIMW COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME: _Parcel No. 3 of Lone Jack Road DATE LOGGED: 08/14/03 ELEVATION: Elevation 179 Feet msl TEST PIT NO._TWO Depth Sample Dry Moisture Passing Sample Soil Description 8t Remarks (Feet) Type Density Content #200 Depth Classif- (pct) (°/.) Sieve ication CH Brown-Red,Moist,Soft Silty-sandy-Clay I- (Loose Alluvium) 2- BG (Remove and Recornpact) 'r0.0 2' (Very High Expansion Potential) 3- 4- CL Brown-Red,Moist,Stif,Gravelly-Silty- Sandy Clay 5- 6- BG 65.4 6' (Modcrate to High Expansion) 7- 8- Backhoe Refusal Hard Bedrock,Little Fines PROJECT NO. CE-69$0 PLATE NO. THREE 04/06/2006 11:16 7607416568 NO CO COMPACTION ENG PAGE 09 NORTH COCJ NW COMPACM)rj ENGINEERING, INC. _EXMQ ATjON L, PROJECT NAME: Parcel No 3 of Lone Jack Road DATE LOGGED: 08/14103 ELEVATION: ��j�y jon 172 Feet tncl TEST PIT NO. THREF Depth Sample Dry Moistwre Passing Sample Soil Description&Remarks (Foet) Type Density Contmt #200 Depth Classif- *0 (K) Sieve icatioe CH Brown-Red,Dry,Soft Silty-Sandy-Clay l_ (Plowed Ground/Alluviuin) (Remove and Recompact) 2- (Highly Expansive) Ct 3- Olive-Brown,Humid,Stiff,Gravelly, Silty-Sandy-Clay (Firm Native) Fractured Bedrock Sand/Clay Matrix 4- Backhoe Refusal Hard Bedrock,Little Fines PROJECT NO. CE-6980 PLATE NO. FOUR 04/06/2006 11:16 7607416568 NO CO COMPACTION ENG PAGE 10 NORTH CCKJMW COMPAC nOrl ENC11"EMMG, INC. TABULATION OF TEST RF ULn E SITY SOIL,DES ON Du MAX. DRY DENSITY OPT. MOISTURE (LR 2 (%DAY WT) Brown Red Silty- Sandy-Clay P1 @2' 116.9 14.2 Brown,Yellow Red Gravelly Silty-Sandy-Clay Pl @6, 116.9 13.3 EXPANSION POT FNTI a r SAMPLE NO P 1 n 2 P 1 a 6' CONDITION Remold 90% Remold 900/, INITIAL. MOISTURE(%) 14.0 13.9 AIR DRY MOISTURE (u/o) 7.1 7.2 FINAL MOISTURE(°/a) 29.6 25.1 DRY DENSITY(PCF) 105.1 105.2 LOAD(PSF) 150 150 SWELL(%) 12.0 8.0 EXPANSION INDEX 120 80 DIRECT SILE AR SA E_ NO. P1 CONDITION Remold 9U% Remold 90% ANGLE INTERNAL FRICTION 10 20 COHESION INTERCEPT(PCF) 380 175 PROJECT NO. CE-6980 PILATE NO. FIVE 04/06/2006 11: 16 7607416568 NO CO COMPACTION ENG PAGE 11 azn?Tj r U1 (!1 W h rT Jr- N (I•J N En O N rr rT C.S: I cn n n 0• rr a X R a•� rr �t i• — �1 , - _...��_ ,D ai rr O a t-0 H r0f d O ? � ►S n r• n W rt —� -1 �— -� . �\f = rr rr n !A W (A - H W �-. _ -•\ - "' O t9 `-'i9 N 3 a' O to JL pi ri pi pi -- O H• rD n n rr m • O 7 O rr W (D C r• • - . , ... - G 7r CL (D (D O Cr rr LA CL O O Ln rr g0 ? rr h IA -1 �.: .I�: —T T. — (D r•• O to fTI F:3 r ,I'9 O 7 O V, J64 d - -- -- - _ — V c 0 Cn 1 R 0 Lo 0 MCI y W rl- h — —:tit - 1 1_ ~_ _� �_ ,' ►n M 0 W Ql 0 C3 M (D 04/06/2006 11:16 7607416568 NO CO COMPACTION ENG PAGE 12 1..1 1 ..........._..... .--.._.... sufti Taw •1 +Y.,+ , 1 1 r ' S 1 I i. I I eI _ I ' i 1 s ,c C : . , , i I , I I � I 1 , I iry cv� sColp-f-S .1*crro ap.*.J / 04/06/2006 11:16 7607416568 NO CO COMPACTION ENG PAGE 13 ....... sugurr.CT. CHKO. BY_........ ..... 504199T NO------------- A.0.44................ Joe ----------------------------------------------- ...... -------- --------------------------------------- ............... - -------------------------------- ----------- oil" 7- -rZ fell" $4014X ,040'46 . lerraData- professional land surveying HYDROLOGY AND HYDRAULIC CALCULATIONS FOR: City of Encinitas G.P. No. 9228-GR Parcel 3, PM 9944 AP N : 264-090-32 Bella Collina Encinitas, CA 92024 OWNER: Michael Kootchick P.O.Box 2671 Carlsbad, CA 92018 Prepared: April 11, 2006 David H. Lowen, RCE 31915 Licensed in: CA + AZ + CO P.O.Box 2993,Fallbrook, CA 92088 + Tel:760.728.4406 + Fax:760.728.2604 P.O.Box 13534, Tucson,AZ 85732 + Tel:760.525.0264 HYDRAULIC CALCULATIONS AND RECOMMENDATIONS: 1. DRAINAGE AREA: "A" (Revised) fj- LAND AREA = 7.55 Acres &J VA LENGTH = 995.0' - 100' = 0.170 Miles Q+s A H = 144.0' - 10' (upper 100' of basin) = 134.0' TIME OF CONCENTRATION = D = Ti (fig.3-3) + Tt(fig. 3-4) = 3.04 Minutes Pre-Development COEFFICIENT OF RUNOFF: C = 0.35 INTENSITY= 1100 = 5.29 Q100 = 13.9 cfs RECOMMENDATIONS: Construct trapezoidaLPCC channel along top of cut slope. Place no. 2 backing rip-rap (type 2) per RSD D-40 at outlet of ditch, w=4.0', 1=6.0', th=1.5', use D.G. filter blanket (see below for dimensions and calculations). 2. DRAINAGE AREA: "B" (Revised) LAND AREA = 0.30 Acres LENGTH = 695.0' - 1 00' = 0.113 Miles A H = 131.0' - 10.0' (upper 100' of basin) = 121.0' TIME OF CONCENTRATION = D = Ti (fig.3-3) + Tt (fig. 3-4) = 7.77 Minutes Pre-Development COEFFICIENT OF RUNOFF: C = 0.35 INTENSITY = 1100= 5.75 Q1oo = 0.6 cfs RECOMMENDATIONS: Construct trapezoidal PCC channel along top of cut slope. Place no. 2 backing rip-rap (type 2) per RSD D-40 at outlet of ditch, w=4.0', 1=6.0', th=1.5', use D.G. filter blanket (see below for dimensions and calculations). CALCULATIONS FOR PROPOSED CHANNEL SLOPE OF PIPE (S) = 2.5% ROUGHNESS COEFFICIENT(n) = 0.015 CROSS SECTIONAL AREA (A) = 1.59 sq.ft(w/ 3" of freeboard) WETTED PERIMETER (WP) = 3.68 ft HYDRAULIC RADIUS (Rh) = 0.432 CAPACITY OF CHANNEL (FROM MANNINGS EQUATION): Qn,u = (1.49/n) (A) (Rh)2i3 (S)112 = 14.3 cfs Q1oo Basin A = 13.9 cfs proposed channel O.K. Q1oo Basin B = 0.6 cfs proposed channel O.K. The channel for drainage area 'B' will be installed at a larger slope than the calc's shown above which could then be considered a worst case scenario. 1.5' 1.0' 1.5' 1.0' MIN. EXISTING �\P��Q�� GROUND J G DETAIL PCC TRAPEZOIDAL CHANNEL +, S , r t... t - h tM' C '. ^.1 }; ` +1 ..Fr,..♦y- .s:}r y+♦t♦♦,♦.f ,','� sy > . •'� r f I 11 t R'' } .J/�J1 r .1 f G"�•'x.z, 3vi : - -l>.+;t�, ¢ ¢+ r } :r C / - e •..`, a4 fs.. - 11- - w.a„ <. 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