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2005-9419 G City O NGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering February 11, 2008 Attn: First Republic Bank 1 110 Camino Del Mar #A Del Mar, California 92014 RE: Lawrence Holland 871 Neptune Avenue APN 260-012-17 Grading Permit 9419-GI Final release of security Permit 9419-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved the grading and finaled the project. Therefore, a full release of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account # CD09800000185 in the amount of$ 9,067.30. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sincerely, Debra Geisha y Le bath Engineering Technician Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Lawrence Holland Debra Geishart File Eric. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 t-14 recycled paper WAYNE A PASCO PASCO ENGINEERING, INC. R.C.E.29577 /f�� 535 NORTH HIGHWAY 101,SUITE A JOSEPH YUHAS 77�' SOLANA BEACH,CA 92075 P.L.S.5211 (858)259-8212 FAX(858)259-4812 W.JUSTIN SUITER RC.E.68964 July 30, 2008 PE 1415 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA. 92024 RE: ENGINEER'S FINAL GRADING CERTIFICATION FOR PROJECT NO.04-205 CDP AND G ING PERMIT NO. 9419-G. F7 1 �4-v1 k-1 The grading plan permit number 9419-G 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 Practices as shown on the drawing and required by the Best Management Practice=,nual e constructed and are operational,together with the required maintenance f fESS/p A r ) QUO p �F Engineer of Record I'V l y Date 7 .JrX 255 Uj N&2W �D r. Fes.3=1 � 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: f� Engineering Inspector Date 7 3 Very truly yours, O p C. LS 5211 Joseph Yuhas,L.S. 5211 * Exp.06130!09 Vice President of Land Surveying ��OF C�►�-�4Cg' ///" � WAYNE A PASC�O PASCO ENGINEERING, INC. RC.E.29577 /1�D� 535 NORTH HIGHWAY 101,SUITE A JOSEPH YUHAS 7'' SOLANA BEACH,CA 92075 P.L.S.5211 (858)259-8212 FAX(858)259 812 W.JUSTIN RC.E.68964 964 July 30, 2008 PE 1415 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA. 92024 RE: ENGINEER'S FINAL GRADING CERTIFICATION FOR PROJECT NO.04-205 CDP AND GRADING PERMIT NO. 9419-G. The grading plan permit number 9419-G 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 1%to the street and/or an appropriate drainage system. All the Low Impact Development, Source Control; and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practice Manual e constructed and are operational,together with the required maintenance covFES$/_N Engineer of Record y Date NmMV E*30MI � Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stamped and will not relieve the Engineer of Record of the ultimate responsibility: Engineering Inspector Date Very truly yours, O 1 f�1p S� �Q�AC. LS 5211 Joseph Yuhas, L.S. 5211 * Exp.06/30109 Vice President of Land Surveying S �Q' 1\1 E.IN 1 6 4 Recording Requested by: 1 y City of Encinitas E 3°,,l F$il When Recorded Mail To: City Clerk City of Encinitas 505 South Vulcan Avenue Encini as , CA 92024 SPACE ABOVE FOR RECORDER' S USE COVENANT REGARDING REAL PROPERTY WAIVER OF PROTEST TO ASSESSMENTS Assessor' s Parcel Number: 260-012-17 Proj ect No.04-205 CDP (9419-G) A. Lawrence Holland and Jill Holland, husband and wife as joint tenants, ( "OWNER" hereinafter) are the owners of real property which is commonly known as 871 Neptune Avenue, ( "PROPERTY" hereinafter) and which is legally described as follows : See Attachment "All which is attached hereto and made a part hereof . B. In consideration of Coastal Development Permit approval for the above referenced project by the City of Encinitas ( "CITY" hereinafter) , OWNER hereby covenants and agrees for the benefit of CITY, to do the following: No protest shall be made by the owners to any proceedings for the installation or acquisition of street improvements, including undergrounding of utility lines, under any special assessment 1911 or the Municipal Improvement Act of 1913 , or any other applicable state or local law, and whether processed by the City of Encinitas or any other governmental entity having jurisdiction in the matter and for the purposes of determining property owners support for same . C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and assigns of the respective parties . D. OWNER agrees that OWNER' s duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of Cov6133 .doc jlr 07/18/05 (01-11-93) the PROPERTY any past due financial obligation owing to CITY by way of this Covenant . E . If either party is required to incur costs to enforce the provisions of this Covenant , the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorney' s fees, from the other party. F. Failure of the OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant . G. Upon OWNER' s satisfaction of OWNER' s duties and obligations contained herein, OWNER may request and CITY shall execute a "Satisfaction of Covenant" . H. By action of the City Council, CITY may assign to a person or persons impacted by the performance of this Covenant, the right to enforce this Covenant against OWNER. ACCEPTED AND AGREED: OWNER Dated ence H lla - Dated , 1 Ho La o la (Notarization of OWNER signature is attached) ATTACH NOTARY HERE 4C -aROBLESs,I IT Dated � /// � ��a �! by (Notarization no required) PETER Director of Engineering Services Cov6133 . doc jlr 07/18/05 (01-11-93) M A��dzz_�Iev WAYNE A PASCO PASCO ENGINEERING, INC. R.C.E.29577dC5;VZ�� 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 July 30, 2008 PE 1415 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA. 92024 RE: ENGINEER'S FINAL GRADING CERTIFICATION FOR PROJECT NO.04-205 CDP AND G ING PERMIT NO. 9419-G. F7 1 4e_ The grading plan permit number 9419-G 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 1%to the street and/or an appropriate drainage system. All the Low Impact Development, Source Control; and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practice Manual e constructed and are operational,together with the required maintenance cov �O FESS/p Engineer of Record C�-� �'� y�,Q�P.iI A. p Fyn Date / 3� 4 Q ^ 6*NMI 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 responsib'lity: Engineering Inspector Date . G Very truly yours, �O �D SUq l oN c y� O LS 5211 Joseph Yuhas, L.S. 5211 * Exp.06/30/09 Vice President of Land Surveying ' 4f C�►��4C�' , ?-/,t�" WAYNE A PASCO PASCO ENGINEERING, INC. RC.E.29577 , �Z�r 535 NORTH HIGHWAY 101, SUITE A JOSEPH YUHAS SOLANA BEACH, CA 92075 P.L.S.5211 (858)259-8212 Et FAX(858)2594812 W.JUSTIN SUITER RC.E.68964 July 30, 2008 PE 1415 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA. 92024 RE: ENGINEER'S FINAL GRADING CERTIFICATION FOR PROJECT NO. 04-205 CDP AND GRADING PERMIT NO. 9419-G. The grading plan permit number 9419-G 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 Practices as shown on the drawing and required by the Best Management Practice Manual e constructed and are operational,together with the required maintenance cov FESS/�N Engineer of Record /1) ��y1�G A P q�Fy� Date 3� n E*� �0 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 Very truly yours, �O �p SUS o�QH C. Y� O LS 5211 Joseph Yuhas,L.S. 5211 1Ik Exp.06/30/09 Vice President of Land Surveying �� Q ro E IN I -0: Recording Requested by: V 1- City of Encinitas fl �,4 E 3�,,4 When Recorded Mail To: City Clerk City of Encinitas 505 South Vulcan Avenue Encini a CA —2 0 4 SPACE ABOVE FOR RECORDER' S USE COVENANT REGARDING REAL PROPERTY WAIVER OF PROTEST TO ASSESSMENTS Assessor' s Parcel Number: 260-012-17 Project No.04-205CDP (9419-G) A. Lawrence Holland and Jill Holland, husband and wife as joint tenants, ( "OWNER" hereinafter) are the owners of real property which is commonly known as 871 Neptune Avenue, ( "PROPERTY" hereinafter) and which is legally described as follows : See Attachment "All which is attached hereto and made a part hereof . B. In consideration of Coastal Development Permit approval for the above referenced project by the City of Encinitas ( "CITY" hereinafter) , OWNER hereby covenants and agrees for the benefit of CITY, to do the following: No protest shall be made by the owners to any proceedings for the installation or acquisition of street improvements, including undergrounding of utility lines, under any special assessment 1911 or the Municipal Improvement Act of 1913, or any other applicable state or local law, and whether processed by the City of Encinitas or any other governmental entity having jurisdiction in the matter and for the purposes of determining property owners support for same. C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and assigns of the respective parties . D. OWNER agrees that OWNER' s duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of Cov6133 .doc jlr 07/18/05 (01-11-93) the PROPERTY any past due financial obligation owing to CITY by way of this Covenant . E . If either party is required to incur costs to enforce the provisions of this Covenant , the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorney' s fees, from the other party. F. Failure of the OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant . G. Upon OWNER's satisfaction of OWNER ' s duties and obligations contained herein, OWNER may request and CITY shall execute a "Satisfaction of Covenant" . H. By action of the City Council, CITY may assign to a person or persons impacted by the performance of this Covenant, the right to enforce this Covenant against OWNER. ACCEPTED AND AGREED: OWNER Dated e5/4 La ence H lla ,-- d i Dated r i Ho la \ (Notarization of OWNER signature is attached) ATTACH NOTARY HERE TY F CI IT Dated Zo '/ by (Notarizat on not required) PETE C -ROBLES, Director of Engineering Services Cov6133 . doc jlr 07/18/05 (01-11-93) ATTACHMENT "A" TO COVENANT REGARDING REAL PROPERTY PROJECT NO. CDP 04-205 PROPERTY DESCRIPTION LOT 17, BLOCK 9, OF SOUTH COAST PARK NO. 2 IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1859, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, SEPTEMBER 31, 1925,EXCEPTING THEREOF THE SOUTHERLY 1 FOOT THEREOF. Cov6133 .doc jlr 07/18/05 (01-11-93 ) CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT 4 i { 1 i State of California Nj ss. "? I� County of On ! before me' Q r . Oat Na N le cer a 'Jane Doe,N lary Public") fbhy personally appeared GI� ��a� zed Names igner(s) i l personally known to me t. ❑ proved to me on the basis of satisfactory r' evidence ' to be the person whose name)6) 4e/are IBETFIANyR subscribed to the within instrument and acknowledged to me that hefA h they executed �nmisaion#�133CR the same in k�is>4 m/their authorized Notary Public-California capacity(ies), and that by WstH3efictheir 10MY San Utego County Comm.Expires Nov 30, signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. ITNE S my hand and icial seal. S' Signatur of of tic t OPTIONAL Though the information below is not required by law,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. I Description of Attached Document `fin 6 Title or Type of Document: C &\�+" ' V T �X� wGtl I Document Date: i Number of Pages: Signer(s)Other Than Named Above: 01 5 i Capacity(ies) Claimed by Signer Signer's Name: I ❑ Individual � El Corporate Officer — Title(s): Top of thumb here ❑ Partner — ❑ Limited O General ❑ Attorney-in-Fact �'. ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: (r 'I 1999 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402•www.nationainotary.org Prod.No.5907 Reorder:Call Toll-Free 1-800-876-6627 06/08/2005 08:30 7609454221 B & B ENGINEERING PAGE 01 . �C�� 1�rr irr�tirirrr Irr CIVIL,GEOTECHNICAL,d OUALITY ENGINEERING FOUNDATION DESION•CAND SURVEYINO•SOIL TESTING �,•,. CONSTRUCTION MANAOEMQNT d/NSREC710N CLIENT: HOLLAND PROM DATE: MR. LAWRENCE HOLLAND 871 Neptune Ave. M , J.1�y 2 3 2005 Encinitas, CA. 92024 fry :�Es Subject: Earthwork Calculations for the Proposed Construct Addition to the Residence located at 871 Neptune Ave., Encinitas, CA. (.A,PN: 256-012-17) Dear Mr. Holland.: Pursuant to your request and the City of Encinitas requirements, the following information is submitted regarding the subject project. The area of soil removal is 45' x 85' and the depth of over-excavation is 1.5'. Therefore, the total volume of soil over-excavation and reco.mpacti.on. is 21.2 cubic yards. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, ypl�PL AND 8G ��C� ��C✓,�!Ll�. Dennis P. Beard.PLS IL DENNIS R MOD President * PL$6140 N EXP.31$1/06 Q. 7 2� OF CA`,�OQ` 1 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX: 760-945-4221 05/12/200509;37 FAX 8587922422 FRIEHAUF ARCHITECTS 0002 -. -- -••�•• +l•1J rou�4�v«1 B $ B ENGINEEPING PAGE 03 En -riff CIVIL.Q t 4. QCs 6 QVA41TY EN01M8ff'p/MC, FOUN0^71OMMV&0,v.U,ypSURVeY(NG•SOIL r6S'RNG CONSTRUCT(OAF m tjA4CMFMT,,/NSPCC nOM CLIENT: HOLLAND PROJECT: HOL 1204-INV MR. LAWRENCE HOLLAND DATE: 4 MARCH 2005 871 Neptune Ave, Encinitas, CA. 92024 Subject: Soil Investigation for the Proposed Construction for the Room Addition to the Residence located at 871 Neptune Ave.,Encinitas, CA. (APN: 256-012-17) Dear Mr. Plolland. Pursuant to your request, we have completed our site inspectiorl, soil saMpling, and our laboratory testing for the subject parcel. On 20 December 2004, a representative from our firm visited the site in order to obtain soil samples and to evaluate the general surface soil conditions relative to the proposed construction, Based on our visual inspections and observations in the field, and our laboratory test results, the ;following conclusions were derived. It is our opinion that the subject lot may support the proposed addition to the residential structure_ However, the conclusions and recommendations found in*the latter part of this report shall be incorporated in the design plans and specifications. GRADING All grading shall be performed in accordance with the applicable recommended grading specifications contained in this report and the City of Encinitas Grading Ordinance. On the basis of our investigation, development of the site as proposed is considered feasible from a soils engineering standpoint provided that the recommendations stated herein are incorporated in the design of foundation systems and are implemented in the field. Site preparation should begin with the removal the existing any trash,, debris, and other deleterious matter. These materials, as well as vegetative matter, are not suitable for use in structural fills and should be exported from the site. - Also, any subsurface structures such as cesspools, wells, or abandoned pipelines, which are uncovered during the grading operation, shall be removed or backfilled --' 1677-A 60. MELROSE DRIVE#2965, VISTA, CA 92083-5497 • 760-9453750 • F4X: 760-945=;4227 v.V, rntl 0001VZZ4LL GUUn J.-I �any4�41Z1 FRIEHALIF ARCHITECTS 8 & S ENGINEERING 10 003 PAGE 04 �j, /etc. l CIVIL aEpT�NMCAL A Otinmo ENG 1NE-GM1V0 FdUNdA710NOCSIGN.f,4y0 BUAYE'19 ' COn57pUC770N M7-SOIL TES'rI.Na in accordance with MANAC,QM�,�INSPECrI.. the requirernelzts of the City ofEnCh itas. All on-site earth materials are considered suitable for the support Proposed.structures. However pport of the surface soils occurring in the ,prior to coast uctian,, the upper 12 inches of loose to a de g area of the proposed house addition shalt be removed P� where fine, dense native soils are encountered, The lim.i.t excavation and recompaction shall extend a s of over- Proposed perimeter building foundations. The p o fremoy outside the be approximately 12 inches below the existing surface. al �s anticipated to by over-excavating the upper 8 inches of the g surf a soaps can be accomplished bottom surface to a Minimum depth of 12 inches Ppxng the exposed design grade. , and recompacting the soil to the All structural fill shall be compacted to at least 90% of the ma.'umum density at near optimum moisture content as determined in accordance ry A5'TN1 Test Procedure D 1557-91 ore equivalent. dance with excavation process, the proposed foundations may e an dive ought over- surface soils to the proper embedment into firM native soils. For through two-story the loose —� foundation; i.e., 18 inches embedment) the perimeter footing shall extend depth of 12" + 18" ; 30" and for a single story, 12" + 12 >� „ th e i surface. Foundation depths shall be verified in b� 24 below the existing representative prior to placing concrete. writhing by our field Site drainage should be dispersed by non-erodible devices in a manner t Preclude concentrated nznoff over accordance with graded and natural areas in ' o City of Encinitas requirements, the GEOLOGIC HAZARDS According to published information, there are no known active or Potentially active faults on or in the i Therefore, the potential for xxunedzate vicinity of the subject site, °mod nlPture at this site is considered low, There are, however, several faults located Within movement associated with them could �close proximity to this site that the following table presents the distance of major faults £cue 5t e otion. The maxirnum credible earthquake ma , the assumed anticipated at the site. magnitudes and estimated pew accelerations "fet"ne of this project is,The considered ow. such The � earthquake occurring during the The severity of ground.motion is not - 7677-A SO, 2 MELROSE DRIVE#285, VISTA, CA 92083-6497 760-945-3750 • FAX. 7607945-422 422 7 a"° n«a« FRIEHAUF ARCHITECTS `+«1 B & B ENGINEERING 10004 WAGE 05 Bill CIVIL OEOTEpt+ C1�1 file. FO(/N S/ DA?MAfD GN N%. Al_4®{/q'�YFNGfNrER/NQ " y,• CQM9TR VE17NG-SOIL .. anticipated to be V017°N MIW�6CMrW I uysp M377NG ECf70N Y greater at this site than in other areas of San Diego Coup _ SEZSMICrr'Y OF MAJOR FAULTS FAULT DISTANCE CREDIBLE ESTIMATED MAGrNITDE(RIC R) ACCELERATION(g) Rose Canyon S mi. Elsinore 28 mi. 6.0 0.25 San Jacinto 51 mi.. 7.5 0.35 75 San Andreas 7.8 0.17 mi. 8.3 0.12 The following information as presented relative to the subject s' Seismic Zone 4 per the UT B.C.: .l site and SETS gC pgo.FILE (z) S"'SMic Zone .factor= 0.4 ABC TABLE (Na) Near-source factor= 1.2 16 A-z (B) Seisrnic source type =B 16 A-S (Sd) Soil profIle type = Sd 16 A-U (Ca) Seismic coefficient 0,44 Na 16 A-J (CV) Seismic coefficient= 0,64 Nv 16 A-Q (Nv) Near-source factor= 1.0 16 A-R 16 A-T LIQUEFACTION pOTENTIAL Liquefaction analysis of the soils underlying consideration of various factory which include the water levels sail on the relative density, intensity ofgzound shaking type gradation, Liquefaction potential has been found t��hea the-greatest of shaking, level is shallow and loose fine sands oc�u � st where the ground water conditions are not Within a depth of 50 feet or less. These generalized liquefaction in the 'vent a rea mod' therefore, the potential for faults is considered to be low. strong to moderate earthquake on nearby STABILE The relatively dense nature of the surface.soils within the site d az� the nature 3 ._ 167 7-A SO. MELROSE DRIVE.#285, VJSTA, CA 92083-5497 76Q-945-3 t50 . ,., FAX: 760-945=4221 05/12/2005_09:38 FAX 8587922422 •- .�,t`L1 FRIEHAUF ARCHITECTS E�005 is !i ENGINEERING PAGE 06 liter C/VlL OiOTFCNN/pgG A ONAL TV ENQ/NiiR/Np �• .^- FD(/apw�ONOP3fp/r.LAAM8LRVenxc-504T4577Nc �' C�STigUC1'/ON,N� AG4Ve" of the material underlying PfC770' landslide conditions. Y the site INS generally preclude the occurrence of major The area surrounding the sate is not l�nown to be within an area of ground Subsidence. Z'he. - subject site is considered low, potential for deep seated slope failure at the The site swrface rztaterials consist of silty sands that are relatively their dry state. These rn.aterial5 are susceptible to erosion_ Drain dense in essential to maintain the stability of any planned slopes or slope �e control is p areas. FOUNDATIONS For foundation design purposes, the following earth pressures were calculated based on our Shear Test Results (Enclosure I) and based on foundation depth and width of 12 inches: a Shear Test:.Cohesion = 320 Bearing Angle of Friction= . Allowable 8earig Val 33° ue —2400 psf Equivalent Fluid Pressure = 35 psf �. Passive Lateral Resistance= 410 psf Active Pressure - 35 psf Coefficient of Friction= 0.35 Expansion Index= I (VERB'Low) These values are for dead plus live loads and may be increase.d by one- (113) for seismic and wind loads where allowed by code. These deli be one-third values are in accordance with the uniform Building Code and were ca�Iculated g based on Te,t�glus' Formula. It is recommended that the continuous perimeter foundation5 and cone e slabs fora light weight wood framed structure shall be reinforced ' rte With the following minimum designs: in accordance a. For slab-on-grade floors: it is recommended that the continuous Perimeter foundations for a single story structure shall extend a p and a minimum width. of 12 inches into fimt native soils ornc pacedoF�£ll2 inches as measured from the lowest adjacent grade, A minimum of 18 pinches deep 151 inches wide shall be used for a two story structure. P J 4.._... -' 7611 SO. MELROSE ORIVE#285, VISTA. CA 92083-5497 760-945-3150 Fes'' 760945 4221 vJ GJ/i723!LlrlbS ,11:1 t�5t{�bby4b422I FRIEHAUF ARCHITECTS X006 B & B ENGINEERING PAGE 07 0648 Lzin ir�� • CIVIL 0E07, NNICA[,I OVAUrY 6NQ/NEER/NG FD(1NQar�p�y DESIGN.LA140 94MVftNa•60/L TESTING 00NSrRVC110NIIANAGEA•IFA+r #WSpFC1'!QN b, All foundations shall be reinforced with at least two NOA steel bars one bars shall be placed 3 inches from the top of the foundation be placed 3 inches :f Om the bottom. nand f1'ie other bar shall c- All interior concrete slabs shall be a minimum o f4 inches in and rein-forced i orced with a minimum of No. 3 rebar at 24 inches on c placed in the center of the slab. The slab steel reinforcement enter both wa s y shall be bent downward into the perimeter footings and connected to the foundation steel at 24 inches on center. In order to nninirr ize vapor transmission, an impermeable . membrane (ie: 6 mil v-isqueen) shall be placed over the-native sandy soil or 2 inches of clean, poorly graded, coarse sand, decomposed The membrane shall be covered with 2 inches of sand to protect it d,urin hed rock, construction and the.sand should be lightly Moistened just prior to placing concrete. All concrete used on this project shall have a minimum compressive strength of 2500 psi unless otherwise stated on the Building Plans. If imported soil ,materials are used during to the design elevations, or if variations of soil or grading ldiztgbocations are ding pad encountered, foundatiOn and slab designs shall be reevaluated by our firm upon the completion of foundation excavations. Footings located on or adjacent to the top of slopes shall be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet be bottom edge of the footing and the face of the slope, twee n the These foundation recommendations are nuninium design the soils encountered during requirements for t so i ed b g this investigation; however, actual foundations shall y the.Structural Engineer for the expected live and dead loads, and for wind and seismic loads. Findings of this Report are valid as of this date; however, changes in conditions of a property can occur with passage of time, whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report ma be invalidated wholly or partially by changes outside our control. Therefore,thisy Report is subject to review and should not be relied upon after a period of one year. 5 1611-A So, MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 FAX.- 760-9a5,_g221 05/12/2005 09:38 FAX 8587922422 03/@8!2005 11:13 7609454221 FRIEHALIF ARCHITECTS 11007 B 8 ENGINEERING rAtat �Y .I , mc. CrV19,CEOTECHN/CAJ,R pvAUn.ENQ,1VWA,NQ FOVnawTrON DESIGN,NIND S M V C,,M.yaC rEff"NC +: G0NS7HUG770N MANA081AENT A IN;_ECTICN In the event that any changes in the nature design, are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing, This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and the recommendations contained herein are called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. It is recommended that the Soil Engineer be provided the opportunity for a general review of the final design plans and specifications for this project in order that the recommendations of this report may be properly interpreted and implemented in-the design. It is also recommended that the Soil Engineer be Provided the opportunity to verify the foundation and slab construction in the field prior to placing concrete. (If the Soil Engineer is not accorded the privilege of making these reviews, he can assume no responsibility for misinterpretation of his. recommendations), The Soil Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. IWO vP c ak Sincerely,' C= RaE 127 M Exp-12h l/05 4F ., * ,AAr ur C. Beard RCE RGE Chief Engineer F0.0 C 76r Y.A So, MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3160 - FAX; 760-945-4221•—•. 05/12/2005 09:39 FAX 8587922422 Q3/08/2005 11:13 7609454221 FRIEHAUF ARCHITECTS 11008 B 8, B ENGINEERING PAGE 09 2000 ul CL 1.600 z z 1200 u� z Q Boo w 400 � 33 0 0 400 80.0 120.0 16.00 2000 N-O:R M A L LOAD SOIL TYPE o 'BORING NO- DEPTH MOISTURE COHESION m {BN) (ft) 0 4NG1_E OF (�� (PS FRICTION ( � j f-I1LDWN s�4ivo y sic r T P- 1 Z-3� ID.� 318 33° GVIL•QE076GINIG{t_•DLlAUtYENGINBER8 97gUCTURAL ENOINEEMNG-LAND SURVEYING FERCOLA770N A SOIL TE6"MO .. •CCNS7AUC 0NMANAGEMRAMAJNSaEGTJON SHE.gK'tNG S•T,RENGTH TEST C,vccAScaQt A-6 LLAj . .. __ � - CIS Recording Requested By: ) City of Encinitas ) When Recorded Mail to: DOCUMENT VVA" PECC1RDED ON SEP 2C) 'OC City Clerk ) L:',CUMENTNiU^AlNER cJU5-0$1121G8 City of Encinitas J SWITH. COVNTrHECORDER 505 South Vulcan Avenue `'AN `AEGO COUNT RECORDER'S CF-ICr TIME: 3,55 PM Encinitas, CA 92024 ) FOR THE BENEFIT OF THE CITY SPACE ABOVE FOR RECORDER'S USE ONLY EASEMENT FOR CITY HIGHWAY Assessor's Parcel No. 256-012-17 Building Permits: 05-314, 05-318, 05-604 Lawrence Holland and Jill Holland Husband and Wife as Community Property hereinafter called GRANTOR(S), do(es)hereby grant, convey and dedicate to the City of Encinitas, State of California, hereinafter called GRANTEE, the right of way and incidents thereto for a public highway upon, over and across that certain real property in the City of Encinitas, County of San Diego, State of California, described as follows: SEE EXHIBITS "A" and "B" ATTACHED HERETO AND MADE A PART HEREOF BY THIS REFERENCE, The Grantor hereby further grants to the Grantee all trees, growths, (growing or that may hereafter grow), and road building materials within said right-of-way, including the right to take water, together with the right to use the same in such a manner and at such locations as said Grantee may deem proper, needful, or necessary, in the construction, reconstruction, improvement, or maintenance of said highway. The Grantor, for himself, his successors and assigns, hereby waives any claim for any and all damages to Grantor's dedicated property conveyed by reason of the location, construction, landscaping or maintenance of said highway. Dated this �� day of Tun 4,2005 0 ER' ignature: OW 's Signature: 1�wre.-rte W .col/�,n a� �_J %l & 0//an Print Owner's Name: Print Owner's Name: Signature of Owners to be notarized. Attach the appropriate acknowledgments . This is to certify that the interest in real property conveyed by deed or grant to the City of Encinitas, a Municipal Corporation, is hereby accepted by the undersigned agent on behalf of the City Council of the City of Encinitas pursuant to authority conferred by Resolution of the City Council of the City of Encinitas adopted on February 3, 2004 and the grantee consents to recordation thereof by its duly authorized officer. Dated: - c By: s Peter Cota-Robles Director of Engineering Services City of Encinitas CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California ss z County of U GlC On�. LbDS before me r �Of1 b �� d L �(� Date —�Q /�� Name andd Talee of Cf}icer(e.g.'Jane Doe.Notary Puchc') personally appeared Name(s)of Stgner(s) n- rsonally known to me l ❑ proved to me on the basis of satisfactory evidence I to be the person(s) whose name(s) )s re S .,-��..�»�'r subscribed to the wit instrument and I - RANDA G.MILLJO acknowledged to me the/they executed I : Commiission#138920S the same in his er/their thorized T' N •_e Notsry Pubk-IGUfomla > son plogo Cow,ty capacity(ies), and that by is/ er/their MY Exp.jon.6,2007 signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. rs r� (, WITNESS my hand and official seal. Place Notary Seal Above Si 41&re o Notary Public i OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. I Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: ❑ Individual Top of thumb here ( ❑ Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑General 6 ❑ Attorney in Fact ❑ Trustee ( ❑ Guardian or Conservator, ❑ Other: Signer Is Representing: 0 1997 National Notary Association•9350 De Solo Ave,PO Box 2402•Chatsworth,CA 91313.2402 Prod.No.5907 Reorder Call Toll-Free 1800-876.6827 i Loan 9: 708-0039739669 Consent of Lienholder Wells Fargo Bank National Association successor by merger to Wells Fargo Horne Mortgage, Inc., ("Lienholder"), hereby consents to the grant of the foregoing Easement for City Highway by Lawrence Holland and Jill Holland to the City of Encinitas State of California, and,joins in the execution hereof solely as Lienholder and hereby does agree that in the event of the foreclosure of said mortgage, or other sale of said property described in said mortgage under judicial or non judicial proceedings, the same shall be sold subject to said Easement for City Highway. SIGNED AND EXECUTED this- Z-1 day of u G u s i , 2005. Wells Fargo Bank, N.A. By: . Teresa A. Naylor Vice President STATE of MARYLAND COUNTY of FREDERICK BEFORE ME, the undersigned authority, on this day personally appeared Teresa A. Navlor. Vice President, of Wells Fargo Bank, N.A., known to me to be the person and Officer whose name is subscribed to the foregoing instrument and who acknowledged to 1 me that he executed the same for the purposes and consideration therein expressed, in the capacity therein stated, as the act and deed of the said Bank. GIVEN UNDER MY HAND AND SEAL OF OFFICE THIS J"day of ,�u�7- , 2005. Notary Public NANETTE S. FRANCELLA NOTARY PUBLIC STATE OF MARYLAND My commission expires: "C)% 007 County of Frederick My Commission Expires March 1, 2007 EXHIBIT"A" LEGAL DESCRIPTION THE NORTHEASTERLY 8.00 FEET OF LOT 17 IN BLOCK 9 OF SOUTH COAST PARK UNIT NO. 2 IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO 1895 RECORDED SEPTEMBER 21, 1925 IN THE OFFICE OF THE COUNTY RECORDED OF SAID SAN DIEGO COUNTY. EXCEPTING THEREFROM THAT PORTION LYING WITHIN THE SOUTHERLY 1.00 FOOT THEREOF. THE WESTERLY TERMINUS OF THE SOUTHERLY LINE OF SAID 8.00 FEET TO BE AT THE INTERSECTION OF THE WESTERLY PROLONGATION OF THE ARC OF A CURVE HAVING A RADIUS OF 242.00 FEET AND BEING CONCENTRIC TO THE NORTHERLY LINE OF SAID LOT 17, WITH THAT CURVE IN THE NORTHWESTERLY BOUNDARY OF SAID LOT 17 HAVING AN ARC DISTANCE OF 63.66 FEET, AS SHOWN ON SAID MAP. amp LANO S�9 v� QH C. S 5211' 06/30/07 ,Ile >~1 P CF CALIF EXHIBIT n81' DEDICATION PLAT / A=79 de35 33 E d=41 *20'14 " 123 P=3024 ' dO L=21.82' 0 1 = INDICATES 1� 11' DEDICATION n a v 20' a h DP LOT 17 1 MAP NO. 1695 v n cz1§11'�O uc Q ham. \ o _ m Q / L07' 10 / 1� LAC S�9` LS 5211 Ex . 06/30/07 OF CAL _.� N74 °16 30'E �h� FASCO �� 1415 9.77' / (858) 259-8212 ING 535 N. HWY i01, STE. A SOLANA BEACH, CA 92075 OFFICIAL CALIFORNIA NOTARIAL CERTIFICATE ACKNOWLEDGMENT State of California County of at Title of Document (i r— On ly before me,'Tr1,c, L- J ciit lu'yu personally appeared A I I B. �I I a" ojtd )-6 I II II D 1 t, rev)�p !�� tt- [ ] personally known to me-OR- [qlp�r`oved to me on the basis of satisfactory evidence to be the perso (s) hose namij's �are subscribed to the within Instrument and acknowledged to me that e/!Ve executed the same in hj�s/tI� their authorized capacit ies and that by s/l their Signatuthe instrument the perso (s or the entity upon behalf of which the person (s) cted, executed the instrument. WITNESS my hand and seal. TINA LM JENKINS COMM 1413572 NOTARY PUBLIC CP pN q 6, ,C0MK D \ ARIL 25,2007-+ SIGNATURE OF AM s. THE OI-dGINALv)FTHI5 DOCUMENT VNf-1 i R'ECORDED CAN ;iEP 20, 2005 Recording Requested by: ) --X,C,-;ME-NTNUMBER 2005-0812107 F.EG RY .I SMITH COUN I T'RECORDER City Of Encinitas ) AN DIEG_;<GHNTY RECORDER'S,01!�FiCE TIME 3.55 PM When Recorded Mail To : ) City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) Encinitas, CA 92024 ) SPACE ABOVE FOR RECORDER ' S USE COVENANT REGARDING REAL PROPERTY WAIVER OF PROTEST TO ASSESSMENTS Assessor ' s Parcel Number: 256-012-17 Project No.04-205 CDp (9419-G) A. Lawrence Holland and Jill Holland, Husband and Wife as community property, ( "OWNER" hereinafter) are the owners of real property which is commonly known as 871 Neptune Avenue, ("PROPERTY" hereinafter) and which is legally described as follows : See Attachment "A" which is attached hereto and made a part hereof . B. In consideration of Coastal Development Permit approval for the above referenced project by the City of Encinitas ("CITY" hereinafter) , OWNER hereby covenants and agrees for the benefit of CITY, to do the following : No protest shall be made by the owners to any proceedings for the installation or acquisition of street improvements, including undergrounding of Utility lines, under any special assessment 1911 or the Municipal Improvement Act of 1913 , or any other applicable state or local law, and whether processed by the City of Encinitas or any other governmental entity having jurisdiction in the matter and for the purposes of determining. property owners support for same. Cov6133 .doc jlr 09/14/05 (01-11-93) C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and assigns of the respective parties . D. OWNER agrees that OWNER ' s duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of this Covenant . E. If either party is required to incur costs to enforce the provisions of this Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorney' s fees, from the other party. F. Failure of the OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant . G. Upon OWNER ' s satisfaction of OWNER' s duties and obligations contained herein, OWNER may request and CITY shall execute a "Satisfaction of Covenant" . H. By action of the City Council, CITY may assign to a person or persons impacted by the performance of this Covenant, the right to enforce this Covenant against OWNER. ACCEPTED AND AGREED: OWNER / Dated �//S �a5� G c� Lawrenc Holland Dated_ /// 5 /�S— Q Jill ollan (Notarization of OWNER signature is attached) ATTACH NOTARY HERE Cov6133 . doc jlr 09/14/05 (01-11-93) CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of Califor i County of ss. On before me, d ! Date eland T I o OBic g..'Jane Do, olary Public") I, personally appeared VU r t Names)) igner(s) personally known to me ❑ proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) X/are BETMANYSPOONER subscribed to the within instrument and C nvnkf w01332484 acknowledged to me that I o4heflhey executed Notwy Pubic-cow" the same in hisfher/their authorized Comm E�>�sNNow330.2005 capacity(ies), and that by histherltheir signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. i i- WITNESS my hand an fficial seal. i; Sign e f of P lic OPTIONAL Though the information below is not required by law,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of AttacheA Document �p� f I, Title or Type of Document: W` "' `a `� ( -`" Document Date: Number of Pages: Signer(s) Other Than Named Above: I' Capacity(ies) Claimed�b/y�Signer � Sign s Name: ►/� ! mil' C�C� ► (Y' y�` ' �l�t' w� Individual Top of thumb here ❑ Corporate Officer— Title(s): ❑ Partner — ❑ Limited ❑General ❑ Attorney-in-Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: r _ _ �1999 National Notary Association•9350 De Soto Ave.,P.O.Box 2402-Chatsworth,CA 91313-2402•wvrw.nationalnotary.org y Prod.No.5907 Reorder:Call Toll-Free 1.800-876-6827 TY O „EN C TA Dated 2/'5�� ._ by - (Notarization not required) PETER COTA-ROBLES, Director of Engineering Services Cov6133 .doc jlr 09/14/05 (01-11-93) CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT - a . State of California ss. County of - n On ! �, before me, N _uyUYg Date Name and Tltle of Officer(e.g 'Jane Doe Notary Pubhc '> personally appeared Pf-7E4e eV-rA Name(s)of Signer(s) sonally known to me _i proved to me on the basis of satisfactory evidence 1, to be the person(s) whose name(s) is re subscribed to the with instrument and ------------ acknowledged tom t he/they executed t I RANDA G. MILLJOURI the, same in er/their thorizecl r • Commission#1389205< capacity(ies), and that by Ull er/their Notary Public•California signature(s) on the instrument the person(s), or San Oiapo County i. My Commission Exp,Jan. 6,2067 the entity upon behalf of which the person(s) acted, executed the instrument. n WITNESS my hand and official seal. Place Notary Seal Above nature of Notary Public OPTIONAL ' Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: i Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer n Signer's Name: _ ?� ( ❑ Individual Top of thumb here El Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ General gl ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: I Q 1997 National Notary Association•9350 De Solo Ave..P.O.Box 2402•Chatsworth,CA 913132402 Prod.No.5907 Reorder.Call Toll-Free 1-800 876-6827 ;-TIE ;;�:!Gi`JAL 0.=l-Fi�c DOC!�MENT RECORDED ON 6EP20 2005 RECORDING REQUESTED BY AND, } Do(-,uMENT NvuMEER 20,05-081,2169 WHEN RECORDED MAIL TO: ) ""- 0,Pr ; c"N11TH COUN7YF-Ec.)RDER '•.4 v DiEG�} .;;;;N'i'Y RECORDER'S OF,-CE TIME: 3 55 PM ) CITY CLERK ) CITY OF ENCINITAS ) 505 SOUTH VULCAN AVENUE ) ENCINITAS, CA 92024 ) SPACE ABOVE FOR RECORDER'S USE ENCROACHMENT MAINTENANCE AND REMOVAL COVENANTT ENCROACHMENT PERMIT NO. .9¢19 - PF A.P.N. 26© - G/2 - 17 An encroachment permit is hereby granted to the Permittee designated in paragraph one, Attachment"A", as the owner of the Benefited property described in paragraph two, Attachment 'A" to encroach upon City Property described in paragraph three, Attachment "A", as detailed in the diagram, Attachment "B". Attachments "A" and "B" are hereby incorporated herein by this reference as though fully set forth at length. In consideration of the issuance of this encroachment permit, Permittee hereby covenants and agrees, for the benefit of the City, as follows: 1. This covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees, and assigns of the respective parties. 2. Permittee shall use and occupy the City Property only in the manner and for the purpose described in paragraph four, Attachment "A". 3. By accepting the benefits herein, Permittee acknowledges title to the City Property to be in the City and waives all right to contest that title. 4. The term of the encroachment permit is indefinite and may be revoked by the City and abandoned by Permittee at any time. The city shall mail written notice of revocation to Permittee, addressed to the Benefited Property which shall set forth the date upon which the benefits of encroachment permit are to cease. 5. City is entitled to remove all or a portion of the improvements constructed by Permittee in order to repair, replace, or install public improvements. City shall have no obligation to a for or restore Permit-tee's im^rovements. pay r 6. Permittee agrees to hold harmless, defend and indemnify from and against all claims, demands, costs, losses, damages, injuries, litigation, and liability arising out of or related to the use, construction, encroachment or maintenance to be done by the Permittee or Permittee's agents, employees or contractors on City Property. br)6603/10/20/04/g sa b i n e 7. Upon abandonment, revocation, completion. or termination, Permittee shall, at no cost to the city, return City Property to its pre-permit condition within the time specified in the notice of revocation or prior to the date of abandonment 8. If Permittee fails to restore the City Property, the City shall have the right to enter upon the City Property, after notice to the Permittee, delivered at the Benefited Property, and restore the City Property to its pre-permit condition to include the removal and destruction of any improvements and Permittee agrees to reimburse the city for the costs incurred. Notice may be given by first class mail sent to the last known address of the Permittee, which shall be deemed effective three calendar days after mailing, or by any other reasonable method likely to give actual notice. 9. If either party is required to incur costs to enforce the provisions of this covenant, the prevailing party shall be entitled to full reimbursement for all costs, including reasonable attorney's fees. 10. Permittee shall agree that Permittee's duties and obligations under this covenant are a lien upon the Benefited Property. Upon 30-day notice, and an opportunity to respond, the City may add to the tax bill of the Benefited Property any past due financial obligation owing to city by way of this covenant. 11. Permittee waives the right to assert any claim or action against the City arising out of or resulting from the revocation of this permit or the removal of any improvements or any other action by the City, its officers, agents, or employees taken in a manner in accordance with the terms of the permit. 12. Permittee recognizes and understands that the permit may create a possessory interest subject to property taxation andthat the permittee may be subject to the payment of property taxes levied on such interest. 13. As`a condition precedent to Permittee's right to go upon the City Property, the agreement must first be signed by the Permittee, notarized, executed by the City and recorded with the County Recorder of the County of San Diego. The recording fee shall be paid by Permittee. 14. Approved and issued by the City of Encinitas, California, this day of , 20_ AGREED AND ACCEPTED PERMITTEE Dated: Wow 2£�✓� �r�alf�'' Dated: (Notarization of PERMITTEE signature is attached) City cinit ) tt/ l� bp6603/02/22/05/gsabine ATTACHMENT "A" TO COVENANT REGARDING ENCROACHMENT PERMIT NO. / "~ PERMITTEE: Lawrence Holland and Jill Holland, husband and wife as community property. BENEFITED PROPERTY: Lot 17 in Block 9 of South Coast Park No. 2, in the City of Encinitas, County of San Diego, State of California, According to Map Thereof No. 1859, Filed in the Office of the County Recorder of San Diego County, September 21, 1925, Excepting therefrom the Southerly 1 foot thereof. CITY PROPERTY: Right-of-way of Leucadia Blvd. adjacent to the property described above. PURPOSE: For private improvement including existing retaining walls and fencing. PERMANENT ENCROACHMENT EXHIBIT 871 NEPTUNE AVENUE APN: 256-012-17 EXISTI RETAINING-J' ` WALL 0 REMAIN 9/ js ♦ y EXISTING RETAINING WALL TO REMAIN ` r . CAR OC PROPERTY LINE t ` } y 00617NO SMUCIVRE PE 1415 10' PAWO ENG�nvc (858) 259_8212 535 N. HWY 101, STE. A SOLANA BEACH. CA 92075 LIFORMA ALL-PURPOSE ACKI'dC�'�LE�CI�€ � r- State of County of �' n't L ..�_ before me, I off no 1 rcl �G On Dale N me nd T e oIt7Ni er le. .,'Jane oe.Nora P rich � -�h t Ca ZIly appeared Namets)d siuner(s) known to me– OR–O proved to me on the basis of satisfactory evidence to be the persons) whose name(s)±stare subscribed to the within instrument and acknowledged to me that hefs�they executed the same in hi9fAger/their authorized capacity(ies), and that by his Mr/their signature(s)on the instrument the person(s), W WWSPOONER or the entity upon behalf of which the person(s) acted, _ � CWNMWm 3XMM executed the instrument. Nifty Son DWV Oft+ WITNESS my hand and official seal. C&m.E*m Nov 30.2005 S atwe Not Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of.this form to another document. Description of Attached Document ��CNoaC�n�y�' �i,�2Nia�.�'�nrtwa � C,av2��lr�k' Title or Type of Document: T Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name:�Q/V�C,(, �t 'la Signer's Name: ff Individual 0 Individual 0 Corporate Officer 0 Corporate Officer Title(s): Title(s): 0 Partner—D Limited 0 General D Partner —O Limited 0 General 0 Attorney-in-Fact O Attorney-in-Fact 0 Trustee 0 Trustee _ G Guardian or Conservator O Guardian or Conservator Top of thumb here Q Other: Top of thumb here O Other: Signer Is Representing: Signer Is Representing CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT - - State of California ss �. County of C PUt�LIC? On J! 2,00'before me,:?r�bK} Datz Name and rifle of Officer(e.g.-Jane Doe.Nora./PurAc°I > personally appeared Namets)of Signer(s) rsonally known to me = proved to me on the basis of satisfactory evidence -------..... to be the person(s) whose name(s) n re RAND-A G.MILWOUR subscribed to the withi instrument and Cession°>r13B9205 2 acknowledged to me he/they executed Nota�r vubNc-CaQforniay the same in hi r/their authorized NNW r SM D1*90 County '0 My Conxnission Ezp.Jan. 6, 2007 capacity(ies), and that by fs er/their ••N'•'N"'�'~ signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. X WITN SS my hand and official seal. ( (' Place Notary Seat Above Signat a of Notary Public . OPTIONAL i. Though the information below is not required by law,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Pages: Number of Pa Document Date: 9 I Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: ❑ Individual Top of thumb here ❑ Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ General 6 ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: ��1997 National Notary Association•9350 De Soto Ave. P.O.Box 2402•Chatsworth.CA 91313-2402 Prod.No.5907 Reorder:Call Toll-Free I-300-876-6827 ENGINEERING SER VICES DEPARTMENT Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 23, 2010 Attn: First Republic Bank 1110 Camino Del Mar #A Del Mar, California 92014 RE: Lawrence Holland 871 Neptune Avenue APN 260-012-17 Grading Pen-nit 9419-GI Final release of security Permit 9419-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved the grading and finaled the project. Therefore, a full release of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# CD09800000185 in the amount of$ 9,067.30. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sincerely, Debra Geishart Jay Lembach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Lawrence Holland Debra Geishart File Enc. TerraPacific U L T A N T S I N C GRADING AND COMPACTION REPORT Nautilus Cove Development 211 Hillcrest Drive Encinitas, California prepared for: Mr. Lawrence Holland 871 Neptune Avenue Encinitas, California 92024 by. TerraPacific Consultants, Inc. 12245 World Trade Drive, Suite G San Diego, CA 92128 File No. 22019 November 8, 2002 12245 World Trade Drive, Suite G San Diego, CA 92128 • 858 521-1 190 858 521-1 199 fax • terrapac.net - TerraPacific W A N T S I N C Mr. Lawrence Holland November 8, 2002 871 Neptune Avenue File No. 22019 Encinitas, California 92024 Subject: GRADING AND COMPACTION REPORT Hillcrest Drive Development 211 Hillcrest Drive Encinitas, California Dear Mr. Holland: In accordance with your request, TerraPacific Consultants, Inc. has conducted observation and testing services during grading and fill compaction operations at the subject project. Our construction monitoring was performed between October 23, 2002 and November 4, 2002. Based on the results of our work, it is our opinion that the described earthwork has been completed in general conformance with the recommendations provided in the March 7, 2002 Geotechnical Investigation report by TerraPacific, Inc. and the intentions of this office. Further discussion of our findings, along with our test results and recommendations may be found in the accompanying report. We appreciate the opportunity to provide geotechnical services and welcome our continuing ,role as engineering consultants for this project. If we can be of further assistance, please feel free to contact us. - Respectfully submitted, TerraPacific Consultants, O QRO F E SS/� VNIRICK co�9l F mar per , � No. C52172 � J-.1 W 4 f Ex 2131102 angel onnery 'k cNl 'Senior Engineer O��P Cris O'Hern Ineer 9 OF CALIF Associate Geologist RCE 52172 DPC;CO:na Distribution: (2) - Mr. Lawrence Holland Nautilus Cove Development • 211 Hillcrest Drive, Encinitas, CA File No. 22019 • -- November 8, 2002 - 1 - 12245 World Trade Drive, Suite G San Diego, CA 92128 • 858 521-1 190 • 858 521-1 199 fax • terrapac.net INTRODUCTION Purpose & Scope This report presents the results of our periodic observation and testing performed during grading and fill compaction for the proposed residence located at 211 Hillcrest Drive in Encinitas, California. The proposed residence at 211 Hillcrest Drive is the first of six residences to be constructed at the project site, known as Nautilus Cove. Grading generally consisted of over-excavation and recompaction earthwork activities necessary to construct the building pad for the residence, accompanying flatwork, and other residential structures in accordance with the project construction plans. The scope of our work included a review of pertinent available reports and maps (see References), field observations and testing during grading, laboratory analysis of earth materials, engineering/geologic evaluation, and preparation of this report presenting our findings, conclusions and recommendations. Site Description The subject property is located south of Hillcrest Drive between North Vulcan Avenue and - Hygeia Avenue in the city of Encinitas, California. This is further identified as being located within the community of Leucadia. Estimated elevations of the proposed pads at the site are roughly between 70 and 75 feet above Mean Sea Level. Grading plans for the - residence at 211 Hillcrest indicate a finish pad elevation of 73 feet and a finish floor elevation of 73.7 feet. The site consists of a roughly L-shaped lot. The proposed residence at 211 Hillcrest Drive is located on the northern most portion of the site (Figure 1). The site slopes gently to the west-southwest with less than approximately five feet of overall relief. The lot is bordered on the north by single-family residences, on the east by duplex-style residences, on the south by a future housing development, and on the west by mobile homes and a single- family residence. Based on the site topography, it appears that the lot is likely in a near natural state with only minor fill located on the site. This was confirmed by our subsurface exploration that encountered formational material near the ground surface at all test pit locations except for one where fill was encountered to a depth of approximately four feet. Proposed Development It is our understanding that the new residence at 211 Hillcrest Drive will be constructed with slab-on-grade floors and continuous perimeter and bearing footings. It is assumed that various walkways, driveways, patios and other miscellaneous improvements will be constructed appurtenant to the residence. A retaining wall is planned along the west property boundary. A paved roadway is proposed to provide access to the six homes in the development. Grading plans for the initial residence have been prepared by Pasco Engineering. Architectural and foundation plans have been prepared by Friehauf Architects. Nautilus Cove Development • 211 Hillcrest Drive, Encinitas, CA • File No. 22019 • November 8, 2002 - 2 - GRADING & COMPACTION General Procedure Grading and earthwork activities at the site were conducted between October 23, 2002 and November 4, 2002. Earthwork construction generally consisted of removing deleterious debris, over-excavating unsuitable soil to maximum depths of approximately three to four feet below ground surface, and constructing an earthen building pad. At the northeast corner of the building pad, an abandoned cesspool well was uncovered. In this area, the well was over-excavated to a depth of approximately 12 feet and backfilled with compacted soil. A representative from our office periodically observed the grading operations and performed field density tests. Descriptions of the soil materials encountered, enacted earthwork and compaction test results are further described in the following sections. SITE GEOLOGY Geologic Setting The site is located in the coastal portion of the Peninsular Ranges Geomorphic Province of California. The coastal portions of the province in San Diego County are typically comprised of marine and non-marine sedimentary rocks that have been deposited within a northwest trending basin known as the San Diego Embayment (Norris and Webb, 1976). The geologic literature indicates that the site is underlain by a Quaternary-aged marine terrace deposit (one of nine preserved in Northern San Diego County), referred to as the Nestor Terrace (Qn). The Nestor terrace was a wave-abrasion platform that had been cut during a Pleistocene sea level high stand approximately 125,000 years before present. Continuous uplift raised the terrace clear of wave attack which preserved it from subsequent erosion (Eisenberg, 1983). Site Stratigraphy The subsurface descriptions presented below are interpreted from the conditions exposed during the field investigation at the six-lot Hillcrest Development site and/or inferred from local geologic literature. Eill Fill soil is earth material that has been placed using mechanical means such as bulldozers or other earthmovers called scrapers. Typically, the soil has been removed from one location and placed in another to fill in low-lying areas in order to create level building pads. If properly compacted, fill soil can be used to support structures. However, it is typically more compressible than natural bedrock soils. In this case, fill soils were encountered to a maximum depth of 3.7 feet below the current surface grade. This was only the case on the eastern side of the property, in the vicinity of a driveway area for two residences that existed at the site at the time of our subsurface exploration. The fill predominantly consisted of an orange-golden brown sand material. The fill was found to be moist and medium dense in consistency. These materials were Nautilus Cove Development • 211 Hillcrest Drive, Encinitas, CA • File No. 22019 9 November 8, 2002 - 3 - likely generated from the soil removed from the pad area during the grading of the two existing structures on the property. TM coil Topsoil is a weathering product that forms on the surface of formational material such as bedrock or terrace deposits. On site, the topsoil varied from 0.8 to 1 .6 feet in thickness and typically consists of loose, dark brown, silty sand. TPrrarP DP sit (NPCta TPrrarol Regionally, the Nestor Terrace consists of an orange to golden brown, medium dense to very dense, fine to medium grained sand. It is typically well consolidated with some zones of moderate cementation. The Nestor terrace deposit was exposed at depths ranging from 0.9 to 3.7 feet in all six of the exploratory trenches excavated for this project. On-site, the Nestor terrace consisted of an orange to golden brown, medium dense to very dense, fine to medium grained sand. Typically, the upper one to two feet of the formation was slightly to moderately weathered and less dense than the underlying material. Site Preparation Prior to the grading operations, existing vegetation, debris, undocumented fill and topsoil were removed from the area to be graded. Loose or porous soils were removed within the building pad area to a depth of three to four feet below grade to expose competent formational material. The removal extended approximately five feet outside of the building footprint. Due to the extensive root system of a large tree adjacent to the north property line, minimal over-excavation was performed in the vicinity of the driveway on the north portion of the lot. As discussed with the contractor, the concrete driveway for this residence should be thickened and reinforced due to the tree root system and the inability to over-excavate and re-compact the soil in this area. The concrete driveway in this area should be a minimum of six inches thick and reinforced with No.5 bars at 18 inches on center both directions placed near the center of the slab. After over-excavation of the building pad, the exposed subgrade was moisture-conditioned, and then mechanically compacted by heavy equipment to 90 percent or greater relative compaction (ASTM D1557). The abandoned cesspool area at the northeast corner of the building pad was initially over-excavated to an approximate depth of 12 feet and backfilled/compacted with native soil using a backhoe wheel until a depth of four feet below finished grade was achieved. The remaining portion of the backfill was compacted using heavy equipment as was used in other areas of the pad. Fill Materials & Compaction The earth materials utilized for compacted fill basically consisted of native silty sand materials that were excavated from the site or imported from a nearby site. Materials used exhibited good strength and low plasticity characteristics. Nautilus Cove Development • 211 Hilicrest Drive, Encinitas, CA • File No. 22019 • November 8, 2002 - 4 - Prior to replacement and compaction, the soil material was moisture-conditioned and blended as required, placed in six to eight inch loose lifts, and mechanically compacted with heavy equipment to at least 90 percent relative compaction in accordance with ASTM D1557 test method (see Compaction Testing section of this report). COMPACTION TESTING Compaction Test Procedure During the placement of backfill, test procedure ASTM D1556 (sand cone) was used for determining soil density and moisture content. The compacted fill was tested periodically as construction progressed to final rough grade elevations. The results of our field density tests are tabulated in Table 2. Approximate locations of the tests are indicated on the Compaction Test Location Map (Figure 1). It should be noted that the test locations and elevations are approximate, based on our interpretation of the plans prepared by Pasco Engineering. The results of the field density tests were compared to the Maximum Dry Density and Optimum Moisture Content as determined by ASTM test procedure D1557 (see Laboratory Testing below). The test results indicate the fill was compacted to 90 percent or greater. Laboratory Testing A supplemental laboratory test program was conducted to provide a basis for comparison and evaluation of the field density test. The laboratory program included determination of the Maximum Dry Density and Optimum Moisture Content of soils utilized as fill. These tests were performed in accordance with ASTM D1557 test procedure (modified Proctor). Additionally, an Expansion Index test and minus #200 sieve analysis was performed on samples of proposed import material. All phases of the laboratory program were conducted in general accordance with applicable ASTM Specifications or other accepted test methods as indicated. A summary of laboratory test results is contained in Table 1. CONCLUSIONS & RECOMMENDATIONS Conclusions Based on the results of our observation and testing, it is our opinion that the described earthwork performed to date has been completed in general conformance with the recommendations contained in the March 7, 2002 Geotechnical Investigation report by TerraPacific and the intentions of this office. Grading has been accomplished so that the main residence should be founded entirely on re-compacted competent soil. Over-excavation and recompaction of soil underlying the retaining wall footing that will border the west property line was also accomplished under our periodic observation. The retaining wall footing excavation was continued until competent soils were encountered. Nautilus Cove Development • 211 Hillcrest Drive, Encinitas, CA • File No. 22019 • November 8, 2002 - 5 - Am Recommendations KW The foundation design criteria and other recommendations presented in the March 7, 2002 TerraPacific report are valid and applicable to the site development, and are considered to remain in effect except where they may be superseded by supplemental addenda. The referenced report should be made a part of the project plans and specifications. As discussed previously, the concrete driveway should be a minimum of six inches thick and reinforced with No.5 bars at 18 inches on center both directions placed near the center of the slab. CLOSURE Limitations It is our opinion, within the scope of work defined for us by our client, that we have exercised a degree of care which equals or exceeds that presently maintained by other professionals in the field of geotechnical engineering and engineering geology; and, to the best of our ability, have performed sufficient observations and testing to provide a rational basis for our opinion that grading at this site was performed in general accordance with the recommendations and provisions of the project specifications. No other warranties are expressed nor implied. In reviewing the data, opinions, conclusions and recommendations presented in this report, it should be recognized that our services do not constitute a guarantee that the grading contractor has performed his work in strict accordance with the recommendations and/or specifications. In addition, no representations are made as to the quality or extent of materials not observed by us, for any subsequent change to this site, or the failure of others to properly repair damages by the uncontrolled actions of water. * * * TerraPacific Consultants Nautilus Cove Development • 211 Hillcrest Drive, Encinitas, CA • File No. 22019 0 November 8, 2002 - 6 - ATTACHMENTS References 1. Architectural and Foundation Plans for "Nautilus Cove Residence #6, 211 Hillcrest Drive, Encinitas, CA", prepared by Friehauf Architects, dated May 16, 2002. 2. "Geotechnical Investigation, Proposed Six Lot Subdivision, 227 Hillcrest Drive, Encinitas, California," prepared by TerraPacific Consultants, Inc., dated March 7, 2002. 3. "Site/Grading Plan for Nautilus Cove #6," prepared by Pasco Engineering, dated May 16, 2002. y- EXISTING ROAD 1 .11PROVE7�NT5 9-I PER PLAN 354 1 ' ,1 - 10.00 W! FOR AEt4 fA ' .22' EXISTING PRIVATE - 1 1 DOC. REC 1L ROAD 6 UTILITY EASEMENT 1 ` PER MAP N0. 17252 � 1 1 PIA ir, 1 por PRG 'D ttp 1 : PROPO LXW '' 1 SEWER LINE t �. s S7A 2 . n r 22..00 u1 fes-spo.£+ 4' FXISTIN' ATE AO Dx 0I L AS EMENT PER'-.- 'k 993-0762339 avation �:� 11 1 E0: NOVEMBER 10, 3 ��5{ 1 1 PROPOSED PA A� � 1 �u RO '6 UTILITY SE $F-2 1 uy�r 1 1 SCE 3 rtin.� ground'Equioment �-- x o �l y'� A.�, . 73.o• 1 x PR I ... \, .psi . . - AECIP l �:.:. __ \ L, \ AL TFE d#C INGRES PAD- I.5 5 m' � � / BUILDING 1 3A PUXIC Lot 1 SETBACKS J 1 \ 7lIST BUILOl 70 0 8F -j. 1 rig ' N7VED PAD X22 t ✓' � t',. 1 SE.. ter\ _ t ,��'1 1 1171.2 .5 36.5' 72 1 C s T 1 PROPOSE &AOLS J 1 0'0 2.5 Lot �CUS IfY. 65�IE 4 7 L OIBE BUIL 1 1 ISF OR= S ` j 6.9 9 702 t 1 y IVA / 1 j 1 of q \� \ 0321 SF PAD. 72.0 x 66.9 71.5 x x 71.4 Lot 3 s4a� �`r 1 w �� r SF.NET PAD 72.0 �Nhetl cr FL ��66.1 11 LLEANOUr - '� 1 '__ .��• STORk OY9AIN E&MT`. t�'�1�L X V . 98-240 `, ! 1, x Compaction Test Location Map File 22019 November 2002 o 30 Hillcrest Drive Figure 1 Approximate Scale 7"=60' Table 1 211 Hillcrest, Encinitas, CA Summary of Laboratory Test Results FN 22019 Sample Location ASTM D-1557 UBC-18-2 ASTM D-422 Sample Maximum Opt.Moist Expansion Expansion Passing Location Type Dry Density Content Index Potential No.2000 0 (Pcf N (°k) Native Bulk 125 9.8 Hygeia Bulk -- -- Canon Bulk_ -- 130 -- -- -- 23.3 8.5 -1 none __ Li y N U N N ti H fl7 @ cc N N m C 4S RS Lp 47 H a_ Q Q Q Q Q Q Q 7 N C m O m° o Cl) O (O LA LO 00 -m CL M LO (p M c} sF 0 Q) m of C m c � U ^ d) o - c O m LL co Lu U F� OD CF) M CD M Q (a c M M +- 0 N N N N N N r U y c Z LU W c m 0 y ^ c 00 Lo t!') In w Ln N LO 0 U LO o U M M M M M 00 O = � N H — - a .- -W-L O N Q p .y N O O O O O O CO U m � c ai a N � O O O O O � O 'O � •N W a - (D LL ° U) F N N N N N N LL — a O co U y LL - —� J N O a 'p In m U U (n U U) U) N O Cl. c aN '� - M In LO cn a2i co d0 M O N ^ n w CO (O n 0 m � U � � O H `- N M It LO CO n N Z — N N N N N N N m 0 0 O O O O o N_ LO Ln LO CN N O O O O O p .- r 0 0 O NOU-21-2002 15:23 FROM: 858 259-4812 T0:3102739368 P.002/002 PASCO ENGINEERING, INC. 535 NORTH HIGHWAY.101,SUITE A SOLANA BEACH,CA 92075 (858)259-8212 FAX(858)259-4812 WAYNE A.PASCO R.C:E.29577 October 29,2002 PE 1029 City of Enciaitas Engineering Services Permits 505 So. Vulcan Avenue Encinitas,CA 92024. RE; ENGINEER'S PAD CERTIFICATION FOR 211 HMLCREST DR. PERMIT NO 7462-G To Whom It May Concem: Pursuant to section 23.24,310 of the Encinitas Municipal Code,this letter is hereby submitted as a Pad Certification Letter for the above referenced lot. As the Engineer of Record for the subject project,I hereby state the rough grading for this lot has been Completed in conformance with the approved plan and requirements of the City of Encinitas,Codes and Standards, 23.24,310(8). The following list provides the pad elevations as field verified and shown on the approved grading plan: Pad Elevation Pad Elevation er P.I N per field measurement 73.0 73.0 If you have any questions in regards to the above,please do not hesitate to contact this of{1cc. Very truly yours, PASCO ENGINEERING,INC, ANl� S �9 Q� C. r G J 1 oe Yuhas, L.S.521.1 11a 5211 a' Director of Land Surveying EkpG- ,-c+j JY/js 41po � Wy Terra T rraPa Pacific N T S I N C REPORT OF FIELD COMPACTION TESTS Project: 1 ., j File No.: Location: . �. Date: (J - Delivered to: By: DEPTH OR MAX.DRY WATER FIELD DRY RELATIVE PASS TEST ELEVATION SOIL DENSITY CONTENT DENSITY COMPACTION OR NUMBER DATE (ft) TYPE (pct) ( ) (pco ( ) FAIL REMARKS: ' J i am— Terra Pacific C 0 N S U L T A N T S I N C FIELD INSPECTION REPORT Project: ,I (" 'L"', File No.: Location: Date: Delivered to: By: I�41 6vc Mg TerraPa cific C 0 N S U L T A N T S I N C REPORT OF FIELD COMPACTION TESTS Project: File No. Location: Date: Delivered to: By: DEPTH OR MAX.DRY WATER FIELD DRY RELATIVE -PASS TEST ELEVATION SOIL DENSITY CONTENT DENSITY TEST (ft) (PC,) M COMPACTION OR (PC') M FAIL J 4)q REMARKS: Terra Pac if ic,. C O N S C O y ti 1 1 APR 19 I NEERINGSERVICES ,._� tTYOFENCINITAS GEOTECHNICAL INVESTIGATION Proposed Six Lot Subdivision 227 Hillcrest Drive Encinitas, California prepared for: Mr. Lawrence Holland 871 Neptune Avenue Encinitas, California 92024 by: Terra Pacific Consultants, Inc. 12245 World Trade Drive, Suite G San Diego, California 92128 File No. 22019 March 7, 2002 12245 World Trade Drive, Suite G San Diego, CA 92128 • 858 521-1 190 858 521-1 199 fax terrapac.net TerraPacific ,- C C S l' W A N T S I N C Mr. Lawrence Holland March 7, 2002 871 Neptune Avenue File No. 22019 Encinitas, CA 92024 Subject: GEOTECHNICAL INVESTIGATION Proposed Six Lot Subdivision 227 Hillcrest Drive Encinitas, California Dear Mr. Holland: In accordance with your request, Terra Pacific Consultants, Inc. has performed a Geotechnical Investigation at the referenced property. The purpose of the investigation was to evaluate the subsurface conditions present at the site and to provide earthwork recommendations and design parameters for the proposed development. Our investigation has determined that the proposed development is feasible from a geotechnical standpoint provided that our recommendations are incorporated into the project plans and specifications. The following report presents a summary of our findings and our recommendations for the proposed construction. We appreciate the opportunity to be of service. If you should have any questions or comments regarding this report or our findings please do not hesitate to contact us. Respectfully submitted, Terra Pacific Consultants, Inc. t-;FESS/py` q v N0. GE 2400 m Exp. 08-00• a " Matthew H. Mar ue �k 4" .. yk 4Princiipali h eny Associate Engineer '�r�FOrECHK�� ►�� ngineer F OF GE 2400 JAMES L. PJ�ames Gl aze �' GLAZE rncipal Geologist No.1398 CEG 1398 • CERTIFIED • ENGINEERING GEOLQGIST MHM/SAT/JLG:kr �OF CAf`ftO�� Distribution: (3) — Mr. Lawrence Holland 12245 World Trade Drive, Suite G • San Diego, CA 92128 • 858 521-1 190 • 858 521-1 199 fax terrapac.net .'s TABLE OF CONTENTS INTRODUCTION General ............................................................. 1 Scope of Services.........................................................................................................1 PROJECT BACKGROUND Site Description................ .................................... Proposed Development................................................... ..............................................2 SITE INVESTIGATION Subsurface Exploration............................................................... LaboratoryProgram.......................................................................................................3 SITE GEOLOGY Geologic Setting......................................................... Site Stratigraphy...................................... 3 4 SEISMICITY HRegionalSeismicity.......................................................................................................5 azard Assessment ................................................................................ CONCLUSIONS .................................... RECOMMENDATIONS Site Preparation.................................................. Pad & Access Road Grading...........................................................................................7 Temporary Excavations ................................... Foundation Recommendations ..............................................................8 ........................................................................................8 Soil Design Criteria............. Earthquake Design Parameters................ Foundation & Retaining Wall Design Guidelines....... .............10 ... ....................................................10 Asphalt Pavements .....................................................................................................1 1 Trench Backfill ................................. ..............11 Surface Drainage ............................. Plan Review & Geotechnical Observation .......................................................................12 CLOSURE Limits of Investigation ............................................................................... Additional Services 12 APPENDICES Appendix A - References Appendix B - Figures Appendix C - Subsurface Logs Appendix D - Laboratory Results INTRODUCTION General The following report presents the findings of a geotechnical investigation performed at a proposed six-lot subdivision located at 227 Hillcrest Drive in Encinitas, California. The location of the project is indicated on the Site Location Map, presented as Figure 1 in Appendix B. The purpose of the investigation was to evaluate the subsurface conditions present at the site and to provide recommendations and soil design parameters for the proposed construction. Scope of Services The scope of the investigation included field reconnaissance, subsurface exploration, laboratory testing, and engineering and geologic analysis of obtained data. Our investigation consisted of the following tasks: • Site reconnaissance and review of pertinent geologic, seismologic and geotechnical reports and maps. • Excavation of six exploratory trenches using a backhoe excavator in the vicinity of the proposed construction. The Subsurface Location Plan (Figure 2) presents the approximate locations of the test pit excavations (See Appendix B). The excavation logs are presented in Appendix C. • Collection of representative soil samples from selected depths within the excavations. These samples were transported to our laboratory for testing and analysis. • Laboratory testing of samples obtained from the test excavations. The testing included classification, moisture and density, hydro-response, and expansion index. The laboratory data is presented in Appendix D. • Engineering and geologic analysis of data acquired from the investigation, which provided the basis for our conclusions and recommendations. PROJECT BACKGROUND Site Description The subject property is located south of Hillcrest Drive between North Vulcan Avenue and Hygeia Avenue in the city of Encinitas, California. This is further identified as being located within the community of Leucadia. Estimated elevations of the proposed pads are Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA • File No. 22019 • March 7, 2002 - 1 - roughly between 70 and 75 feet above Mean Sea Level. The approximate location of the site is depicted on Figure 1, the Site Location Map located in Appendix B. The site consists of a roughly L-shaped lot. Current improvements are located on the eastern side of the lot including two single-family residences with associated appurtenances. The remaining western and southern portions of the lot are basically unimproved and covered with seasonal grasses and mature trees lining the western property boundary. A significant amount of debris was found near the southeast corner of the lot. The site slopes gently to the west-southwest with less than approximately five feet of overall relief. The lot is bordered on the north by single-family residences, on the east by duplex-style residences, on the south by a future housing development, and on the west by mobile homes and a single-family residence. Based on the site topography, it appears that the lot is likely in a near natural state with only minor fill located on the site. This was confirmed by our subsurface exploration that encountered formational material near the ground surface at all test pit locations except for one where fill was encountered to a depth of approximately four feet. Proposed Development Based on conversations with the property owner, it is our understanding that the lot will be cleared of the two existing residences and then sub-divided into six new lots for future residential development. The proposed lots are outlined on our .Subsurface Location Plan (Figure 2). It is our understanding that the new residences will be constructed with slab- on-grade floors and continuous perimeter and bearing footings. It is assumed that various walkways, driveways, patios and other miscellaneous improvements will be constructed appurtenant to the buildings. A paved roadway is proposed to provide access to the six homes. While no grading plans were not available for review, it is anticipated that earthwork at the site will be minimal, likely consisting of leveling building pads and constructing surface drainage. SITE INVESTIGATION Subsurface Exploration Our site investigation was conducted on February 13, 2002 and consisted of surficial reconnaissance and subsurface exploration. The subsurface exploration was performed using a backhoe excavator with a 24 inch-wide bucket. The purpose of the exploration was to expose the subsurface conditions in the vicinity of the proposed structures and collect soil samples for testing. Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA • File No. 22019 • March 7, 2002 - 2 - A total of six exploratory trenches were excavated to depths ranging from 3.9 to 8.2 feet in depth below the existing ground surface. The approximate locations of the test excavations are presented on the Subsurface Location Plan (see Appendix B). An engineer from this office logged the test excavations and collected representative soil samples from each excavation as it was advanced. In general, the trenches revealed that the site is primarily underlain at a relatively shallow depth by native materials, with some shallow fill soil near the existing residences on the eastern side of the property. The fill soil encountered appears to have been derived from the native material on site, more than likely during the construction of the existing residences. The native material on-site consisted of a loose to medium dense, dark brown silty sand or topsoil. This was then underlain by a marine terrace deposit (Nestor Formation), which consisted of a medium dense to very dense, orange to golden brown sandstone. More detailed descriptions of the soil conditions encountered are presented in the following sections and in the excavation logs (Appendix C). Laboratory Testing Soil samples collected during the field exploration were transported to the laboratory for testing. The purpose of the testing was to characterize the soil type(s) and evaluate the engineering properties of the soil. The laboratory testing included classification, field moisture and density, hydro-response, and expansion index. Each of the laboratory tests were performed in accordance with ASTM specifications or- other accepted testing procedures. In general, the testing indicated that the soil encountered was generally non-expansive and possessed moderate densities and relatively low moisture contents in its natural state. Additionally, the near surface soil was found to possess moderate potential for settlement with the addition of water. SITE GEOLOGY Geologic Setting The site is located in the coastal portion of the Peninsular Ranges Geomorphic Province of California. The coastal portions of the province in San Diego County are typically comprised of marine and non-marine sedimentary rocks which have been deposited within a northwest trending basin known as the San Diego Embayment (Norris and Webb, 1976). The geologic literature indicates that the site is underlain by a Quaternary-aged marine terrace deposit (one of nine preserved in Northern San Diego County), referred to as the Nestor Terrace (Qn). The Nestor terrace was a wave-abrasion platform that had been cut during a Pleistocene sea level high stand approximately 125,000 years before present. Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA • File No. 22019 • March 7, 2002 - 3 - '' Continuous uplift raised the terrace clear of wave attack which preserved it from subsequent erosion (Eisenberg, 1983). Site Stratigraphy The subsurface descriptions presented below are interpreted from the conditions exposed during the field investigation and/or inferred from the local geologic literature. In addition to the following descriptions, detailed Exploration Logs are presented in Appendix C. Fill Fill soil is earth material that has been placed using mechanical means such as bulldozers or other earthmovers called scrapers. Typically, the soil has been removed from one location and placed in another to fill in low-lying areas in order to create level building pads. If properly compacted, fill soil can be used to support structures. However, it is typically more compressible that natural bedrock soils. In this case, fill soils were encountered to a maximum depth of 3.7 feet below the current surface grade. This was only the case on the eastern side of the property, in the vicinity of a driveway area for the two existing residences. The fill predominantly consisted of an orange-golden brown sand material. The fill was found to be moist and medium dense in consistency. These materials were likely generated from the soil removed from the pad area during the grading of the two existing structures on the property. Topsoil Topsoil is a weathering product that forms on the surface of formational material such as bedrock or terrace deposits. On site, the topsoil varies from 0.8 to 1.6 feet in thickness and typically consists of loose, dark brown, silty sand. Terrace Deposit (Nestor Terrace) Regionally, the Nestor Terrace consists of an orange to golden brown, medium dense to very dense, fine to medium grained sand. It is typically well consolidated with some zones of moderate cementation. The Nestor terrace deposit was exposed at depths ranging from 0.9 to 3.7 feet in all six of the exploratory trenches. On-site, the Nestor terrace consisted of an orange to golden brown, medium dense to very dense, fine to medium grained sand. Typically, the upper one to two feet of the formation was slightly to moderately weathered and less dense than the underlying material. Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA • File No. 22019 • March 7, 2002 - 4 - ,' Groundwater A static groundwater table was not encountered in any of the exploratory trenches. However, it should be noted that in exploratory trench T-4, the moisture profile was higher than in any of the other excavations. Reportedly, water and sewer lines run parallel to the test trench. A possible leak from one of these two sources may be the cause of the elevated moisture profile in T-4. It should be noted that a groundwater table or seepage zones could develop in areas not now present as a result of future improvements on or off-site. SEISMICITY Regional Seismicity Generally, the seismicity within California can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and sub-parallel faulting within the state. A majority of Southern California, which includes the subject site, is considered seismically active. Seismic hazards can be attributed to potential ground shaking from earthquake events along nearby faults or more distant faulting. According to the regional geologic literature, the closest known active faults are located within the Rose Canyon Fault zone, which is approximately 3.8 miles west-southwest of the site. The following seismic analysis only considers the effects of active faulting. Seismic Analysis The seismicity of the site was evaluated using deterministic methods for Quaternary faults within the regional vicinity. According to the Fault-Rupture Hazard Zones Act, Quaternary faults have been classified as "active" faults which show apparent surface rupture during the last 11 ,000 years (i.e. the Holocene Epoch). Deterministic Analysis Deterministic seismicity was evaluated with the EQFault computer program, Version 3.00 (Blake, 2000). This program utilizes a digitized map of known active earthquake faults and a catalog of estimated Maximum Probable and Maximum Credible Earthquakes for each fault. The deterministic analysis was performed for all known active faults within a specified radius of 62 miles (100 kilometers) from the site. Based on the deterministic analysis described, 16 faults were located within a 62 mile (100 kilometer) radius. The site is subject to a Maximum Probable Earthquake of 6.9 magnitude along the Rose Canyon Fault (located approximately 3.8 miles west-southwest Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA • File No. 22019 • March 7, 2002 - 5 - of the site), with a corresponding Peak Ground Acceleration of 0.50g. The Maximum Probable Earthquake is defined as the maximum earthquake that is considered likely to occur during a 100 year time period. The Maximum Probable Earthquake is commonly adopted as the design earthquake criteria for residential construction. Effective Ground Acceleration The effective ground acceleration is associated with the part of significant ground motion that contains repetitive strong-energy shaking and that may produce structural distortion. The effective ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA), and is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within 20 miles of the site. Based on the above values, the site is subject to a RHGA of about 0.32g. This level is lower than the design values presented in the Uniform Building Code for Seismic Zone 4. The Uniform Building Code should be conservatively adopted. Hazard Assessment Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soil, usually taking place within a saturated medium exhibiting a uniform fine grained characteristic, loose consistency, and low confining pressure when subjected to impact by seismic or dynamic loading. Based on the presence of dense soil at a relatively shallow depth and a lack of groundwater, the possibility of liquefaction is considered to be remote. Lurching and Shallow Ground Rupture Breaking of the ground is not likely due to the absence of known fault traces within the project limits. Due to the generally active seismicity of Southern California, however, the possibility for ground lurching or rupture cannot be completely ruled out. In this light, "flexible" design for on-site utility lines and connections should be considered. Landsliding Given the shallow topographic relief of the site and surrounding area, and the lack of slide prone formational units underlying the lot, the possibility for landsliding is believed to be remote. Furthermore, none of the geologic maps or historic reports, which were reviewed, indicated the presence of know landslides in the vicinity of the site. Tsunamis or Seiches Given the site elevation (70 to 75 feet MSL), and the distance from the Pacific Ocean or other contained bodies of water, the site is not believed to be at risk from tsunamis or seiches. Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA • File No. 22019 • March 7, 2002 - 6 - CONCLUSIONS Based on the results of our geologic reconnaissance and subsurface exploration, it is our opinion that the proposed development is feasible from a geotechnical standpoint provided the recommendations presented in the following sections are adopted and incorporated into the project plans and specifications. In general, the investigation revealed that the lot is underlain by relatively favorable geologic conditions. The existing fill soils and loose unsuitable materials such as topsoil or weathered terrace deposits are relatively shallow. Competent formational material was encountered at a relatively shallow depth. The fill soil and unsuitable natural soil should be removed, processed, and replaced as compacted fill below proposed structures. This will provide relatively uniform bearing conditions for the structures. Based upon our field exploration, it is estimated that the depth of removal and re-compaction will be on the order of three to four feet below the existing grade. The following sections provide detailed recommendations for site preparation, design and construction of the proposed foundations. The civil and/or structural engineer should use this information during the planning and design of the proposed structures. Once the plans and details have been prepared they should be forwarded to this office for review and comment. RECOMMENDATIONS Site Preparation While grading plans for the subject project have not been reviewed, it is our understanding that earthwork will primarily entail minor re-grading of the lots to establish properly draining, level building pads and an access road. Prior to any grading or excavation, it is recommended that all deleterious material such as construction debris, plant matter, etc., be removed from the area of proposed construction and properly disposed of off-site. Any holes, pockets or trenches created during the grubbing, which are at or near finish grade, should be properly backfilled with suitable material. Backfill compaction should be observed and tested by the soil engineer. Pad and Access Road Grading Grading on the site is anticipated to be relatively minor and will primarily include removing and replacing as compacted fill the upper three to four feet of material across the lots and roadway. This will provide a uniform fill mat across the site for the bearing of the buildings, near surface structures, appurtenances, and the access road. The actual depths Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA • File No. 22019 • March 7, 2002 - 7 - and extents of removal and re-compaction should be determined in the field by a representative from this office. On-site soil is suitable for fill construction provided that organics and construction debris are removed prior to fill placement. All fill soil should be properly moisture conditioned and placed in thin lifts (not exceeding 8 inches in loose thickness). The fill should be mechanically compacted to a minimum of 90 percent of the laboratory maximum dry density per ASTM D1557. Fill placement and compaction should be observed and tested by the soil engineer. Temporary Excavations Keyways, benches, foundation excavations, utility trenches or other temporary vertical cuts may be conducted in fill or formational soil to a maximum height of four feet. Any temporary cuts beyond the above height restraint could experience sloughing or caving and, therefore, should either be shored or laid-back. Laid-back slopes should have a maximum inclination of 1 :1 (horizontal:vertical) and not exceed a vertical height of 10 feet without further input from the geotechnical consultant. In addition, no excavation should undercut a 1 :1 projection below the foundation for any remaining improvements or residence on adjacent properties. Regional safety measures should be enforced and all excavations should be conducted in strict accordance with OSHA guidelines. Excavation spoils should not be stockpiled adjacent to slope tops as they can surcharge the slope top and trigger failure. In addition, proper erosion protection including runoff diversion is recommended to reduce the possibility for erosion of slopes during grading. Ultimately, it is the contractor's responsibility to maintain safe working conditions for persons on site. Foundation Recommendations The following sections provide the soil parameters and general guidelines for foundation design and construction. The parameters provided are for conventional foundations supported on properly compacted fill. If other parameters are desired they can be provided on request. The foundation design parameters and guidelines that are provided below are considered to be "minimums" in keeping with the current standard- of- practice. They do not preclude more restrictive criteria that may be required by the governing agency or the structural engineer. The architect or structural engineer should evaluate the foundation configurations and reinforcement requirements for structural loading, concrete shrinkage and temperature stresses. Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA • File No. 22019 • March 7, 2002 - 8 - all Soil Design Criteria The following soil design criteria are provided for design and construction of the proposed residences. Conventional Foundations Allowable bearing capacity for square or continuous footings in compacted fill or competentformation........................................................ ..........................2000 psf Minimum footing embedment in compacted fill.... 18 inches ............................................ Minimum width for continuous footings ......................................................... 15 inches Minimum width of square footings ................................................................30 inches Note: The bearing capacity value may be increased by 1/3 for transient loads such as wind and seismic. Passive Resistance in compacted fill or formation ........................................... 250 psf/ft Coefficient of friction against sliding in fill or formation ...........................................0.35 Retaining Walls While it was not determined if any retaining walls are currently planned for the proposed residences, the following criteria for retaining walls are provided for any that may be planned. The bearing capacity and embedment values provided above may be used for the design of retaining walls. Additional parameters for lateral loading and resistance are provided below. Active earth pressure for level backfill conditions ............................................. 40 psf/ft At rest earth pressure for level backfill conditions............................................. 60 psf/ft Note: The active earth pressure value assumes that the wall will be backfilled with a free draining non-expansive granular soil for a width at least equal to the height of the wall. Passiveresistance .................................................................................... 250 p s f/ft Coefficient of friction against sliding.....................................................................0.35 Note: If the passive resistance and sliding friction values are to be used in combination, the passive resistance value should be reduced to 1/2 of the above value. Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA File No. 22019 • March 7, 2002 - 9 - Earthquake Design Parameters Earthquake resistant design parameters may be determined from the Uniform Building Code 0 997 edition), Chapter 16. Based on the proceeding analysis and our characterization of the site, the following design parameters may be adopted: SeismicZone .......................................................................................................4 SoilProfile Type ................................................................................................. So SeismicCoefficient, Ca................................................................................. 0.44Na Seismic Coefficient, C................................................................................... 0 64 N" Near Source Factor, Na....................................................................................... 10 Near Source Factor, N. ....................................................................................... 1 .2 Foundation and Retaining Wall Design Guidelines The following guidelines are provided for assistance in the design of the various foundation elements. As is always the case, where more restrictive, the structural and/or architectural design criteria should take precedence. Conventional Foundations Continuous footings for the residences and appurtenances should be a minimum of 18 inches deep and reinforced with at least four No. 4 rebar, two placed at the top and two at the bottom. The soil engineer should verify all footing embedments. In addition, all footing excavations should be kept free of all loose slough and debris prior to concrete placement. Slabs-on-Grade Interior and exterior slabs-on-grade should be a minimum of four inches thick and reinforced with No. 3 rebar placed at a maximum spacing of 16 inches on center both ways. The steel reinforcement should be placed at the mid-point or slightly above the midpoint in the slab section. For exterior slabs, it is recommended that control joints be installed at a maximum spacing of 12 feet on center in each direction. Prior to construction of any slab-on-grade, the subgrade soil should be moistened to approximately 12 inches in depth. All interior floor slabs should be underlain by at least two inches of clean sand followed by a 10-mil visqueen sheet. This barrier should be further underlain by an additional three- inch thick layer of free draining course sand, or crushed rock. Crushed rock will provide the best capillary break. However, If crushed rock is used, it is strongly recommended that an extra sheet of 10-mil visqueen or a light non-woven filter fabric be used to help reduce perforations due to the angularity of the rock. Also, the visqueen should be properly lapped and sealed around all plumbing andior other penetrations. Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA • File No. 22019 • March 7, 2002 - 10 - Finally, in order to reduce shrinkage cracking and moisture intrusion through interior floor slabs, consideration should be given to using a concrete mix with a maximum water/cementitious materials ratio of 0.5. Retaining Walls Retaining walls should be constructed with a gravel subdrain system. The drain system should start with a minimum four-inch diameter perforated PVC Schedule 40 or ABS pipe that is placed at the heel of the wall footing and below the interior slab level. The pipe should be sloped at least one percent to a suitable outlet such as an approved site drainage system or offsite storm drain. The pipe should be surrounded by % inch sized drain gravel. The gravel drain zone should be a minimum of two feet wide and should extend from the bottom of the wall footing up at least 2/3 the wall height. The entire gravel section should be wrapped in a filter cloth such as Mirafi 140 NS or similar. In addition to the subdrain system, the wall should be properly moisture-proofed in accordance with the recommendations of the project architect. Asphalt Pavements The soil R-value is estimated to range from about 30 (topsoil) to greater than 50 (soils excavated from weathered bedrock). Based on a conservative R-value, the roadway sections should consist of a minimum 2.5 inches of asphalt concrete over 5 inches of Class 2 aggregate base. The civil designer should develop the actual design according to the surface gradients and jurisdictional requirements. It is recommended that the actual pavement subgrade be tested prior to asphalt placement in order to verify the design assumptions. This can be done once the road grading is completed. Subgrade soil in the roadway will consist of fill that is compacted to at least 90 percent of the Maximum Dry Density per ASTM D-1557. Aggregate base materials should be compacted to a minimum of 95 percent relative compaction (ASTM 1557), with materials in conformance with the criteria set forth in Section 26 of the Caltrans Standard Specifications. Trench Backf ill Trench excavations for utility lines that extend under structural areas should be properly backfilled and compacted. Utilities should be properly bedded and backfilled with clean sand or approved granular soil to a depth of at least 1-foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for both vertical and lateral pipe support. The remainder of the backfill may be typical on-site soil or low-expansive import placed near optimum moisture content in lifts not exceeding 8 inches in thickness and mechanically compacted to at least 90 percent relative compaction. Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA • File No. 22019 • March 7, 2002 - 11 - Surface Drainage Drainage should be designed to direct surface water away from structures and on to approved disposal areas. For earth areas, a minimum gradient of two percent should be Ith dralrlage directed toward approved swales or collection facilities. In order �i�A ' ' drains a should be maintained within I D ' a i i i i i y a j f 1 I t 3 i 1 yj]t i 1 1 I 1 11 Surface Drainage Drainage should be designed to direct surface water away from structures and on to approved disposal areas. For earth areas, a minimum gradient of two percent should be maintained, with drainage directed toward approved swales or collection facilities. In order to reduce saturation of the founding soils, positive drainage should be maintained within five feet of structures, with an "away" gradient of at least three percent. Drainage patterns approved at the time of grading should be maintained throughout the life of the development. In addition, it is recommended that roof gutters be installed with downspouts that are tied into the yard drain system. Observation Surface Draina a Ift Drainage should be designed to Drainage disposal areas. F direct surface water awa maintained, with drainage directed toward a Y from structures and D minimum gradient of two on to to reduce saturation of the founding approved swales or collection facilities.percent s�nuod be five feet of structures, with an „g soils der , positive drainage should be patterns approved at the time a away, gradient of at least three maintained within development. In addition, it is recommended that roof Percent. Drainage grading should be maintained throughout the life p the that are tied into the yard drain system. gutters be installed with down Plan Review and Geotechnical Observation downspouts When the grading and foundation plans are Observation Consultants, Inc. completed, they should be reviewed b for compliance with Observation representative rvaion b is TerraPacific Consultants, Inc., the recommendations Y essential during °f company s herein. another grading to confirm conditions geotechnical grading proceeds in general accordance al field conditions and to determine min foundation excavations should be reviewed for Y the preliminary investigation, to adjust designs to actual of forms, reinforcement reviewed with the recommendations. a that conformance with the In addition, all r concrete. plans prior to the CLOSURE Limits of Invest' ation Our investigation was under similar Lion was performed using y reputable soils o Is Ilengineers gand g care ordinarily exercised or similar localities. No other conclusions and professional advice in this report r geologists practicing o this Of our client and warranty, expressed or implied may not be assigned to others wi without report is made as to the and TerraPacific Consultants, Inc, is Prepared for the sole use e written consent of the client The samples taken and representative o f used for testin the site conditions• g' and the observations representative between test excavations however, soil and made, are believed conditions revealed b surface geologic conditions can vary this occurs y construction excavations ma exposures. As in the geotechnical engineer should evaluate the changed the most projects, recommendations and designs, Preliminary findings. t 9 , as necessary, nged conditions and adjust This report is issued with the understanding that it is the responsibility his representative, to ensure that the information are brought to ena o s the owner, recommendations should be incorporated and recommendations or of project architect contained herein into the structural and engineer. Appropriate Plans and the necessary steps Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA File No. 22019 • - 12 - March 7, 2002 taken to see that the contractor and subcontractors carry out field. such recommendations in the The findings of this report are valid as of the present date. However, the change with the passage of time, whether they are due to natural processes of man. In addition, changes in a conditions can legislation or the broadening of knowledl�eable or appropriate standards mayooccur from invalidated wholly or partially by changes outside of our control. This report 9 Accordingly, the findings of this report may be review and should be updated after a period of three years. p rt Is subject to Additional Services The review of plans and specifications, field observations and testing nder an integral part of the recommendations made in this report. If TerraPacific Inc. is not retained for these services, the client agrees to as g our direction is Potential claims that may arise during construction. Consultation onsultants, assume our responsibility for any is not limited to: observations and testing during site preparation, grading engineered fill, inspection of footing trenches prior to on and testing includes, but consultation as required or requested. g nd Placement of placement of steel and concrete and services are provided by our firm and should be budgetedsw t cost within the Bring consulting cost of development. TerraPacific Consultants, Inc. Proposed Six Lot Subdivision • 227 Hillcrest Drive, Encinitas, CA File No. 22019 0 March 7, 2002 - 13 - APPENDIX A References REFERENCES 1. International Conference of Building Officials, 1997 Edition, Uniform B Whittier, CA, 3 Volumes. uilding Code, 2. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Die o Area, California, California Department of Cons�on�Divisi g Metropolitan Geology, Bulletin 200. on of Mines & 3. EQFault Computer Program, Version 3.00, April 2000, Thomas F. Blake. 4. Eisenberg, L.I., 1983, Pleistocene Faults and Marine Ter County, San Diego Association of Geologists, races, Northern San Diego 5. Eisenberg, L.I., 1983, Pleistocene Marine Terrace and Eocene Geolo and Rancho Santa Fe Quadran les, San Die o, California, Plate 1. Encinitas t. APPENDIX B Figures V BA IQUIT05 - 33 0 _ s ftaadsid +34` � 7rgNer - r [-� • � � a n �� C.f t ,�,• ��-'�� 1 „�� yam•- � ,:+'�';{ Proposed•Six Lot Subdivision Tank - 4 a a ",.9 {,ti ' � NFOR. � !1: t4N�ti� �.• - j.� 1 i1Z ? ♦�� Leucadia�" � •4t� Iy a . �.,. t � , �, •1 , �/•fir 4 ark �• 'a y f.; 1 J ',� �c,�r 1, �� lr ■ �t t� J r '�li MN � � i + Paa ReJ� 1 . ; ¢.°,. • dL—?:Ak F s r –O t Ooe gym . 7db�lm p (www.topoa*00 FEET+•aa om 77P0101997 W Site Location Map File 22019 March 2002 �i TerraPacific I NC Hillcrew Development Figure 1 N N C N _� a. f q) 0 m LL O C ❑ 2 +1•' •.Q i �l •�1 �I-,` WW /•� V � ^ . x ML Q E N ti T FG e L LL � �ry ��ry �,� � , •� �. re i tip+ w 2!� 13 l6 bf y 1 Y ( ti 25' 1079• 47 yfi• � �"� l''`,- ' hN % 1,t i �vx'' '�r�t {7 —8* 15'04 �. kJ.�f`� Q k p} �•r--'' R, 1 �, `. 4'��. �o x !_ �1 d O coo x � � UV Ej V� N �z H L.z u U APPENDIX C Subsurface Logs Terrappcific Test Pit Log Test Pit No: T_1 Project No: 22019 Project Name: Hillcrest Drive Location: Southern Portion of Pro Date:2/13/02 Posed Lot 2 Logged By: M Marqut Sample Method: Modified California Sampler Instrumentation: None o Lithology Excavated By. Backhc DESCRIPTION & REMARKS U (] j A F m` TOPSOIL:From 0.0',Silty sand, h m V a to 0.6' dark brown,slightly damp,loose,slight caving,grass roots 0 1 SAND:TERR qt;E I I' brown,slightly dam OSIT(Nestor Terrace grained,subround A medium dense to dense) From 1.0',Sand,reddish ed to subangular,abundant ro moderately cement brown to golden 1 rooUets, ed•fine to medium Pinhole porosity 2 2 Ping 23/47 3.0 3 SAND:From 3.2',Sand, moderately cement reddish bro 3 root cemented ed•fine to medium t0:°Iden brown,slightl Slight pinhole grained,subround y damp,dense to very Bulk _ Porosity ed to subangular,trace �'dense, - 4 4 5 5 6 SAND:From 3.2', moderatel Sand,reddish bro Y cemented, medium 9 fO 9 en bro roots/rootlets, fine to wn,slightly dam around 1/2' slight pinhole rain subrounded to suban p•dense to v 6 diameter root Porosity,-2.01 section(west side 9ular,trace era dense, Bulk _ of pit was medium dense - 7 7 8 Total depth 8.0' 1 No water 8 No caving Terrappcific Test Pit Log Test Project No: 22019 Pit No: T_2 Project Name: Hillcrest Drive Location: Center Portion of Proposed ate: 2/13/02 Sample Method: osed Lot 1 Logged gy, M Marque Modified California Sampler Instrumentation: None e` Lithology Excavated B DESCRIPTION & y Backhc REMARKS �, m 0 A O l d TOPSOIL:From o.o',Silty sand,dark h m v a abundant roots/rootiets rk brown,slightly 9 y damp,loose to medium dense, Q SAND:TERRACE DEPOSIT es tol brown,slightly dame.mediumldense to dense):From 1.1 1 subrounded to suban slight Sand,reddish brown to gular 9 cementation,fine to medium grained 2 2 3 SAND:F Ring 43150 for _ From 1.1',Sand,r 4' M cementation,finetofsh brown to golden Porosity medium grained brown,slightly damp,dense to very subrounded to subangular,slight Pinolese, 3 4 Total depth 4.2' No water 4 Bulk 5 No caving 5 Terrappcific Test Pit Log Test Project No: 22019 Pit No; T-3 Project Name: Hillcrest Drive Location: South Center of Parcel 4 Date:2/13/02 Sample Method: Modified California Sampler ogged By: M. Marqu mpler Instrumentation: None CLithology Excavated By: Backht DESCRIPTION & REMARKS 0 O_ rn? CL mF o � w TOPSOIL:From o.0',Sil ty h m V gained,abundant rooty sand,dark brown,damp,P.loose to medium dense,fine to medium 0 SAND:TERRArrE DEP brown,dam OSIT(Nestor Terrace rootlets, p'medium dense to dense, From 1.2',Sand,r slight Pinhole porosity slight cementation,fine to dish brown to golden medium grained,trace 2 2 SAND:From 2.7',Sand,reddish brown to 3 moderate cementation,fine to medium golden brown,dam grained,trace P,dense to very dense, Pong 50 for 2', rootlets,slight pinhole porosity _ 3.5 3 4 Total depth 4.0' Bulk No water 4 Slight caving of topsoil material 5 5 Terrappcific Test Pit Log Project No: 22019 rest Pit No: T_4 Project Name:Hillcrest Drive Date: 2/13/02 Location: East of Existing Buildin Sample Method: g (Remainder Parcel) Logged B : Modified California y M. Marqu Sampler Instrumentation: Q Uthology None D Excavated B ESCRIPTION& y: Backht REMARKS 0 U E Vl SILTY SAND: ' • • _ fine to FILL:From 0.0',Sil � m c�g medium gained,subangular,abundant brown,moist,loose to •. _ �ts/rootlets medium dense, 0 1 SAND:From 7.8', cementation,Fine to and•orange brown to 2 Pinhole porosity medium grained, golde"to subanoisi,medium no subround dense, gular,trace roots/rootfets slight 2 Ring 4110 3 3 SAND:TERRACE DEP Q bfOwn'moist to very SIT(Nestor T grained subround�toolst,medium dense to dens m 3 Sand, brown zones are not subangular,trace rooty moderate Cementation�'�to golden cemented rootlets,slight pinhole fine to medium porosity,Note:golden Q ►Lng 3/20 5 8.1 5 6 6 Bulk 7 7 Total depth 8.2' No water 8 No caving Terrcppp,ific Test Pit Log Test Pit No: T_5 Project No: 22 019 Project Name: Hillcrest Drive Location: South Center of Pro Date: 2/13/02 Sample Method; Posed Lot 3 Modified California Sampler Logged By' M MargL ml Instrumentation: o Llthology No Excavated 8y: gackh DESCRIPTION& REMARKS h U CL� oar TOPSOIL:From 0.0• Silly 0 m medium gained,abundant roots%light brow rootlets n slightly damp loose to medium dense fine to , 0 SAND:TERRACE DEPOSIT(Nestor reRa bin P mediu m dense,fine-t, ne to ce"'From 0.8'.Sand, medium grained,trace orange brown to ce root lira.Pinhole porosity golden 2 2 Ring 1122 3 SAND:From 2.9, cementation, Sand,orange brown to fine to medium grained,trace olden brown y moist, root hairs, •slight) dense, Pinhole porosity moderate 3 4 4 5 Total depth 5.2' Ring 13,120 3.2 No water 5 6 No caving 6 Terrappcific Test Pit Log Project No: 22019 Test Pit NO: T-6 Project Name: Hillcrest Drive Location: Northwest Portion of Pro Date: 2/13/02 Sample Method: Posed Lot 4 Logged By: Modified California M. Marqu Sampler Instrumentation: o r. Uthology None DESCRIPTION Excavated By: Backht & REMARKS h ' 0 co o m 3 a co E r TOPSOIL:From ' m m o'a slight cementaho�,0'Silty sand,light brown, V fine to medium gained,abundtant oot hairs P'loose to medium dense, 0 SAND:TERRACE DEP brown,dry to slightly dam OSIT(Nestor Terrace:From 0.9' grained'Pinhole porosity p,medium dense to dense,moderate cementation,range brown to golden golden medium 2 2 3 SAND:From 3.0',Sand, range brown to moderate cementa o tion,fine to medium rained,golden brown,d Rang pinhole ry to slightly damp,dense, 3 or 5. 9 Porosity 4 Total depth 3.g Bulk _ No water No caving 4 APPENDIX D Laboratory Results Table 1 Hillcrest Development Summary of Laboratory Test Results Sample Location ASTM D-5333 ASTM D_422 FN 2201 Sample Sample Location Collapse USC 18-2 Depth Type Normal uscs '4STM D-29; Potential Passing Ex (ft) Stress Classification Expansion T-1 r%) No.200 Expansion _ T-3 2.p' Rin (Psf) Index Dry Mois g I I Potential _T-3 2 5 - Ring ---} f%I Density Conn 3.0' Bulk — _ (PC) T"4 4.0' _ _ __ _ -- -- Rn _ T"5 i 4.4' g - - –SM 23.5 3.5 Ring 1.73 560 ��_ --�— Law __ _— 98.1 101.6 3.2 EX ansion Index Test Data Project: Hillcrest Drive File No.: 22019 Hole No.: T-1 Depth: 3.0' Intial Moisture content Compacted Moisture near opt. 7.98 Reqd dry density .98 Init'iaI Noisture Req'd wet density from graph 113.20 Req'd bulk sample wet wei 122.23 Wet Weight+tare Bulk.Sampled ght 810.65 Dry Weight+tare 193.60 Intial Bulk dry weight 750 74 Water loss 179.30 weight of water Po bWeight 14.30 added 810.62 weight weight zing 0.03 DIY Weight 0.00-3 Weight of ring g soil 9.3 603.90 Initial Moisture 1 7.. 0 Specimen Weight 198.50 98 Compacted wet Density 405.40 Compacted dry Densi ty 122.31 Degree o atura 11� 327 Lion �� Swell Data Date Time Dial(D) ....................._. ,.........................;.._....0.4335 start Index(D)x10^3 0.4301`end : E-�nsion Potential Expansion Index 0-20 Very Low 21-50 Low O 50-90 Medium 91-130 High Above 130 Very High . GRAIN __,ZE ANALYSIS-MECHANICAL ME fOD ASTM D-422 Project Name: Hillcrest Drive Depth (ft.): 3.0' Project No.: 22019 Boring No. T-1 Visual Sample Description. Intial Sample Container No.: Wt. of Dry Soil+Cont. (9rn.) Wt. of Container 492.60 (gm.) Dry Wt. of Soil (gm.) 175.60 U. S. Sieve Size 317.00 (in.) Cumulative Weight -� (mm.) (%) 3/4" Dry soil Retained(gm.) Percent 19.000 Retained 112. 0.00 Passing 12.500 0.00 3/8" 0.00 0.00 100.00 9.500 0.00 0.00 #4 0.00 � 100.00 .750 0.00 #16 4 0.00 0.00 100.00 1.180 1.00 0.00 #40 0.425 61.30 0.32 100.00 #100 1.00 0.150 62.30 99.68 #200 0.075 166.00 228.30 19.65 80.35 . PAN 14.20 242.50 72.02 27.98 GRAVEL: 36.1 278.60 76.50 23.50 SAND: U % 87.89 12.11 FINES: 76 % GRP. 24 % SYMBOL: SM Remarks: HYDROLOGY AND HYDRAULIC REPORT 211 HILLCREST DRIVE ENCINITAS, CA PREPARED FOR: LAWRENCE HOLLAND 871 NEPTUNE AVE. ENCINITAS,CA 92024 DATE: 02-20-2002 D ' D APR 19 PREPARED BY: PASCO ENGINEERING, INC. 535 NORTH HWY. 101, SUITE A SOLANA BEACH, CA. 92075 Qp��FE � A. pis N0. 29577 Exp. 3/39/0 civil 9OF CAL1F�� 6��o WA A. PASCO, RCE 29577 TABLE OF CONTENTS CALCULATION OF«C„VALUES.....................................................................1 TABLE OF RUNOFF COEFFICIENTS...............................................................2 COUNTY OF SAN DIEGO RAINFALL ISOPLUVIALS................................ 3-4 INTENSITY DURATION DESIGN CHART......................................................5 Q100 CALCULATIONS FOR AREA 1 ........................................................... 6-7 Q100 CALCUALTIONS FOR AREAS 2 AND 3.................................................8 PIPE CAPACITY CALCULATIONS..................................................................9 INLET CAPACITY CALCULATIONS.............................................................10 RIP-RAP SIZING CALCULATIONS................................................................11 HYDROLOGY NODE MAP..............................................................APPENDIX OL > is Q M d 't Ln Lr) "o � f� l� l� 00 00 00 ` C U O o 0 0 o O o 6 o 6 o 6 o C; a c c 3 O N cr, 00 d t-- O C` 00 00 — It d' i ti cu u M M V 00 00 00 Q. O O O O O O O O O O O O O O O co U 46 4 kn N 00 v) -. o0 1— h t-- O �t -tt c .? Q) C! r [� 00 00 00 � ti) UO O O Cl O O O O O O O O O O C Q � � .o a Q Cl r- "I' 00 �-+ 00 N V) \0 "O W 0 M M a cl N N M M cr V cn cn "O P- 6 00 00 00 Q Cl O C) O O O O O O O O O O O p o U ^+ L=. o .� a O o O o W) O W) O O w O O (n o M � � cn �0 00 00 0o QN Q\ Q� �y M i b .a y N W y up)Fv�1 En y tyh h pro 'N N N N N —• r �y C U WA o 0 0 0 o Q Q ¢ Q o 0 ��', 0 O O 01 M M z N 0 ewe Q O O O O w' % id i� i� iC id i� cC7 cd O O p s cz O O a c4 u: c� 04 ce r� CL, al m2:1 cri G %i at id i� o n n c a tn u j co c On N o<a � f County of San Di( ge �� w Cry �4.5 ;-;, Hydrology Manu 4:D . , °..�. De Luz.' ow 2.5 Oe �C �3.5— 3.0 RainfallISOpluvialS 100 Year Rainfall Event- 6 Hours ' Isopluvial (inches) S►7-E - ' Leucad'a O r � - Encinitas Ran - Cardiff by the Sea ' 2.5 Solana Beach , Del Mar t t % ira ` La Jolla+ '� la � 20 Pacific Beach y „� Mission Beach Ocean Beach,, Point Loma i Cor s; y a` Map Notes Stateplane Projection,Zone6,NAD83 Creation Date:June 22,2001 NOT TO BE USED FOR DESIGN CALCULATIONS N 0 7.5 MILES c7 / i .� luj A 1) ..a o CM -C ✓:+ V O z 0 O W)., 7 ti w S W h) 16.4 . 'm 1 O N O N Of _ N O N V x H , � Z O c 0 w Z m += o ` N U Z t } m p e r i a l C o u n t y ice• ;v •`r`�`.`�, It 1 1 1 I 1A / '� '' itn '`---- { 'I -- ♦ 1 1 , 1 I I r �' IA 1 � 111 -- !{ ka '-------------' -''-'' co / 1 _ It , 1 -- - - ,` / jam\1 , , i �` , \ ♦ , �` 1 1 1 '♦ ` ---_---_' '-�'''' - `II '♦ ♦�/I / ` 11 i�` '♦' i i O 1 'l% '1` 11 - 1 ` ' _' `\ ` `.0 / r I 1 I .-y' ♦'' ''i .-. ♦ f'�li�j 1 Ip 1 V uj I ,� 1 1k - - `___ ♦ ggC y.�-r ` Ip `� 1� Lf) i % / , _' , 1 1 ` / \, '' ` r',( 1 ♦` fir %�O .�N - a �� 1•.i/�:�-� - r 1 f ��••,`{��' `.�``� R ; - _ 4•_,-` - ''' - ` 1 1 � / 1 ' /7-. `� f� i- may\ p.' `� `. O•�O�`.\ / / / � � IQ.'�, - 1 i n 1 `` 1 O / ♦' / / '# , ' ♦p•.-„' / i �`� �, 1 / m', `.O 1�i M(2 r i ♦' i �+ 1 1/i�`� 1 j31 I `` �` 1�-it 3' .' r'J D 1 dam•� �� -' '' ♦ /'` J/W SA ♦ / / f coy. - 1 1 1 E a+ � ;00 1' 0 d i ';♦ .`' ``` ``` yn/ �`` 1``♦_= �8� i ,/11 �11 U i j-, ��1 ;Q 1`` fi i �~i♦ I ```•� i ; '-�li�` i 1, '1 I IE , {� _ � ' �• 0 l� 1.0 �„ ; of ��y' I�� `�� `� rv* *F- �Zlc? - u?_�./ ♦ >. i� `._: 1 i I \. i 8 T,- I-' '�.S .-\ , 1 It ,- N9�iIy11.�J � 1 ,�1 `�)��---!i `op I it ce,•� �'',' I� r `•- //�I` `I I I' 1 1 ;�-' � Ai `�I 1 /� �1" 1 10 1_ 1 I •1-� 1 � 1 _ � 1 I I 11 l+P ♦ I 1 —// 1Co ` `` / ` ` ''��' /�,` __- ♦ V/1 "�y I N�`� i ,� % `� l - /._ I !�{d5P r ` '� i-�.- ) It tf IT Ui- r O N- o CL LLJ N ♦�cD It i Ip ��, all C ♦ 1 1 / c 4 , 1 } I 0 V ' f .' ul e r - NEI . � �►' �' / N WIN woman IN zi = all_►�_�®_, riu�... —�_�....� •� -•�.:�.��---� -�.—..�-�,l�i:::_ a®tai MI wain, gogii0io,;", -now - sea fIM NO ii ME ' IN�►j --�—�Mw VAN MeNaaw-a-H.- � r��, �..... :...........-------- i��AM r I ..........----_------ iiir�t�►si��_�-ii �-� iiiiiii■°ii�iii�� % ii r/I%I'/►ICI gian t N�, �i�� rME'an . �i rr��r�i�rt•Irrri■rPF n ;a/ray,�►�r,r.,errrrrr t�� r ►i�� rr�nr�r��.�rr ®®��® �►err;�r,r,,r�rerrr•�r�r��rr�rr�r�u��f��uu� ********************** ****************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Highway 101 Suite A Solana Beach, CA 92075 (858)259-8212 ************************** DESCRIPTION OF STUDY ************************** * Modified Rational Method for Areas 1. 1 and 1.2 * Holland Single Family Residnce ********** * ************************************** * ************************** FILE NAME: 1029.DAT TIME/DATE OF STUDY: 16:37 212012002 ------------------------ - --------- ----- _ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------- 1985 SAN DIEGO MANUAL CRITERIA-------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = SPECIFIED MINIMUM PIPE 2.400 SIZE(INCH) 3.00 = SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED 95 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED **************************************************************************** FLOW PROCESS- - FROM NODE 1.01 TO NODE 1.10 IS CODE = 22 --- ---- ---- » -------------- _ _»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<_ _ *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .8000 USER SPECIFIED TC(MIN. ) _ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) _ • 17 03 TOTAL RUNOFF(CFS) _ .17 **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.00 IS CODE _ ---------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< 4 ------------ ____ -_»»>USING-USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC. ) = 3.4 UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = 71' 95 FLOWLENGTH(FEET) = 71. GIVEN PIPE DIAMETER(INCH) 00 MANNIN G'S N = .011 3.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = = 1 TRAVEL TIME(MIN. ) = .32 TC(MIN. ) = 5.32 **************************************************************************** FLOW PROCESS FROM NODE----------------- 1.20 TO NODE ------------------- 1.00 IS CODE _ ______ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<____ *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA AREA(ACRES) = . 9000 02 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) _ NOFF(CFS) = 10 ==TC(MIN) .05 TOTAL RU -----5.32 .26 END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) _ - 26 Tc(MI TOTAL AREA(ACRES) = N. ) = 5.32 .05 ------------- END OF RATIONAL METHOD ANALYSIS � f PASCO ENGINEERING, 0 INC. P E��. DATE k: -cZ w3 RA cis =�TvrL -r►�� Fob Ar 3,p =0,qp 1 0 BE'l cg _4 9207,5 siN�259,Y2,2 R) Cross Section Cross Section for Circular Channel Project Description Project File c:\haestad\academic\fmw\1O29.fm2 Worksheet Holland 3"PVC Capacity Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.009 Channel Slope 0.010000 ftift Depth 31 in Diameter 4.00 in Discharge 0.26 cfs Vcloci+., 3,s� pis 4.00 in 3.1 in 1N V H 1 N TS 02/20/02 05:23:45 PM Haestad Methods,Inc. 37 Brookside Road EWaterbury,CT 06708 FlowMaster v5.17 (203)755 1666 Page 1 of 1 Dq Holland Hydraulic Calculations 12"x12"Drain Inlet Calculations CALCULATE CAPACITY OF DRAINS. FORMULA: Qcap=3.0(P)(D"1.5)/3. DIVISION BY 3 ACCOUNTS FOR GRATE& REASONABLE BLOCKAGE. PERIMETER AVAIL HW GRA 7F FACTOR NODE Q100 CFS p 1.10 0.09 4.00 0 50 2* CAPACITY CFS INLET TYPE 1'20 0.17 4.00 0.50 3.00 1'41 12"x 12"YARD DRAIN 1.41 12"x 12"BROOKS BOX ` 6 Fit" V to to N in 4 C as".0 L. O m c 2 7 IN'C}. at U r. O Q p \\ t L'V N H U. + m <^\R O ti a CL o m c + ,. �- ►- tom! 43 E C i L- N _ Y _ U V1 O 7a. a O t- O C of G C O A i O Ct c L fn C� E O T O ^ V p^r m � N„ O � O W OyN r r\i C\ \ N 1 n x s— +- vl m O L OO � } L E cc,* T V. F Im U LL 4 1. U 4 N U m oY 1 1C N ^• { w 1 p�/� o` V m L_ Q O a°U� +�._ � Zm� ` _ a1 ^r I O H 1 � ! y �'il/i `• i !1 H J O to © en o a n c Ln^0 0 L� O_ NOS Ox E c N N h 0 pY 1 1 1 00 N > >.L J of 2 O °NO°i .G + m O m 7 < e C h h T * C3 x 0 Z 4 V E U C z a - VI o— W g a 0 O a 7 O o- w �-►- O O c O O W 0% O} L L 4- Y9 N _ 'l•' •. L+- V N UO A Q. a „O i- C t O O O N N c 1 i- E Z L q W c R -c- O O C. H o E V O E <0 U R� x c p� C�-O U U — t 8 O r- U L < —.0 m tJ C lt, G FC•- 8 L U Q N C Q C W H tat— O L} O O G h O �op C S V P.- CA E C ID O C7 O N - C L O E U U }}'C s o oam W au 00—Co v c t— n o LN i �O c < L O H c c c c c O +- 1 n O m a O s 00,2 0 0-0dG.Od EQ C) N V 1- — U O t•- O m U N' D •� a \i' 'O L� O a'tn \\OnN < ~ 2 < h U < Q a r ou I GENERAL NOTES GRADING (CONT) 3 '- 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THESE PLANS, 4. CUT AND FILL SLOPES SHALL BE CUT AND TRIMMED TO FINISH ' \ IF- - rnp BY THE THE DATE AND SIGNATURE OF THE CIVIL ENGINEER WHO THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, GRADE TO PRODUCE SMOOTH SURFACES AND UNIFORM CROSS ' NOTIFICATIONS EXIST. CONTOURS - THE DESIGN CONSTRUCTION STANDARDS OF THE CITY OF ENCINITAS, SECTIONS. THE SLOPES OF EXCAVATIONS AND EMBANKMENTS AND STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY AND THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS, ANY SHALL BE SHAPED, PLANTED, AND TRIMMED AS DIRECTED BY KNOWLEDGE THERE ARE NO EXISTING UTILITIES EXCEPT AS CHANGES OR REVISIONS THEREFROM SHALL BE APPROVED BY THE THE ENGINEER OF WORK AND LEFT IN A NEAT AND ORDERLY °. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY WATER PER CITY OF ENC DWG -- -- - CITY ENGINEER PRIOR TO ANY REQUEST FOR INSPECTION. CONDITION. ALL STONES, ROOTS, AND -OTHER WASTE MATTER 2. THE SOILS REPORT TITLED "XXXXXXXXXXXXXXXXXXXXXXXXXXXX EXPOSED OR EXCAVATION OR EMBANKMENT SLOPES WHICH OWNERS OF SAID UTILITIES OR STRUCTURES PRIOR TO ANY xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXX" ARE LIABLE TO BECOME LOOSENED SMALL BE REMOVED AND AND NOTIFICATION OF COMMENCEMENT OF WORK: PREPARED BY XXXXXXXXXXXXXXXXXXXXXXX DATED XXXXXXXXXXXX, DISPOSED OF, THE TOE AND TOP OF ALL SLOPES SHALL BE MASONRY PET WALL PER SDRSD C -3 SHALL BE CONSIDERED AS A PART OF THIS GRADING PLAN. ALL ROUNDED IN ACCORDANCE WITH GRADING ORDINANCE. PCC DRIVEWAY APRON PER SDRSO G -14 GRADING SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS AND SPECIFICATIONS CONTAINED IN SAID REPORT. 5. ALL TREES, BRUSH, GRASS, AND OTHER OBJECTIONABLE MATERIAL PCC DRIVEWAY m a. SHALL HE COLLECTED, PILED, OR OTHERWISE DISPOSED OF OFF 3. APPROVAL OF THIS PLAN DOES NOT CONSTITUTE APPROVAL OF THE SITE BY THE CONTRACTOR SO AS TO LEAVE THE AREAS THAT f. UNDERGROUND SERVICE ALERT (800) 422 -4133 PROPOSED DEEPENED FOOTING SIZES; LOCATION AND TYPE OF DRAINAGE FACILITIES, NOR OF HAVE BEEN CLEARED WITH A NEAT AND FINISHED APPEARANCE ti 48 HOURS PRIOR TO BEGINNING ANY WORK ON THIS IMPROVEMENTS WITHIN STREET RIGH -OF -WAYS. SEPARATE FREE FROM UNSIGHTLY DEBRIS. APPROVAL OF LOCATION OF 3. THE CONTRACTOR SHALL GIVE 24 HOURS NOTICE ON CALLS GRAVEL BAGS (SEE SHEET 2) 00000000000 FOR INSPECTION. (760) 633 -2770. ALL WORK PERFORMED APPROVALS AND PERMITS FOR THESE SHALL BE REQUIRED IN DEBRIS FILL SHALL BE SECURED FROM THE SOILS ENGINEER AND REJECTION AND REMOVAL. CONJUNCTION WITH IMPROVEMENT PLANS. CITY ENGINEER PRIOR TO THE DISPOSAL OF ANY SUCH MATERIAL. 4. PERMISSION SHALL BE OBTAINED FOR ANY OFFSITE 1. ALL GRADING SHALL BE INSPECTED AND TESTED BY A QUALIFIED IMPORT /EXPORT = 200 CY SOILS ENGINEER OR UNDER HISIHER DIRECTION. HEISHE SHALL GRADING. SANDIEGWO WATER DISTRICTNOTES 5. CONTRACTOR SHALL TAKE ANY NECESSARY PRECAUTIONS REQUIRED 1. REVIEW OF THIS PLAN BY SAN DIEGUITO WATER DISTRICT THE SUITABILITY OF ANY FILL MATERIAL. UPON COMPLETION OF TO PROTECT ADJACENT PROPERTIES DURING GRADING OPERATIONS. DOES NOT CONSTITUTE A REPRESENTATION AS TO THE AND TESTS WERE MADE BY HIM /HER OR UNDER HISIHER SUPERVISION PLAN WTFHEROSION CONTROL AND ANYTHING DAMAGED OR DESTROYED SHALL BE REPLACED OR ACCURACY OF, THE LOCATION OF, OR THE EXISTENCE OR APPROVED GRADING PLANS AND THAT ALL EMBANKMENTS AND REPAIRED TO CONDITION EXISTING PRIOR TO GRADING, NON- EXISTENCE OF, ANY UNDERGROUND UTILITY, PIPE OR j- EXISTING FENCE STRUCTURE WITHIN THE LIMEYS OF THIS PROJECT. 6. THE CONTRACTOR SHALL BE RESPONSIBLE THAT ANY MONUMENT OR BENCH MARK WHICH IS DISTURBED OR DESTROYED SHALL BE 2. ALL EXISTING FACILITIES WHICH MAY AFFECT FINAL RE- ESTABLISHED AND REPLACED BY A REGISTERED CIVIL DESIGN,I.E., LINE CROSSINGS, LINE PARALLELING, OR ENGINEER OR A LICENSED LAND SURVEYOR. PROPOSED CONNECTION SHALL BE FIELD VERIFIED. ALL EXISTING OR PROPOSED UTILITY CROSSINGS WITHIN 10 7. THE CONTRACTOR SHALL DESIGN, CONSTRUCT, AND MAINTAIN ALL FEET OF PROPOSED WATER MAINS SHALL BE SHOWN ON SAFETY DEVICES, INCLUDING SHORING, AND SHALL BE RESPONSIBLE IMPROVEMENT PLANS. ELECTRICAL AND SEWER TO CROSS FOR CONFORMING TO ALL LOCAL, STATE, AND FEDERAL SAFETY AND UNDER WATER MAINS UNLESS GIVEN WRITTEN PERMISSION HEALTH STANDARDS, LAWS, AND REGULATIONS. BY SAN DIEGUITO WATER DISTRICT. 8. GRADING AND EQUIPMENT OPERATING WITHIN ONE -HALF (102) 3. CONTRACTOR AND OWNER ARE RESPONSIBLE TO RELOCATE MILE OF A STRUCTURE FOR HUMAN OCCUPANCY SHALL NOT BE AND /OR ADJUST TO GRADE ANY EXISTING WATER FACILITY CONDUCTED BETWEEN THE HOURS OF 5:30 P.M. AND 7:30 A. M, (FIRE HYDRANT, METERS, VALVES, VALVE BOXES, ETC.) WHICH NOR ON SATURDAYS, SUNDAYS, AND CITY RECOGNIZED HOLIDAYS. IS AFFECTED BY THEIR PROJECT. ALL AFFECTED WATER FACILITIES MUST MEET CURRENT SAN OIEGUITO WATER DISTRICT STANDARDS. 9. NO GRADING OPERATIONS SHALL COMMENCE UNTIL A PREGRADING IF FACILITIES 00 NOT MEET STANDARDS, THEN THEY SHALL BE MEETING HAS BEEN HELD ONSITE WITH THE FOLLOWING PEOPLE UPGRADED TO CURRENT STANDARDS AT THE OWNER'S EXPENSE. PRESENT: CITY INSPECTOR, CIVIL ENGINEER, SOILS ENGINEER, GRADING CONTRACTOR, AND PERMITTEE. THE PREGRADE 4. UTILITIES TO MAINTAIN MINIMUM 5 -FOOT SEPERATION WHEN MEETING SHALL BE SCHEDULED WITH THE CITY AT LEAST 48 HOURS PARALLELING WATER SERVICES. IN ADVANCE BY CALLING (760) 633 -2770. 5. MINIMUM HORIZONTAL SEPARATION OF 10 FEET REQUIRED 10. PRIOR TO HAULING DIRT OR CONSTRUCTION MATERIALS TO ANY BETWEEN FIRE HYDRANTS AND SAN DIEGUITO GAS AND ELECTRIC ' PROPOSED CONSTRUCTION SITE WITHIN THIS PROJECT THE VAULTS. DEVELOPER SHALL SUBMIT TO AND RECEIVE APPROVAL FROM THE 6. ALL WATER SERVICES TO BE CONSTRUCTED CLEAR OF CITY ENGINEER FOR THE PROPOSED HAUL ROUTE. THE DEVELOPER DRIVEWAYS AND ALL OTHER TRAVELLED WATS. WATER SHALL COMPLY WITH ALL CONDITIONS AND REQUIREMENTS THE METERS MUST BE IN FRONT OF THE PARCEL THEY ARE SERVING. CITY ENGINEER MAY IMPOSE WITH REGARD TO THE HAULING LEGEND OPERATION. 11, UPON FINAL COMPLETION OF THE WORK UNDER THE GRADING SDRSD =SAN DIEGO REGIONAL STANDARD DRAWINGS PERMIT, BUT PRIOR TO FINAL GRADING APPROVAL ANDIOR FINAL SDWD =SAN DIEGUITO WATER DISTRICT RELEASE OF SECURITY, ANAS-GRADED CERTIFICATION SHALL BE LCWD- LEUCADIA COUNTY WATER DISTRICT PROVIDED STATING: "THE GRADING UNDER PERMIT No. 7023 -G. HAS BEEN PERFORMED IN SUBSTANTIAL CONFORMANCE WITH ITEM SYMBOL QUANTTITY HEISHE SHALL CONTROL SURFACE WATER AND AVOID DAMAGE TO ADJOINING PROPERTIES OR TO FINISHED WORK ON THE SITE AND SHALL TAKE REMEDIAL MEASURES TO PREVENT EROSION OF FRESHLY GRADED AREAS UNTIL SUCH TIME AS PERMANENT DRAINAGE AND EROSION CONTROL MEASURES HAVE BEEN INSTALLED, 3. ALL AREAS TO BE FILLED SHALL BE PREPARED TO BE FILLED AND FILL SHALL BE PLACED IN ACCORDANCE WITH STANDARD SPECIFICATIONS. ALL VEGETABLE MATTER AND OBJECTIONABLE MATERIAL SHALL BE REMOVED BY THE CONTRACTOR FROM THE SURFACE UPON WHICH THE FILL IS TO BE PLACED. LOOSE FILL AND ALLUVIAL SOILS SHALL BE REMOVED TO SUITABLE FIRM NATURAL GROUND.' THE EXPOSED SOILS SHALL BE SCARIFIED TO A DEPTH OF 6" AND THEN COMPACTED TO A MINIMUM OF 90 PERCENT. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PLACE, SPREAD, WATER, AND COMPACT THE FILL IN STRICT ACCORDANCE WITH SPECIFICATIONS. REVISIONS APPROVE13 DATE REFERENCES DATE Tw PER t TF PER PLAN4 1 EA 1 EA 65 LF 180 SF 80 SF 945 SF 1 EA 1 EA 1 EA 235 LF 175 EA MASONRY PET, WALL PER SCRSC C:3 20� NaX M N -20`x MAx FL PER PLAN - -<Z� Exls -r7� 3" PVC PER PLAN SECTION A -A EXISTING FENCE TO BE REMOVED i FL 71.2E 71.31 fE 71.00 TW 71.00 TF 72.98 TW 71.00 TF FL 72.79 EXISTING FENCE TO BE REMOVED FL 72:50 12'X12" AREA DRAIt1 72.45 TG; 71.95 IE FL 72.47 FF 73.7 73.0 1 BEN IR iMARI � SCAM COMM'UNrrY C APPROVED HORIZONTAL. 1"M10, BY: VERTICAL �N/A DATE: FL 72.64 4 3' 72.98 TW 71.00 TF 1 71.42 TP ! / 71.42 TF .A-) 0- r51B 25 n ` A avow i, LEGAL DESCRIPTION PARCEL 4 OF PARCEL MAP 17252. FILED IN THE COUNTY OF SAN DIEGO, NOVEMBER 12, 1993, AFN: 254- 101 -30 SITE ADDRESS STREET: 211 HILLCREST DRIVE CITY: ENCINITAS, CA 92024 OWNER/PERIVIITTEE NAME: LAWRENCE HOLLAND STREET: 871 NEPTUNE AVE. CITY: ENCINITAS, CA 92024 NAME: LAWRENCE HOLLAND DATE STREET: 871 NEPTUNE AVE. CITY: ENCINITAS, CA 92024 DECLARATION OF RESPONSIBLE CHARGE I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS UF6 G G� 3A'59-1 aT1�IIY EpSEMEN! PROJECT. HAVE RESPONSIBLE THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS GXIg1 QFGG PRIDAj 252 CONSISTENT WITH CURRENT STANDARDS. GIj SING MP9 I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND ,EXSS AGES SPECIFICATIONS BY THE CITY OF ENCINITAS IS CONFINED TO A pEa pp NG iS REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, ,,IIsl 1.GcMEN OF MY RESPONSIBILITIES FOR PROJECT DESIGN. _ paSV NI Pia Up; g3 W /1 EXIST LI 362'! N E aEc 11,10 r ` / G US1 33 9 4 ! 7 i gg93 r t COOCT Or+�� UT1ER PER,. Y IPPOPO E OF EN PgEMENC 1 aOPp 6 U <o THE APPROVED GRADING PLAN OR AS SHOWN ON THE ATTACHED on? THE AS- GRADED PLAN ". THIS STATEMENT SHALL BE FOLLOWED PROPERTY LINE ® ' \ IF- - rnp BY THE THE DATE AND SIGNATURE OF THE CIVIL ENGINEER WHO mo CERTIFIES SUCH GRADING OPERATION. EASEMENT LINE - - - - f7N NOTIFICATIONS EXIST. CONTOURS - 1. THE EXISTENCE AND LOCATION OF UNDERGROUND UTILITY PIPES PRIVATE ROAD CENTERLINE AND STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR CURB & GUTTER PER CITY OF ENC DWG KNOWLEDGE THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS, HOWEVER: SEWER PER CIT" OF ENC DWG - THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY WATER PER CITY OF ENC DWG -- -- - MEASURES TO PROTECT ANY EXISTING UTILITIES OR DRAINAGE SWALE /DIRECTION (MIN iXl STRUCTURES LOCATED AT THE WORK SITE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE FOLLOWING 12'X12" AREA DRAIN ❑ OWNERS OF SAID UTILITIES OR STRUCTURES PRIOR TO ANY EXCAVATION, FOR VERIFICATION AND LOCATION OF UTILITIES 12 "x12" BROOKS BOX W/ TRAFFIC GRATE AND NOTIFICATION OF COMMENCEMENT OF WORK: a. SEWERS - C. S.D. (760) 633 -2770 3" PVC __ - MASONRY PET WALL PER SDRSD C -3 b. GAS & ELECTRIC - SDG &E (800) 422 -4133 PCC DRIVEWAY APRON PER SDRSO G -14 c. WATER - S. D. W. D. (760) 633 -2650 PCC DRIVEWAY m a. d. TELEPHONE - PAC -BELL (760) 489 -3441 PROPOSED 4" SEWER LATERAL PER LCWO S -IZIB --� e. CABLE TV - COX CABLE (760) 943 -9000 PROPOSED 1" WATER SERVICE PER SOWD P -2 ----® f. UNDERGROUND SERVICE ALERT (800) 422 -4133 PROPOSED DEEPENED FOOTING 2. CONTRACTOR SHALL NOTIFY THE CITY ENGINEER'S OFFICE MODIFIED HEADWALL FOR 3" PVC 48 HOURS PRIOR TO BEGINNING ANY WORK ON THIS PROJECT, (760) 633-2770. SILT FENCE (SEE SHEET 2) -X-X- 3. THE CONTRACTOR SHALL GIVE 24 HOURS NOTICE ON CALLS GRAVEL BAGS (SEE SHEET 2) 00000000000 FOR INSPECTION. (760) 633 -2770. ALL WORK PERFORMED WITHOUT BENEFIT OF INSPECTION WILL BE SUBJECT TO EARTHWORK REJECTION AND REMOVAL. CUT 0 CY x GRADING FILL = 200 CY # 1. ALL GRADING SHALL BE INSPECTED AND TESTED BY A QUALIFIED IMPORT /EXPORT = 200 CY SOILS ENGINEER OR UNDER HISIHER DIRECTION. HEISHE SHALL INSPECT AND TEST THE EXCAVATION PLACEMENT AND COMPACTION * EARTHWORK QUANTITIES ARE ESTIMATED FOR PERMIT PURPOSES OF FILLS AND BACKFILLS AND COMPACTION OF TRENCHES. HEISHE ONLY. (CALCULATED ON A THEORETICAL BASIS, ACTUAL QUANTITIES SHALL SUBMIT SOILS REPORTS AS REQUIRED AND WILL DETERMINE MAY VARY DUE TO SHRINKAGE OR SWELL FACTORS. THE SUITABILITY OF ANY FILL MATERIAL. UPON COMPLETION OF GRADING OPERATIONS HEISHE SHALL STATE THAT OBSERVATIONS SEE SHEET 2OF3 FOR EROSION CONTROL AND TESTS WERE MADE BY HIM /HER OR UNDER HISIHER SUPERVISION PLAN WTFHEROSION CONTROL AND AND THAT, IN HIS /HER OPINION, ALL EMBANKMENTS AND EXCAVATIONS WERE CONSTRUCTED IN ACCORDANCE WITH THE HYDROSEEDINGNOTES APPROVED GRADING PLANS AND THAT ALL EMBANKMENTS AND EXCAVATIONS ARE ACCEPTABLE FOR THEIR INTENDED USE. j- EXISTING FENCE 2. THE CONTRACTOR SHALL PROPERLY GRADE ALL EXCAVATED SURFACES I TO BE REMOVED TO PROVIDE POSITIVE DRAINAGE AND PREVENT PONOING OF WATER ,; HEISHE SHALL CONTROL SURFACE WATER AND AVOID DAMAGE TO ADJOINING PROPERTIES OR TO FINISHED WORK ON THE SITE AND SHALL TAKE REMEDIAL MEASURES TO PREVENT EROSION OF FRESHLY GRADED AREAS UNTIL SUCH TIME AS PERMANENT DRAINAGE AND EROSION CONTROL MEASURES HAVE BEEN INSTALLED, 3. ALL AREAS TO BE FILLED SHALL BE PREPARED TO BE FILLED AND FILL SHALL BE PLACED IN ACCORDANCE WITH STANDARD SPECIFICATIONS. ALL VEGETABLE MATTER AND OBJECTIONABLE MATERIAL SHALL BE REMOVED BY THE CONTRACTOR FROM THE SURFACE UPON WHICH THE FILL IS TO BE PLACED. LOOSE FILL AND ALLUVIAL SOILS SHALL BE REMOVED TO SUITABLE FIRM NATURAL GROUND.' THE EXPOSED SOILS SHALL BE SCARIFIED TO A DEPTH OF 6" AND THEN COMPACTED TO A MINIMUM OF 90 PERCENT. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PLACE, SPREAD, WATER, AND COMPACT THE FILL IN STRICT ACCORDANCE WITH SPECIFICATIONS. REVISIONS APPROVE13 DATE REFERENCES DATE Tw PER t TF PER PLAN4 1 EA 1 EA 65 LF 180 SF 80 SF 945 SF 1 EA 1 EA 1 EA 235 LF 175 EA MASONRY PET, WALL PER SCRSC C:3 20� NaX M N -20`x MAx FL PER PLAN - -<Z� Exls -r7� 3" PVC PER PLAN SECTION A -A EXISTING FENCE TO BE REMOVED i FL 71.2E 71.31 fE 71.00 TW 71.00 TF 72.98 TW 71.00 TF FL 72.79 EXISTING FENCE TO BE REMOVED FL 72:50 12'X12" AREA DRAIt1 72.45 TG; 71.95 IE FL 72.47 FF 73.7 73.0 1 BEN IR iMARI � SCAM COMM'UNrrY C APPROVED HORIZONTAL. 1"M10, BY: VERTICAL �N/A DATE: FL 72.64 4 3' 72.98 TW 71.00 TF 1 71.42 TP ! / 71.42 TF .A-) 0- r51B 25 n ` A avow i, LEGAL DESCRIPTION PARCEL 4 OF PARCEL MAP 17252. FILED IN THE COUNTY OF SAN DIEGO, NOVEMBER 12, 1993, AFN: 254- 101 -30 SITE ADDRESS STREET: 211 HILLCREST DRIVE CITY: ENCINITAS, CA 92024 OWNER/PERIVIITTEE NAME: LAWRENCE HOLLAND STREET: 871 NEPTUNE AVE. CITY: ENCINITAS, CA 92024 NAME: LAWRENCE HOLLAND DATE STREET: 871 NEPTUNE AVE. CITY: ENCINITAS, CA 92024 DECLARATION OF RESPONSIBLE CHARGE I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS UF6 G G� 3A'59-1 aT1�IIY EpSEMEN! PROJECT. HAVE RESPONSIBLE THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS GXIg1 QFGG PRIDAj 252 CONSISTENT WITH CURRENT STANDARDS. GIj SING MP9 I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND ,EXSS AGES SPECIFICATIONS BY THE CITY OF ENCINITAS IS CONFINED TO A pEa pp NG iS REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, ,,IIsl 1.GcMEN OF MY RESPONSIBILITIES FOR PROJECT DESIGN. _ paSV NI Pia Up; g3 W /1 EXIST LI 362'! N E aEc 11,10 r ` / G US1 33 9 4 ! 7 i gg93 r t COOCT Or+�� UT1ER PER,. Y IPPOPO E OF EN PgEMENC 1 aOPp 6 U <o Lo on? ' \ IF- - rnp mo '. f7N to V �a i x 0. 29577 WAYNE A PASCO, RCE 29577 DATE Ep. 03/31/03 SOILS ENGINEER'S CERTIFICATE 1. A REGISTERED CIVIL ENGINEER IN THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOIL MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION BETWEEN THE DATES OF AND ONE COMPLETE COPY OF THE SOILS REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. FURTHERMORE, I HAVE REVIEWED THESE GRADING PLANS AND CERTIFY THAT THE RECOMMENDATIONS INCLUDED IN THE SOILS REPORT FOR THIS PROJECT HAVE BEEN INCORPORATED IN THE GRADING PLANS AND SPECIFICATIONS. NAME, REG No. xxxxxxxxxxxxxx xxxxxxxxxxxxxx xxxxxxxxxxxxxx xxxxxxxxxxxxxx xxxxxxxxxxxxxx GRAPHIC SCALE 1 °= -- --- 10 20 r Y 1L..[1 tla i 1 �* /, 1Y�. ENCIIJiTAS FfRE DEPARZIVT SAN DFCri7Ti~t3 WATER DISTRICT CARDIFF SA�iI'Z'ATIQN DISTRICT NOT 70 SCALE APPROVED APPROVED APPROVED BY: BY: BY:�' Cr DATE: DATE: DATE: Vi X47 SIGNATURE VALID FOR 2 YEARS �vo DESI6 BY '.. `. A y - _. ,. NED DRAWN H CHECKED Y .QpME NT' } API'IkQ'�iALS w� w� w CITY t�F ENC AS ENt3'INEERING DEPAR Ii�Ti'I' TMEN'T DRAWING NO. r PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED APPROVED GRADING & DRANAGE PLAN S FOR: R: DATE: BY: BY: WA YNE:PASCO R.C.E. NO. 29 DATE: DATE: 577 2/ 1 I /rLLCREST D li VIEW .. EXP. 3:al -03 SHEET I DF 2 PE 1029'