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2005-9481 I/G City oNGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering October 13, 2011 Attn: Western Insurance Company c/o Scheer's West, Inc. 3283 E. Warm Springs Road Suite 200 Las Vegas, Nevada 89120 RE: Far West Industries Quail Gardens Drive APN 258-130-85 TM 03-104 Improvement Permit 9481-1 Final release of security Permit 948 1-1 authorized the performance and labor/materials for the improvements as shown on approved improvement plan, all needed to build the described project. The Field Operations Division has approved the installation of the improvements and approved the one-year warranty. Therefore, a full release in the remaining security deposit is merited. Performance Bond CWS71373, (in the original amount of$61,738.00), reduced by 75% to $15,434.50, is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact a Geishart at (760) 633- 2779 or in writing, attention this Department. Sin(.erely, Debra Geis rt Lem ach Engineering Technician inance Manager Subdivision Engineering Financial Services CC Jay Lembach, Finance Manager Far West Industries Debra Geishart File F11C. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 ��� recycled paper City ONGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering February 7, 2008 Attn: Arch Insurance Company 135 N. Los Robles Avenue #825 Pasadena, California 91101 RE: Barratt American—Quail Pointe Quail Gardens Drive APN 258-130-85 Grading Permit 9481-G Partial release of security Permit 9481-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the rough grading. Therefore, a reduction in the security deposit is merited. Performance Bond SU5018447, in the amount of$996,737.00, may be reduced by 75% to $249,184.25. The document original will be kept until such time it is fully exonerated. Should you have any questions or concerns, please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geis aW hLe ch Engineering Technician Finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Barratt American Debra Geishart File TEL 760-633-2600 1 FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper Stantec Page 1 of 2 r t Debra Geishart / From: Jim Goodwyn [JGoodwyn @farwestindustries.com] Sent: Wednesday, February 03, 2010 2:58 PM To: Debra Geishart Subject: FW: Quail Point Attachments: image001.png Hi Debbie, have run out of patience with Stantec.They just have not responded to repeated requests for their acknowledgement of a change in the Engineer of Record. You and I had a conversation a few weeks back and ,ou said just tell me you tried-we did. I am formally requesting that CTE take over as the Engineer of Record. mailed a check to your attention a couple of weeks ago for the paperwork charge. thanks for all your help.Jim !(�v: il,h lager egt industries 12922 Daimler St. I Santa Ana,CA 92705 '22 4-1 970 1 Fax: (949) 224-1963 jgoodwyn @farwestindustries.com I Web: www.farwestindustries.com From: Ira Glasky Sent: Monday, January 25, 2010 2:10 PM To: 'Rhoads, Todd' Subject: RE: Quail Point Fodd- appreciate your preparing these numbers but, unfortunately, they are not in-line with our understanding of what these services should cost. I appreciate your efforts to work this out but we just can't agree to your aroposal. We will have another firm to provide the pad certs and as-builts. The City has asked that we request a .>hort letter from Stantec acknowledging that we will be retaining another firm to serve as Engineer of Record. -,lease send the letter to my attention. In addition, would you please direct your Irvine office to prepare a check for the refund of remainder of our deposit? When ready, I will arrange for it to be picked up. Fhanks. Ira Ira Glasky i'rk­,ident/General Counsel ,vest industries 12922 Daimler St. Santa Ana,CA 92705 �r I9} 224-19701 Fax: (949)224-19631 Mobile: (714)393-4-N iglasky(a,farwestindustries.com lWeb: www.farwestindustries.com JUI Building Homes for Tomorrow Not Just for Today 2/9/2010 Page I of 2 Debra Geishart From: Greg Shields Sent: Tuesday, December 01, 2009 1:37 PM To: 'Jim Goodwyn' Cc: Debra Geishart Subject: RE: Quail Pointe Attachments: image001.png Jim Your analysis is correct. Hope this helps and you don't have any hic-cups with your previous Engineer. Greg Shields, P.E. I Field Operations I City of Encinitas iO4 South Vulcan Avenue, Encinitas, CA 92024-3633 1760.633.2778 1 gshieIds@,CityofEncinitas.org I-_ ._ ------------__.­__­.............__­_..........­­­............. .............._­................ From: Jim Goodwyn [maiIto:]Goodwyn@farwestindustries.com] Sent: Monday, November 30, 2009 10:09 AM To: Greg Shields Subject: RE: Quail Pointe Greg, I see that the new engineer has to review and accept responsibility for the plans.The code does not mention any action required by the former engineer, can you confirm that.The relationship with Stantec is strained at best. Thanks,Jim From: Greg Shields [ma i Ito:Gsh ields@ci.e nci n itas.ca.us] Sent: Monday, November 30, 2009 9:44 AM To: Jim Goodwyn Cc: Ron Brady; Leroy Bodas; Angela Simon; Debra Geishart; Masih Maher; Paul Dupree; Ruben Macabitas; Steve Nowak Subject: Quail Pointe Jim I am including the verbiage directly from the code. 23.24.360—Transfer of)Rpspons forApproval. If the civil engineer, the soil engineer, the engineering geologist, the testing agency or the grading contractor of record are changed during the course of the work, the work shall be stopped unless and until: (1) the owner submits a letter of notification verifying the change of the responsible professional, and (2) the new responsible professional submits in writing that all prior reports and/or plans (specified by date and title) and work performed by the prior responsible professional have been properly reviewed and all findings, conclusions, and recommendations are appropriate, and the work performed is consistent with standard engineering practices. The new responsible professional may modify or revise recommendations, specifications or work performed if accompanied by supporting data and approved by the City Engineer. The new responsible professional must state that all responsibility within the purview of the area of professional responsibility is assumed as 12/1/2009 Page 2 of 2 of a specified date. All exceptions must be justified in writing to the satisfaction of the City Engineer. (Ord. 2008-03) 1 am also forwarding this to Masih so he is aware of your desire to change the engineer of record. The counter staff will also be advised to allow everyone to be current. I hope this is clear direction that will be easy for you to implement. Greg Shields, P.E. I Field Operations I City of Encinitas ;05 South Vulcan Avenue, Encinitas, CA 92024-3633 1760.633.2778 1 gshields @CityofEnc_initas._org .---....................—---- --- From: Jim Goodwyn [maiIto:]Goodwyn @farwestindustries.com] Sent: Monday, November 30, 2009 9:17 AM To: Greg Shields Subject: Quail Pointe Greg, Thanks for taking my call.The engineer of record for Quail Pointe, Stantec terminated our contract. I believe the only remaining work is the finish grade certs. What does the City require to change the engineer of record. Thanks,Jim 'i i t_;oodovN'n '€:ijec•t lnna);er 'N'esi Industries 12922 Daimler St. I Santa Ana,CA 92705 is (949) 224-19701 Fax: (949)224-1963 ii:ail:jgoodwynkfarwestindustries.com I Web: www.farwestindustries.com Building Homes for Tomorrow Not Just for Today DISCLAIMER:This e-mail and any accompanying documents contain privileged and confidential information intended only for the sole use of the recipient named in this e-mail.if you are not the intended recipient,you are hereby notified that any retention,dissemination or copying of this e-mail is strictly prohibited.If you have received this e-mail in error,please contact the sender and delete all copies of it from your system.Please note that the sender accepts no responsibility for viruses and it is your responsibility to scan this e-mail and attachments(if any). DISCLAIMER:This e-mail and any accompanying documents contain privileged and confidential information intended only for the sole use of the recipient named in this e-mail.If you are not the intended recipient,you are hereby notified that any retention,dissemination or copying of this e-mail is strictly prohibited.If you have received this e-mail in error,please contact the sender and delete all copies of it from your system.Please note that the sender accepts no responsibility for viruses and it is your responsibility to scan this e-mail and attachments(if any). 12/1/2009 CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD, SUITE 115 1 ESCONDIDO, CA 92026 1 760.746.4955 1 FAX 760.746.9606 January 8, 2010 CTE Job No. 10-10012C City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 Subject: New Engineer of Work Tract 03-104 Drawing Number 9481-G and 9481-1 Quail Pointe In accordance with Section 23.24-360 of the Encinitas Municipal Code, please be advised that in reference to the above stated plans (Tract 03-104, Drawing Number 9481-G and 9481-1), Construction Testing & Engineering, Inc. (CTE), as new Engineer of Work, assumed all responsibility and liability for the drawings, and the items as outlined in the Declaration of Responsible Charge as shown on Drawing Number 9481-G and 9481-1. If you have any questions, please feel free to contact me at (760) 746-4955. Re ctfu ubmitted, CO STRU T ON TESTING & ENGINEERING, INC. ��OpROFESS70N� c�4 QPJ�O V. Da id V. ar n, RCE, LEED AP RCE C 70066 Sen ivil ON EX P' 09/30/10 9TF C/v11. OF CA1-IFS SAN DIEGO I ESCONDIDO I RIVERSIDE I VENTURA I MERCED I TRACY I SACRAMENTO I PALM SPRINGS I PHOENIX GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD, SUITE 115 1 ESCONDIDO, CA 92026 1 760.746.4955 1 FAX 760.746.9606 January 8, 2010 CTE Job No. 10-10012C City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 Subject: New Engineer of Work Tract 03-104 Drawing Number 9481-G and 9481-1 Quail Pointe In accordance with Section 23.24-360 of the Encinitas Municipal Code, please be advised that in reference to the above stated plans (Tract 03-104, Drawing Number 9481-G and 9481-1), Construction Testing & Engineering, Inc. (CTE), as new Engineer of Work, assumed all responsibility and liability for the drawings, and the items as outlined in the Declaration of Responsible Charge as shown on Drawing Number 9481-G and 9481-1. If you have any questions, please feel free to contact me at (760) 746-4955. avl' aron,ubmitted, ION TESTING & ENGINEERING, INC. ���PROFESS/�N RCE, LEED AP QP\0 v ngineer 4W rzcE a To066 m F-'XP- 09/30/10 � tVkL SAN DIEGO I ESCONDIDO I RIVERSIDE I VENTURA I MERCED I TRACY I SACRAMENTO I PALM SPRINGS I PHOENIX GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING 9!TFCONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD, SUITE 115 1 ESCONDIDO, CA 92026 1 760.746.4955 1 FAX 760.746.9606 February 12, 2010 CTE Job No. 10-10012C City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 Subject: Engineer's Final Grading Certification Drawing Number 9481-G Phase 1 Lots 6, 7, 8, and 9 Grading Permit Number 9481 GI Quail Pointe The grading under Permit Number 9481 GI, Phase 1, Lots 6, 7, 8, and 9 has been performed in substantial conformance with the approved grading plan. Final grading inspection has demonstrated that lot drainage conforms to the approved grading plan and that swales drain at 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 Part II were constructed and are operational, together with the required mai to ance covenants. �O9R0FESS/0* c� OP Dyr Engineer of Record i3c RCE C 70066 David .D on R E 70066 * Exp. 09/30/10 151 Cl 11. ��►`g Dated I Z ,b OF ----------------------------------------------------------------------------------- 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 Dated SAN DIEGO I ESCONDIDO I RIVERSIDE I VENTURA I MERCED I TRACY I SACRAMENTO I PALM SPRINGS GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING City OfENGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering November 1, 2010 Attn: Western Insurance Company c/o Scheer's West, Inc. 3283 E. Warm Springs Road Suite 200 Las Vegas, Nevada 89120 RE: Barratt American—Quail Pointe Quail Gardens Drive APN 258-130-85 TM 03-104 Grading Permit 9481-G Final release of security Pen-nit 9481-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and finaled the project. Therefore, a full release in the remaining security deposit is merited. Performance Bond CWS71372, in the amount of$249,184.25, is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, v " Debra Geishart iFinaneeManager L mbach Engineering Technician Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Far West Industries Debra Geishart File TEL 760-633-2600 1 FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 ��� recycled paper City�NGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering November 1, 2010 Attn: Western Insurance Company c/o Scheer's West, Inc. 3283 E. Warm Springs Road Suite 200 Las Vegas, Nevada 89120 RE: Far West Industries Quail Gardens Drive APN 258-130-85 TM 03-104 Improvement Permit 9481-I Partial release of security Permit 9481-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the installation of the improvements. Therefore, a partial release in the security deposit is merited. A one-year warranty period is in effect for the remaining release. Performance Bond CWS71373, in the amount of$61,738.00, may be reduced by 75% to $15,434.50. The document original will be kept until such time it is fully exonerated. The retention and a separate assignment guarantee completion of finish grading. Should you have any questions or concerns, please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. S incgely, Debra Geishart J y Lembach Engineering Technician finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Far West Industries Debra Geishart File TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 ��� recycled paper WHEN RECORDED MAIL TO: THE ORIGINAL OF THIS DOCUMENT WAS RECORDED ON APR 05, 2011 City Clerk DOCUMENTNUMBER 201 1-01 76620 Ernest J. Dronenburg: Jr., COUNTY RECORDER City of Encinitas SAN DIEGO COUNTY RECORDER'S OFFICE 505 S. Vulcan Avenue TIME: 3:54 PM Encinitas, CA 92024-3633 RELEASE OF COVENANT REGARDING REAL PROPERTY (PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY) Assessor's Parcel No. 258-130-85-00 Project No. TM 03-104 W.O. 9481-FM WHEREAS, Barratt American Incorporated, a Delaware Corporation, who entered into a covenant for the benefit of the City of Encinitas ("City" hereinafter) regarding private improvements which was recorded with the County Recorder of the County of San Diego as Document No. 2007- 0298639 on May 1, 2007, and City have detennined that the obligations set forth in that covenant have been fully and satisfactorily completed with the private improvements proposed on City of Encinitas drawing number 9481-G; NOW THEREFORE, CITY hereby releases said covenant. CITY CMT S 7 �4 0�Peter Cota-Robles, City Engineer Date Notarization of signature attached CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT I. State of California fi County of Jam'4/ 7;6 C!) fi On/ 1�//30, ail before me, /l �fl/L .LI/(.G�7y(J2, �lJ ie y f UrQL/G C Date p Here Insert Name and Title of the Officer personally appeared �d�L Name(s)of Signer(s) fi who proved to me on the basis of satisfaclyry fievidence to be the person(s) whose name(s is re fi subscribed to th within instrument and acknowledged P-ine that Ii she/they executed the same in fi er/their authorized capacity(ies), and that by fi RANDA GAIL MILLJOUR his er/their signature(s) on the instrument the fi e Commission#1916144 < person(s), or the entity upon behalf of which the Notary Public - California(D person(s) acted, executed the instrument. > San Diego County 4 fi My Commission Exp. Jan. 6, 2015 I certify under PENALTY OF PERJURY under the ; fi laws of the State of California that the foregoing fiparagraph is true and correct. , fiWITNESS my hand and official seal. fi Signature: fF Place Notary Seal Above Si eture of Notary Public Lil OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document 2 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: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Corporate Officer—Title(s): ❑Corporate Officer—Title(s): ❑ Individual ❑ Individuals�,' ❑ Partner—❑Limited ❑General Top of thumb here ❑ Partner—❑ Limited ❑General Top of thumb here s ❑ Attorney in Fact ❑Attorney in Fact ❑ Trustee ❑Trustee ❑ Guardian or Conservator ❑Guardian or Conservator I ❑ Other: ❑Other: ) Signer Is Representing: Signer Is Representing: ©2009 National Notary Association•NationalNotary.org•1-800-US NOTARY(1-800-876-6827) Item#5907 WHEN RECORDED MAIL TO: THE ORIGINAL OF THIS DOCUMENT WAS RECORDED ON APR 05, 2011 DOCUMENT NUMBER 2011-0176621 City Clerk Ernest J Dronenburg, Jr., COUNTY RECORDER City of Encinitas SAN DIEGO COUNTY RECORDER'S OFFICE 505 S. Vulcan Avenue TIME: 3:54 PM Encinitas, CA 92024-3633 RELEASE OF COVENANT REGARDING REAL PROPERTY (PUBLIC IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY) Assessor's Parcel No. 258-130-85-00 Project No. TM 03-104 W.O. 9481-FM WHEREAS, Barratt American Incorporated, a Delaware Corporation, who entered into a covenant for the benefit of the City of Encinitas ("City" hereinafter) regarding public improvements which was recorded with the County Recorder of the County of San Diego as Document No. 2007- 0298640 on May 1, 2007, and City have determined that the obligations set forth in that covenant have been fully and satisfactorily completed with the public improvements proposed on City of Encinitas drawing number 9481-I; NOW THEREFORE, CITY hereby releases said covenant. CIUNCINJTAS Peter Cota-Robles, City Engineer Date Notarization of signature attached CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT fi State of California fi County of eD1 r? DUI fi On /1 30, -2411 before me,3*zolef Ell/L A1UZV0A?, r Date p Here Insert Name and Title of the Officer fi personally appeared Name(s)of Signer(s) fi fi who proved to me on the basis of satisfactory fievidence to be the person(s) whose name(s) Is are fi subscribed to the within instrument and acknowledged t me that �he/they executed the same in s er/their authorized capacity(ies), and that by fi RANDA GAIL MILLJOUR I her/their signature(s) on the instrument the fi `rte Commission#1916744 erson(s), or the entity upon behalf of which the tY ' Notary Public - California > San Diego County A person(s) acted, executed the instrument. fi My Commission Exp. Jan. 6, 015 ' fi I certify under PENALTY OF PERJURY under the filaws of the State of California that the foregoing fiparagraph is true and correct. fiWITNESS my hand and official seal. fi Signature: o �w Place Notary Seal Above Si6nature of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document f' and could prevent fraudulent removal and reattachment of this form to another document. { Description of Attached Document ' Title or Type of Document: i Document Date: Number of Pages: . i Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Corporate Officer—Title(s): ❑Corporate Officer—Title(s): ❑ Individual ❑ Individual ❑ Partner—❑Limited ❑General Top of thumb here ❑ Partner—❑ Limited ❑General Top of thumb here ❑ Attorney in Fact ❑Attorney in Fact ❑ Trustee ❑Trustee ❑ Guardian or Conservator ❑Guardian or Conservator ❑ Other: ❑Other: Signer Is Representing: Signer Is Representing: I. ©2009 National Notary Association•NationalNotary.org•1-800-US NOTARY(1-800-876-6827) Item#5907 WHEN RECORDED MAIL TO: THE ORIGINAL OF THIS DOCUMENT 'WAS RECORDED ON APR 05, 2011 DOCUMENT NUMBER 2011-0176619 City Clerk Ernest J. DnonenbUrg, .Jr'., COUNTY RECORDER City of Encinitas SAN DIEGO COUNTY RECORDER'S OFFICE 505 S. Vulcan Avenue TIME: 3:54 PM Encinitas, CA 92024-3633 RELEASE OF COVENANT REGARDING REAL PROPERTY (FUTURE PARK, TRAFFIC, AND FLOOD CONTROL FEES)) Assessor's Parcel No. 258-130-85-00 Project No. TM 03-104 W.O. 9481-FM WHEREAS, Barratt American Incorporated, a Delaware Corporation, who entered into a covenant for the benefit of the City of Encinitas ("City" hereinafter) regarding real property for future park, traffic and flood control fees, which was recorded with the County Recorder of the County of San Diego as Document No. 2007-0298638 on May 1, 2007, and City have determined that the obligations set forth in that covenant have been fully and satisfactorily completed. NOW THEREFORE, CITY hereby releases said covenant. CITY OF ENCINITAS Tom Curriden, City Planner Date Notarization of signature attached CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of Calijurnia County of On CA�) \� before me, Date Here In ert e an Title of the Officer personally appeared Name(s)of Signer(s) who proved to me on the basis of satisfactory evidence to be the personK whose name() is/ale subscribed to the within instrument and acknowledged to me that he/s#e tiaey executed the same in his/her 0t6r authorized g.., DEANA GAY capacity(aes), and that by his/her#Heir signature(g) on the Commission# 1862433 instrument the person(6', or the entity upon behalf of i:�� Notary Public-California i which the person(g) acted, executed the instrument. San Diego County M Comm.Expires Aug 23,2013 I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS han and official s Signature Place Notary Seal Above Signature of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the doc nt and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: v C ` 1 Document Date: Number of Pages: Signer(s) Other Than Named Above: A t Capacity(ies) Claimed by Signer(s) `�1� °°�S(e)' ���' � cy-) Signer's Name: Signer's Name: ❑ Individual ❑ Individual ❑ Corporate Officer—Title(s): ❑ Corporate Officer—Title(s): ❑ Partner—CJ Limited I General LJ Partner—❑ Limited ❑ General 1 Attorney in Fact • ❑Attorney in Fact • " ❑ Trustee Top of thumb here F1 Trustee Top of thumb here ❑ Guardian or Conservator ❑Guardian or Conservator ❑ Other: 7 Other: Signer Is Representing: Signer Is Representing: ©2007 National Notary Association•9350 De Soto Ave.,P.O.Box 2402-Chatsworth,CA 91313-2402•www.NationalNotary.org Item#5907 Reorder:Call Toll-Free 1-800-876-6827 THE ORIGINAL OF THIS DOCUMENT Recording Requested By and ) WAS RECORDED ON JUN 06.2007 DOCUMENT NUMBER 2007-0383262 When Recorded Mail To: ) GREGORY J SMITH,COUNTY RECORDER f ( ) SAN DIEGO COUNTY RECORDER'S OFFICE ll ) TIME 4.26 PM City Clerk ) City of Encinitas ) 505 S. Vulcan Avenue ) Encinitas, CA 92024-3633 ) SPACE ABOVE FOR RECORDER'S USE COVENANT REGARDING REAL PROPERTY Assessor's Parcel Case No. 03-104 TM/DR/CDP No. 258-130-85 A. Barratt American Incorporated, a Delaware Corporation (hereinafter "OWNER") is the owner of real property(hereinafter"PROPERTY")and which is legally described as: (SEE ATTACHMENT"A") B. In consideration of approval of Tentative Map 03-104 by the City of Encinitas ("CITY" hereinafter) and to satisfy the provisions of Municipal Code Chapter 24.41, OWNER agrees to comply with the tenant qualification and rent restrictions contained in Attachment "B" which is attached hereto and made a part hereof. C. This Covenant requires the OWNER to maintain the ACCESSORY UNIT in a habitable condition, to limit occupancy of the ACCESSORY UNIT to qualified households at an affordable rent, to maintain documentation of tenant income and rent paid, and to make periodic reports to the City of Encinitas. D. In accordance with Special Condition SCG of Resolution of Approval #2005-04 by the Encinitas Planning Commission, approving Tentative Map 03-104, OWNER agrees that should a fee "in-lieu"of affordable housing be established by the City prior to building permit issuance for the subject unit, OWNER shall pay that fee to the City as an alternative to providing the unit in the manner described above. Should the City establish an "in-lieu" fee after building permit issuance for the ACCESSORY UNIT, OWNER may request to be released from the affordability restrictions of this covenant by paying the established fee. E. The building permit for said ACCESSORY UNIT shall be issued concurrently with the building permit for the primary unit on the subject lot, and said ACCESSORY UNIT shall be completed and available for occupancy prior to final building permit inspection of the tenth primary unit within the subdivision. C:\Documents and Settings\jpatterson\Local Settings\Temporary Internet Files\OLK95\03-104tmdredpinclusionary covenant.doc(6/5/2007) D. This Covenant shall run with the land and be binding upon and inure to the benefit of any future owners, encumbrances, successors, heirs, personal representatives, transferees and assigns of the respective parties. E. OWNER agrees that OWNER'S duties and obligations under the 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. F. If either party is required 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. G. 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. H. By action of the City Council, the CITY may assign to a person or persons impacted by the performance of this Covenant, the right to enforce the Covenant against OWNER. ACCEPTED AND AGREED: OWNER: Dated 4 - 5 j,-7 by Barratt American Incorpor ted, Robert C. Cummings, Vice President (Notarization of OWNER'S signature is attached.) CITY OF ENCII�ITAS: Dated -5 07 by Tom Curriden, City Planner (Notarization not required) CADocuments and Settings\jpatterson\Local Settings\Temporary Intemet Files\OLK95\03-104tmdredpinclusionary covenant.doc(6/5/2007) ACKNOWLEDGMENT State of California County of San Diego On June 5, 2007 before me, Stephanie C. Hagan, Notary Public (here insert name and title of the officer) personally appeared Robert C. Cummings personally known to me ( ) to be the person4r4 whose names) is/afe-subscribed to the within instrument and acknowledged to me that he/she executed the same in his/ire+-authorized capacityfie , and that by his 4+efA*eir-signature�4on the instrument the person*)-, or the entity upon behalf of which the person. 4 acted, executed the instrument. WITNESS my hand and official seal. °• STEPHANIE C.HAGAN ,- comm. #1472770 n U NOTARY DIEGO-CALIFORNIA OUNT 0 /JvV�� V SAN DIEGO COUNTY .0 � My Cornmission Expires Signature MARCH 24,2008 U - - - - - --WIN i q -- I-___I (Seal) ATTACHMENT"A" THAT PORTION OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO BASE AND MERIDIAN, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE UNITED STATES GOVERNMENT SURVEY, DESCRIBEDAS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 15; THENCE ALONG THE WESTERLY LINE OF SAID NORTHEAST QUARTER, NORTH 01°10'58" EAST, 480.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID WESTERLY LINE, NORTH 01 010'58" EAST, 323.18 FEET TO THE SOUTHWEST CORNER OF LAND DESCRIBED IN DEED TO MABEL O'HARA, RECORDED NOVEMBER 27, 1928 IN BOOK 1552, PAGE 359 OF DEEDS; THENCE ALONG THE SOUTHERLY LINE OF SAID O'HARA'S LAND, SOUTH 89°50'29" EAST, TO THE NORTHWESTERLY BOUNDARY OF THAT PORTION OF COUNTY ROAD SURVEY NO. 373 (KNOWN AS QUAILGARDENS ROAD), AS DESCRIBED IN DEED TO THE COUNTY OF SAN DIEGO, RECORDED NOVEMBER 28, 1924 IN BOOK 1038, PAGE 333 OF DEEDS, RECORDS OF SAN DIEGO COUNTY; THENCE SOOTHWESTERLY ALONG SAID NORTHWESTERLY BOUNDARY TO A LINE WHICH BEARS SOUTH 88 050'29" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 88°50'29" WEST TO THE TRUE POINT OF BEGINNING. EXCEPTING THERE FROM THE RIGHT OF WAY FOR QUAIL GARDENS DRIVE CONVEYED TO THE CITYOF ENCINITAS IN GRANT DEED RECORDED MARCH 1, 2005 AS INSTRUMENT NO. 2005-0169169 OF OFFICIAL RECORDS OF SAN DIEGO COUNTY. CADocuments and Settings\jpatterson\Local Settings\Temporary Internet Files\OLK95\03-104tmdredpinclusionary covenant.doc(6/5/2007) ATTACHMENT"B" OWNER hereby agrees to the following limitations on rental of the ACCESSORY UNIT located on PROPERTY as described by this Covenant: A. This Covenant limits the rental of the ACCESSORY Unit located on Lot 4 of Tentative Parcel Map No. 03-104 to only those individuals or households who qualify at 50% of the San Diego County Area Median Income as published by HUD annually, as adjusted for household size. Rent to be charged for the subject ACCESSORY UNIT is limited to the Monthly Rental Rate, including a utility allowance, at 50% of the Area Median Income for a 1-person household. B. OWNER shall submit to the City of Encinitas Planning and Building Director a report, to be submitted immediately after initial lease-up and then no later than April 1st of each year thereafter, information on the tenant(s) occupying the affordable unit, their income, and maximum rent charged for the ACCESSORY UNIT and demonstrating the qualified status of the tenant(s). Said report shall also set the rent ceiling to be charged in the upcoming year as established annually by HUD as the 50%of Area Median Income group for San Diego County, as adjusted for unit size. C. The OWNER is responsible to maintain the leased unit in a habitable condition and in good repair at all times. In the event the ACCESSORY UNIT is vacant for a period of more than 30 days, the OWNER must notify the City. D. OWNER is responsible to qualify tenant(s) as to their income status, subject to acceptance by the CITY pursuant to item B, above. Tenant's income status qualification shall be re-certified annually. In the event a tenant no longer qualifies as low-income, the OWNER shall provide said tenant with a 30 or 60 day eviction notice, in accordance with State law. E. Failure of OWNER to abide by the provisions of this agreement shall automatically incur the following penalties: Any charges, fees, or other monetary compensation received from the qualified tenant(s) above the level set herein shall be reimbursed to the tenant(s). In addition, payment of an equal amount shall be made to CITY to be deposited in a separate account to be used exclusively for the creation of subsidy for affordable housing opportunities within the City of Encinitas. C:\Documents and Settings\jpatterson\Local Settings\Temporary Internet Files\OLK95\03-104tmdredpinclusionary covenant.doc(6/5/2007) Recording Requested By Anu ) When Recorded Mail To: ) THE ORIGINAL OF THIS DOCUMENT WAS RECORDED ON JUN 06,2007 DOCUMENT NUMBER 2007-0383263 GREGORY J.SMITH,COUNTY RECORDER SAN DIEGO COUNTY RECORDER'S OFFICE TIME 4 26 PM City Clerk ) City of Encinitas ) 505 S. Vulcan Avenue ) Encinitas, CA 92024 ) SPACE ABOVE FOR RE, COVENANT REGARDING REAL PROPERTY: TENTATIVE MAP,DESIGN REVIEW PERMIT AND COASTAL DEVELOPMENT PERMIT Assessor's Parcel Case No. 03-104 TM/DR/CDP No. 258-130-85 A. Barratt American Incorporated, a Delaware Corporation, ("OWNER" hereinafter) is the owner of real property which is described as follows: (SEE ATTACHMENT"A") B. In consideration of the approval of Case No. 03-104 TM/DR/CDP by the City of Encinitas ("CITY" hereinafter), OWNER hereby covenants and agrees for the benefit of CITY, to comply with the terms and conditions of the permits as follows: (SEE ATTACHMENT"B": RESOLUTION PC-2005-04,DATED JANUARY 20, 2005) C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrances, 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 attorneys' fees, from the other party. PBD/KM/g:\Covenant\03-104tmdredp.cov.doc - 1 - F. Failure of 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 G 5 -L-7 by Barratt American Incorporated, Robert C. Cummings,Vice President (Notarization of OWNER'S signature is attached.) CITY OF ENCINITAS: T � / Dated 6 � 5`07 by _'0011 Tom Curriden, City Planner (Notarization not required) PBD/KM/g:\Covenant\03-104tmdredp.cov.doc -2- ACKNOWLEDGMENT State of California County of San Diego On June 5, 2007 before me, Stephanie C. Hagan, Notary Public (here insert name and title of the officer) personally appeared Robert C. Cummings personally known to me to be the person{c4 whose namefs) is/afe-subscribed to the within instrument and acknowledged to me that he/s4eA ey executed the same in hisAiefA144i4 authorized capacityfie , and that by his/hef4he4r signatureW on the instrument the persor46} or the entity upon behalf of which the person(4 acted, executed the instrument. WITNESS my hand and official seal. °• STEPHANIE C' .- COMM. #1472770 N 7 NOTARYPUBLIC-CALIFORNIA N C0SAN DIEGO COUNTY 0 My Commission Expires Signature MARCH 24,2008 (Seal) ATTACHMENT "A" THAT PORTION OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE UNITED STATES GOVERNMENT SURVEY, DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF THE NORTHEAST QUARTER OF SAID SECTION 15; THENCE ALONG THE WESTERLY LINE OF SAID NORTHEAST QUARTER, NORTH 01°10'58" EAST, 480.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID WESTERLY LINE, NORTH 01°10'58" EAST, 352.75 FEET TO THE SOUTHWEST CORNER OF LAND DESCRIBED IN DEED TO MABEL O'HARA, RECORDED NOVEMBER 27, 1928 IN BOOK 1552, PAGE 359 OF DEEDS; THENCE ALONG THE SOUTHERLY LINE OF SAID O'HARA'S LAND, SOUTH 89°50'29" EAST, TO THE NORTHWESTERLY BOUNDARY OF THAT PORTION OF COUNTY ROAD SURVEY NO. 373 (KNOWN AS QUAIL GARDENS ROAD), AS DESCRIBED IN DEED TO THE COUNTY OF SAN DIEGO, RECORDED NOVEMBER 28, 1924 IN BOOK 1038, PAGE 333 OF DEEDS, RECORDS OF SAN DIEGO COUNTY; THENCE SOUTHWESTERLY ALONG SAID NORTHWESTERLY BOUNDARY TO A LINE WHICH BEARS SOUTH 88 050'29" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 88°50'29" WEST TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM THE RIGHT OF WAY FOR QUAIL GARDENS DRIVE CONVEYED TO THE CITY OF ENCINITAS IN GRANT DEED RECORDED MARCH 1, 2005 AS INSTRUMENT NO. 2005-0169169 OF OFFICIAL RECORDS OF SAN DIEGO COUNTY. ATTACHMENT "B" RESOLUTION NO.PC 2005-04 A RESOLUTION OF THE CITY OF ENCINITAS PLANNING COMMISSION APPROVING A TENTATIVE MAP,DESIGN REVIEW PERMIT,AND COASTAL DEVELOPMENT PERMIT TO SUBDIVIDE AN EXISTING 3.75-ACRE LEGAL LOT INTO TWELVE SINGLE FAMILY RESIDENTIAL LOTS WITH ASSOCIATED SITE AND PUBLIC STREET IMPROVEMENTS,PAD GRADING,LANDSCAPING,AND THE CONSTRUCTION OF TWELVE SINGLE FAMILY DWELLINGS,FOR VACANT PROPERTY LOCATED ON THE WEST SIDE OF QUAIL GARDENS DRIVE,NORTH OF ENCINITAS BOULEVARD (CASE NO. 03-104 TM/DR/CDP; APN: 258-130-54) WHEREAS, a request for consideration of a Tentative Map, Design Review Permit, and Coastal Development Permit was filed by Richard Campbell to allow the subdivision of a 3.75-acre legal lot into twelve (12) single family residential lots with associated site and public street improvements,pad grading, landscaping, and the construction of twelve single family dwellings, in accordance with Section 66474 of the California Government Code (Tentative Map) and Chapters 23.08 (Design Review) and 30.80 (Coastal Development Permit) of the Encinitas Municipal Code, for the property located in the Residential(R-5)zoning District,legally described as: (SEE ATTACHMENT"A") WHEREAS, the Planning Commission conducted a noticed public hearing on the application on January 20,2005, at which time all those desiring to be heard were heard; and WHEREAS,the Planning Commission considered,without limitation: 1. The January 20, 2005 agenda report to the Planning Commission with attachments; 2. The General Plan, Local Coastal Program, Municipal Code, and associated Land Use Maps; 3. Oral and written evidence submitted at the hearing; 4. Color Scheme List, Color Elevations (14 sheets total), and Colors/Materials Exhibits (6 scheme exhibit boards total), all stamped received by the City of Encinitas on December 13,2004; 5. Project drawings consisting of thirty (30) sheets total, including three (3) sheets showing the Tentative Map, two (2) sheets showing the Landscape Concept Plan, and twenty-five (25) sheets showing the Floor Plans, Roof Plans and Elevations of the four floor plan types, all stamped received by the City of Encinitas on December 13, 2004;and 1 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 WHEREAS, the Planning Commission made the following findings pursuant to Section 66474 of the California Government Code (Tentative Map) and Chapters 23.08 (Design Review) and 30.80 (Coastal Development Permit)of the Encinitas Municipal Code: (SEE ATTACHMENT 'B") NOW, THEREFORE, BE IT RESOLVED that the Planning Commission of the City of Encinitas hereby approves application 03-104 TM/DR/CDP subject to the following conditions: (SEE ATTACHMENT "C") BE IT FURTHER RESOLVED that the Planning Commission, in its independent judgment,has reviewed the Environmental Initial Study prepared for the project and has determined that with incorporation of the mitigation measures contained therein and made conditions of approval for the application herein, all project impacts will be reduced to levels of insignificance and the Mitigated Negative Declaration is hereby adopted in accordance with the provisions of the California Environmental Quality Act (CEQA). This project will not individually or cumulatively have an adverse effect on wildlife resources as defined in Section 711.2 of the Fish and Game Code, and,therefore, a Certificate of Fee Exemption shall be made with De Minimus Impact Findings. PASSED AND ADOPTED this 20`t'day of January,2005,by the following vote,to wit: AYES: Commissioners Avis,McCabe,acid Snow. NAYS: Commissioner Bagg. ABSENT: Commissioner Chapo. ABSTAIN: None. Lester H.Bagg,Vice-Chair of the Encinitas Planning Commission ATTEST: � Patrick Mur� phy Secretary NOTE: This action is subject to Chapter 1.04 of the Municipal Code,which specifies time limits for legal challenges. 2 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 ATTACHMENT"A" Resolution No.PC 2005-04 Case No.03-104 TM/DR/CDP LEGAL DESCRIPTION THAT PORTION OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE UNITED STATES GOVERNMENT SURVEY, DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF THE NORTHEAST QUARTER OF SAID SECTION 15; THENCE ALONG THE WESTERLY LINE OF SAID NORTHEAST QUARTER, NORTH 01°10'58" EAST, 480.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID WESTERLY LINE, NORTH 01°10'5 8"EAST, 352.75 FEET TO THE SOUTHWEST CORNER OF LAND DESCRIBED IN DEED TO MABEL O'HARA, RECORDED NOVEMBER 27, 1928 IN BOOK 1552, PAGE 359 OF DEEDS; THENCE ALONG THE SOUTHERLY LINE OF SAID O'HARA'S LAND, SOUTH 89 050'29" EAST, TO THE NORTHWESTERLY BOUNDARY OF THAT PORTION OF COUNTY ROAD SURVEY NO. 373 (KNOWN AS QUAIL GARDENS ROAD), AS DESCRIBED IN DEED TO THE COUNTY OF SAN DIEGO, RECORDED NOVEMBER 28, 1924 IN BOOK 1038, PAGE 333 OF DEEDS, RECORDS OF SAN DIEGO COUNTY; THENCE SOUTHWESTERLY ALONG SAID NORTHWESTERLY BOUNDARY TO A LINE WHICH BEARS SOUTH 88 050'29" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 88°50'29" WEST TO THE TRUE POINT OF BEGINNING. 3 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 ATTACHMENT "B" Resolution No.PC 2005-04 Case No.03-104 TM/DR/CDP FINDINGS FOR A TENTATIVE MAP STANDARD: Section 66474 of the California Government Code requires that the authorized agency approve an application for a Tentative Map unless, based upon the information presented in the application and during the Public Hearing, the authorized agency makes any of the following findings of fact: a. That the proposed map is not consistent with applicable general and specific plans as specified in Section 65451 of the Subdivision Map Act. Facts: The proposed Tentative Map is to allow the subdivision of approximately 3.75 gross acres into twelve(12)single family residential lots with associated site grading, landscaping, drainage and public street improvements, and the construction of twelve single family dwellings. The subject site is designated for single family residential use at a density range of 3.01 — 5.0 dwelling units per acre (du/ac) on the Land Use Policy Map of the City of Encinitas General Plan. Additionally, the site is zoned Residential (R-5) as shown on the City's Zoning Map, which stipulates a mid-range density of 4.0 du/ac and a maximum density of 5.0 du/ac. The subject site is located within the Coastal Zone but is not located within the boundaries of any Specific Plan. Discussion: Single family residential use is expressly permitted by right in the R-5 Zoning District. The project density is consistent with the allowable density range of the R-5 zone. As per Municipal Code Section 30.16.010132(a), required slope adjustment calculations factor out half of the area with slopes of 25 to 40% and all of the area with slopes greater than 40%. Based on topography as per previously issued County of San Diego Grading Permit #L-7750, a Slope Analysis submitted with the project application shows 3.027 net acres are sloped 0-25%, 0.102 net acres is 2540%, and 0.075 net acres is sloped over 40%. Therefore, at the required mid-range density of 4.0 dwelling units per slope adjusted net acre (3.078 acres) for the R-5 zone, a dwelling unit count of 12.312 is yielded for the project site. The project proposes a total of twelve single family lots, an effective density of approximately 3.9 dwelling units per slope adjusted net acre, and does not exceed the 4.0 dwelling unit mid-range density requirement for the R-5 zone. Conclusion: Therefore,the Planning Commission finds that the proposed map is consistent with the General Plan subject to the required specific and standard conditions contained in the approved resolution. b. That the design or improvement of the proposed subdivision is not consistent with applicable general and specific plans. Facts: Chapter 24.12 of the Municipal Code sets forth design standards for subdivisions and Chapter 30.16 of the Municipal Code sets forth technical standards, such as lot width q PB:MRH:G.Resos:RPC03-104TMDRCDP012005 4 and depth requirements for the R-5 Zone in which the site is located. As per Section 30.16.101A of the Municipal Code, the required minimum net lot area for the R-5 zone is 8,700 square feet, the required minimum lot width is 70 feet, and the minimum lot depth is 100 feet. No Specific Plans are applicable to the project. Discussion: The net lot areas, lot widths, and lot depths are in conformance with the standards for the R-5 zone. The subdivision has twelve residential lots ranging in size from 8,956 net square feet up to 16,596 net square feet (12,009 net square feet average). All twelve lots are accessed directly from the proposed 42-foot wide public cul-de-sac street with on-street parking proposed on only one side of the street. Each of the twelve residential lots conform to the minimum 8,700 square foot net lot area as well as the minimum 70-foot lot width and 100-foot lot depth requirements of the R-5 zone. The pads created on Lots 1- 12 have an ample buildable envelope that ensures each of the residential structures can be constructed in compliance with the minimum 25-foot front yard setback, 10-foot side yard setback, and 25-foot rear yard setback required in the R-5 zone. Conclusion: Therefore, the Planning Commission finds that the design of the proposed subdivision is consistent with the General Plan. C. That the site is not physically suitable for the type of development. Facts: The Tentative Map indicates the conceptual grading to create the twelve building pads and associated improvements which will adequately accommodate the twelve single family dwellings. An Environmental Initial Study was prepared for the project which determined that the project will not cause any significant negative environmental impacts due to mitigation measures incorporated into the project design and a Mitigated Negative Declaration was adopted in accordance with the provisions of the California Environmental Quality Act(CEQA). Discussion: The 3.75 gross acre project site is fully disturbed and has historically been utilized for agricultural purposes including greenhouses. All greenhouse structures have previously been removed from the site and the City has completed a street improvement project along the project frontage with Quail Gardens Drive. The existing disturbed site will be re-graded to form the twelve new residential pads and the public cul-de-sac street improvements. Construction of the twelve single-family dwellings and associated private landscaping has been made part of the project application. The subdivision's lots have building envelopes which either meet or exceed the minimum structural setback requirements of the R-5 zone. Project grading for the twelve residential pads and associated improvements will involve an estimated 25,600 cubic yards of cut, 6,500 cubic yards of fill, and 19,100 cubic yards of export. The applicant has worked with members of the neighborhood and Planning and Building Department staff and followed their recommendations to minimize the overall site bulk/mass and limit any negative impact on existing views. The existing site slopes greatly downhill from west to east and development of the site involves extensive 5 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 grading in order to construct street access improvements with a slope consistent with City standards. In addition, in order to preserve existing views through the site from properties adjacent to the north to the greatest extent practicable, the project's pad elevations were designed approximately 22 to 38 feet lower than the existing elevations of the northern residences to ensure preservation of their southerly views through the project site. Retaining walls are extensively used along the site's northern graded slopes to provide ample pad areas for the proposed dwellings and to minimize view impact for existing dwellings to the north. These walls will be constructed of decorative materials consistent with the primary structure and will be screened from view from the south and east by the newly constructed dwellings. The properties to the south of the subject site are significantly lower in elevation and the quantity of project soil cut and export allow the project to transition from the higher northern properties to the lower southern properties. Conclusion: Therefore, the Planning Commission fords that the site is physically suitable to accommodate the development of twelve single family residences, and that the subdivision is designed, or has been conditioned, to comply with Municipal Code development standards. d. That the site is not physically suitable for the proposed density of development. Discussion: The existing 3.75 gross acre project site is proposed to be subdivided into twelve single-family residential lots, each exceeding the minimum required net lot area of 8,700. The Residential (R-5)Zoning District allows residential subdivisions to develop at a mid-range density of 4.0 dwelling units per slope adjusted net acre. At a mid-range density of 4.0 du/acre, based on the slope adjusted net acreage 3.078,the project can develop a total of 12.312 single family residential lots (3.078 x 4.0). Additionally, based on the net acreage,the project results in a density of 3.9 du/ac,which is below the mid-range density of 4.0 du/acre permitted in'the R-5 zone. The graded pads are adequately designed to accommodate the 12 new dwellings. Conclusion: Therefore, the Planning Commission finds that the site is physically suitable for the density of development proposed. e. That the design of the subdivision or the proposed improvements are likely to cause substantial environmental damage or substantially or avoidably injure fish or wildlife or their habitat. Discussion: The 3.75 gross acre project site is currently vacant but has historically been utilized for agricultural purposes including greenhouses. All greenhouse structures have previously been removed from the site and the existing disturbed site will be re-graded to form the twelve new residential pads and the public cul-de-sac street improvements. The City performed an Environmental Initial Study that determined that no significant negative environmental impacts would result from the proposed project design due to mitigation PB:MRH:G:Resos:RPC03-104TMDRCDP012005 measures incorporated into the project design. No sensitive plant or animal species or habitat is located on or adjacent to the project site. Conclusion: Therefore, the Planning Commission has reviewed the Environmental Initial Study prepared for the project and in its independent judgment has determined that with incorporation of the mitigation measures, related to potential noise impacts due to the proximity of Quail Gardens Drive and Encinitas Boulevard, contained therein and made conditions of approval for the application herein, all project impacts will be reduced to levels of insignificance and the Mitigated Negative Declaration is hereby adopted in accordance with the provisions of the California Environmental Quality Act (CEQA). Pursuant to all applicable legal standards, the design of the subdivision or the proposed improvements will not result in any significant adverse environmental impacts. £ That the design of the subdivision or the type of improvements is likely to cause serious public health problems. Facts: The applicant has submitted "will service" letters to indicate that the Water, Sewer, and School agencies can provide adequate service and utilities to the project site. Discussion: No evidence has been submitted to indicate that a serious public health problem would occur should the Tentative Map be recorded and twelve residences be constructed. The applicant submitted a Phase I Environmental Site Assessment and a soil sampling survey for the proposed project site due to the site's past agricultural land use. The Phase I Assessment revealed no evidence of recognized environmental conditions in connection with the property and no further investigation is warranted. Conclusion: Therefore,the Planning Commission finds that the design of the subdivision can be adequately serviced with necessary utilities and the project will not cause any serious public health problems. g. That the design of the subdivision or the type of improvements will conflict with easements, acquired by the public at large, for access through or use of, property within the proposed subdivision. In this connection, the authorized agency may approve a map if it finds that alternate easements, for access or for use, will be provided, and that these will be substantially equivalent to ones previously acquired by the public. This subsection shall apply only to easements of record or to easements established by judgment of a court of competent jurisdiction and no authority is hereby granted to a legislative body to determine that the public at large has acquired easements through or use of property within the proposed subdivision. Facts: The existing Quail Gardens Drive right-of-way lies adjacent to the east of the project site and a new cul-de-sac public street will provide direct access to the twelve dwellings. Discussion: Required easements for future sewer, water, electrical, and stormwater detention to serve the subdivision will be adequately provided. The Tentative Map as conditioned will provide adequate access to each of the twelve residential lots in 7 PB:MRH:G:Resos:RPC03-1047MDRCDP012005 conformance with City standards. Drainage from the individual lots will be directed toward the project's cul-de-sac street and downhill to the east towards the on-site stormwater detention facility along the project's eastern boundary. As part of a previous City of Encinitas street improvement project,the public street improvements for the project frontage along Quail Gardens Drive are already in place and include decorative split-faced concrete masonry walls and a five-foot wide concrete sidewalk in conformance with the City's Master Trails Plan. The project's public cul-de-sac street includes concrete sidewalk on one side and standard"G"type curb and gutter. Sewer and water service for each of the twelve lots will be provided from new lines extending up the public cul-de-sac street from existing sewer and water lines in the Quail Gardens Drive right-of-way. All other known easements for utilities or access are indicated on the Tentative Map and will remain or be relocated for access to public utilities. The design of the Tentative Map will not conflict with any easements for utilities or roadways. The Tentative Map has been conditioned to require all access easements and utilities to be shown on the Final Map in accordance with City standards and the servicing utilities' requirements. Conclusion: The Planning Commission finds that the design of the subdivision and future improvements will not conflict with any public easements nor hinder access to,or the use of, property within the proposed subdivision. g PB:MRH:G:Resos:RPC03-104TMDRCDP012005 FINDINGS FOR DESIGN REVIEW STANDARD: Section 23.08.072 of the Encinitas Municipal Code provides that an application for a design review permit must be granted unless, based upon the information presented in the application and during the Public Hearing, the authorized agency makes any of the following regulatory conclusions: a. The project design is inconsistent with the General Plan,a Specific Plan, or the provisions of the Municipal Code. Facts: The subject site is located within the R-5 Zone but does not lie within the boundary of any Specific Plan. The application's Design Review Permit request is for the site grading, public street improvements, twelve single family dwellings on newly graded pads, and landscape improvements. The designs for the twelve single family dwellings include four basic floor plans, each with two exterior elevation treatments and floor plan reverses. The floor plans, exterior elevation treatments, and color schemes are all pre- plotted on the Tentative Map. Single family residences are expressly permitted in the R-5 zone. Discussion: Project grading for the twelve residential pads and associated improvements will involve an estimated 25,600 cubic yards of cut, 6,500 cubic yards of fill, and 19,100 cubic yards of export. The existing site slopes greatly downhill from west to east and development of the site involves extensive grading in order to construct street access improvements with a slope consistent with City standards. In order to preserve existing views through the site from properties adjacent to the north to the greatest extent practicable, the project's pad elevations were designed approximately 22 to 38 feet lower than the existing elevations of the northern residences to ensure preservation of their southerly views through the project site. The properties to the south of the subject site are significantly lower in elevation and the quantity of soil cut and export allow the project to transition from the higher northern properties to the lower southern properties. The pads created on Lots 1-12 have an ample buildable envelope that ensures each of the proposed residential structures can be constructed in compliance with the minimum 25-foot front yard setback, 10-foot side yard setback, and 25-foot rear yard setback required in the R-5 zone. Municipal Code Section 30.16.010C(5) permits new tract front yard setbacks to be reduced up to 25-percent on a maximum of one half of the dwelling units within a new residential tract. Lots #3, 5, 9, 10, and 12 (5 out of 12 lots = 42%) have reduced 20-foot front yard setbacks. Therefore,each of the twelve dwellings comply with applicable setback standards. Each of the twelve pitched roof dwellings comply with the 22/26 foot standard height limit. Attached 3 or 4 car garages on each of the dwellings ensure compliance with off-street parking requirements of the Municipal Code. The twelve dwellings/lots have lot coverage's ranging from 18% on Lot#1 to 32% on Lot#5, all in conformance with the R-5 zone's 35% maximum lot coverage standard. Additionally, each of the twelve dwellings conforms to the maximum 0.6 floor area ratio requirement for residential projects within the R-5 zone. 9 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 Conclusion: Therefore, the Planning Commission finds that project design is consistent with the General Plan and all applicable provisions of the Municipal Code. b. The project design is substantially inconsistent with the Design Review Guidelines. Facts: The application's Design Review Permit request is for.the proposed site, grading, public street improvements, twelve single family dwellings on newly graded pads, and landscape and wall improvements. Discussion: The pre-plotted floor plans consist of three (3) single story, 3,100 square foot Floor Plan #1 designs on Lots #5, 8, and 12. The two (2) Floor Plan #2 designs, four (4) Floor Plan #3 designs, and three (3) Floor Plan #4 designs are each two-story structures ranging in size from 4,049 square feet to 5,458 square feet. The project's Color Scheme Schedule Exhibit details the specific color call-outs and manufacturers numbers for the exterior stucco, wainscot, trim, eaves, fascia, garage doors, exterior doors and windows, shutters, awnings,metal railings, and roofing tiles. Generally, the applicant blends varied earth tones for exterior materials for each of the dwellings to provide individual interest while keeping to a unifying theme similar to existing residential dwellings in the immediate neighborhood. Exterior materials include mainly stucco exteriors with wood and metal elements. Concrete S-tile roofs are by Hanson (Regal Profile) and will vary in color from tan and brown to red. Awnings are by Sunbrella and all paint colors are a combination of Sherwin Williams and Frazee. Project grading for the twelve residential pads and associated improvements will involve an estimated 25,600 cubic yards of cut, 6,500 cubic yards of fill, and 19,100 cubic yards of export. The applicant has worked with members of the neighborhood and Planning and Building Department staff and followed their recommendations to minimize the overall site bulk/mass and limit any negative impact on existing views. The existing site slopes greatly downhill from west to east and development of the site involves extensive grading in order to construct street access improvements with a slope consistent with City standards. In order to preserve existing views through the site from properties adjacent to the north to the greatest extent practicable, the project's pad elevations were designed approximately 22 to 38 feet lower than the existing elevations of the northern residences to ensure preservation of their southerly views through the project site. The properties to the south of the subject site are significantly lower in elevation and the quantity of project soil cut and export allow the project to transition from the higher northern properties to the lower southern properties. In order to minimize view impact on properties to the north, significant graded slopes run along the rear yards of proposed Lots 41-6. Though generally only visible from the rear of the project's dwellings, these graded slopes will have screening trees, shrubs and groundcover landscaping incorporated with decorative keystone retaining walls for screening purposes. These retaining walls are extensively used along the site's northern graded slopes to provide ample pad areas for the proposed dwellings at an elevation that minimizes view impact for existing dwellings to the north. These walls will be constructed of decorative materials consistent with the primary structure and will be 10 PB;MRH:G:Resos:RPC03-104TMDRCDP012005 screened from view from the south and east by the newly constructed dwellings. The project is specifically conditioned by the Mitigated Negative Declaration to include the submittal of a final landscape plan,for review and approval by the Planning and Building Department prior to grading permit issuance, to ensure adequate provision of dense landscaping on the manufactured slope areas, retaining walls, and sound walls that are visible from public vantage points along Quail Gardens Drive. The landscaping shall include trees, shrubs, vines, and groundcover that adequately screen the proposed noise barriers and retaining walls. Construction of the twelve single-family dwellings includes proposed landscaping on the graded slopes, in the parkway adjacent to the sidewalk area on the public cul-de-sac street, noise and retaining wall screening, and private site landscaping. The Concept Landscape Plan details the landscape treatment for the project. A mixture of Canary Island Palm entry trees, Brisbane Box and Crape Myrtle street trees, and various support tree species combine with shrubs to provide depth and visual interest to the architecture and groundcover to enhance the rolling appearance of the front yards, add stability to the slopes, and act as an additional layer of detail to the site's landscape. Conclusion: Therefore, the Planning Commission finds that the project design is substantially consistent with the Design Review Guidelines. C. The project would adversely affect the health,safety, or general welfare of the community. Discussion: The City has performed an Environmental Initial Study that determined that no significant negative environmental impacts would result from the proposed project due to mitigation measures incorporated into the project design. No aspect of the use has been identified which would have any significant adverse effect on the health, safety, or general welfare of the community. Conclusion: Therefore, the Planning Commission fords that the project will not adversely affect the health,safety,or general welfare of the community. d. The project would cause the surrounding neighborhood to depreciate materially in appearance or value. Facts: A Citizen Participation Plan Meeting Report, dated May 20, 2003, was submitted by the applicant for the proposed project. The submitted report summarizes the information presented by the applicant to interested members of the community and the comments received from those in attendance at the publicly noticed Citizen's Participation Program (CPP) meeting held by the applicant to discuss the project's original 16-lot design. Six neighbors attended the May 15, 2003 meeting at City Hall and their comments centered on concerns regarding the relative elevations of the proposed pads and the elevations of the existing structures adjacent to the north of the project site,view preservation, and the density bonus aspect of the affordable housing proposed as part of the project. Additionally,various questions were asked in reference to the proposed project design and pad grading, parking, drainage, landscaping,traffic concerns,and street improvements. 11 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 Discussion: The project's graded residential pads were designed to be approximately 22 to 3 8 feet lower than the existing northern residences to preserve southerly views through the project site. In addition, visual variation will be achieved by varying building lines, and front yard setbacks. The proposed project slopes will be contour graded with varied and undulating slopes to the greatest extent practicable while still minimizing any view impact on the adjacent existing subdivision. Graded slopes will be adequately landscaped, street lighting would be minimized, separation fencing would be provided, and construction activity would be properly managed. Subsequent to completion of the CPP Report, the applicant revised the project design to include only 12 single family lots as opposed to the 16 lots originally proposed, no density bonus request, three single story dwellings, and pad elevations specifically designed to minimize visual impact on existing lots to the north. Additionally, the City of Encinitas has also completed the portion of the Quail Gardens Drive intersection improvements adjacent to the project site frontage including sidewalk, travel lanes,turn lanes, slope grading and decorative split-faced masonry block walls. After revising the project down to 12 lots, the applicant mailed a follow up letter notifying all parties that received the original CPP notice of the new design changes. The applicant has worked with members of the neighborhood and Planning and Building Department staff and followed their recommendations to minimize the overall site bulk/mass and limit any negative impact on existing views. No letters of comment or other correspondence were received by the City as part of the review process and no evidence has been submitted which shows that the proposed development will cause material depreciation to the appearance or value of the surrounding neighborhood. Conclusion: Therefore, the Planning Commission finds that the project will not cause the surrounding neighborhood to depreciate materially in appearance or value. 12 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 FINDINGS FOR A COASTAL DEVELOPMENT PERMIT STANDARD: Section 30.80.090 of the Municipal Code provides that the authorized agency must make the following findings of fact, based upon the information presented in the application and during the Public Hearing,in order to approve a coastal development permit: 1. The project is consistent with the certified Local Coastal Program of the City of Encinitas; and 2. The proposed development conforms with Public Resources Code Section 21000 and following (CEQA) in that there are no feasible mitigation measures or feasible alternatives available which would substantially lessen any significant adverse impact that the activity may have on the environment; and 3. For projects involving development between the sea or other body of water and the nearest public road, approval shall include a specific finding that such development is in conformity with the public access and public recreation policies of Section 30200 et. seq. of the Coastal Act. Facts: The Coastal Development Permit is requested for the subject project relative to the proposed subdivision of an existing 3.75 gross acre lot(3.25 net acre)into twelve(12) single family lots and the construction of twelve single family dwellings with associated site, public street, landscaping, and pad grading improvements. An Environmental Initial Study was completed for the project which determined that no significant negative environmental impacts would result from the proposed project design due to mitigation measures incorporated into the project design. The project site is located within the Residential (R-5) Zoning District and the Coastal Zone of the City of Encinitas. The City's General Plan and Municipal Code are applicable components of the City's Local Coastal Program. Discussion: Related to Finding No. 1, the R-5 Zoning District expressly allows for single family homes. The project conforms or is conditioned to conform with all applicable density and development standards of the R-5 Zoning District and all applicable standards of the City of Encinitas Municipal Code. Related to Finding No. 2, the Environmental Initial Study determined that no significant negative environmental impacts would result from the proposed project design due to mitigation measures incorporated into the project design or as conditioned herein. Related to Finding No. 3, the subject site is located on the west side of Quail Gardens Drive,just north of the intersection with Encinitas Boulevard, which is not between the sea or other body of water and the nearest public road. Therefore, Finding No. 3 is not applicable to the subject project. Conclusion: The Planning Commission finds that 1) the project is consistent with the certified Local Coastal Program of the City of Encinitas; 2) that there are no feasible additional mitigation measures or alternatives available which would substantially lessen any significant adverse impact that the activity may have on the environment; and 3) Finding No. 3 is not applicable to the project since it is not located between the sea or other body of water and the nearest public road. 13 PB:IvIRH:G:Resos:RPC03-104TMDRCDP012005 ATTACHMENT"C" Resolution No.PC 2005-04 Case No.03-104 TM/DR/CDP Applicant: Richard Campbell. Location: Vacant property on the west side of Quail Gardens Drive, north of Encinitas Boulevard (APN 258-130-54). SCI SPECIFIC CONDITIONS: SO Approval of the Tentative Map and all associated permits will expire on January 20,2008 at 5:00 PM, three years after the approval of this project, unless the conditions have been met or an extension of time has been approved pursuant to the Municipal Code. SC5 This project is conditionally approved as set forth on the application, Color Scheme List, Color Elevations (14 sheets total), and Colors/Materials Exhibits (6 scheme exhibit boards total), all stamped received by the City of Encinitas on December 13, 2004, and project drawings consisting of thirty (30) sheets total, including three (3) sheets showing the Tentative Map,two (2) sheets showing the Landscape Concept Plan, and twenty-five (25) sheets showing the Floor Plans, Roof Plans and Elevations of the four floor plan types, all stamped received by the City of Encinitas on December 13, 2004, all designated as approved by the Planning Commission on January 20, 2005,and shall not be altered without express authorization by the Planning and Building Department. SCA The owner shall comply with the following special conditions to the satisfaction of the Engineering Services Department: 1. A minimum 5-foot wide small equipment access to the bottom of the storm water pollution control detention basin shall be provided. The applicant shall provide grasscrete at the bottom of the basin and on the surface of the access road for ease of maintenance. The proposed retaining wall next to the basin may need to be relocated to allow adequate room for the access road and proper sizing of the basin. 2. The minimum pavement section shall be 4" AC over 6" Class II Base material. However, if the R-value test results on the road subgrade indicate that a thicker section is required, the project soils engineer shall submit the pavement design for review and approval by the field inspector. The proposed Class II Base shall extend beneath the proposed private street curb and gutter. SCB To the satisfaction of the Encinitas Fire Department, all single family dwellings over 4,000 square feet, including garages and/or other residential accessory buildings, shall be fire sprinklered to Fire Department Standards. 14 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 SCC The owner shall comply with the following special conditions to the satisfaction of the San Dieguito Water District: 1. The subject property is currently being served by a 2-inch water meter. Upon development, each parcel shall be individually metered. The owner may downsize the existing 2-inch meter and apply capacity credit toward the installation of new meters. This shall be done prior to the sale of any lot. All meters that will receive capacity credit shall be paid for and installed at one time. Prior to Final Map recordation, the owner shall provide the San Dieguito Water District with a written statement indicating which lots will receive capacity credits. 2. The owner shall install the water system according to San Dieguito Water District standards and dedicate to the District the portion of the water system which is to be public. 3. The owner shall enter into a secured agreement with the San Dieguito Water District prior to Final Map recordation. 4. The owner shall dedicate to the San Dieguito Water District all necessary easements for that portion of the water system which is to be public water. 5. Water meters shall be located in front of the parcels they are serving and outside any existing or proposed travel way. Any cost for relocating water meters shall be the responsibility of the owner. 6. The owner shall show all existing and proposed water facilities on the improvement plans and grading plans for San Dieguito Water District approval. 7. The owner shall comply with the San Dieguito Water District's fees, charges, rules and regulations. 8. The results of the hydraulic analysis submitted as part of the project application for the subdivision shall dictate the approved design of the water system to the satisfaction of the San Dieguito Water District. SCD To the satisfaction of the Planning and Building Department, prior to issuance of Certificate of Occupancy for Lots #1, 11, and 12, the developer shall construct a 5-foot high noise barrier (measured from the pad elevation) within the rear yards of Lots 1, 11, and 12 as portrayed on Attachment 4 of the Environmental Initial Study. The noise barrier shall be a solid wall or combination berm/wall having a minimum density of 3.5 pounds per square foot and shall be constructed of masonry materials, plexiglass, tempered glass, or any combination of such materials. These barriers shall be designed such that there are no openings or cracks. 15 PB:M .H:G:Resos:RPC03-104TMDRCDP012005 SCE To the satisfaction of the Planning and Building Department, prior to issuance of Certificate of Occupancy for Lots#1,2, 10, 11, and 12, an interior noise analysis shall be conducted by a qualified accoustician for proposed residences on Lots 1, 2, 10, 11, and 12 to ensure that interior noise levels do not exceed 45 dBLdn. If the noise analysis determines that interior noise levels exceed 45 dBLdn, then appropriate noise attenuation measures shall be incorporated to reduce interior noise levels to acceptable levels. If the noise levels exceed 45 dBLdn, construction of two story homes on Lots 1, 2, 10, or 11 would require the provision of air conditioning or mechanical ventilation and possibly sound-rated windows for second floor windows. SCF To the satisfaction of the Planning and Building Department, prior to building permit issuance, the applicant shall submit a landscape plan for review and approval by the Planning and Building Department to ensure adequate provision of dense landscaping on the manufactured slope areas, retaining walls, and sound walls that are visible from public vantage points along Quail Gardens Drive or Encinitas Boulevard. The landscaping shall include trees, shrubs, vines, and groundcover that adequately screen the proposed noise barriers and retaining walls. SCG The developer shall execute and record a covenant satisfactory to the Planning and Building Department Director reserving the accessory unit on lot 4 as an affordable housing unit in accordance with the provisions of Chapter 24.21 of the Encinitas Municipal Code. Said covenant shall include language that this affordable housing unit shall be reserved in perpetuity as affordable as defined by HUD to "very low income" households earning at or below 50 % of the Area Median Income (AMI) for San Diego County for a one-person household. The AMI for San Diego County is published by HUD on an annual basis and the income levels are adjusted for household size. Should an "in-lieu" fee for inclusionary housing be established by the City prior to building permit issuance, the property owner/developer shall pay that fee to the City as an alternative to providing the unit in the manner described above. Said covenant shall also include language permitting release from the affordability restrictions if the City establishes an "in-lieu" fee after building permit issuance. Property owner/developer may request to be released from covenant by paying the applicable fee. SCH Street "A" as shown on the Tentative Map does not meet the public road standards as contained within the Municipal Code. In order to have an approved street width as shown on the Tentative Map, the City Council must authorize a reduction in street standards prior to recordation of the Final Map for the subdivision. The applicant shall coordinate a formal request for reduced public street standards with the Engineering Services Department and submit all applicable documents, drawings, fees, etc. required to present the request to the City Council of the City of Encinitas. SCI The walls approved as part of the subject subdivision shall be shown and detailed on the Final Landscape Plan and the plan sets submitted as part of the grading and building permit applications. The walls generally along the northern slopes of Lots#1-6 shall be decorative masonry with a stucco finish and color to match the primary residences. The walls generally along the top of the slopes along the southern property lines of Lots#8-12 shall be 16 PB:MRH:G:Resos:RPC03-104TH DRCDP012005 plantable keystone style walls for screening purposes for views to the site from Quail Gardens Drive and Encinitas Boulevard. The required noise walls shall be designed to comply with the criteria contained in Special Condition#SCD above. SCJ To the satisfaction of the Planning and Building Department, the tree palate shown on the Final Landscape Plan (Required as per Standard Condition L1 below) for the subdivision shall be restricted to tree species that typically don't exceed 25 feet at maturity to minimize potential view impact through the site from properties lying generally to the east. This limitation of typical 25-foot mature heights is limited to the trees planted as part of the initial development of the subject property and in no way limits the species or height of trees planted by the future homeowners of the twelve individual lots. G1 STANDARD CONDITIONS: CONTACT THE PLANNING AND BUILDING DEPARTMENT REGARDING COMPLIANCE WITH THE FOLLOWING CONDITION(S): MI This approval may be appealed to the City Council within 10 calendar days from the date of this approval pursuant to Chapter 1.12 of the Municipal Code. G4 Prior to building permit issuance, the applicant shall cause a covenant regarding real property to be recorded. Said covenant shall set forth the terms and conditions of this grant of approval and shall be of a form and content satisfactory to the Planning and Building Director. G5 Approval of this request shall not waive compliance with any sections of the Municipal Code and all other applicable City regulations in effect at the time of Building Permit issuance unless specifically waived herein. G7 Prior to issuing a final inspection on framing, the applicant shall provide a survey from a licensed surveyor or a registered civil engineer verifying that the building height is in compliance with the approved plans. G10 All retaining and other freestanding walls, fences, and enclosures shall be architecturally designed in a manner similar to, and consistent with, the primary structures (e.g. stucco- coated masonry, split-face block or slump stone). These items shall be approved by the Planning and Building Department prior to the issuance of building and/or grading permits. G11 All roof-mounted equipment and appurtenances, including air conditioners and their associated vents, conduits and other mechanical and electrical equipment, shall be architecturally integrated, and shall be shielded from view and sound buffered to the satisfaction of the Planning and Building Department. Note: All rooftop equipment shall be assumed visible unless demonstrated otherwise to the satisfaction of the Planning And Building Department, and adequate structural support shall be incorporated into building design. Rooftop vent pipes shall be combined below the roof, and shall utilize decorative caps where visible from any point. Ground-mounted mechanical and electrical 17 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 equipment shall also be screened through use of a wall, fence, landscaping, berm, or combination thereof to the satisfaction of the Planning and Building Department. All exterior accessory structures shall be designed to be compatible with the primary building's exterior to the satisfaction of the Planning and Building Department. G12 Prior to any use of the project site pursuant to this permit, all conditions of approval contained herein shall be completed or secured to the satisfaction of the Planning and Building Department. G13 The applicant shall pay development fees at the established rate. Such fees may include,but not be limited to: Permit and Plan Checking Fees, Water and Sewer Service Fees, School Fees, Traffic Mitigation Fees,Flood Control Mitigation Fees,Park Mitigation Fees,and Fire Mitigation/Cost Recovery Fees. Arrangements to pay these fees shall be made prior to Final Map approval/building permit issuance to the satisfaction of the Planning and Building and Engineering Services Departments. The applicant is advised to contact the Planning and Building Department regarding Park Mitigation Fees, the Engineering Services Department regarding Flood Control and Traffic Fees, applicable School District(s) regarding School Fees,the Fire Department regarding Fire Mitigation/Cost Recovery Fees, and the applicable Utility Departments or Districts regarding Water and/or Sewer Fees. G14 A plan shall be submitted for approval by the Planning and Building Department, the Engineering Services Department, and the Fire Department regarding the security treatment of the site during the construction phase, the on- and off-site circulation and parking of construction workers' vehicles, and any heavy equipment needed for the construction of the project. G19 Garages enclosing required parking spaces shall be kept available and usable for the parking of owner/tenant vehicles at all times. G21 All utility connections shall be designed to coordinate with the architectural elements of the site so as not to be exposed except where necessary. Locations of pad mounted transformers, meter boxes, and other utility related items shall be included in the site plan submitted with the building permit application with an appropriate screening treatment. Transformers, terminal boxes, meter cabinets, pedestals, ducts and other facilities may be placed above ground provided they are screened with landscaping. L1 The project is subject to Chapter 23.26 of the Municipal Code (Water Efficient Landscape Program), which requires a landscape and irrigation plan to be prepared by a State licensed landscape designer. The requirements for the plans are listed in Chapter 23.26. The landscape and irrigation plans must be submitted as part of the building permit application for the project. L2 All required plantings and automated irrigation systems shall be in place prior to use or occupancy of new buildings or structures. All required plantings and automated irrigation systems shall be maintained in good condition, and whenever necessary, shall be replaced with new materials to ensure continued compliance with applicable landscaping, buffering, 18 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 and screening requirements. All landscaping and irrigation systems shall be maintained in a manner that will not depreciate adjacent property values and otherwise adversely affect adjacent properties. All irrigation lines shall be installed and maintained underground (except drip irrigation systems). L4(a) All landscaping, fences, walls, etc. on the site, in any adjoining public parkways (the area between the front property line and the street) shall be permanently maintained by the owner, assigns or any successors in interest in the property. The maintenance program shall include normal care and irrigation of the landscaping; repair and replacement of plant materials and irrigation systems as necessary; and general cleanup of the landscaped and open areas, parking lots and walkways, walls, fences, etc. Failure to maintain landscaping and the site in general may result in the setting of a public hearing to revoke or modify the approval. This condition shall be recorded with the covenant required by this Resolution. L5 All masonry freestanding or retaining walls visible from points beyond the project site shall be treated with a protective sealant coating to facilitate graffiti removal. The sealant shall be of a type satisfactory to the Engineering Services and Planning and Building Departments. The property owner shall be responsible for the removal in a timely manner of any graffiti posted on such walls. DR1 Any future modifications to the approved project will be reviewed relative to the findings for substantial conformance with a design review permit contained in Section 23.08.140 of the Municipal Code. Modifications beyond the scope described therein may require submittal of an amendment to the design review permit and approval by the authorized agency. DR2 Side and rear elevations and window treatments shall be trimmed and architecturally treated so as to substantially match the front elevations. This treatment shall be reflected in building plans and shall be found satisfactory by the Planning and Building Department prior to the issuance of building permits. DR3 All project grading shall conform with the approved plans. If no grading is proposed on the approved plans, or subsequent grading plans are inconsistent with the grading shown on the approved plans, a design review permit for such grading shall be obtained from the authorized agency of the City prior to issuance of grading or building permits. M2 All project grading shall conform with the approved Tentative Map. In cases where no grading is proposed at the time of the Tentative Map, or in cases where the grading plan later submitted is not consistent with the approved Tentative Map, the applicant shall be required to obtain a design review permit for grading prior to issuance of grading permits. M6 Street names shall be approved by the City prior to the recordation of the final map, and street addresses shall be provided by the Planning and Building Department prior to the issuance of building permits. 19 PB.MRH:G:Resos:RPC03-104TMDRCDP012005 BI BUILDING CONDITION(S): CONTACT THE ENCINITAS BUILDING DIVISION REGARDING COMPLIANCE WITH THE FOLLOWING CONDITION(S): B2R The applicant shall submit a complete set of construction plans to the Building Division for plancheck processing. The submittal shall include a Soils/Geotechnical Report, structural calculations, and State Energy compliance documentation (Title 24). Construction plans shall include a site plan, a foundation plan, floor and roof framing plans, floor plan(s), section details, exterior elevations,and materials specifications. Submitted plans must show compliance with the latest adopted editions of the California Building Code (The Uniform Building Code with California Amendments, the California Mechanical, Electrical and Plumbing Codes). These comments are preliminary only. A comprehensive plancheck will be completed prior to permit issuance and additional technical code requirements may be identified and changes to the originally submitted plans may be required. F1 FIRE CONDITIONS: CONTACT THE ENCINITAS FIRE DEPARTMENT REGARDING COMPLIANCE WITH THE FOLLOWING CONDITION(S): F2 ACCESS ROADWAY DIMENSIONS: Fire apparatus access roadways shall have an unobstructed paved width of not less than 24 feet, curb line to curb line, or edge of pavement to edge of pavement where no curbs are proposed, and an unobstructed vertical clearance of not less than 13 feet 6 inches. Access roads shall be designed and maintained to support the imposed loads of fire apparatus. Minimum design load is 65,000 lbs. EXCEPTION: Access to one (1) single family residence shall not be less than 16 feet of paved width, curb line to curb line, or edge of pavement to edge of pavement where no curbs are proposed. F4 DEAD ENDS: All dead-end fire apparatus access roadways in excess of 150 feet in length shall be provided with a Fire Department approved turnaround. Access roads serving more than four (4) dwelling units shall be provided with a cul-de-sac. The cul- de-sac shall have a minimum paved radius of not lees than 36 feet, curb line to curb line, or edge of pavement to edge of pavement where no curbs are proposed. Alternate types of turnarounds may be considered by the Fire Marshal as needed to accomplish the purpose of the Fire Code. F5 GRADE: The gradient for a fire apparatus roadway shall not exceed 20.0%. Grades exceeding 15.0% (incline or decline) shall not be permitted without mitigation. Minimal mitigation shall be the installation of automatic fire sprinkler systems appropriate to the structures and uses served. The angle of departure and angle of approach of a fire access roadway shall not exceed 7%. 20 PB:MRH:G:Resos:RPC03-104TMDRCDP01 2005 F6 GATES: All gates or other structures or devices, which could obstruct fire access roadways or otherwise hinder emergency operations, are prohibited unless they meet standards approved by the Fire Department. All automatic gates across fire access roadways shall be equipped with approved emergency key operated switches overriding all command functions and opening the gate(s). Gates accessing four (4) or more residences or residential lots, or gates accessing hazardous, institutional, educational, or assembly occupancy group structures shall also be equipped with approved emergency traffic control activating strobe light sensor(s) which will activate the gate on the approach of emergency apparatus. All automatic gates must meet Fire Department requirements for rapid,reliable access. F7 RESPONSE MAPS: Any development that by virtue of new structures necessitates fire hydrants, roadways, or similar features, shall be required to provide a map in a format compatible with current Department mapping services, and shall be.charged a reasonable fee for updating all Fire Department response maps. F8 CONSTRUCTION MATERIALS: Prior to the delivery of building construction materials to the project site, all of the following conditions shall be completed to the satisfaction of the Fire Department: 1. All wet and dry utilities shall be installed and approved by the appropriate inspecting department or agency. 2. As a minimum, the first lift of asphalt paving shall be in place to provide a permanent all weather surface for emergency vehicles. 3. All fire hydrants shall be installed, in service, and accepted by the Fire Department and applicable water district. F9 POSTING OR STRIPING ROADWAYS "NO PARKING FIRE LANE": Fire Department access roadways, when required, shall be properly identified as per Fire Department standards. F10 OBSTRUCTION OF ROADWAYS DURING CONSTRUCTION: All roadways shall be a minimum of 24 feet in width during construction and shall be maintained clear, including the parking of vehicles, in accordance with the Uniform Fire Code and the Encinitas Fire Department. F11 FIRE HYDRANTS AND FIRE FLOWS: The applicant shall provide fire hydrants of a type, number, and location satisfactory to the Encinitas Fire Department. A letter from the water agency serving the area shall be provided that states the required fire flow is available. Fire hydrants shall be of a bronze type. Commercial fire hydrants shall have two (2) 4" outlets and one (1) 2 ''/2" outlet. Residential fire hydrants shall have one (1) 4" outlet and one (1) 2 %" outlet. A two-sided blue reflective road marker shall be installed on the road surface to indicate the location of the fire hydrant(s) for approaching fire apparatus. 21 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 F13 ADDRESS NUMBERS: Address numbers shall be placed in a location that will allow them to be clearly visible from the street fronting the structure. The numbers shall contrast with their background, and shall be no less in height than: Four inches (4') for single family homes and duplexes; Eight inches (8") for commercial and multi-family residential buildings; and Twelve inches (12")for industrial buildings. F14 ADDRESS NUMBERS FOR STRUCTURES LOCATED OFF ROADWAY: Where structures are located off a roadway on long easements/driveways, a monument marker shall be placed at the entrance where the easement/driveway intersects the main roadway. Permanent address numbers with height conforming to Fire Department standards shall be affixed to this marker. F18 CLASS "A" ROOF: All structures shall be provided with a Class "A" roof assembly to the satisfaction of the Encinitas Fire Department. E1 ENGINEERING CONDITIONS: CONTACT THE ENGINEERING SERVICES DEPARTMENT REGARDING COMPLIANCE WITH THE FOLLOWING CONDITION(S): E2 All City Codes, regulations, and policies in effect at the time of building/grading permit issuance shall apply. EG1 Grading Conditions EG3 The owner shall obtain a grading permit prior to the commencement of any clearing or grading of the site. EG4 The grading for this project is defined in Chapter 23.24 of the Encinitas Municipal Code. Grading shall be performed under the observation of a civil engineer whose responsibility it shall be to coordinate site inspection and testing to ensure compliance of the work with the approved grading plan, submit required reports to the Engineering Services Director and verify compliance with Chapter 23.24 of the Encinitas Municipal Code. -EG5 No grading shall occur outside the limits of the project unless a letter of permission is obtained from the owners of the affected properties. EG6 A separate grading plan shall be submitted and approved and a separate grading permit issued for the borrow or disposal site if located within the city limits. EG7 All newly created slopes within this project shall be no steeper than 2:1. EG8 A soils/geological/hydraulic report (as applicable) shall be prepared by a qualified engineer licensed by the State of California to perform such work. The report shall be approved prior to building permit issuance/at first submittal of a grading plan, as applicable. 22 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 EG9 Prior to hauling dirt or construction materials to any proposed construction site within this project the owner shall submit to and receive approval from the Engineering Services Director for the proposed haul route. The owner shall comply with all conditions and requirements the Engineering Services Director may impose with regards to the hauling operation. EG10 In accordance with Section 23.24.370 (A)of the Municipal Code,no grading permit shall be issued for work occurring between October 1 st of any year and April 15th of the following year, unless the plans for such work include details of protective measures, including desilting basins or other temporary drainage or control measures, or both, as may be deemed necessary by the field inspector to protect the adjoining public and private property from damage by erosion, flooding, or the deposition of mud or debris which may originate from the site or result from such grading operations. EG12 In compliance with Municipal Code 23.24.490 regarding the blending and rounding of slopes, the project shall meet the following requirements. Design for slope undulation shall be included on the Grading Plan that is submitted for this project. A) All slopes greater than 15 feet high shall be rounded into the existing terrain to produce a contoured transition from slope face to natural ground and abutting cut or fill surfaces where conditions permit. B) Straight uniform slopes shall be avoided. Every effort should be made to construct slopes that appear natural in character. The steepness of slopes should vary and slope faces should undulate in an effort to produce a more natural appearing slope. Sharp, angular changes in the direction of slope faces shall not be permitted. C) Grading should be planned to retain natural topography and vegetation and cause the least amount of disturbance while allowing development. D) Uniform "stair-stepping" of building pads shall be prohibited. Diversity in design solutions, which add the characteristics of variety to hillside development, shall be encouraged. E) Whenever possible, existing building sites and pads shall be utilized. Proposed structures should be designed to conform to the existing site conditions and terrain. Modification of existing sites to conform to proposed structures shall be discouraged. ED 1 Drainage Conditions ED2A An erosion control system shall be designed and installed onsite during all construction activity. The system shall prevent discharge of sediment and all other pollutants onto adjacent streets and into the storm drain system. The City of Encinitas Best Management Practice Manual shall be employed to determine appropriate storm water pollution control practices during construction. 23 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 ED3M A drainage system capable of handling and disposing of all surface water originating within the subdivision, and all surface waters that may flow onto the subdivision from adjacent lands, shall be required. Said drainage system shall include any easements and structures as required by the Engineering Services Director to properly handle the drainage. ED5M The owner shall pay the current local drainage area fee prior to approval of the final map for this project or shall construct drainage systems in conformance with the Master Drainage Plan and City of Encinitas Standards as required by the Engineering Services Director. ES 1 Street Conditions ES4 Reciprocal access and/or maintenance agreements shall be provided ensuring access to all parcels over private roads, drives or parking areas and maintenance thereof to the satisfaction of the Engineering Services Director. ES5 Prior to any work being performed in the public right-of-way, a right-of-way construction permit shall be obtained from the Engineering Services Director and appropriate fees paid, in addition to any other permits required. EU 1 Utilities EU2 The owner shall comply with all the rules, regulations, and design requirements of the respective utility agencies regarding services to the project. EU3 The owner shall be responsible for coordination with S.D.G. & E., SBC/Pacific Bell, and other applicable authorities. EU4 All proposed utilities within the project shall be installed underground including existing utilities unless exempt by the Municipal Code. EU7 The design of the division of land shall provide each cable operator an opportunity to construct, install and maintain, on land identified on the map as dedicated to public utility use, any equipment necessary to extend cable television services to each residential parcel in the subdivision. This condition shall not apply to the conversion of existing dwelling units to condominiums, community apartments, or stock cooperatives. EU8 Subject to all applicable Federal and State laws, statutes and regulations, in the event of multiple cable communication operators desiring to serve new residential developments in which the electric power and telephone utilities are underground, the following procedure shall apply with respect to access to and utilization of underground easements: (a) The developer shall be responsible for contacting and surveying all franchised cable operators to ascertain which operators desire to provide cable television service to the development. The developer may establish a reasonable deadline to receive responses from cable operators. The final 24 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 tract map.shall indicate the cable operator(s) that have agreed to serve the development. (b) If one or more cable operators wish to provide service, they shall be accommodated in the joint utilities trench on a nondiscriminatory shared basis. (c) The developer shall provide at least(10)working days notice of the date that the utility trenches will be open to the cable operators that have agreed to serve the development. (d) Sharing the joint utilities trench shall be subject to compliance with Public Utilities Commission and utility standards. If such compliance is not possible, or if three (3) or more operators desire to provide service to the development, the developer shall provide a separate trench for the cable television cables, with the entire cost shared among the participating cable operators. With the concurrence of the developer, the affected utilities and the cable television operators, alternative installation procedures, such as the use of deeper trenches,may be utilized, subject to the applicable law. (e) Any cable operator wishing to serve an area where the trenches have been closed shall be responsible for separate trenching and associated costs; provided that if the cable operator was not provided timely written notice of the availability of such trenches, the developer shall reimburse the operator for such costs. ESW1 Storm Water Pollution Control Conditions ESW2 Grading projects with a disturbed area of greater than 5 acres must also meet additional requirements from the State Water Resources Control Board (SWRCB). Those additional requirements include filing a Notice of Intent (NOI) and preparing a Stormwater Pollution Prevention Plan (SWPPP). ESW4 Priority Projects shall implement a single or a combination of storm water Best Management Practice methods in order to reduce to the maximum extent practicable the quantity of pollutants entering the public storm drain system or any receiving body of water supporting beneficial uses. All Priority Projects shall construct and implement a structural treatment control BMP, such as natural bio-filtration system or a treatment detention basin, designed to infiltrate, filter, or treat a quantity of storm runoff equal to or greater than the volume generated by a 0.6" precipitation storm event in a duration of twenty-four hours or the maximum flow rate produced by a rainfall of 0.2 inches during each hour of a storm event. The filtration system shall be designed based upon best management practice standards and must be approved by the City Engineer. A covenant approved by the City shall be recorded against the property to ensure the professional maintenance, repair, and replacement of the storm water quality BMP as necessary into perpetuity. The covenant shall also detail the funding mechanism for the required 25 PB:MRH:G:Resos:RPC03-104TMDRCDP012005 Recording Requested By: 3MI 1;1 '-'UUN I CC I -) [,i -MN i Y �t 01)kl Fk`-,i-)H-1C F: City Engineer TAME 3 49 Pm When Recorded Mail to: City Clerk City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 SPACE ABOVE FOR RECORDER'S USE ONLY PRIVATE ROADS, STORM DRAIN, BEST MANAGEMENT PRACTICES, MAINTENANCE AGREEMENT Assessor's Parcel No.'s: 258-130-85 Project No.: TM 03-104 W.O.No.: 9481-G&I THIS AGREEMENT is being recorded to replace a "Private Road and Drainage Facilities Maintenance Agreement" recorded in the office of the County Recorder of San Diego County May 8, 2007 as document number 2007-0314719. This Agreement is for the periodic maintenance and repair of that certain private storm drain facilities, private storm water pollution control facilities (best management practices BMPs), privately maintained public storm drain, and private road(s), as shown on grading plan 9481-G & .1 and hereinafter referred to as Privately Maintained Facilities (PMF's), the legal description and/or plat of which is set forth in Exhibit `C' attached hereto and made a part hereof, is entered into by Barratt American Incorporated, Delaware Corporation (hereinafter referred to as "Developer") for the benefit of future owners who will use the PMF'S (hereinafter referred to as "Owner(s)", which shall include the Developer to the extent the Developer retains any ownership interest in any land covered by this agreement. WHEREAS, this Agreement is required as a condition of approval by the City of Encinitas (herein referred to as "City") of a development project and pursuant to City of Encinitas Municipal Code Section 24.16.060 and Section 24.29.040; and WHEREAS, Developer is the owner of certain real property as described in Exhibit "A" that will use and enjoy the benefit of said PMF(s), said real property hereinafter referred to as.the "property"; and WHEREAS, it is the intention of the Developer that private maintenance be performed in compliance with the City of Encinitas Municipal Code and other related City policies and requirements, and the desire of the Developer to establish a method for the periodic maintenance and repair of the said PMFs and for the apportionment of the expenses of such maintenance and repair among existing and future owners; and WHEREAS, it is the intention of the Developer to establish an Agent as set forth under Section 6 below to be the single point of contact with the City of Encinitas; and WHEREAS, there exists a benefit to the public that the PMFs be adequately maintained on a regular and periodic basis in compliance with the Exhibit `B", City of Encinitas Municipal Code, and other related City and State codes and policies in effect during the future operations; and WHEREAS, it is the intention of the Developer that this Agreement constitute a covenant pinning with the land,binding upon each successive owners of all or any portion of the property; NOW THEREFORE, IT IS HEREBY AGREED FOR VALUABLE CONSIDERATION AS FOLLOWS: 1. The property is benefited by this Agreement, and present and successive owners of all or any portion of the property are expressly bound hereby for the benefit of the land. 2. The PMFs shall be constructed and maintained by the Owner, its successors and assigns, in accordance with the plans and specifications approved by the City. This includes any facilities or areas to be privately maintained, and the storm drain facilities. 3. Privately Maintained Facilities (PMFs) do not include any facilities dedicated to the Public. Public facilities are to be publicly maintained unless otherwise specified. 4. The cost and expense of maintaining the PMFs shall be paid by Owner or the heirs, assigns, and successors in interest of each such Owner. This includes any facilities or areas to be privately maintained, and storm drain facilities. 5. In the event any of the herein described parcels of land are subdivided further, the owners, heirs, assigns, and successors in interest of each such newly created parcel shall be liable under this Agreement for their then pro rata share of expenses and such pro rata shares of expenses shall be computed to reflect such newly created parcels. 6. The repairs and maintenance to be performed under this Agreement shall include reasonable improvements and maintenance work to adequately maintain said PMF's in proper working order as determined by applicable City policies and requirements. The maintenance shall include, but shall not be limited to, any storm water treatment best management practice (BMP) facility or facilities, private drainage system, private road(s), tree trimming, landscape, irrigation, debris removal, and perpetually maintaining adequate ground cover and/or other erosion control measures within the private property in order to prevent sedimentation. The PMF'S shall be maintained regularly as necessary to keep the facilities in proper working order, with the minimum maintenance frequency as outlined on Exhibit`B" 7. The Agent shall be a property management company with experience in oversight of the implementation of the maintenance activities as defined. The Agent shall be appointed and paid by a board representing the property owners. The Agent shall be responsible and obligated to ensure the ongoing maintenance of the PMFs. The Agent shall obtain three bids from qualified and licensed contractors, accept the lowest responsible bid, and initiate the private maintenance. The Agent shall be paid for all costs incurred including a reasonable compensation for the Agent's services, and such costs shall be added to and Paid as a part of the repair and in costs; provided, however, that compensation for the Agent's services shall in no event exceed an amount equivalent to 10% of the actual cost of repairs and maintenance performed. Under no circumstances shall any contract or agreement for service(s) to be provided as outlined in this document, and any additional repairs or services to be provided as outlined in subsequent attachments hereto, be terminated by the Board or its Agent unless a replacement maintenance contract or agreement has already been executed. The Agent and/or the Board representing the homeowners shall be responsible for ensuring proper execution of the provisions of all maintenance contracts and/or agreements, and subsequent timely payments for said services. It is agreed that the Developer is initially the Agent to contract, oversee, and do all acts necessary to accomplish the repairs and maintenance required and/or authorized under this Agreement. 8. In performing his duties, the Agent, as he/she anticipates the need for funds, shall notify the parties and each party shall within forty-five (45) days pay the Agent,,who shall maintain a trustee account and also maintain accurate accounting records which are to be available for inspection by any party or authorized Agent upon reasonable request. All such records shall be retained by the Agent for a period of five years. Should any lot owner fail to pay the pro rata share of costs and expenses as provided in this Agreement, then the Agent or any lot owner or owners shall be entitled without further notice to institute legal action for the collection of funds advanced on behalf of such lot owner in accordance with the provisions of California Civil Code Section 845, and shall be entitled to recover in such action in addition to the funds advanced, interest thereon at the current prime rate of interest, until paid, all costs and disbursements of such action, including but not limited to, such sum or sums as the Court may fix as and for reasonable attorneys' fees. 9. If there is a covenant, agreement, or other obligation for the construction of improvements imposed as a condition of the development, the obligation to repair and maintain the PMFs as herein set forth shall commence when improvements have been completed and approved by the City. 10. Any extraordinary repair required to correct damage to said PMFs that results from action taken or contracted for by the owners or their successors in interest shall be paid for by the party taking action or party contracting for work which caused the necessity for the extraordinary repair. The repair shall be such as to restore the PMFs to the condition existing prior to said damage. 11. Any liability of the owners for personal injury to an Agent hereunder, or to any worker employed to make repairs or provide maintenance under this Agreement, or to third persons, as well as any liability of the owners for damage to the property of Agent, or any such worker, or of any third persons, as a result of or arising out of repairs and maintenance under this Agreement, shall be borne by the owners as they bear the costs and expenses of such repairs and maintenance. Owners shall be responsible for and maintain their own insurance, if any. By this Agreement, the Developer does not intend to provide for the sharing of liability with respect to personal injury or property damage other than that attributable to the repairs and maintenance undertaken under this Agreement. 12. Owners shall jointly and severally defend and indemnify and hold harmless City, City's engineer, its consultants, and each of its officials, directors, officers, agents, and employees from and against all liability, claims, damages, losses, expenses, personal injury and other costs, including costs of defense and attorney's fees, to the Agent hereunder or to any owner, any contractor, any subcontractor, any user of the PMF'S, or to any other third persons arising out of or in any way related to the use of, repair or maintenance of, or the failure to repair or maintain the PMFs. 13. Nothing in the Agreement, the specifications, other contract documents, City's approval of the plans and specifications, or City's inspection of the work is intended to include a review inspection acknowledgement of a responsibility for any such matter, and City, City's engineer, its consultants, and each of its officials, directors, officers, employees and Agents, shall have no responsibility or liability therefore. 14. The City is authorized to collect sums as appropriate for recovery of the costs for abatement of any PMFs maintenance violation should. the property owner fail to voluntarily comply. 15. The Owner, its successors or assigns, hereby grants permission to the City and its authorized Agents and employees, to enter upon the Property and to inspect the PMFs upon reasonable notice whenever the City deems necessary. The purpose of inspection is to follow-up on reported deficiencies and/or to respond to citizen complaints. The City shall provide the Owner, its successors and assigns, copies of the inspection findings and a written directive to commence with the specified repairs if necessary. 16. In the event the Owner, its successors or assigns, fails to maintain the PMFs in good working condition acceptable to the City, the City, its Agents, or its contractors, may enter upon the Property and take the steps necessary to correct deficiencies identified in the inspection report and to charge the costs of such repairs to the Owner, its successors or assigns. In the event the City pursuant to this Agreement,performs work of any nature, or expends any funds in performance of said work for labor, use of equipment, supplies, materials, and the like, the Owner, its successors and assigns, shall reimburse the City upon written demand within thirty(30) days of receipt thereof for all actual costs incurred by the City hereunder. If said funds are not paid in a timely manner, City reserves the right to file an assessment lien on the real property with the County Recorder of the County of San Diego. It is expressly understood and agreed that the City is under no obligation to maintain or repair said facilities, and in no event shall this Agreement be construed to impose any such obligation on the City. 17. It is the purpose of the signatories hereto that this instrument be recorded to the end and intent that the obligation hereby created shall be and constitute a covenant running with the land and any subsequent purchaser of all or any portion thereof, by acceptance of delivery of a deed and/or conveyance regardless of form, shall be deemed to have consented to and become bound by these presents, including without limitation, the right of any person entitled to enforce the terms of this Agreement to institute legal action as provided in Paragraph 9 hereof, such remedy to be cumulative and in addition to other remedies provided in this Agreement and to all other remedies at law or in equity. 18. The terms of this Agreement may be amended in writing upon majority approval of the owners and written notification of approval by the City. 19. This Agreement shall be governed by the laws of the State of California. In the event that any of the provisions of this Agreement are held to be unenforceable or invalid by any court of competent jurisdiction, the validity, and enforceability of the remaining provisions shall not be affected thereby. 20. This Agreement shall not be interpreted in any manner, which reduces or-limits the Agent's/ Owners' rights and duties as set forth in this document. 21. It is understood and agreed that the covenants herein contained shall be binding on the heirs, executors, administrators, successors, and assignees of each of the owners. 22. The foregoing covenants shall run with the land and shall be deemed to be for the benefit of the land of the owners and each and every person who shall at anytime own all or any portion of the property referred to herein. IN WITNESS WHEREOF, the parties have executed this Agreement This "' day of /v►�y , 2007. Owner: - Barratt American Inc., Robert C. ummings, Vice President (print name and title) Signature of Owner(s) must be notarized. Attach the appropriate acknowledgement. 5 EXHIBIT "A" Case No.03-104 TM/DR/CDP LEGAL DESCRIPTION' THAT PORTION OF THE WEST HALF OF THE NORTH-WEST ,QUARTER 4ER OF SAN NORTHEAST QUARTER OF SECTION 15,TOWNSHIP 13 SOUTH, BERNARD MERIDIAN, IN THE CITY OF THEINL NITED OSTATES GOVERNMENT STATE OF CALIFORNIA, ACCORDING TO T SURVEY,DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF THE O�HEAST QUARTER OF SAID SECTION 15; THENCE ALONG THE WESTERLY QUARTER, NORTH 01°10'58" EAST, 480.00 NG FEET SAID TO THE WESTERLY LINED NORTH BEGINNING; THENCE CONTINUING AL _ 01 010'58"EAST, 352.75 FEET TO THE SOUTHOWESCORNER 2719 8 WOKS DESCRIBED IN DEED TO MABEL O'HARA, RECORDED N 359 OF DEEDS; THENCE ALONG THE SOUTHERLY LINES OD�Y�O� 'POL ON SOUTH 89 050'29" EAST, TO THE NORTHWESTERLY BOUNDARY GARDENS ROAD), AS OF COUNTY ROAD SURVEY NO. 373 (KNOWN DESCRIBED IN DEED TO THE COUNTY OF SAN DIEGO, E O AN DIEGO NOVEMBER 28, 1924 IN BOOK 1038, PAGE 333 OF DEEDS, RECORD THENCE SOUTHWESTERLY ALONG SAID NORTHWESTERLY BOUNDARY TO A LINE WHICH BEARS SOUTH 88050'29" EAST FROM THE TRUE P N T F BEGINNING;THENCE NORTH 88 050'29"WEST TO THE TRUE POINT O PB;MRH:G:Resos:RPC03.104TMDRCDP0l2005 EXHIBIT "B" 7Point ce Type Minimum Required Frequency TE Vault Inspected monthly and cleaned LTER and facilities with Vactor (Vacon) equipment annually, replace filers as needed aintained, storm drain Inspected monthly and cleaned as needed ad maintenance (Quail Once every five years ) Trimming of Tree(s) and/or any Not less than onc e every five common areas on Quail Point years Lane Inspection and repair (as needed) Inspected monthly and repaired of irrigation sprinkler system for as needed any common landscaped areas EXHIBIT "C" Description or Plat of Privately Maintained Facilities TM 03-104 Private facilities to be maintained according to this agreement shall include: All private Best Management Practices (BMP's), Stormgate vault, Stormfilter, all drainage facilities,pipes, inlets, and appurtenances,together with all private roads, pavement, curbs, street lights, utilities, and appurtenances as all as shown on City of Encinitas approved drawings numbers 9418-G and 9418-I. R CALIFORNIA ALL-PURPOSE ACKNOWLEDGEMENT STATE OF CALIFORNIA ) COUNTY OF SAN DIEGO ) On May 21 , 2007, before me, RAELEINE K. NABORS, Notary Public, personally appeared ROBERT C. CUMMINGS. personally known to me (OF proved te me on the basis of satisfactory eviden ) to be the person(s) whose name(s) is/afe subscribed to the within instrument and acknowledged to me that he/fey executed the same in his/her/their authorized capacity(+es), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS m hand d official l. RAELEINE K.NABORS my an sea COMM.#1477247 rn uj s Notary Public-California N W SAN DIEGO COUNTY My Comm.Exp.April 13,2008 Signature (Seal) Though the data below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent reattachment of this form. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT INDIVIDUAL X CORPORATE OFFICER Quail Pointe Private Roads, Storm Drain, VICE PRESIDENT BMP, Maintenance Agreement TITLE TITLE OR TYPE OF DOCUMENT PARTNERS e LIMITED 5 GENERAL NUMBER OF PAGES ATTORN EY-IN-FACT TRUSTEE(S) May 21, 2007 GUARDIAN/CONSERVATOR DATE OF DOCUMENT OTHER: SIGNER IS REPRESENTING: (NAME OF PERSON OR ENTITY) BARRATT AMERICAN INCORPORATED Recording Requested By: ) t� City Engineer rlf When Recorded Mail to: ) City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) Encinitas, CA 92024 ) SPACE ABOVE FOR RECORDER'S USE ONLY PRIVATE ROAD AND DRAINAGE FACILITIES MAINTENANCE AGREEMENT FOR TM 03-104 Assessor's Parcel No. 258-130-85-00 Project No.: TM 03-104 W.O. No.: 9481 FM THIS AGREEMENT for the maintenance and repair of that certain private road easement, and those private drainage facilities, all set forth in the legal description and/or plat of which is set forth in Attachment B attached hereto and made a part hereof, is entered into by Barratt American Incorporated, a Delaware Corporation (hereinafter referred to as "Developer") for the benefit of future subdivision lot owners who will use the private road and drainage facilitites (hereinafter referred to as "lot owners", which shall include the Developer to the extent the Developer retains any ownership interest in any lot or lots). WHEREAS, this Agreement is required as a condition of approval by the City of Encinitas of a subdivision project as defined in Section 21065 of the Public Resources code and pursuant to City of Encinitas Municipal Code Section 24.16.060 and Section 24.29.040; and WHEREAS, Developer is the owner of certain real property being subdivided and developed as TM 03-104 that will use and enjoy the benefit of said road easement. A complete legal description of said real property is attached, labeled Attachment A, and incorporated by reference. Said real property is hereinafter referred to as the "property"; and WHEREAS, it is the desire of the Developer that said private road easement and drainage facilities be maintained in a safe and usable condition by the lot owners; and WHEREAS, it is the desire of the Developer to establish a method for the maintenance and repair of said private road easement and drainage facilities and for the apportionment of the expense of such maintenance and repair among existing and future lot owners; and WHEREAS, it is the intention of the Developer that this Agreement constitute a covenant running with the land, binding upon each successive lot owner of all or any portion of the property. NOW THEREFORE, IT IS HEREBY AGREED AS FOLLOWS: .l. The property is benefitted by this Agreement, and present and successive lot owners of all or any portion of the property are expressly bound hereby for the benefit of the land. 2. The cost and expense of maintaining the private road easement and drainage facilities shall be divided equally among the subdivided parcels created in the subdivision and paid by the lot owner of the heirs, assigns and successors in interest or each such owner. 3. In the event any of the herein described parcels of land are subdivided further, the lot owners, heirs, assigns and successors in interest of each such newly created parcel shall be liable under this Agreement for their then pro rata share of expenses and such pro rata shares of expenses shall be computed to reflect such newly created parcels. 4. The repairs and maintenance to be performed under this Agreement shall be limited to the following unless the consent for additional work is agreed to by a majority vote of the lot owners owning 100% of the number of parcels, including subdivisions thereof as described in Paragraph 3 above: reasonable and normal road improvement and maintenance work to adequately maintain said private road easement and drainage facilities to permit all- weather access and conveyance of storm flows. Repairs and maintenance under this Agreement shall include, but is not limited to, filling of chuckholes, repairing cracks, repairing and resurfacing of roadbeds, repairing and maintaining drainage structures, removing debris, maintaining signs, markers, striping and lighting, if any, and other work reasonably necessary and proper to repair and preserve the easement for all-weather road purposes. 5. If there is a covenant, agreement, or other obligation imposed as a condition of subdivision approval to make private road improvements to the private road easement, the obligation to repair and maintain the private road easement as herein set forth shall commence when the private road improvements have been completed and approved by the City. 6. Any extraordinary repair required to correct damage to said road easement or drainage facility that results from action taken or contracted for by lot owners or their successors in interest shall be paid for by the party taking action or party contracting for work which caused the necessity for the extraordinary repair. The repair shall be such as to restore the road easement or drainage facility to the condition existing prior to said damage. 7. It is agreed that Developer is initially the agent to contract and oversee and do all acts necessary to accomplish the repairs and maintenance required and/or authorized under this Agreement. Developer further agrees that the agent may at any time be replaced at the direction of a majority of the lot owners. Repair and maintenance work on the private road easement and drainage facilities shall be commenced when a majority of the lot owners agree in writing that such work is needed. The agent shall obtain three bids from licensed contractors and shall accept the lowest of said three bids and shall then initiate the work. The agent shall be paid for all costs incurred including a reasonable compensation for the agent's services, and such costs shall be added to and paid as a part of the repair and maintenance costs; provided, however, that compensation for the agent's services shall in no event exceed an amount equivalent to 10% of the actual cost of repairs and maintenance performed. In performing his duties, the agent, as he anticipates the need for funds, shall notify the parties and each party shall within forty-five (45) days pay the agent, who shall maintain a trustee account and also maintain accurate accounting records which are to be available for inspection by any party or authorized agent upon reasonable request. All such records shall be retained by the agent for a period of five years. 8. Should any lot owner fail to pay the pro rata share of costs and expenses as provided in this Agreement, then the agent or any lot owner or owners shall be entitled without further notice to institute legal action for the collection of funds advanced on behalf of such lot owner in accordance with the provisions of California Civil Code Section 845, and shall be entitled to recover in such action in addition to the funds advanced, interest thereon at the current prime rate of interest, until paid, all costs and disbursements of such action, including such sum or sums as the Court may fix as and for a reasonable attorneys fees. 9. Any liability of the lot owners for personal injury to the agent hereunder, or to any worker employed to make repairs or provide maintenance under this Agreement, or to third persons, as well as any liability of the lot owners for damage to the property of agent, or any such worker, or of any third persons, as a result of or arising out of repairs and maintenance under this Agreement, shall be borne, as between the lot owners in the same percentages as they bear the costs and expenses of such repairs and maintenance. Each lot owner shall be responsible for and maintain his own insurance, if any. By this Agreement, the Developer does not intend to provide for the sharing of liability with respect to personal injury or property damage other than that attributable to the repairs and maintenance undertaken under this Agreement. Each of the lot owners agrees to indemnify the others from any and all liability for injury to himself or damage to his property when such injury or damage results from, arises out of, or is attributable to any maintenance or repairs undertaken pursuant to this Agreement. 10. Lot owners shall jointly and severally defend and indemnify and hold harmless City, City's engineer and its consultants and each of its officials, directors, officers, agents and employees from and against all liability, claims, damages, losses, expenses, personal injury and other costs, including costs of defense and attorney's fees, to the agent hereunder or to any lot owner, any contractor, any subcontractor, any user of the road easement, or to any other third persons arising out of or in any way related to the use of, repair or maintenance of, or the failure to repair or maintain the private road easement or drainage facilities. Nothing in the Agreement, the specifications or other contract documents or City's approval of the plans and specifications or inspection of the work is intended to include a review, inspection acknowledgement of a responsibility for any such matter, and City, City's engineer and its consultants, and each of its officials, directors, officers, employees and agents, shall have no responsibility or liability therefore. 11. The foregoing covenants shall run with the land and shall be deemed to be for the benefit of the land of each of the lot owners and each and every person who shall at anytime own all or any portion of the property referred to herein. 12. It is understood and agreed that the covenants herein contained shall be binding on the heirs, executors, administrators, successors, and assignees of each of the lot owners. 13. It is the purpose of the signatories hereto that this instrument be recorded to the end and intent that the obligation hereby created shall be and constitute a covenant running with the land and any subsequent purchaser of all or any portion thereof, by acceptance of delivery of a deed and/or conveyance regardless of form, shall be deemed to have consented to and become bound by these presents, including without limitation, the right of any person entitled to enforce the terms of this Agreement to institute legal action as provided in Paragraph 8 hereof, such remedy to be cumulative and in addition to other remedies provided in this Agreement and to all other remedies at law or in equity. 14. The terms of this Agreement may be amended in writing upon majority approval of the lot owners and consent of the City. 15. This Agreement shall be governed by the laws of the State of California. In the event that any of the provisions of this Agreement are held to be unenforceable or invalid by any court of competent jurisdiction, the validity, and enforceability of the remaining provisions shall not be affected thereby. 16. If the Property constitutes a "Common Interest Development" as defined in California Civil Code Section 1351(c) which will include membership in or ownership of an "Association" as defined in California Civil Code Section 1351(a), anything in this Agreement to the contrary notwithstanding, the following provisions shall apply at and during such time as (i) the Property is encumbered by a "Declaration" (as defined in California Civil Code Section 1351(h), and (ii) the Common Area of the property (including the private road easement) is managed and controlled by an Association: (a) The Association, through its Board of Directors, shall repair and maintain the private road easement and drainage facilities and shall be deemed the "agent" as referred to in Paragraph 7 above. The Association, which shall not be replaced except by amendment to the Declaration, shall receive no compensation for performing such duties. The costs of such maintenance and repair shall be assessed against each owner and his subdivision interest in the Property pursuant to the Declaration. The assessments shall be deposited in the Association's corporate account. (b) The provisions in the Declaration which provide for assessment liens in favor of the Association and enforcement thereof shall supersede Paragraph 8 of the Agreement in its entirety. No individual owners shall have the right to alter, maintain or repair any of the Common Area (as defined in California Civil Code Section 1351(b) in the Property except as may be allowed by the Declaration. (c) This Agreement shall not be interpreted in any manner which reduces or limits the Association's rights and duties pursuant to its Bylaws and Declaration. ACCEPTED AND AGREED: DEVELOPER Dated October 18, 2006 Signature Robert C. Cummings Printed Name Vice President Title Barratt American Incorporated, a Delaware Corporation Signature of DEVELOPER must be notarized. Attach the appropriate acknowledgement. 5 CALIFORNIA ALL-PURPOSE ACKNOWLEDGEMENT STATE OF CALIFORNIA ) COUNTY OF SAN DIEGO ) On October 19, 2006, before me, RAELEINE K NABORS, Notary Public, personally appeared ROBERT C. CUMMINGS. personally known to me (or proved to-me--en to be the person(s) whose name(s) is/tire subscribed to the within instrument and acknowledged to me that he/sheAhey executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. K.NAB_t WITNESS m hand and official seal. coMM.r+4mf_y r-ORAFLEINE Natary pubItc Call+ornta U1 SAN WEGO COUNTY My Comm.Exp.April 15,2008 Signature (Seal) Though the data below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent reattachment of this form. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT INDIVIDUAL Quail Gardens, APN 258-130-85-00 X CORPORATE OFFICER Private Road &Drainage Facilities VICE PRESIDENT Maintenance Agreement TITLE TITLE OR TYPE OF DOCUMENT PARTNERS HGENERAL LIMITED 5 NUMBER OF PAGES ATTORNEY-IN-FACT TRUSTEE(S) October 18, 2006 GUARDIAN/CONSERVATOR DATE OF DOCUMENT OTHER: SIGNER IS REPRESENTING: (NAME OF PERSON OR ENTITY) BARRATT AMERICAN INCORPORATED ATTACHMENT "A" TM 03-104 LEGAL DESCRIPTION Real property in the City of Encinitas, County of San Diego, State of California, described as follows: THAT PORTION OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO BASE AND MERIDIAN, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE UNITED STATES GOVERNMENT SURVEY, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 15; THENCE ALONG THE WESTERLY LINE OF SAID NORTHEAST QUARTER, NORTH 01°10'58" EAST, 480.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID WESTERLY LINE, NORTH 01°10'58" EAST, 323.18 FEET TO THE SOUTHWEST CORNER OF LAND DESCRIBED IN DEED TO MABEL O'HARA, RECORDED NOVEMBER 27, 1928 IN BOOK 1552, PAGE 359 OF DEEDS; THENCE ALONG THE SOUTHERLY LINE OF SAID O'HARA'S LAND, SOUTH 88 050'29" EAST, TO THE NORTHWESTERLY BOUNDARY OF THAT PORTION OF COUNTY ROAD SURVEY NO. 373 (KNOWN AS QUAIL GARDENS ROAD), AS DESCRIBED IN DEED TO THE COUNTY OF SAN DIEGO, RECORDED NOVEMBER 28, 1924 IN BOOK 1038, PAGE 333 OF DEEDS, RECORDS OF SAN DIEGO COUNTY; THENCE SOUTHWESTERLY ALONG SAID NORTHWESTERLY BOUNDARY TO A LINE WHICH BEARS SOUTH 88 050'29" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 88°50'29" WEST TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM THE RIGHT OF WAY FOR QUAIL GARDENS DRIVE AS CONVEYED TO THE CITY OF ENCINITAS IN GRANT DEED RECORDED MARCH 1, 2005 AS INSTRUMENT NO. 2005-0169169 OF OFFICIAL RECORDS OF SAN DIEGO COUNTY. APN: 258-130-85-00 ATTACHMENT "B" TO COVENANT REGARDING REAL PROPERTY PROJECT NO.TM 03-104 APN 258-130-85 Private facilitieg of be maintained according to this agreement shall include: �r„R 5 All private rainage, pipes, storm drain facilities and appurtenances together with all private roads, curbs, paving, street lights, utilities and appurtenances as shown on City of Encinitas approved drawings 9481-G and 9481-I. Attachment "B" 'NA f V. �e Recording Requested by: City Engineer When Recorded Mail To: 1 ME 4,01 �Ly City Clerk City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 SPAC COVENANT REGARDING REAL PROPERTY WAIVER OF PROTEST TO ASSESSMENTS Assessor' s Parcel Work Order 9481-FM Number: 258-130-85-00 Project 03-104 TM A. BARRATT AMERICAN INCORPORATED, A DELAWARE CORPORATION ("OWNER" hereinafter) is the owner of real property ("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 03-104 TM, 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 purpoges 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 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 October 18, 2006 Signature Robert C. Cummings Printed Name Vice President Title Barratt American Incorporated, a Delaware Corporation Signature of OWNER must be notarized. Attach the appropriate acknowledgement. CITY EN TAS Dated .4 k O 7 by • (Notarization/not required) �, (�, N. Peter Cota-Robles, `V Director of Engineering Services EXHIBIT "A" TM 03-104 LEGAL DESCRIPTION Real property in the City of Encinitas, County of San Diego, State of California, described as follows: THAT PORTION OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO BASE AND MERIDIAN, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE UNITED STATES GOVERNMENT SURVEY, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 15; THENCE ALONG THE WESTERLY LINE OF SAID NORTHEAST QUARTER, NORTH 01.10'58" EAST, 480.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID WESTERLY LINE, NORTH 01°10'58" EAST, 323.18 FEET TO THE SOUTHWEST CORNER OF LAND DESCRIBED IN DEED TO MABEL O'HARA, RECORDED NOVEMBER 27, 1928 IN BOOK 1552, PAGE 359 OF DEEDS; THENCE ALONG THE SOUTHERLY LINE OF SAID O'HARA'S LAND, SOUTH 88 050'29" EAST, TO THE NORTHWESTERLY BOUNDARY OF THAT PORTION OF COUNTY ROAD SURVEY NO. 373 (KNOWN AS QUAIL GARDENS ROAD), AS DESCRIBED IN DEED TO THE COUNTY OF SAN DIEGO, RECORDED NOVEMBER 28, 1924 IN BOOK 1038, PAGE 333 OF DEEDS, RECORDS OF SAN DIEGO COUNTY; THENCE SOUTHWESTERLY ALONG SAID NORTHWESTERLY BOUNDARY TO A LINE WHICH BEARS SOUTH 88 050'29" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 88 150'29" WEST TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM THE RIGHT OF WAY FOR QUAIL GARDENS DRIVE AS CONVEYED TO THE CITY OF ENCINITAS IN GRANT DEED RECORDED MARCH 1, 2005 AS INSTRUMENT NO. 2005-0169169 OF OFFICIAL RECORDS OF SAN DIEGO COUNTY. APN: 258-130-85-00 CALIFORNIA ALL-PURPOSE ACKNOWLEDGEMENT STATE OF CALIFORNIA ) COUNTY OF SAN DIEGO ) On October 19, 2006, before me, RAELEINE K NABORS Notary Public, personally appeared ROBERT C. CUMMINGS. personally known to me *-pfeved-to-ire-erg the basis -of ) to be the person(s) whose name(s) is/afe subscribed to the within instrument and acknowledged to me that he/sbe*vey executed the same in his/ber/thei authorized capacity(+es), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. RARAEIEINE K.NABORS WITNESS my hand and official seal. COMM.014n247 m Notary publlo-CalNornia CA yNj SAN 01800 COUNTY j My Comm.lip.April 13,2008 Sig ature (Seal) Though the data below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent reattachment of this form. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT 8 INDIVIDUAL Quail Gardens, APN 258-130-85-00 CORPORATE OFFICER Covenant Regarding Real Property VICE PRESIDENT Waiver of Protest to Assessments TITLE TITLE OR TYPE OF DOCUMENT PARTNERS B LIMITED 2 GENERAL NUMBER OF PAGES ATTORNEY-IN-FACT TRUSTEE(S) October 18, 2006 GUARDIAN/CONSERVATOR DATE OF DOCUMENT OTHER: SIGNER IS REPRESENTING: (NAME OF PERSON OR ENTITY) BARRATT AMERICAN INCORPORATED Recording Requested By: City Planner When Recorded Mail To: City Clerk T,Mf- City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 SPACE COVENANT REGARDING REAL PROPERTY FUTURE PARK, TRAFFIC,AND FLOOD CONTROL FEES Assessor's Parcel Number: 258-130-85-00 Project No. TM 03-104 9481-FM A. Barratt American Incorporated, a Delaware Corporation "OWNER" hereinafter) is the owner of real Property("PROPERTY"hereinafter)and which is legally described as follows: As Exhibit"A"which is attached hereto and made a part hereof. C B. In consideration of Final Subdivision Map for the above referenced project by the ity of Encinitas ("CITY" hereinafter), OWNER hereby covenants and agrees for the benefit of CITY, to do the following: See Attachment "B" which is attached hereto and made a part hereof. C. This Covenant shall run with the land and be binding upon and Inure to the benefit of the future Owners, encumbrancers, successors, hei assigns of the respective parties. rs, personal representatives, transferees and D. OWNER agrees that OWNER's duties and obligations under this Covenant e a lien upon the PROPERTY. Upon notice and Opportunity to respond, CITY may add to the are 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 October 18, 2006 Signature Robert C. Cummings Printed Name Vice President Title Barratt American Incorporated, a Delaware Corporation (Notarization of OWNER signature is attached.) �j CITY OF ENCMTAS Dated 30, (Notarization not required) by 1 Weedman, City Planner Recording Requested By: City Planner When Recorded Mail To: 1 TIME: 4�,)1 �M . City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) Encinitas, CA 92024 ' SPACE COVENANT REGARDING REAL PROPERTY FUTURE PARK,TRAFFIC,AND FLOOD CONTROL FEES Assessor's Parcel Number: 258-130-85-00 Project No. TM 03-104, 9481-FM A. Barratt American Incorporated, a Delaware Corporation "OWNER" hereinafter) is the owner of real property("PROPERTY"hereinafter) and which is legally described as follows: As Exhibit"A"which is attached hereto and made a part hereof. B. In consideration of Final Subdivision Map 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: See Attachment "B" which is attached hereto and made a part hereof. 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 attorneys 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 October 18, 2006 Signature Robert C. Cummings Printed Name Vice President Title Barratt American Incorporated, a Delaware Corporation (Notarization of OWNER signature is attached.) CITY OF ENCINITAS �= �a- r� Dated �� bye}t (Notarization not required) Bill Weedman, City Planner EXHIBIT "A" TM 03-104 LEGAL DESCRIPTION Real property in the City of Encinitas, County of San Diego, State of California, described as follows: THAT PORTION OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO BASE AND MERIDIAN, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE UNITED STATES GOVERNMENT SURVEY, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 15; THENCE ALONG THE WESTERLY LINE OF SAID NORTHEAST QUARTER, NORTH 01°10'58" EAST, 480.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID WESTERLY LINE, NORTH 01°10'58" EAST, 323.18 FEET TO THE SOUTHWEST CORNER OF LAND DESCRIBED IN DEED TO MABEL O'HARA, RECORDED NOVEMBER 27, 1928 IN BOOK 1552, PAGE 359 OF DEEDS; THENCE ALONG THE SOUTHERLY LINE OF SAID O'HARA'S LAND, SOUTH 88 050'29" EAST, TO THE NORTHWESTERLY BOUNDARY OF THAT PORTION OF COUNTY ROAD SURVEY NO. 373 (KNOWN AS QUAIL GARDENS ROAD), AS DESCRIBED IN DEED TO THE COUNTY OF SAN DIEGO, RECORDED NOVEMBER 28, 1924 IN BOOK 1038, PAGE 333 OF DEEDS, RECORDS OF SAN DIEGO COUNTY; THENCE SOUTHWESTERLY ALONG SAID NORTHWESTERLY BOUNDARY TO A LINE WHICH BEARS SOUTH 88 050'29" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 88 150'29" WEST TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM THE RIGHT OF WAY FOR QUAIL GARDENS DRIVE AS CONVEYED TO THE CITY OF ENCINITAS IN GRANT DEED RECORDED MARCH 1, 2005 AS INSTRUMENT NO. 2005-0169169 OF OFFICIAL RECORDS OF SAN DIEGO COUNTY. APN: 258-130-85-00 PROPERTY DESCRIPTION ATTACHMENT "B" TO COVENANT REGARDING REAL PROPERTY PROJECT NO. TM 03-104 OWNER'S DUTIES AND OBLIGATIONS A. In accordance with Municipal Code Chapter 23.98 in effect at time of fees being paid,park fees for the development shall be paid prior to Final Occupancy approval. B. In accordance with the Municipal Code Chapter 23.94 in effect at time of fees being paid, traffic fees for the development shall be paid prior to Final Occupancy approval. C. In accordance with the Municipal Code Chapter 23.96 in effect at time of fees being paid, flood control fees shall be assessed and collected during the building permit processing prior to the construction of any impervious surfaces. CALIFORNIA ALL-PURPOSE ACKNOWLEDGEMENT STATE OF CALIFORNIA ) COUNTY OF SAN DIEGO ) On October 19, 2006, before me, RAELEINE K. NABORS, Nota�r r Public, personally appeared ROBERT C. CUMMINGS. personally known to me (or pfoVed t1D Me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/fey executed the same in his/her�thei authorized capacity(ies), and that by his/ eif signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. RAEIEINE K.NABOBS WITNESS my hand and official seal. ; ' '" COMM.0477247 m US e d Notary Public-CalHomia CO w SAN DECO COUNrr „ My COMM.Exp.April 13,20 Signature (Seal) Though the data below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent reattachment of this form. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT R X INDIVIDUAL Quail Gardens, APN 258-130-85-00 CORPORATE OFFICER Covenant Regarding Real Property VICE PRESIDENT Future Park,Traffic&Flood Control Fees TITLE TITLE OR TYPE OF DOCUMENT PARTNERS LIMITED 2 8 ATTORNEY-IN-FACT GENERAL NUMBER OF PAGES TRUSTEE(S) October 18, 2006 GUARDIAN/CONSERVATOR DATE OF DOCUMENT OTHER: SIGNER IS REPRESENTING: (NAME OF PERSON OR ENTITY) BARRATT AMERICAN INCORPORATED .......... Recording Requested By: ) City of Encinitas ) When Recorded Mail To: City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) Encinitas, CA 92024 SPACI COVENANT REGARDING REAL PROPERTY: HOLD CITY HARMLESS FOR GRADING/DRAINAGE Assessor's Parcel No. 258-130-85-00 Project No.:03-104 TM Plan No.: 9481-FM A. Barratt American Incorporated, a Delaware Corporation ("OWNER" hereinafter) is the owner of real property ("PROPERTY" hereinafter) which is described as follows: See Attachment A which is attached hereto and made a part hereof. B. In consideration of 03-104 TM by the City of Encinitas ("CITY" hereinafter), OWNER hereby covenants and agrees for the benefit of CITY, to do the following: See Attachment B which is attached hereto and made a part hereof. 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 attorneys'fees, from the other Recording Requested By: Page 2 of 5 party. F. Failure of OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant. ACCEPTED AND AGREED: OWNER Dated 0, J Si gnat Printed Name --f� C ' Ct)'M -t r�YG'S Title V(Cl—' ibe-r, j' Barratt American Incorporated, a Delaware Corporation (Notarization of OWNER signature is attached.) CITY OF ENCINITAS Dated �/��Q � by aa /?�' (Notarization not required) AA eter Cota-Robles 5/1/2007 CALIFORNIA ALL-PURPOSE ACKNOWLEDGEMENT STATE OF CALIFORNIA ) COUNTY OF SAN DIEGO ) On May 1, 2007, before me, RAELEINE K. NABORS, Notary Public, personally appeared ROBERT C. CUMMINGS personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my 1^d and official seal. RAELEINE K.NABORS r. COMM.#1477247 m • A •, Notary Public•Californla tq SAN OIE00 COUNTY -► My Comm.Exp.April 13,2008 Signature (Seal) Though the data below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent reattachment of this form. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT 8 INDIVIDUAL X CORPORATE OFFICER VICE PRESIDENT Covenant Regarding Real Property: Hold City Harmless for Grading/Drainage TITLE TITLE OR TYPE OF DOCUMENT PARTNERS B LIMITED GENERAL NUMBER OF PAGES ATTORNEY-IN-FACT TRUSTEE(S) May 1,2007 GUARDIAN/CONSERVATOR DATE OF DOCUMENT OTHER: SIGNER IS REPRESENTING: (NAME OF PERSON OR ENTITY) BARRATT AMERICAN INCORPORATED ATTACHMENT "A" TM 03-104 LEGAL DESCRIPTION Real property in the City of Encinitas, County of San Diego, State of California, described as follows: THAT PORTION OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO BASE AND MERIDIAN, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE UNITED STATES GOVERNMENT SURVEY, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 15; THENCE ALONG THE WESTERLY LINE OF SAID NORTHEAST QUARTER, NORTH 01°10'58" EAST, 480.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID WESTERLY LINE, NORTH 01 1110'58" EAST, 323.18 FEET TO THE SOUTHWEST CORNER OF LAND DESCRIBED IN DEED TO MABEL O'HARA, RECORDED NOVEMBER 27, 1928 IN BOOK 1552, PAGE 359 OF DEEDS; THENCE ALONG THE SOUTHERLY LINE OF SAID O'HARA'S LAND, SOUTH 88 050'29" EAST, TO THE NORTHWESTERLY BOUNDARY OF THAT PORTION OF COUNTY ROAD SURVEY NO. 373 (KNOWN AS QUAIL GARDENS ROAD), AS DESCRIBED IN DEED TO THE COUNTY OF SAN DIEGO, RECORDED NOVEMBER 28, 1924 IN BOOK 1038, PAGE 333 OF DEEDS, RECORDS OF SAN DIEGO COUNTY; THENCE SOUTHWESTERLY ALONG SAID NORTHWESTERLY BOUNDARY TO A LINE WHICH BEARS SOUTH 88 050'29" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 88 050'29" WEST TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM THE RIGHT OF WAY FOR QUAIL GARDENS DRIVE AS CONVEYED TO THE CITY OF ENCINITAS IN GRANT DEED RECORDED MARCH 1, 2005 AS INSTRUMENT NO. 2005-0169169 OF OFFICIAL RECORDS OF SAN DIEGO COUNTY. APN: 258-130-85-00 Recording Requested By: Page 4 of 5 ATTACHMENT B TO COVENANT REGARDING REAL PROPERTY: HOLD CITY HARMLESS FOR GRADING/DRAINAGE PROJECT NO. 03-104 CDP OWNER'S DUTIES AND OBLIGATIONS 1. For claims that are alleged to have arisen, directly or indirectly, from any grading or drainage runoff associated with the PROPERTY or the plans, design, construction or maintenance of OWNER' s improvements, OWNER unconditionally waives all present and future claims against CITY and CITY's officers, officials, employees, and agents. This waiver does not apply to claims that are alleged to have arisen out of the sole, active negligence or deliberate, wrongful act of CITY. 2. It is further understood and agreed that all of OWNER'S rights under §1542 of the Civil Code of, the State of California and any similar law of any state or territory of the United States are hereby expressly waived. 9 1542 reads as follows: 1542. Certain claims not_affected general release. A general release does not extend to claims which the creditor does not know or suspect to exist in his favor at the time of executing the release, which if known by him must have materially affected his settlement with the debtor. 3. OWNER agrees to indemnify and hold CITY and CITY's officers, officials, employees and agents harmless from, and against any and all liabilities, claims, demands, causes of action, losses, damages and costs, including all costs of defense thereof, arising out of, or in any manner connected directly or indirectly with, any acts or omissions of OWNER or OWNER's agents, employees, subcontractors, officials, officers or representatives. Upon demand, OWNER shall, at its own expense, defend CITY and CITY's officers, officials, employees and agents, from and against any and all such liabilities, claims, demands, causes of action, losses, damages and costs. OWNER' s obligation herein includes, but is not limited to, alleged defects in the plans, specifications and design of the improvements; but does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of a defect in the plans, specifications or design that is a result of a change required by CITY to the OWNER's proposed plans, specifications or design so long as such change is objected to, in writing, by OWNER, and the writing is filed with the City Engineer more than ten days prior to the commencement of work. OWNER's obligation herein includes, but is not limited to, alleged defects in the construction of the improvements; alleged defects in the materials furnished in the construction of the improvements; alleged 5/1/2007 Recording Requested By: Page 5 of 5 injury to persons or property; and any alleged inverse condemnation of property as a consequence of the design, construction, or maintenance of the improvements. By approving the improvement plans, specifications and design or by inspecting or approving the improvements, CITY shall not have waived the protections afforded herein to CITY and CITY's officers, officials, employees and agents or diminished the obligation of OWNER who shall remain obligated in the same degree to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless as provided above. OWNER's obligation herein does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of the CITY's intentional wrongful acts, CITY's violations of law, or CITY's sole active negligence. 4. OWNER hereby agrees not to develop in any manner the PROPERTY except as authorized by CITY's ordinances and then only in accordance with issued permits. Among other things, but without limitation, this shall prohibit the alteration of land forms, removal of vegetation and the erection of structures of any type, except as permitted or authorization by CITY. 5. This Covenant does not Preclude OWNER taking emergency, protective measures as approved by CITY. 5/1/2007 Recording Requested by: City Engineer When Recorded Mail To: t,t t(�r<.�;, f I City Clerk City of Encinitas 505 S. Vulcan Avenue Encinitas, ( A q9094 COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. Assessor's Parcel No. 258-130-85-00 Project No.: TM 03-104 W.O.No.: 9481-FM. A. Barratt American Incorporated a Delaware Corporation (SUBDIVIDER" hereinafter) is the owner of real property which is commonly known as TM 03-104 ("PROPERTY" hereinafter) and which is described as follows: See Exhibit A attached hereto and made a part hereof. B. The tentative subdivision of the PROPERTY was approved with the final approval subject to certain conditions requiring the construction of private improvements by SUBDIVIDER. SUBDIVIDER has applied for final approval of the subdivision but has not constructed the required private improvements. In consideration of the final approval of the subdivision of the PROPERTY by the City of Encinitas ("CITY" hereinafter), SUBDIVIDER hereby covenants and agrees for the benefit of CITY, to do the following: See Exhibit B which is attached hereto and made a part hereof. C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrances, successors, heirs, personal representatives, transferees and assigns of the respective parties. D. SUBDIVIDER agrees that SUBDIVIDER'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 attorneys' fees, from the other party. F. Failure of SUBDIVIDER 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 SUBDIVIDER's satisfactory completion of SUBDIVIDER's duties and obligations contained herein, SUBDIVIDER 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 SUBDIVIDER. ACCEPTED AND AGREED: SUBDIVIDER Dated October 18, 2006 I Signature Robert C. Cummings Printed Name Vice President Title Barratt American Incorporated, a Delaware Corporation (Notarization of DEVELOPER is attached) CITY OF ENCINITAS By Dated 41 jolo-4- �'W\PETER COTA-ROBLES Director of Engineering Services (Notarization not required) EXHIBIT "A" TM 03-104 LEGAL DESCRIPTION! Real property in the City of Encinitas, County of San Diego, State of California, described as follows: THAT PORTION OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO BASE AND MERIDIAN, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE UNITED STATES GOVERNMENT SURVEY, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 15; THENCE ALONG THE WESTERLY LINE OF SAID NORTHEAST QUARTER, NORTH 01°10'58" EAST, 480.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID WESTERLY LINE, NORTH 01°10'58" EAST, 323.18 FEET TO THE SOUTHWEST CORNER OF LAND DESCRIBED IN DEED TO MABEL O'HARA, RECORDED NOVEMBER 27, 1928 IN BOOK 1552, PAGE 359 OF DEEDS; THENCE ALONG THE SOUTHERLY LINE OF SAID O'HARA'S LAND, SOUTH 88 050'29" EAST, TO THE NORTHWESTERLY BOUNDARY OF THAT PORTION OF COUNTY ROAD SURVEY NO. 373 (KNOWN AS QUAIL GARDENS ROAD), AS DESCRIBED IN DEED TO THE COUNTY OF SAN DIEGO, RECORDED NOVEMBER 28, 1924 IN BOOK 1038, PAGE 333 OF DEEDS, RECORDS OF SAN DIEGO COUNTY; THENCE SOUTHWESTERLY ALONG SAID NORTHWESTERLY BOUNDARY TO A LINE WHICH BEARS SOUTH 88 050'29" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 88 150'29" WEST TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM THE RIGHT OF WAY FOR QUAIL GARDENS DRIVE AS CONVEYED TO THE CITY OF ENCINITAS IN GRANT DEED RECORDED MARCH 1, 2005 AS INSTRUMENT NO. 2005-0169169 OF OFFICIAL RECORDS OF SAN DIEGO COUNTY. APN: 258-130-85-00 ATTACHMENT B TO COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. PROJECT NO. TM 03-104 SUBDIVIDER'S DUTIES AND OBLIGATIONS Name of SUBDIVIDER: Barratt American Incorporated, a Delaware Corporation Tract or Parcel Map Number: TM 03-104 Name of subdivision: TM 03-104 Resolution of Approval Number: 2005-04 Adopted: January 20, 2005 Estimated total cost of improvements: $ 1,245,655.00 1.0 IMPROVEMENTS REQUIRED 1.1 SUBDIVIDER agrees at SUBDIVIDER's own cost and expense to furnish all the labor, equipment and materials to perform and complete, in accordance with the plans and specifications and to the satisfaction and approval of the City Engineer, all of the private improvements referred to below: Grading plan and Improvement drawings no. 9481-G sheets 1 through 37 prepared by Stantec Consulting Inc. as approved by the City Engineer together with any subsequent amendments approved in writing by the City Engineer; on file with CITY in City Engineer's office and incorporated herein as though fully set forth at length. 1.2 Further, SUBDIVIDER agrees to perform the following Conditions: All improvements, conditions and work pursuant to Conditions of Approval for TM 03-104 2.0 PRA GRESS OF WORK 2 1 Time is of the essence with this Covenant. SUBDIVIDER shall commence required by this Covenant no later than rivate improvements complete the private substantial construction of the p roval by the City Engineer and shall one year form the date of app the date of said approval. ears and three months from the time for improvements no later than two years determined by the City Engineer, In the event good cause exists, e etion of the private improvements hereunder may Surety ar commencement of construction or comb granted without notice to SUBDIVIDER's t or and s extended. Any such extension may affect the validity of this Covenant or release the Sure hall in no way aff The City Engin eer Sureties, if any, performance Sureties on any security given f or the faithful p of this Covenant. ther or not good cause has been shown to entitle as to whe the City Engineer may shall be the sole and final judge an extension. As a condition of such extensions ce of this Covenant, as SUBDIVIDER to guaranteeing performan to compensate for any increase in construction require SUBDIVIDER to furnish new security extended, in an increased amount as necessary costs as determined by the City Engineer. rovements are to be constructed or installed on land not o 2.2 If any of the private imp Prior construction or installation shall be commenced pro erty owned by SUBDIVIDER, no property tin to CITY that SUBDIVIDER has acquired the appropriate SUBDIVIDER demonstrating interests. IVIDER's expense, obtain all necessary permits and 2.3 SUBDIVIDER shall, at SUED eve all necessary notices and licenses for the construction of the private improvements and g pay all fees and taxes required by law. Engineer in writing at least 15 day s p rior to the 2.4 SUBDIVIDER shall notify the City 9 CITY- commencement of work hereunder. No construction work shall begin until authorized by 2.5 SUBDIVIDER shall not be entitled to obtain occupancy permits for the buildings constructed on any lot created by the subdivision until all required improvements have been provided to the satisfaction of the City Engineer. 2.6 SUBDIVIDER shall at all times maintain safe construction facilities, and provide safe access, for inspection CITY, to all parts of the work and to the shops wherein the work is in preparation. 2.7 SUBDIVIDER shall give good and adequate warning to the public to each and every existing danger relating to the construction of the private improvements, and shall protect the public from such dangers. 3.0 INSPECTION/APPROVAL OF IMPROVEMENTS 3.1 The City Engineer or his duly authorized representative, upon request of SUBDIVIDER, shall inspect, at SUBDIVIDER's expense the private improvements herein agreed to be constructed and installed by SUBDIVIDER. If determined to be in accordance with applicable CITY standards and the other terms of this Covenant, the City Engineer shall approve the improvements. 3.2 SUBDIVIDER agrees to pay for each inspection of the improvements required by the City Engineer. 3.3 Approval of the private improvements by CITY shall not constitute a waiver by CITY of any defects in the improvements. 3.4 Until such time as the private improvements required by this Covenant are fully completed by SUBDIVIDER and approved by the City Engineer. SUBDIVIDER will be responsible for the care, maintenance, repair and replacement of such private improvements. 4.0 HOLD HARMLESS 4.1 SUBDIVIDER agrees to indemnify and hold CITY and CITY's officers, officials, employees, and agents harmless from, and against any and all liabilities, claims, demands. causes of action, losses, damages and costs, including all costs of defense thereof, arising out of, or in any manner connected directly or indirectly with, any acts or omissions of SUBDIVIDER or SUBDIVIDER's agents, employees, subcontractors, officials, officers or representatives, upon demand. SUBDIVIDER shall, at its own expense, defend CITY and CITY's officers, officials, employees and agents, from and against any and all such liabilities, claims, demands, causes of action, losses, damages and costs. 4.2 SUBDIVIDER's obligation herein includes, but is not limited to, alleged defects in the plans, specifications and design of the private improvements; but does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of a defect in the plans, specifications or design that is a result of a change required by CITY to SUBDIVIDER's proposed plans, specifications or design so long as such change is objected to, in writing, by SUBDIVIDER, and the writing is filed with the City Engineer more than ten days prior to the commencement of work. 4.3 SUBDIVIDER's obligation herein includes, but is not limited to, alleged defects in the construction of the private improvements; alleged defects in the materials furnished in the construction of the private improvements; alleged injury to persons or property; alleged inverse condemnation of property or a consequence of the design, construction, or maintenance of the work or the private improvements; and any accident, loss or damage to the work or the private improvements prior to the approval of the construction of the private improvements by CITY. 4.4 By approving the improvement plans, specifications and design or by inspecting or approving the private improvements, CITY shall not have waived the protections afforded herein to CITY and CITY's officers, officials, employees and agents or diminished the obligation of SUBDIVIDER who shall remain obligated in the same degree to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless as provided above. 4.5 SUBDIVIDER's obligation herein does not extend to liabilities, claims, demands, and causes of action, losses, damages or costs that arise out of CITY's intentional wrongful acts, CITY's violations of law, or CITY's sole active negligence. 5.0 INSURANCE 5.1 SUBDIVIDER shall obtain and maintain a policy of motor vehicle liability, public liability, general liability and Property damage a insurance from an insurance company approved by CITY and authorized to do business in the State of California, in an insurable amount of not less than one million dollars ($1,000,000.00) for each occurrence. The insurance policy shall provide that the policy shall remain in force during the life of this COVENANT and shall not be cancelled, terminated, or allowed to expire without thirty- (30) days prior written notice to CITY from the insurance company. 5.2 CITY shall be named as an additional insured on SUBDIVIDER's policies. 5.3 SUBDIVIDER shall furnish certificates of said insurance to CITY prior to commencement of work under this AGREEMENT. 6.0 REPAIR MAINTENANCE AND REPLACEMENT As a condition on the approval by CITY of the satisfactory construction of the private improvements, SUBDIVIDER shall prepare, have executed, and record a covenant, in a form satisfactory to CITY, whereby property owners who will be served by the private improvements will be obligated to provide for the repair, maintenance and replacement of the private improvements and to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless. 7.0 NOTICES 7.1 Any notices to be given under this COVENANT, or otherwise, shall be served by certified mail. 7.2 For the purposes hereof, unless otherwise provided in writing by the parties hereto, the address of CITY and the proper person to receive any such notice on its behalf is: City Engineer City of Encinitas 505 S. Vulcan Avenue Encinitas, CA 92024 And the address of SUBDIVIDER and the proper person to receive any such notice on Its behalf is: Barratt American Incorporated, a Delaware Corporation 5950 Priestly Drive Carlsbad, CA. 92008 8.0 SUBDIVIDER's CERTIFICATION OF AWARENESS OF IMMIGRATION REFORM AND CONTROL ACT OF 1986 SUBDIVIDER certifies that SUBDIVIDER is aware of the requirements of the Immigration Reform and Control Act of 1986 (8 USC SS 1101-1525) and will comply with these requirements, including but not limited to verifying the eligibility for employment of all agents, employees, subcontractors and consultants that are included in, satisfy the duties and obligations contained herein. 9.0 GENERAL PROVISIONS 9.1 Neither SUBDIVIDER nor any of SUBDIVIDER's agents or contractors are or shall be considered to be agents of CITY in connection with the performance of SUBDIVIDER's duties and obligations under this Covenant. 9.2 Sale or other disposition of the PROPERTY will not relieve SUBDIVIDER from the duties and obligations set forth herein. 9.3 SUBDIVIDER shall provide the improvements as an independent contractor and in pursuit of SUBDIVIDER's independent calling, and not as an employee of CITY. SUBDIVIDER shall not be under control of CITY except as to the result to be accomplished. SUBDIVIDER may confer with CITY as required to perform this Covenant. 9.4 No verbal agreement or conversation with any officer, official, agent or employee of CITY, either before, during or after the execution of this Covenant, shall effect or modify any of the terms or obligations herein contained. CALIFORNIA ALL-PURPOSE ACKNOWLEDGEMENT STATE OF CALIFORNIA ) COUNTY OF SAN DIEGO ) On October 19, 2006, before me, RAELEINE K. NABORS Nota Public, personally appeared ROBERT C. CUMMINGS. personally known to me subscribed to the within instrument and acknowledged whose name(s) is/aye edged to me that he/she{#hey executed the same in his/hefM,,,e� authorized capacity(tes), and that by his/cif signature(e) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. RAELEINE K NABORS w comm.*1477247 tq ` Notary Public-California y SAN DIEGO COUNTY � My Comm.Exp.April 13,2008 Signature (Seal) Though the data below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent reattachment of this form. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT R X INDIVIDUAL Quail Gardens, APN 258-130-85-00 Covenant Regarding Real Property CORPORATE OFFICER Private Improvements Req as Condition on VICE PRESIDENT Final Approval of Subdivision of Real Property TITLE TITLE OR TYPE OF DOCUMENT PARTNERS LIMITED 9 GENERAL NUMBER OF PAGES ATTORNEY-IN-FACT TRUSTEE(S) GUARDIAN/CONSERVATOR October 18, 2006 OTHER: DATE OF DOCUMENT SIGNER IS REPRESENTING: (NAME OF PERSON OR ENTITY) BARRATT AMERICAN INCORPORATED ' Recording Requested by: City Engineer I P When Recorded Mail To: '` City Clerk City of Encinitas 505 S. Vulcan Avenue Fnconmtas COVENANT REGARDING REAL PROPERTY: PUBLIC IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY Assessor's Parcel No. 258-130-85-00 Project No.: TM 03-104 W.O. No g1-FM A. Barratt American Incor orated a Delaware Cor oration (SUBDIVIDER" hereinafter) is the owner of real property which is commonly known as TM 03-104 ("PROPERTY" hereinafter) and which is described as follows: See Exhibit A which is attached hereto and made a part hereof. B. The Tentative Subdivision Map of the PROPERTY was approved, subject to certain conditions requiring the construction of public improvements by SUBDIVIDER. SUBDIVIDER has applied for final approval of the subdivision but has not constructed the required public improvements. In consideration of the final approval of the subdivision of the PROPERTY by the City of Encinitas ("CITY" hereinafter), SUBDIVIDER hereby covenants and agrees for the benefit of CITY, to do the following: See Exhibit B which is attached hereto and made a part hereof. C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrances, successors, heirs, personal representatives, transferees and assigns of the respective parties. D. SUBDIVIDER agrees that SUBDIVIDER'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 f 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 attorneys fees, from the other party. F. Failure of SUBDIVIDER 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 SUBDIVIDER,s satisfactory completion of SUBDIVIDER's duties and obligations contained herein, SUBDIVIDER 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 SUBDIVIDER. ACCEPTED AND AGREED: SUBDIVIDER Dated October 18, 2006 Signature Robert C. Cummings Printed Name Vice President Title Barratt American Incorporated, a Delaware Corporation (Notarization of OWNER signature is attached.) Y OF NIT Bv: A v f V`Peter Cota-Robles Director of Engineering Services Dated (Notarization not required) EXHIBIT "A" TM 03-104 LEGAL DESCRIPTION Real property in the City of Encinitas, County of San Diego, State of California, described as follows: THAT PORTION OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO BASE AND MERIDIAN, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE UNITED STATES GOVERNMENT SURVEY, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 15; THENCE ALONG THE WESTERLY LINE OF SAID NORTHEAST QUARTER, NORTH 01 010'58" EAST, 480.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID WESTERLY LINE, NORTH 01°10'58" EAST, 323.18 FEET TO THE SOUTHWEST CORNER OF LAND DESCRIBED IN DEED TO MABEL O'HARA, RECORDED NOVEMBER 27, 1928 IN BOOK 1552, PAGE 359 OF DEEDS; THENCE ALONG THE SOUTHERLY LINE OF SAID O'HARA'S LAND, SOUTH 88 050'29" EAST, TO THE NORTHWESTERLY BOUNDARY OF THAT PORTION OF COUNTY ROAD SURVEY NO. 373 (KNOWN AS QUAIL GARDENS ROAD), AS DESCRIBED IN DEED TO THE COUNTY OF SAN DIEGO, RECORDED NOVEMBER 28, 1924 IN BOOK 1038, PAGE 333 OF DEEDS, RECORDS OF SAN DIEGO COUNTY; THENCE SOUTHWESTERLY ALONG SAID NORTHWESTERLY BOUNDARY TO A LINE WHICH BEARS SOUTH 88 050'29" EAST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 88 050'29" WEST TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM THE RIGHT OF WAY FOR QUAIL GARDENS DRIVE AS CONVEYED TO THE CITY OF ENCINITAS IN GRANT DEED RECORDED MARCH 1, 2005 AS INSTRUMENT NO. 2005-0169169 OF OFFICIAL RECORDS OF SAN DIEGO COUNTY. APN: 258-130-85-00 ATTACHMENT B TO COVENANT REGARDING REAL PROPERTY: PUBLIC IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. PROJECT NO. TM 03-104 SUBDIVIDER's DUTIES AND OBLIGATION Name of SUBDIVIDER: Barratt American Inc. Tract or Parcel Map Number TM 03-104 Name of subdivision: PC 03-104 TM/DR/CDP Resolution of Approval Number: PBD 2005-04 Adopted: January 20 2005 Estimated total cost of improvements: $77 173.00 1.0 IMPROVEMENTS REQUIRED 1.1 SUBDIVIDER agrees at SUBDIVIDER's own cost and expense to furnish all the labor, equipment and materials to perform and complete, in accordance with the plans and specifications and to the satisfaction and approval of the City Engineer, all of the public improvements referred to below: Improvement plans drawing no. 9481-1 sheets 1 through 5 and prepared by Stantec Consulting INC as approved by the City Engineer together with any subsequent amendments approved in writing by the City Engineer on file with CITY in City Engineer's office and incorporated herein as though fully set forth at length. 1.2 Further, SUBDIVIDER agrees to perform the following conditions: Public Improvements pursuant to 03-104 TM and 9481-G 1 2.0 PROGRESS OF WORK 2.1 Time is of the essence with this Covenant. SUBDIVIDER shall commence substantial construction of the public improvements required by this Covenant no later than one year from the date of approval by the City Engineer and shall complete the public improvements no later than two years and three months from the date of said approval. In the event good cause exists, as determined by the City Engineer, the time for commencement of construction or completion of the public improvements hereunder may be extended. Any such extension may be granted without notice to SUBDIVIDER's Surety or Sureties, if any, and shall in no way affect the validity of this Covenant or release the Surety or Sureties on any security given for the faithful performance of this Covenant. The City Engineer shall be the sole and final judge as to whether or not good cause has been shown to entitle SUBDIVIDER to an extension. As a condition of such extensions, the City Engineer may require SUBDIVIDER to furnish new security guaranteeing performance of this Covenant, as extended, in an increased amount as necessary to compensate for any increase in construction costs as determined by the City Engineer. 2.2 If any of the public improvements are to be constructed or installed on land not owned by SUBDIVIDER, no construction or installation shall be commenced prior to SUBDIVIDER demonstrating to CITY that SUBDIVIDER has acquired the appropriate property interests. 2.3 SUBDIVIDER shall, at SUBDIVIDER's expense, obtain all necessary permits and licenses for the construction of the public improvements and give all necessary notices and pay all fees and taxes required by law. 2.4 SUBDIVIDER shall notify"the City Engineer in writing at least 15 days prior to the commencement of work hereunder. No construction work shall begin until authorized by CITY. 2.5 SUBDIVIDER shall not be entitled to obtain occupancy permits for the buildings constructed on any lot created by the subdivision until all required improvements have been provided to the satisfaction of the City Engineer. 2.6 SUBDIVIDER shall at all times maintain safe construction facilities, and provide safe access, for inspection CITY, to all parts of the work and to the shops wherein the work is in preparation. 2.7 SUBDIVIDER shall give good and adequate warning to the public to each and every existing danger relating to the construction of the public improvements, and shall protect the public from such dangers. 3.0 INSPECTION/APPROVAL OF IMPROVEMENTS 3.1 The City Engineer or his duly authorized representative, upon request of SUBDIVIDER, shall inspect, at SUBDIVIDER's expense the public improvements herein agreed to be constructed and installed by SUBDIVIDER. If determined to be in accordance with applicable CITY standards and the other terms of this Covenant, the City Engineer shall approve the improvements. 3.2 SUBDIVIDER agrees to pay for each inspection of the improvements required by the City Engineer. 3.3 Approval of the public improvements by CITY, shall not constitute a waiver by CITY of any defects in the improvements. 3.4 Until such time as the public improvements required by this Covenant are fully completed by SUBDIVIDER and approved by the City Engineer. SUBDIVIDER will be responsible for the care, maintenance, repair and replacement of such public improvements. 4.0 HOLD HARMLESS 4.1 SUBDIVIDER agrees to indemnify and hold CITY and CITY's officers, officials, employees, and agents harmless from, and against any and all liabilities, claims, demands, causes of action, losses, damages and costs, including all costs of defense thereof, arising out of, or in any manner connected directly or indirectly with, any acts or omissions of SUBDIVIDER or SUBDIVIDER's agents, employees, subcontractors, officials, officers or representatives. Upon demand, SUBDIVIDER shall; at its own expense, defend CITY and CITY's officers, officials, employees and agents, from and against any and all such liabilities, claims, demands, causes of action, losses, damages and costs. 4.2 SUBDIVIDER's obligation herein includes, but is not limited to, alleged defects in the plans, specifications and design of the public improvements; but does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of a defect in the plans, specifications or design that is a result of a change required by CITY to SUBDIVIDER's proposed plans, specifications or design so long as such change is objected to, in writing, by SUBDIVIDER, and the writing is filed with the City Engineer more than ten days prior to the commencement of work. 4.3 SUBDIVIDER's obligation herein includes, but is not limited to, alleged defects in the construction of the public improvements; alleged defects in the materials furnished in the construction of the public improvements; alleged injury to persons or property; alleged inverse condemnation of property or a consequence of the design, construction, or maintenance of the work or the public improvements; and any accident, loss or damage to the work or the public improvements prior to the approval of the construction of the public improvements by CITY. 4.4 By approving the improvement plans, specifications and design or by inspecting or approving the public improvements, CITY shall not have waived the protections afforded herein to CITY and CITY's officers, officials, employees and agents or diminished the obligation of SUBDIVIDER who shall remain obligated in the same degree to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless as provided above. 4.5 SUBDIVIDER's obligation herein does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of CITY's intentional wrongful acts, CITY's violations of law, or CITY's sole active negligence. 5.0 INSURANCE 5.1 SUBDIVIDER shall obtain and maintain a policy of motor vehicle liability, public liability, general liability and property damage insurance from an insurance company approved by CITY and authorized to do business in the State of California, in an insurable amount of not less than one million dollars ($1,000,000.00) for each occurrence. The insurance policy shall provide that the policy shall remain in force during the life of this COVENANT and shall not be cancelled, terminated, or allowed to expire without thirty- (30) days prior written notice to CITY from the insurance company. 5.2 CITY shall be named as an additional insured on SUBDIVIDER's policies. 5.3 SUBDIVIDER shall furnish certificates of said insurance to CITY prior to commencement of work under this AGREEMENT. 6.0 REPAIR, MAINTENANCE AND REPLACEMENT As a condition on the approval by CITY of the satisfactory construction of the public improvements, SUBDIVIDER shall prepare, have executed, and record a covenant, in a form satisfactory to CITY, whereby property owners who will be served by the public improvements will be obligated to provide for the repair, maintenance and replacement of the public improvements and to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless. 7.0 NOTICES 7.1 Any notices to be given under this COVENANT, or otherwise, shall be served by certified mail. 7.2 For the purposes hereof, unless otherwise provided in writing by the parties hereto, the address of CITY and the proper person to receive any such notice on its behalf is: City Engineer City of Encinitas 505 S. Vulcan Avenue Encinitas, CA 92024 And the address of SUBDIVIDER and the proper person to receive any such notice on its behalf is: Barratt American Inc. 5950 Priestly Drive Carlsbad, CA 92008 8.0 SUBDIVIDER's CERTIFICATION OF AWARENESS OF IMMIGRATION REFORM AND CONTROL ACT OF 1986 SUBDIVIDER certifies that SUBDIVIDER is aware of the requirements of the Immigration Reform and Control Act of 1986 (8 USC SS 1101-1525) and will comply with these requirements, including but not limited to verifying the eligibility for employment of all agents, employees, subcontractors and consultants that are included in, satisfy the duties and obligations contained herein. 9.0 GENERAL PROVISIONS 9.1 Neither SUBDIVIDER nor any of SUBDIVIDER's agents or contractors are or shall be considered to be agents of CITY in connection with the performance of SUBDIVIDER's duties and obligations under this Covenant. 9.2 Sale or other disposition of the PROPERTY will not relieve SUBDIVIDER from the duties and obligations set forth herein. 9.3 SUBDIVIDER shall provide the improvements as an independent contractor and in pursuit of SUBDIVIDER's independent calling, and not as an employee of CITY. SUBDIVIDER shall not be under control of CITY except as to the result to be accomplished. SUBDIVIDER may confer with CITY as required to perform this Covenant. 9.4 No verbal agreement or conversation with any officer, official, agent or employee of CITY, either before, during or after the execution of this Covenant, shall effect or modify any of the terms or obligations herein contained. CALIFORNIA ALL-PURPOSE ACKNOWLEDGEMENT STATE OF CALIFORNIA ) COUNTY OF SAN DIEGO ) On October 19, 2006, before me, RAELEINE K. NABORS, Notary Public, personally appeared ROBERT C. CUMMINGS personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand nd official seal. LEINE K.NABORS r. oNIM.#1477247 m N J&7 ry Publfe-CalHornla y SAN DIEGO COUNTY + My Comm.ExP.April 13,2008 Signature (Seal) Though the data below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent reattachment of this form. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT R INDIVIDUAL X CORPORATE OFFICER VICE PRESIDENT Quail Gardens,APN 258-130-85-00 Covenant Regarding Real Property Public Improvements Req as Condition on Final Approval of Subdivision of Real Property TITLE TITLE OR TYPE OF DOCUMENT PARTNERS HGENERAL LIMITED 10 NUMBER OF PAGES ATTORNEY-IN-FACT TRUSTEE(S) October 18,2006 GUARDIAN/CONSERVATOR DATE OF DOCUMENT OTHER: SIGNER IS REPRESENTING: (NAME OF PERSON OR ENTITY) BARRATT AMERICAN INCORPORATED - - WJvvc/vvs Geotechnical 1384 Poinsettia Ave., Suite A E O Environmental Vista, CA 92081-8505 (760) 599-0509 FAX (760) 599-0593 Materials d.0 EK, INC* i August 21, 2006 Project No.: 2868SD3 $ARRATT AMERICAN, INC. 5965 Priestly Drive Carlsbad, California 92008 Attention: Mr, Peter Nedley Subject: Geotechnical Plan Review Proposed Residential Development Quail Gardens -TM 03-104,GP 9481 Encinitas, California References: 1.) Geotechnical Parameters for Design of proposed Geogrid Walls, The Quail Gardens Development, TM- 03-104, Encinitas, California, by GeoTek, Inc., Project No. 2868SD3, dated April 4,2006. 2.) Prelinninary Geotecbnical Evaluation, Proposed Residential Subdivision, Encinitas, California,by GeoTek,Inc.dated September 20,2005. 3.) Precise Grading Plans for Quail Gardens Drive,TM 03-104,Encinitas,California, 10 Sheets, by Stantec Consulting,Inc.undated. 4_) Improvenment Plans for Quail Gardens Drive,TM 03-104/DR/CDP,Encinitas, California, 5 sheets,by Stantec Consulting,Inc.,undated. Dear Mr.Nedley: ;r. accordance with your authorization, we are providing herewith this letter summarizing our _2C-ec`<mical plan review for the project site. We have performed a geotechnical plan review and found that the above-referenced grading and improvement plans are in general conformance with the intentions of the findings and recommendations contained in the referenced soils report. As such, additional comments or recommendations do not appear to be warranted. A.r-1ZONA CALIFORNIA IDAHO NEVADA --- - -- � LE V VJ/V Vo i BARRATT AMERICAN,INC. Project No.:2868SD3 Proposcd Residential Development August 21,2006 Quail Gardens Encinitas California Page 2 The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance,please do not hesitate to contact the undersigned. Respectfully Submitted, TeoTek,Inc. Q�pfESS/pyq ��GlNEERlr��,C '(p (Eye— �.�o w4�V P 4���plo W . � _ v No.EG 22 /` ' te 0%`�( G a.tzr3��� `,� *P �"p•/�'� William R. Morrison, ,,;P�4�� J�effrey P. Blake, of CAO'r GE 2468, Exp. 12/31/06 ( 'CEG 2248, Ex p. 10 Senior Engineer �/� Senior Project Manager Distribution: (3) Addressee (2) Stantec—attn:Erin Sweeney—one via facsimile @1-619-544-1888 G_TrojectaTrojects 2000 to 2999\Projects 2850 to 2599\2868 Quail GardensTlan review'grading.doc fwx'INC. 1 � U L �I 1 1 v JUL 3 2007 ! ' E d: NG SERVICES PRELIIIIINARY GEOTEcHMcAL EVALUATION FOR PROPOSED RESIDENTIAL SUBDIVISION ENCINITAS, SAN DIEGO COUNTY, CALIFORNIA 1:1111mis la o Geotechnical Environmental EK, INC. Materials ARIZONA CALIFORNIA IDAHO NEVADA PRELIMINARY GEOTECBNICAL EVALUATION FOR -- PROPOSED RESIDENTIAL SUBDIVISION ENCINITAS, SAN DIEGO COUNTY, CALIFORNIA PREPARED FOR BARRATT AMERICAN,INC. 5950 PRIESTLY DRIVE, SUITE 101 y° CARLSBAD, CALIFORNIA 92008 PREPARED BY GEOTEK, INC. 1384 POINSETTIA AVENUE VISTA, CALIFORNIA 92083 PROJECT NO.: 2868SD3 SEPTEMBER 20, 2005 WER,INC. �4 Geotechnical y ® 1384 Poinsetta Ave., Suite A Vista, CA 92081-8505 Environmental k (760) 599-0509 FAX (760) 599-0593 Materials EK, INC. September 20, 2005 Project No.: 2868SD3 Barratt American, Inc. 5950 Priestly Drive, Suite 101 Carlsbad, California 92008 Attention: Mr. Dave Jacinto Subject: Preliminary Geotechnical Evaluation Proposed Residential Subdivision Encinitas, San Diego County, California Dear Mr. Jacinto: _... As requested and authorized, we have performed a preliminary geotechnical evaluation for the subject site located in the City of Encinitas, San Diego County, California. This report presents the results of our evaluation, discussion of our findings, and provides geotechnical recommendations for foundation design and construction. In our opinion, the proposed development of the site appears feasible from a geotechnical viewpoint provided that the recommendations included herein are incorporated into the design and construction phases of the project. The opportunity to be of service is sincerely appreciated. If you should have any questions,please do not hesitate to call our office. Respectfully sub y GeoTek Inc. P. AMA CIO CM LU No. 2468 a . Ex p.12/31�Jf William R. Mo TF CAL* Paul J. DeRisi j Jeffrey P Blake, GE 2468, Exp. 12/31/06 Staff Geologist CEG 2248, Exp. 10/31/05 Senior Engineer Senior Engineering Geologist (5)Addressee G:IProjectsWrojects 2000 to 29991Projects 1850 to 289911868 Quail Gardens12868 GeoRpt.doc ARIZONA CALIFORNIA IDAHO NEVADA BARRATT AMERICAN,INC. Project No.:2.868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page i TABLE OF CONTENTS 1. INTENT................................................................................................................................................................1 2. PURPOSE AND SCOPE OF SERVICES..........................................................................................................1 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT.........................................................................2 3.1 SITE DESCRIPTION...................................................................................................................................2 3.2 PROPOSED DEVELOPMENT.............................................................................................................................2 4. FIELD EXPLORATION AND LABORATORY TESTING...........................................................................3 4.1 FIELD EXPLORATION......................................................................................................................................3 4.2 LABORATORY TESTING...................................................................................................................................3 5. GEOLOGIC AND SOILS CONDITIONS........................................................................................................3 5.1 REGIONAL SETTINGS......................................................................................................................................3 5.2 SUBSURFACE SOIL CONDITIONS......................................................................................................................4 5.2.1 Artificial Fill........................................................................................................................................4 5.2.2 Terrace Deposits.................................................................................................................................4 5.2.3 Torrey Sandstone................................................................................................................................4 5.3 SURFACE AND GROUND WATER....................................................................................................................5 5.3.1 Surface Water......................................................................................................................................5 5.3.2 Groundwater.......................................................................................................................................5 5.4 FAULTING AND SEISMICITY...........................................................................................................................5 5.5 OTHER GEOLOGIC HAZARDS 5.6 SLOPE STABILITY...........................................................................................................................................6 6. CONCLUSIONS AND RECOMMENDATIONS............................................ 6.1 GENERAL..................................................................................................................... 7 6.2 EARTHWORK CONSIDERATIONS......................................................................................... 7 ........... 6.2.1 Site Clearing............................................................. 62.2 Fills..................................................................................................................................................... 7 6.2.3 Removals........................................................................................................................ 6.2.4 Excavation Characteristics.................................................................................................................8 62.5 Soil Balancing........................................................................................... 6.3 DESIGN RECOMMENDATIONS......................................................................... 9 ............................... 6 3.1 Foundation Design Criteria.......................................................................... 9 ...................... 6.3.2 Settlement................................................................................................. 63.3 Seismic Design Parameters...............................................................................................................10 6.3.4 Foundation Set Backs........................................................................................................................10 6 3.5 Slab-on-Grade Construction..................................................................... 11 6.3.6 Subgrade Moisture............................................................................................................................11 63.7 Soil Corrosivity.................................................................................................................................11 6.3.8 Preliminary Pavement Design...........................................................................................................12 6.4 CONCRETE CONSTRUCTION..................................................... ...........................12 ......................................... 64.1 General..............................................................................................................................................12 6.4.2 Cement Type......................................................................................................................................12 _. 64.3 Concrete Flatwork...................................... .......................................13 ............................................... 6.5 RETAINING WALL DESIGN AND CONSTRUCTION.................. ........................13 ............................................... VEK,INC. .......... BARRATT AMERICAN,INC. Project No.: 2868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page ii TABLE OF CONTENTS 6.5.1 General Design Criteria....................................................................................................................13 6.5.2 Wall Backfill and Drainage...............................................................................................................14 6.6 POST CONSTRUCTION CONSIDERATIONS........................................................................................15 6.6.1 Landscape Maintenance and Planting..............................................................................................15 6.6.2 Drainage...........................................................................................................................................15 6.7 PLAN REVIEw AND CONSTRUCTION OBSERVATIONS........................................... .............16 ........................... 7. LIMITATIONS..................................................................................................................................................16 8. SELECTED REFERENCES............................................................................................................................18 ENCLOSURES Fi ure 1—Site Location Map Plate 1 —Trench Location Plan Appendix A—Logs of Exploratory Trenches Appendix B—Results of Laboratory Testing Appendix C—General Grading Guidelines for Earthwork Construction %!EK,INC. BARRATT AMERICAN,INC. Project No.: 2868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page 1 1. INTENT It is the intent of this report to aid in the design and construction of the proposed development. Implementation of the advice presented in Section 6 of this report is intended -- to reduce risk associated with construction projects. The professional opinions and geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction. The scope of our evaluation is limited to the area explored, which is shown on Figure 2. This evaluation does not and should in no way be construed to encompass any areas beyond the specific area of the proposed construction as indicated to us by the client. Further, no evaluation of any existing site improvements is included. The scope is based on our understanding of the project and the client's needs, and geotechnical engineering standards normally used on similar projects in this region. 2. PURPOSE AND SCOPE OF SERVICES The purpose of this study was to evaluate the overall geotechnical conditions on the site. Services provided for this study included the following: ➢ Research and review of readily available published data regarding geologic and soil conditions at the site; ➢ Site exploration consisting of the excavation, logging, and sampling of 6 exploratory trenches; ➢ Laboratory testing on representative samples collected during the field investigation; ➢ Review and evaluation of site seismicity; ➢ Geotechnical evaluation of field and laboratory data; and ➢ Compilation of this geotechnical report which presents our findings, conclusions, and recommendations for site development. tEK,INC. BARRATT AMERICAN,INC. Project No.:2868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision page 2 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 3.1 SITE DESCRIPTION The subject property, identified as APN 258-130-54, is located in the City of Encinitas, California. More specifically, the site is located on the west side of Quail Gardens Drive, north of Encinitas Boulevard. The property is an irregular-shaped parcel that encompasses approximately 3.3 acres. The property is bounded to the east by Quail Gardens Drive, to the -- west by a residential development that is currently undergoing earthwork activities, and to the north and south by existing single-family residences. The site topography consists of gently to steeply sloping terrain that appears to have been subject to previous grading activities. Cut pads in the northwest and north-central portions of - the site along with cut slopes on the order of 10 to 20 feet in height were observed at the time of site exploration. Existing ground elevations range from approximately 230 feet above mean sea level (MSL) in the northwest corner of the site to 160 feet (MSL) in the southeast corner of the site. Overall site drainage is to the east and southeast. Further information regarding site layout is shown on Figure 2. 3.2 PROPOSED DEVELOPMENT Based on the information available to us, we understand that the subject property will be developed into 12 typical single-family residential lots with associated site improvements. _.. The proposed lots will contain single- or two-story wooden residential structures with conventional slab on grade and/or shallow foundations. Structural loads are anticipated to be less than 2500 pounds per lineal foot for continuous wall footings and 30 kips for individual columns. Based on the tentative site plan provided to us by you, cuts on the order of 20 feet are anticipated. If the site development differs from the assumptions made herein, the _ recommendations included in this report should be subject to further review and evaluation. WEK,INC. BARRATT AMERICAN,INC. Project No.: 2868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Paize 3 4. FIELD EXPLORATION AND LABORATORY TESTING 4.1 FIELD EXPLORATION The field exploration was conducted on July 25, 2005. Six exploratory trenches were excavated utilizing a rubber tire backhoe (John Deere 310SE) to a maximum depth of 8.5 feet below existing site grades. Excavations were terminated due to practical refusal in dense formational materials. The locations of the exploratory trenches are shown on Figure 2, Trench Location Plan. A geologist from our firm logged the trenches and collected samples for use in the laboratory testing. The logs of exploratory trenches and additional information regarding field sampling and testing procedures are included in Appendix A. 4.2 LABORATORY TESTING Laboratory testing was performed on select samples collected during the field exploration. The purpose of the laboratory testing was to confirm the field classification of the soil materials encountered and to evaluate their physical properties for use in the engineering design and analysis. The results of the laboratory-testing program along with a brief description and relevant information regarding testing procedures are included in Appendix B. 5. GEOLOGIC AND SOILS CONDITIONS 5.1 REGIONAL SETTINGS The subject site is situated within the coastal section of the Peninsular Ranges Geomorphic Province. The Peninsular Ranges province occupies the southwestern portion of the state of California. The Peninsular Ranges contain the deeply eroded remnants of a single continuous - volcano-plutonic arc that formed during the Mesozoic. The Peninsular Ranges' dominant structural features are northwestward trending fault blocks. The Peninsular Ranges province is bounded by the Transverse Ranges Province to the north, the Colorado Desert Province to the east, Mexico to the south, and Pacific Ocean to the west. Included within the province are the offshore islands of Santa Catalina, San Clemente, and Santa Barbara. Major mountain �. ranges within the province include the San Jacinto, Santa Ana, Santa Rosa, Agua Tibia, and Laguna Mountains. The highest elevation is found at San Jacinto Peak (10,805-feet) in the WEX,INC. BARRATT AMERICAN,INC. Project No.:2868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page 4 San Jacinto Mountains. Summit elevations generally decrease to the west. Slopes in the western portion of the province are gentler, similar to the Sierra Nevada. Drainage is generally provided by the San Diego, San Dieguito, San Luis Rey, Santa Margarita, Santa Ana, and San Jacinto Rivers. 5.2 SUBSURFACE SOIL CONDITIONS A brief description of the earth materials encountered on this site is presented in the following sections. A more detailed description of these materials is provided in the logs of exploratory trenches included in Appendix A. Based on our site reconnaissance, subsurface excavations, and review of published geologic maps, the site is underlain to the depth explored by the Torrey Sandstone. Quaternary Terrace Deposits were observed to overlie the Torrey Sandstone in the upper (northwest) portion of the site. Localized areas of artificial fill materials were also noted in the southern and eastern portions of the site. 5.2.1 Artificial Fill Fill materials that appear to be associated with previous on-site grading activities were encountered in the southern and eastern portions of the site. Where observed, the fill - thickness varied between 2 and 7 feet and can generally be described as red-brown to brown, damp to moist, loose to dense, silty sand with variable amounts of clay, gravel, and rock fragments. Trash and organic debris was also observed within the portions of fill materials encountered. These materials are considered to be potentially compressible and unsuitable for structural support or placement of additional fill in their current condition. 5.2.2 Terrace Deposits Published geologic maps and our subsurface exploration indicate that Quaternary-aged Terrace Deposits overlie the Torrey Sandstone in the upper (northwest) portion of the site. Where encountered, the Terrace Deposits can generally be described as orange-brown, damp to moist, medium dense to dense, silty sand with trace well rounded gravels. 5.2.3 Torrey Sandstone Published geologic maps and our subsurface exploration indicate Tertiary-aged Torrey Sandstone underlies the fill and Terrace Deposits to the depth explored. As encountered, the sedimentary materials comprising the Torrey Sandstone, can generally be described as light gray to yellow-brown mottled with iron oxide, dry to moist, dense to very dense, silty fine to WEKINC. BARRATT AMERICAN, INC. Project No.:2868SD3 Preliminary Geotechnical Evaluation September 20, 2005 Proposed Residential Subdivision Pam medium grained sandstone. A relatively thin interbedded lens of siltstone/claystone and sandstone was encountered in our excavation T-3. The shear strength characteristics of these materials were also estimated in accordance with the results of the laboratory direct shear testing on a representative sample collected during the field investigation. The results of the testing are presented in Table 5.1.2 below: TABLE 5.1.2—RESULTS OF LABORATORY SHEAR TESTING(ASTM D3080) Soil Description/ Shear Strength Dry Unit Source Friction Cohesion Weight Reference (Degrees) s (pcf) T8-3 at 4.5' 28 80 102 See Plate SH-1, Appendix B -o- (Torrey Sand) for more information 5.3 SURFACE AND GROUND WATER 5.3.1 Surface Water — If encountered, surface water on this site is likely the result of direct precipitation or surface run-off from surrounding sites. Overall site drainage is to the southeast. An existing detention basin, that was likely constructed during previous grading operations, was observed in the east side of the site. All site drainage should be reviewed and designed by the project civil engineer. 5.3.2 Groundwater Groundwater was not encountered in any of our exploratory excavations. No natural groundwater condition is known to be present which would impact site development. However, groundwater or localized seepage can occur due to variations in rainfall, irrigation practices, and other factors not evident at the time of this investigation. 5.4 FAULTING AND SEISMICITY The site is in a seismically active region. No active or potentially active fault is known to exist at this site. The site is not situated within an Alquist-Priolo Earthquake Fault Zone (Special Studies Zone). VEK,INC. BARRATT AMERICAN, INC. Project No.: 2868SD3 Preliminary Geotechnical Evaluation September 20, 2005 Proposed Residential Subdivision Page 6 The computer program EQFAULT (Blake, 2000a) was used to approximate the distance to known faults and estimate peak ground accelerations based on a deterministic analysis. The Rose Canyon Fault located approximately 3.4 miles west of the site is considered to represent the highest risk to generate ground shaking. A maximum earthquake magnitude of 6.9 and an estimated peak ground acceleration of 0.34g are postulated based on the analysis. 5.5 OTHER GEOLOGIC HAZARDS ➢ The liquefaction potential on the site is considered to be low due to the relatively dense nature of the soils comprising the Torrey Sandstone and the observed lack of shallow groundwater during our subsurface exploration. ➢ Dynamic settlement at this site does not appear to be a concern at this site due to the relatively dense nature of the prevailing soils conditions. ➢ Evidence of ancient landslides or slope instabilities at this site was not observed during our evaluation. ➢ The potential for secondary seismic hazards such as seiches and tsunamis are considered to be negligible due to the site's elevation and distance from an open body of water. 5.6 SLOPE STABILITY Based on our past experience and the results of the laboratory shear strength testing, the proposed 2:1 (H:V) fill slopes constructed with the onsite fill materials are anticipated to be stable with respect to deep-seated failures. Based on the preliminary grading plans provided to us by you, the proposed 2:1 (H:V) cut slopes within the site are expected to be primarily constructed within the Torrey Sandstone. Our experience with these formational materials indicates that they possess a relatively high shear strength. As such, these slopes should be stable against deep-seated failure. However, due to the relatively cohesionless nature of these materials, localized surface sloughing or erosion could occur. Consideration should be given to provide appropriate protection against erosion on the steeper sloping portions of the site. The project civil engineer should recommend appropriate erosion control measures. WEK,INC. BARRATT AMERICAN, INC. Project No.:2868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page 7 6. CONCLUSIONS AND RECOMMENDATIONS 6.1 GENERAL The proposed development of the site appears feasible from a geotechnical viewpoint provided that the following recommendations are incorporated into the design and construction phases of development. However, the presence of loose and potentially compressible materials on this site warrants special considerations. Thus, we recommend that remedial grading be performed for the upper 6 to 7 feet of existing undocumented fill in accordance with Section 6.2.3 below. 6.2 EARTHWORK CONSIDERATIONS Earthwork and grading should be performed in accordance with the appropriate grading ordinances of the City of Encinitas and our recommendations contained in this report. The Grading Guidelines included in Appendix D outline general procedures and do not anticipate all site-specific situations. In the event of conflict, the recommendations presented in the text of this report should supersede those contained in Appendix D. 6.2.1 Site Clearing In areas of planned grading or improvements, the site should be cleared of vegetation, roots and other deleterious debris, and properly disposed of offsite. 6.2.2 Fills The existing formational and undocumented fill materials are considered suitable for reuse as compacted fill provided they are free from vegetation, debris and other deleterious material. The undercut areas should be brought to final subgrade elevations with fill compacted in accordance with the general grading guidelines presented in Appendix D. 6.2.3 Removals Based on the results of this investigation, the undocumented fill materials encountered during our site exploration appear to be relatively loose and potentially compressible. As such, they - are considered unsuitable for the support of settlement-sensitive structures or additional fill in WEK,INC. BARRATT AMERICAN, INC. Project No.: 2868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page 8 their current condition and should be subject to complete removal and recompaction within the limits of grading. It should be noted that the lateral extent of removal from the outside edge of all settlement- sensitive structures/foundations should be equivalent to that vertically removed. Similarly, all compacted fill should extend laterally from the outside edge of all settlement-sensitive _ structures or foundations to a distance equal to the depth of filling. 6.2.4 Transition Lots No finalized grading plans were available for our review at the time of this report. If buildings or other settlement sensitive improvements are planned across cut-fill transitions, the entire cut portion of the building pad should be overexcavated to a minimum depth of 3 feet below finish grade or 18 inches below the bottom of the proposed footings (whichever is deeper) and replaced with compacted fill. This overexcavation and recompaction is recommended in order to reduce the potential for differential settlements between cut and fill transitions. 6.2.5 Excavation Characteristics Excavation in the sandy formational materials within the depth explored can be expected to be performed using heavy-duty grading equipment in good operating condition. All temporary excavations for grading purposes and installation of underground utilities should be constructed in accordance with OSHA guidelines. Temporary excavations within the onsite Terrace Deposits and formational materials should be stable at 1:1 inclinations for cuts less than 15 feet in height. 6.2.6 Soil Balancing Several factors will impact earthwork balancing on the site, including shrinkage, bulking, subsidence, trench spoils from utilities and footing excavations, and final pavement section thickness as well as the accuracy of topography. Shrinkage, bulking and subsidence are primarily dependent upon the degree of compactive effort achieved during construction. For planning purposes, a shrinkage factor of 10 percent to 15 percent may be applied for the fill materials requiring removal as described in Section 6.2.3 above. A bulking factor of 5 percent to 10 percent may be assumed for materials -_ excavated in the Torrey Sandstone and Terrace Deposits. WEK'INC. BARRATT AMERICAN,INC. Project No.:2868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page 9 The above estimates are intended as an aid for project engineers in determining earthwork quantities. It is recommended that site development be planned to include an area that could be raised or lowered to accommodate final site balancing. -- 6.3 DESIGN RECOMMENDATIONS 6.3.1 Foundation Design Recommendations Foundation design criteria for conventional foundation system are presented herein. These are typical design criteria and are not intended to supersede the design by the structural engineer. Based on the results of this investigation and our past experience, the majority of the onsite soils may be classified as having a very low expansion potential (0<EI<21) with a Plasticity Index (PI) of less than 20. However, testing of soils near finish grade should be performed at the completion of site grading to verify the actual conditions. At that time supplemental recommendations may be warranted. The proposed residential structures can be supported on conventional continuous or isolated spread footings entirely bearing upon firm formational materials comprising the Terrace Deposits and the Torrey Sandstone or at least 18 inches of properly compacted fill materials. Foundations supporting single story structures should be constructed with an embedment of at least 12 inches below finish grade. Those foundations that will support two- and three-story structures should be constructed with embedments of at least 18 inches and 24 inches below finish grade, respectively. At these depths, footings may be designed for an allowable soil bearing value of 2,000 psf. This value may be increased by one-third for loads of short duration, such as wind and seismic forces. Continuous footings supporting single-story structures should have a minimum width of 12 inches. Continuous footings supporting two- and three-story structures should have minimum widths of 15 inches and 18 inches, respectively. Based on geotechnical considerations, footings should be provided with reinforcement consisting of two No. 4 rebars, one top and one bottom. We recommend a minimum width of 24 inches for isolated spread footings. The passive resistance may be computed as an equivalent fluid pressure having a density of 250 psf per foot of depth, to a maximum earth pressure of 3,000 psf. A coefficient of friction between soil and concrete of 0.35 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. tEKINC. BARRATT AMERICAN,INC. Project No.:2868SD3 Preliminary Geotechnical Evaluation September 20, 2005 Proposed Residential Subdivision Page 10 In order to help reduce the potential for misalignment of proposed garage door openings we recommend a grade beam be provided at each garage door opening. This grade beam should be designed in accordance with the structural engineer's requirements and have a minimum reinforcement of two No. 4 rebars (one top and one bottom). 6.3.2 Settlement - Based on the anticipated loading conditions described in Section 3.2 and the geotechnical recommendations presented herein, total settlement is expected to be less than one half inch. It is anticipated that the majority of the settlement will occur during construction. Differential settlement is expected to be less than one-half of the total settlement. 6.3.3 Seismic Design Parameters Seismically resistant structural design in accordance with local building ordinances should be followed during the design of all structures. Building Codes have been developed to reduce structural damage. However, some level of damage as the result of ground shaking generated by nearby earthquakes is considered likely in this general area. For the purpose of seismic design a Type B seismic source (Rose Canyon Fault) located approximately 5.4 km from the site may be used. Table 6.3.2 below presents seismic design factors in keeping with the criteria presented in the 2001 CBC, Division IV &V, Chapter 16. TABLE 6.3.2—SEISMIC DESIGN PARAMETERS Soil Profile Seismic ....Y Parameters Type Ce C� N, N� Source Type Source Table 16A-J 16A-Q 16A-R 16A-S 16A-T 16A-U Value Sc 0.40 0.67 1.0 1.2 B — 6.3.4 Foundation Set Backs Where applicable, the following setbacks should apply to all foundations. Any improvements not conforming to these setbacks may be subject to lateral movements and/or differential settlements: ➢ The outside bottom edge of all footings should be set back a minimum of H/3 (where H is the slope height) from the face of any descending slope. The setback should be at least 7 feet and need not exceed 40 feet. 4rEK,INC. BARRATT AMERICAN,INC. Project No.:2868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page 11 ➢ The bottom of all footings for structures near retaining walls should be deepened so as to extend below a 1:1 projection upward from the bottom inside edge of the wall stem. ➢ The bottom of any existing foundations for structures should be deepened so as to extend below a 1:1 projection upward from the bottom of the nearest excavation. 6.3.5 Slab-on-Grade Construction Concrete slabs should be a minimum of 4 inches thick and reinforced with at least No. 3 steel bars placed at 18 inches on center, both ways. The slab reinforcement should be positioned and maintained within the middle one-third of the concrete slab. Control joints should be provided to help reduce random cracking. Where moisture condensation is undesirable, all slabs should be underlain with a minimum 6-mil polyvinyl chloride membrane, sandwiched between two layers of clean sand (SE above 25) each being at least two inches thick. Care should be taken to adequately seal all seams and not puncture or tear the membrane. It should be noted that the above recommendation is based on soil support characteristics only. The structural engineer should design the actual slab based on actual loading conditions and possible concrete shrinkage. 6.3.6 Subgrade Moisture The subgrade should be properly moisture conditioned prior to placing concrete. The moisture content of subgrade soils should be at least optimum moisture to a minimum depth of 12 inches below finish pad grade for the encountered very low expansive soils. Moisture conditioning can require an extended period of time to achieve. Our representative should check moisture content prior to placing the vapor barrier or reinforcing steel. If the subgrade is not reasonably sealed within 24 hours by placing the vapor barrier or concrete or the concrete is not poured within 96 hours of testing, the moisture tests should be considered _ invalid unless evaluated otherwise by this office. The foundation contractor should be responsible to request additional verification/testing. 6.3.7 Soil Corrosivity The soil resistivity at this site was tested in the laboratory on a representative sample collected during the field exploration. The results of the testing (Appendix B) indicate that the upper soils are highly corrosive to buried metallic structures. It is recommended that a corrosion engineer be consulted to provide recommendations for proper protection of buried. metal pipes at this site. IrEK,INC. BARRATT AMERICAN,INC. Project No.:2868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page 12 6.3.8 Preliminary Pavement Design R-value testing was not performed as a part of this study; however, based on our experience with similar soils, we have assumed an R-value of 30 for the anticipated subgrade materials. We recommend that R-value testing be performed on those materials exposed at subgrade. At that time, finalized pavement design recommendations may be warranted. Table 6.3.3 below presents our preliminary recommendations for pavement design sections for various types of streets. For preliminary design purposes we have assumed a Traffic Index (TI) of 4.5 for the proposed residential cul-de-sac. This assumed Traffic Index should be verified by the project civil engineer prior to construction. The pavement section is calculated based on the design standards presented in the California Department of Transportation "Highway Design Manual," fifth edition. TABLE 6.3.3—PRELIMINARY PAVEMENT DESIGN Street Type Assumed R-Value Preliminary Pavement Section Traffic Index (Inches) Residential Cul-de-sac 4.5 30 3 AC/6 AB AC is asphalt concrete conforming to Caltran Standard Specifications. AB is aggregate base conforming to the requirements of Caltran`Class II Aggregate Base'. 6.4 CONCRETE CONSTRUCTION 6.4.1 General Concrete construction should follow the UBC and ACI guidelines regarding design, mix placement and curing of the concrete. If desired, we could provide quality control testing of the concrete during construction. 6.4.2 Cement Type The sulfate content was determined in the laboratory for a representative onsite soil sample. The results indicate that the water-soluble sulfate is 0.006 percent by weight, which is - considered negligible as per Table 19-A-4 of the CBC. Based upon the test results, type II cement or an equivalent may be used in those concrete elements that will be in contact with the upper soils. WFK,INC. BARRATT AMERICAN,INC. Project No.:2868SD3 Preliminary Geotechnical Evaluation September 20, 2005 Proposed Residential Subdivision Pag 13 6.4.3 Concrete Flatwork Exterior concrete flatwork (patios, walkways, driveways, etc.) is often some of the most visible aspects of site development. They are typically given the least level of quality control, being considered "non-structural" components. Cracking of these features is fairly common due to various factors. While cracking is not usually detrimental, it is unsightly. We suggest that the same standards of care be applied to these features as to the structure itself. One of the simplest means to control cracking is to provide weakened joints for cracking to occur along. These do not prevent cracks from developing; they simply provide a relief point for the stresses that develop. These joints are widely accepted means to control cracks but are not always effective. Control joints are more effective the more closely spaced. We would suggest that control joints be placed in two directions spaced the numeric equivalent of two times the thickness of the slab in inches changed to feet (e.g. a 4 inch slab would have control joints at 8 feet centers). As a practical matter, this is not always possible nor is it a widely applied standard. 6.5 RETAINING WALL DESIGN AND CONSTRUCTION 6.5.1 General Design Recommendations Recommendations presented herein may apply to typical masonry or concrete vertical retaining walls to a maximum height of 10 feet. Additional review and recommendations should be requested for higher walls. Retaining walls embedded a minimum of 18 inches into compacted fill and/or dense formational materials should be designed using a net allowable bearing capacity of 2,000 psf. An increase of one-third may be applied when considering short-term live loads (e.g. seismic - and wind loads). The passive earth pressure may be computed as an equivalent fluid having a density of 250 psf per foot of depth, to a maximum earth pressure of 2,500 psf. A coefficient of friction between soil and concrete of 0.35 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. p- 4rEK,INC. . . _.. .. . ..... . .. .... .....-.. BARRATT AMERICAN,INC. Project No.: 2868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page 14 An equivalent fluid pressure approach may be used to compute the horizontal active pressure against the wall. The appropriate fluid unit weights are given in Table 6.5.1 below for specific slope gradients of retained materials. TABLE 6.5.1—ACTIVE EARTH PRESSURES Surface Slope of Retained Materials Equivalent Fluid Pressure (H:v) (PCF) Level 35 2:1 55 The above equivalent fluid weights do not include other superimposed loading conditions such as expansive soil, vehicular traffic, structures, seismic conditions or adverse geologic conditions. Any retaining wall that will be restrained from movement at the top (non- yielding), such as basement walls, should be designed for at-rest soil conditions using an equivalent fluid pressure of 55 pcf (assuming level backfill) plus any applicable surcharge loading. 6.5.2 Wall Backfill and Drainage The onsite very low expansive soils are suitable for backfill provided they are screened of greater than 3-inch size gravels. Presence of other materials might necessitate revision to the parameters provided and modification of wall designs. The backfill materials should be placed in lifts no greater than 8-inches in thickness and compacted at 90 percent relative compaction in accordance with ASTM Test Method D1557-00. Proper surface drainage needs to be provided and maintained. Retaining walls should be provided with an adequate pipe and gravel back drain system to prevent build up of hydrostatic pressures. Back drains should consist of a 4-inch diameter perforated collector pipe (Schedule 40) embedded in a minimum of one cubic foot per lineal foot of 3/8 to one inch clean crushed rock or equivalent,wrapped in filter fabric (Mirafi 140N - or approved equivalent). The drain system should be connected to a suitable outlet. A minimum of two outlets should be provided for each drain section (maximum section length of 200 feet). Walls from 2 to 4 feet in height may be drained using localized gravel packs (e.g. - approximately 1.5 cubic feet of gravel in a woven plastic bag) behind weep holes at 10 feet maximum horizontal spacing. Weep holes should be provided or the head joints omitted in the first course of block extended above the ground surface. However, nuisance water may still collect in front of wall. tFK,INC. BARRATT AMERICAN,INC. Project No.: 2868SD3 Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page 15 6.6 POST CONSTRUCTION CONSIDERATIONS 6.6.1 Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Controlling surface drainage and runoff, and maintaining a suitable vegetation cover can reduce erosion. Plants selected for landscaping should be lightweight, deep-rooted types that require little water and are capable of surviving the prevailing climate. Overwatering should be avoided. The soils should be maintained in a solid to semi-solid state as defined by the materials' Atterberg Limits. Care should be taken when adding soil amendments to avoid excessive watering. Leaching as a method of soil preparation prior to planting is not recommended. An abatement program to control ground-burrowing rodents should be implemented and maintained. This is critical as burrowing rodents can decrease the long-term performance of slopes. It is common for planting to be placed adjacent to structures in planter or lawn areas. This will result in the introduction of water into the ground adjacent to the foundation. This type of landscaping should be avoided. If used, then extreme care should be exercised with regard _ to the irrigation and drainage in these areas. Waterproofing of the foundation and/or subdrains may be warranted and advisable. We could discuss these issues, if desired, when plans are made available. 6.6.2 Drainage _ The need to maintain proper surface drainage and subsurface systems cannot be overly emphasized. Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond or seep into the ground. Pad drainage should be directed toward approved area(s). Positive drainage should not be blocked by other improvements. Even apparently minor changes or modifications can cause problems. WEK,INC. BARRATT AMERICAN,INC, Y Preliminary Geotechnical Evaluation Project No.:28b8SD3 Proposed Residential Subdivision September 20,2005 Pa a 16 It is the owner's responsibility to maintain and clean drainage devices on or contiguous to their lot. In order to be effective, maintenance should be conducted on a regular and routine schedule and necessary corrections made prior to each rainy season. 6.7 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS We recommend that site grading, specifications, and foundation plans be reviewed by this office prior to construction to check for conformance with the recommendations of this report. We also recommend that GeoTek representatives be present during site grading and foundation construction to check for proper implementation of the geotechnical recommendations. These representatives should perform at least the following duties: • Observe site clearing and grubbing operations for proper removal of all unsuitable materials. • Observe and test bottom of removals prior to fill placement. • Evaluate the suitability of on-site and import materials for fill placement, and collect soil samples for laboratory testing where necessary. • Observe the fill for uniformity during placement including utility trenches. Also, test the fill for field density and relative compaction. • Observe and probe foundation materials to confirm suitability of bearing materials and proper footing dimensions. -- If requested, GeoTek will provide a construction observation and compaction report to comply with the requirements of the governmental agencies having jurisdiction over the project. We recommend that these agencies be notified prior to commencement of construction so that necessary grading permits can be obtained. 7. LIMITATIONS The materials observed on the project site appear to be representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during site construction. Site conditions may vary due to seasonal changes or other factors. GeoTek, Inc. assumes no responsibility or liability for work, testing or recommendations performed or provided by others. Since our recommendations are based the site conditions observed and encountered, and laboratory testing, our conclusion and recommendations are professional opinions that are 4r.K,INC. BARRATT AMERICAN,INC. Preliminary Geotechnical Evaluation Project No.:2 0, 003 September 20, Proposed Residential Subdivision 2005 Pa e 17 limited to the extent of the available data. Observations during construction are important to allow for any change in recommendations found to be warranted. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. w_. JrEK,INC. BARRATT AMERICAN,INC. Project No.:2868SD3 Preliminary Geotechnical Evaluation September 20, 2005 Proposed Residential Subdivision Page 18 8. SELECTED REFERENCES ASTM, 200, "Soil and Rock: American Society for Testing and Materials," Vol. 4.08 for ASTM test methods D-420 to D-4914, 153 standards, 1,026 pages; and Vol. 4.09 for ASTM test method D-4943 to highest number. Blake, T., 2000a, "BQFAULT, version 3.00," a Computer Program for Deterministic Estimation of Maximum Earthquake Event and Peak Ground Acceleration. Bowles, J., 1982, "Foundation Analysis and Design,"McGraw-Hill, Third Edition. California Code of Regulations, Title 24, 2001 "California Building Code," 3 volumes. California Division of Mines and Geology (CDMG), 1997, "Guidelines for Evaluating and Mitigating Seismic Hazards in California," Special Publication 117. California Division of Mines and Geology (CDMG), 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada: International Conference of Building Officials. - GeoTek, Inc., In-house proprietary information. Ishihara, K., 1985, "Stability of Natural Deposits During Earthquakes," Proceedings of the -- Eleventh International Conference on Soil Mechanics and Foundation Engineering, San Francisco, CA, Volume 1. Kennedy, M.P., and Tan, S.S., California Division of Mines and Geology (CDMG), Open- File Report 96-02, 1996, Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, San Diego County, California. Seed, H.B., and Idriss, I.M., 1982, "Ground Motions And Soil Liquefaction During Earthquakes," Earthquake Engineering Research Institute. US Army Corps of Engineers, No. 9, "Settlement Analysis," Technical Guidelines, ASCE Press, 1994 Youd, T. Leslie and Idriss, Izzmat M., 1997, Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, National Center for Earthquake Engineering Research, Technical Report NCEER-97-0022. ,. O EK,INC. �- -� alpt 125 T. CT \ o Pit ups LN 1� �n_ ENFJ'NITAS j 3 `AU ' 1 VAA L k E '6W 61tIT'fANY^R RD 6 LEUCAOIA}� UCiiS ., r, j1t`tPT�' 7a0 ey Gfat ytx STATE \ 'T mr 0 \ t? fS HEACtMIS �.—'y t W Slll NIA s,fr£ 1w,uX'Ix, j3 V 1r-..: r c t ix 9p I - t i UNIDN ST `'—_� �r <vILCS Approximate' Sy �" rt Site s Loca ion Fblcrra4e PACIFIC it � i s i C i« IV r oo MOONLIGHT NCI BMW TM .. SF g xlrlS BOD o ► �` fn+n t>c 8 ALI slap 7PA �jitSl": R REQUElA 57 :. _ 0 In r 6 3TS 5_ pales I ' -19D6 fit. Source: The Thomas Brothers Guide 2005 Edition. Barratt American,Inc. N Quail Gardens Dr. Figure 1 Encinitas,California Site Location _ E , INC. Map 1384 Poinsettia Avenue, Suite A CreoTek Number: 2868SD3 Vista, California 92081-8505 APPENDIX A LOGS OF EXPLORATORY TRENCHES (Trenches T-1 through T-6) Proposed Residential Subdivision -. Encinitas, San Diego County, California Project No.: 2868SD3 _ %!EK,INC. BARRATT AMERICAN,INC. APPENDIX A Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page_A-11 LEGEND TO FIELD TESTING AND SAMPLING A- FIELD TESTING AND SAMPLING PROCEDURES The Standard Penetration Test(SPT) The SPT is performed in accordance with ASTM Test Method D 1586-99. The SPT sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. The split-barrel sampler has an external diameter of 2 inches and an unlined internal diameter of 1-3/8 inches. The samples of earth materials collected in the sampler are typically classified in the field,bagged, sealed and transported to the laboratory for further testing. The Modified Split-Barrel Sampler(Ring) The Ring sampler is driven into the ground in accordance with ASTM Test Method D 3550-84. The sampler, with an external diameter of 3.0 inches, is lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. The samples are removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. - Large Bulk Samples These samples are normally cloth bags of representative earth materials over 20 pounds in weight collected from the field by means of hand digging or exploratory cuttings. Small Bulk Sam lames These samples are normally airtight plastic bags that are typically less than 5 pounds in weight of - representative earth materials collected from the field by means of the split spoon sampler, hand digging or exploratory cuttings. These samples are primarily used for determining natural moisture content and classification indices. B-BORING LOG LEGEND The following abbreviations and symbols often appear in the classification and description of soil and rock on the logs of borings: SOILS USCS Unified Soil Classification System f-c Fine to coarse f-m Fine to medium GEOLOGIC B:Attitudes Bedding:strike/dip J:Attitudes Joint: strike/dip C: Contact line - ........... Dashed line denotes USCS material change Solid Line denotes unit/formational change Thick solid line denotes end of boring (Additional denotations and symbols are provided on the logs of borings) JrEK,INC. GeoTek, Inc. LOG OF EXPLORATORY TRENCH PROJECT NO.: 2868SD3 LOGGED BY: Pi PROJECT NAME: Quail Gardens EQUIPMENT: John Deere 310SE CLIENT: Barratt American DATE: 7/25/2005 LOCATION: See Test Pit Location Plan SAMPLES Laboratory Testing 0 a L a t TEST PIT T-9 9 T �...... a N G a Cn O C ° E V) z d °Z,a O MATERIAL DESCRIPTION AND COMMENTS ° Terrace Deposits SP Orange-brown,damp,dense,silty f-m SAND;some coarse sand,trace well rounded gravels _ T1-1 Torrey Sandstone -- SP Light gray, dry to damp, very dense,silty fine SAND;some medium grained sand, cemented, iron oxide -2 -same 5 T1 Practical Refusal at 8 Feet _ No Groundwater Encountered 10 Excavation Backfilled with Soil Cuttings 15 T Z Samoie TYE4: ®—Small Plastic Bag W 9 —Ring Sample �—Water Table WLaboratory Testing• AL=Atterberg Limits EI=Expansion Index MD=Maximum Density SA=Sieve Analysis –j SR=Sulfate/Resistivity Test SH=Shear Testing RV= R-Value Test CO= Consolidation GeoTek, Inc. LOG OF EXPLORATORY TRENCH PROJECT NO.: 2868SD3 LOGGED BY: Pi PROJECT NAME: Quail Gardens EQUIPMENT: John Deere 310SE CLIENT: Barratt American DATE: 7/25/2005 LOCATION: See Test Pit Location Plan SAMPLES Laboratory Testing 0 a F ? TEST PIT T-2 a o y p a m U U ° ❑ a r to Z co Z O MATERIAL DESCRIPTION AND COMMENTS 3 ° Terrace Deposits SP Orange-brown,damp to moist,medium dense to dense,silty f-m SAND; trace well rounded gravels and cobbles - T2-1 Torrey Sandstone T2-3 SP Light gray to orange, moist,very dense,silty fine SAND; some medium grained sand,trace clay and gravel, cemented, iron oxide T2-2 -same Practical Refusal at 8 Feet No Groundwater Encountered Excavation Backfilied with Soil Cuttings 10 15 ZSamole Tvoe: ®_Small Plastic Bag Li:XN� Ring Sample —Water Table WLaboratory Testina• AL=Atterberg Limits El=Expansion Index MD=Maximum Density SA=Sieve Analysis -j SR=Sulfate/Resistivity Test SH=Shear Testing RV= R-Value Test CO= Consolidation GeoTek, Inc. LOG OF EXPLORATORY TRENCH PROJECT NO.: 2868SO3 LOGGED BY: Pi PROJECT NAME: Quail Gardens EQUIPMENT: John Deere 310SE CLIENT: Barratt American DATE: 7/25/2005 LOCATION: See Test Pit Location Plan SA7E-E Laboratory Testing CL 0 v T TEST PIT T-3 y �— M a E o co MATERIAL DESCRIPTION AND COMMENTS ° - Artficial Fill SP Red-brown to brown,moist, medium dense, silty f-m SAND; gravel T3-1 and rock fragments,trace clay,trash and organic debris, roots. Fill thickness increases to—7 feet at south end of excavation. Torrey Sandstone T3-2 SM/ML Gray to light yellow-brown mottled with iron oxide, moist,dense, interbedded siltstone/claystone and sandstone ....... ................... ................. ................................................................................................................................................. ............... ............... .............. ............................................ SP @3'Becomes light gray to light yellow-brown, moist, very dense, silty fine SAND; iron oxide, cemented 5 -same Practical Refusal at 8.5 Feet 10 No Groundwater Encountered Excavation Backfilled with Soil Cuttings 15 W Samoie Tvne ®�Small Plastic Bag ®—Ring Sample ZZ Water Table C7 Laboratory Testina• AL=Atterberg Limits El=Expansion Index W MD=Maximum Density SA=Sieve Analysis -j SR=Sulfate/Resistivity Test SH=Shear Testing RV= R-Value Test CO= Consolidation GeoTek, Inc. LOG OF EXPLORATORY TRENCH PROJECT NO.: 2868SD3 LOGGED BY: Pi PROJECT NAME: Quail Gardens EQUIPMENT: John Deere 310SE CLIENT: Barratt American DATE: 7/25/2005 LOCATION: See Test Pit Location Plan SAMPLES Laboratory Testing 0 t T N t TEST PIT T-4 y 0. 4) ° y o c B ° E co Z N 0 O `� = MATERIAL DESCRIPTION AND COMMENTS ° °- Artificial Fill SP Yellow-brown to red-brown to dark brown,moist,loose to medium dense, silty f-m SAND;trace gravel and rock fragments,trash debris,roots Torrey Sandstone 5 SP Light gray to light yellow-brown, damp to moist, dense to very dense, silty f-m SAND; iron oxide, cemented @5.5'Becomes orange-brown, very dense @6.5' Becomes light gray to yellow-brown Practical Refusal at 7.5 Feet No Groundwater Encountered v Excavation Backfilled with Soil Cuttings 10 15 Z $ample Tvoe: ®_ Bag Small Plastic LU g ®—Ring Sample �_ —Water Table WLaboratory Testing: AL=Atterberg Limits El=Expansion Index MD=Maximum Density SA=Sieve Analysis J SR=Sulfate/Resistivity Test SH=Shear Testing RV= R-Value Test CO= Consolidation GeoTek, Inc. LOG OF EXPLORATORY TRENCH PROJECT NO.: 2868SD3 LOGGED BY: Pi PROJECT NAME: Quail Gardens EQUIPMENT: John Deere 310SE CLIENT: Barratt American DATE: 7/25/2005 _.. LOCATION: See Test Pit Location Plan SAMPLES 0 Laboratory Testing F a D N TEST PIT T-5 y r_ a ° E C in z' vUi O O MATERIAL DESCRIPTION AND COMMENTS 3 ° Torrey Sandstone SP Light gray to light yellow-brown,damp to moist, very dense, silty f-m SAND; iron oxide, cemented -same Practical Refusal at 4 Feet 5 No Groundwater Encountered Excavation Backfilled with Soil Cuttings 10 15 O Z Sample Tv�e: ®�Small Plastic Ba W 3 g Sample Z:Z' --Water Table WLaboratory Testing• AL=Atterberg Limits El=Expansion Index MD=Maximum Density SA=Sieve Analysis -J SR=Sulfate/Resistivity Test SH=Shear Testing RV= R-Value Test CO= Consolidation GeoTek, Inc. __. LOG OF EXPLORATORY TRENCH PROJECT NO.: 2868SD3 LOGGED BY: Pi PROJECT NAME: Quail Gardens EQUIPMENT: John Deere 310SE CLIENT: Barratt American DATE: 7/25/2005 -- LOCATION: See Test Pit Location Plan SAMPLES Laboratory Testing S t 5, n E TEST PIT T-6 � N CL y ^ y p a m U U ° a t E v� Z ? ., '" O MATERIAL DESCRIPTION AND COMMENTS ° Artificial Fill SP Orange-brown to brown, moist, loose to medium dense,silty f-m SAND; trace clay,trash debris, asphalt Torrey Sandstone SP Light gray to orange-gray, moist,dense to very dense,silty fine SAND @3.5' Becomes very dense, cemented 5 Practical Refusal at 5.5 Feet No Groundwater Encountered Excavation Backfilled with Soil Cuttings 10 15 0 _ Z Sample Tyoe• ®_Small Plastic Bag Ring Sample --water Table WLaboratory Testing• AL=Atterberg Limits El=Expansion Index MD=Maximum Density SA=Sieve Analysis —j SR=Sulfate/Resistivity Test SH=Shear Testing RV= R-Value Test CO= Consolidation APPENDIX B RESULTS OF LABORATORY TESTING Proposed Residential Subdivision Encinitas, San Diego County, California Project No.: 2868SD3 %!EX,INC. BARRATT AMERICAN,INC. APPENDIX B Preliminary Geotechnical Evaluation September 20,2005 Proposed Residential Subdivision Page B 1 -- SUMMARY OF LABORATORY TESTING Classification Soils were classified visually according to the Unified Soil Classification System (ASTM Test Method D2487). The soil classifications are shown on the logs of exploratory borings in Appendix A. Moisture-Density Relations Laboratory testing was performed on representative samples collected during the subsurface exploration. The laboratory maximum dry density and optimum moisture content for representative soil types were determined in general accordance with test method ASTM D1557. Test results are presented on Plate MD-l. Sulfate Content Analysis to determine the water-soluble sulfate content was performed in accordance with California Test No. 417. Results of the testing indicated 0.006% sulfate by weight, which is considered negligible as per Table 19-A-4 of the UBC. The results of the testing are included herein (see Plate SL-1). pH and Resistivity Representative surficial soil samples were collected and tested for pH and resistivity in general accordance with California Test 643. The results of the testing are included herein (see Plate SR-1). Expansion Index Expansion Index testing was performed on a representative near-surface samples. Testing was performed in general accordance with ASTM Test Method D4829. The results indicate an Expansion Index (EI) is 2 for the soil tested. This is considered a very low expansion potential in accordance with Table 18AI-B of the 2001 CBC. The results are shown on Plate EI-1. Direct Shear Shear testing was performed in a direct shear machine of the strain-control type in general accordance with ASTM Test Method D3080. The rate of deformation is 0.03 inches per minute. The sample was sheared under varying confining loads in order to determine the coulomb shear strength parameters, angle of internal friction and cohesion. The shear test results are presented on Plate SH-1 included herein. tEK,INC. co r- m W in °o �+ Ln v ° Sri m 0 O 0 , g r N _ e ri f0 co �1 J � V ~ N r.._ H cc 0 c O _.. N o co C C C C W C C M W r r to m O C7 °� O ° a p w o c c o o Q in V " 0 O � Z ayi m d w LL C7 I� w M to 0 r z IP O O r Lp _O WF- r r eN- eN- O X C7 Un �n 0 0 an m W LU 0 0 0 0 0 0 a LU N O O O O O E Z O Q N N N 00 04 OD OO CO C y i i i 3 2 `o z rn 0 ui N Z a Z W 0 � _ a CO a CL � W rr, m e ai m m M r r O O O N e!• z rn O °o OM O - < � a `m cn Q z C7 co Z CD d 5 ui W Wrn ❑ ❑ C z O c O N y � r W E M ❑ ❑ `� V Q c a7 co N " ❑ N e o E N U O' CO M CL m E m w � m Cl m ci N O C p - Cn C V V V D C L L N N d N J C r = =, z o o m w W � c? u. EKE INC. DIRECT SHEAR TEST Project Name: Quail Gardens Sample Source: T2 @ 1.5'to 4.5' Project Number: 2868 SD3 Date Tested: 08/01/05 Soil Description: Tan Silty Fine to Medium Coarse Sand 3 2.5 ..... ... .. ... :......__..... ._._............._.... _ :_........._._..._.____... .....___..:__.. C n 2 .. _. .............--_..__.. ... .. ............... W to W N fr Q 2 N 1 y=0.54x+0.08 0 0 0.5 1 1.5 2 2.5 NORMAL STRESS(ksf) Shear Strength: 0= 28.4° C= 0.08 ksf Water Content Dry Density Test No. Load ks % Note:Saturated in shear box —. 1 0.7 10.5 102.5 2 1.4 10.5 102.3 3 2.8 10.5 102.1 Notes: 1-The soil specimen used in the shear box were remolded"ring"samples 2-Shear strength calculated at 5%of load. 3-The tests were ran at a shear rate of 0.03 irdmin. Plate SH-1 . ._.... ___ _.._...._.. ._............ ...�. ..w...w .wv.. .non.. ....n...v�nn r ayc a� c L A B O R A T O R Y R E P O R T _ Telephone (619) 425-1993 Fax 425-7917 Established 1928 C L A R K S O N L A B O R A T O R Y A N D S U P P L Y I N C. 350 Trousdale Dr. Chula Vista, Ca. 91910 www. clarksonlab. com A N A L Y T I C A L A N D C O N S U L T I N G C R E M I ST S Date: July 29, 2005 Purchase Order Number: 2868SD3 _. Sales Order Number: 79922 Account Number: GEOT To: *-------------------------------------------------* GeoTek, Inc. 1384 Poinsetta Avenue, Suite A Vista, CA 92083 Attention: David Cliff Laboratory Number: S08331 Customers Phone: 760-599-0509 Sample Designation: Fax: 760-599-0593 *-------------------------------------------------* - One soil sample received on 7/27/05 taken from 2868SD3 marked as follows: ANALYSIS: Water Soluble Sulfate California Test 417 Sample SO4% ------- --------- T2 @1 . 5-4 .5 ' 0.006 Laura Torres LT/arr Plate SLA 5 _ r r s 1384 Poinsettia Ave., Suite A, Vista, CA 92083 yy > INC. (760) 599-0509 FAX (760) 599-0593 SOIL RESISTIVITY (California Test 643) Project Name: Quail Gardens Tested/Checked By. DC Lab No 1858 Project Number: 2868-SD3 Date Tested. 7/28/2005 Project Location: Sample Source: T2 @ 1.5'-45 Sample Description: Brown silty fine sand A Determing the soil's pH 6,g - Measured Res Water Added from Nil.400 mL (ohms-cm) B 100 2100 C 50 1850 D 20 1600 E 20 1450 F 20 1500 G H J Minimum Resistivity= 1450 17.4 years to perforation for a 18 gauge metal culvert. 22.6 years to perforation for a 16 gauge metal culvert. 27.9 years to perforation for a 14 gauge metal culvert. 38.3 years to perforation for a 12 gauge metal culvert. 48.8 years to perforation for a 10 gauge metal culvert. 59.2 years to perforation for a 8 gauge metal culvert. Plate SR-1 APPENDIX C GENERAL GRADING GUIDELINES FOR EARTHWORK CONSTRUCTION Proposed Residential Subdivision Encinitas, San Diego County, California Project No.: 2868SD3 JrEK,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2868SD3 Encinitas,California Page 1 GRADING GUIDELINES Guidelines presented herein are intended to address general construction procedures for earthwork construction. Specific situations and conditions often arise which cannot _ reasonably be discussed in general guidelines, when anticipated these are discussed in the text of the report. Often unanticipated conditions are encountered which may necessitate modification or changes to these guidelines. It is our hope that these will assist the contractor to more efficiently complete the project by providing a reasonable understanding of the procedures that would be expected during earthwork and the testing and observation used to evaluate those procedures. General Grading should be performed to at least the minimum requirements of governing agencies, Chapters 18 and 33 of the Uniform Building Code and the guidelines presented below. Preconstruction Meeting A preconstruction meeting should be held prior to site earthwork. Any questions the contractor has regarding our recommendations, general site conditions, apparent discrepancies between reported and actual conditions and/or differences in procedures the contractor intends to use should be brought up at that meeting. The contractor (including the main onsite representative) should review our report and these guidelines in advance of the meeting. Any. comments the contractor may have regarding these guidelines should be brought up at that meeting. Grading Observation and Testing 1. Observation of the fill placement should be provided by our representative during grading. Verbal communication during the course of each day will be -- used to inform the contractor of test results. The Contractor should receive a copy of the "Daily Field Report" indicating results of field density tests that day. If our representative does not provide the contractor with these reports, our office should be notified. 2. Testing and observation procedures are, by their nature, specific to the work or area observed and location of the tests taken, variability may occur in other locations. The contractor is responsible for the uniformity of the grading operations, our observations and test results are intended to evaluate the contractor's overall level of efforts during grading. The contractor's personnel are the only individuals participating in all aspect of site work. Compaction _._ %!EK,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2868SD3 Encinitas,California Page 2 - testing and observation should not be considered as relieving the contractor's responsibility to properly compact the fill. 3. Cleanouts, processed ground to receive fill, key excavations, and subdrains should be observed by our representative prior to placing any fill. It will be the Contractor's responsibility to notify our representative or office when such areas are ready for observation. 4. Density tests may be made on the surface material to receive fill, as considered warranted by this firm. _® 5. In general, density tests would be made at maximum intervals of two feet of fill height or every 1,000 cubic yards of fill placed. Criteria will vary depending on soil conditions and size of the fill. More frequent testing may be performed. In any case, an adequate number of field density tests should be made to evaluate the required compaction and moisture content is generally being obtained. 6. Laboratory testing to support field test procedures will be performed, as considered warranted, based on conditions encountered (e.g. change of material sources, types, etc.) Every effort will be made to process samples in the laboratory as quickly as possible and in progress construction projects are our first priority. However, laboratory workloads may cause in delays and some soils may require a minimum of 48 to 72 hours to complete test procedures. Whenever possible, our representative(s) should be informed in advance of operational changes that might result in different source areas for materials. -- 7. Procedures for testing of fill slopes are as follows: a) Density tests should be taken periodically during grading on the flat surface of the fill three to five feet horizontally from the face of the slope. b) If a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved. 8. Finish grade testing of slopes and pad surfaces should be performed after construction is complete. Site Clearing 1. All vegetation, and other deleterious materials, should be removed from the site. If material is not immediately removed from the site it should be stockpiled in a designated area(s) well outside of all current work areas and delineated with flagging or other means. Site clearing should be performed in advance of any grading in a specific area. WEX,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2868SD3 Encinitas,California Page 3 2. Efforts should be made by the contractor to remove all organic or other deleterious material from the fill, as even the most diligent efforts may result in the incorporation of some materials. This is especially important when grading is occurring near the natural grade. All equipment operators should be aware of these efforts. Laborers may be required as root pickers. 3. Nonorganic debris or concrete may be placed in deeper fill areas provided the procedures used are observed and found acceptable by our representative. Typical procedures are similar to those indicated on Plate G-4. Treatment of Existing Ground 1. Following site clearing, all surficial deposits of alluvium and colluvium as well as weathered or creep effected bedrock, should be removed (see Plates G-1, G-2 _. and G-3) unless otherwise specifically indicated in the text of this report. 2. In some cases, removal may be recommended to a specified depth (e.g. flat sites where partial alluvial removals may be sufficient) the contractor should not exceed these depths unless directed otherwise by our representative. 3. Groundwater existing in alluvial areas may make excavation difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months. 4. Subsequent to removals, the natural ground should be processed to a depth of -- six inches, moistened to near optimum moisture conditions and compacted to fill standards. 5. Exploratory back hoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located. Subdrainage 1. Subdrainage systems should be provided in canyon bottoms prior to placing fill, and behind buttress and stabilization fills and in other areas indicated in the report. Subdrains should conform to schematic diagrams G-1 and G-5, and be acceptable to our representative. 2. For canyon subdrains, runs less than 500 feet may use six-inch pipe. Typically, runs in excess of 500 feet should have the lower end as eight-inch minimum. 3. Filter material should be clean, 1/2 to 1-inch gravel wrapped in a suitable filter fabric. Class 2 permeable filter material per California Department of Transportation Standards tested by this office to verify its suitability, may be used without filter fabric. A sample of the material should be provided to the -- Soils Engineer by the contractor at least two working days before it is delivered to the site. The filter should be clean with a wide range of sizes. JrEK,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2868SD3 __. Encinitas,California Page 4 4. Approximate delineation of anticipated subdrain locations may be offered at 40- scale plan review stage. During grading, this office would evaluate the necessity of placing additional drains. 5. All subdrainage systems should be observed by our representative during construction and prior to covering with compacted fill. 6. Subdrains should outlet into storm drains where possible. Outlets should be located and protected. The need for backflow preventers should be assessed during construction. 7. Consideration should be given to having subdrains located by the project surveyors. Fill Placement 1. Unless otherwise indicated, all site soil and bedrock may be reused for __. compacted fill; however, some special processing or handling may be required (see text of report). 2. Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts six (6) to eight (8) inches in compacted thickness to obtain a uniformly dense layer. The fill should be placed and compacted on a nearly horizontal plane, unless otherwise found acceptable by our representative. 3. If the moisture content or relative density varies from that recommended by this �. firm , the Contractor should rework the fill until it is in accordance with the following: a) Moisture content of the fill should be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre- watering of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils. The ability of the contractor to obtain the proper moisture content will control production rates. - b) Each six-inch layer should be compacted to at least 90 percent of the maximum dry density in compliance with the testing method specified by the controlling governmental agency. In most cases, the testing method is ASTM Test Designation D-1 557. 4. Rock fragments less than eight inches in diameter may be utilized in the fill, provided: a) They are not placed in concentrated pockets; b) There is a sufficient percentage of fine-grained material to surround the - rocks; JrEK,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2868SD3 Encinitas,California Page 5 c) The distribution of the rocks is observed by and acceptable to our representative. 5. Rocks exceeding eight (8) inches in diameter should be taken off site, broken into smaller fragments, or placed in accordance with recommendations of this firm in areas designated suitable for rock disposal (See Plate G-4). On projects where significant large quantities of oversized materials are anticipated, alternate guidelines for placement may be included. If significant oversize materials are encountered during construction, these guidelines should be requested. 6. In clay soil dry or large chunks or blocks are common; if in excess of eight (8) inches minimum dimension then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break up blocks. When dry they should be moisture conditioned to provide a uniform condition with the - surrounding fill. Slope Construction _. 1. The Contractor should obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either _., overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment. 2. Slopes trimmed to the compacted core should be overbuilt by at least three (3) feet with compaction efforts out to the edge of the false slope. Failure to properly compact the outer edge results in trimming not exposing the compacted core and additional compaction after trimming may be necessary. 3. If fill slopes are built "at grade" using direct compaction methods then the slope construction should be performed so that a constant gradient is maintained throughout construction. Soil should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain grades. Compaction equipment should compact each lift along the immediate top of slope. Slopes should be back rolled or otherwise compacted at approximately every 4 feet vertically as the slope is built. 4. Corners and bends in slopes should have special attention during construction as these are the most difficult areas to obtain proper compaction. 5. Cut slopes should be cut to the finished surface, excessive undercutting and smoothing of the face with fill may necessitate stabilization. Keyways, Buttress and Stabilization Fills - Keyways are needed to provide support for fill slope and various corrective procedures. JrEK,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2868SD3 Encinitas,California Page 6 1. Side-hill fills should have an equipment-width key at their toe excavated through all surficial soil and into competent material and tilted back into the hill (Plates G-2, G-3). As the fill is elevated, it should be benched through surficial soil and slopewash, and into competent bedrock or other material deemed suitable by our representatives (See Plates G-1, G-2, and G-3). 2. Fill over cut slopes should be constructed in the following manner: a) All surficial soils and weathered rock materials should be removed at the cut-fill interface. b) A key at least one (1) equipment width wide (or as needed for compaction) and tipped at least one (1) foot into slope should be excavated into competent materials and observed by our representative. c) The cut portion of the slope should be excavated prior to fill placement to evaluate if stabilization is necessary, the contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation. See Plate G-3 for schematic details. 3. Daylight cut lots above descending natural slopes may require removal and replacement of the outer portion of the lot. A schematic diagram for this condition is presented on Plate G-2. 4. A basal key is needed for fill slopes extending over natural slopes. A schematic diagram for this condition is presented on Plate G-2. 5. All fill slopes should be provided with a key unless within the body of a larger overall fill mass. Please refer to Plate G-3, for specific guidelines. Anticipated buttress and stabilization fills are discussed in the text of the report. The need to stabilize other proposed cut slopes will be evaluated during construction. Plate G-5 is shows a schematic of buttress construction. 1. All backcuts should be excavated at gradients of 1:1 or flatter. The backcut configuration should be determined based on the design, exposed conditions and need to maintain a minimum fill width and provide working room for the equipment. 2. On longer slopes backcuts and keyways should be excavated in maximum 250 _. feet long segment. The specific configurations will be determined during construction. 3. All keys should be a minimum of two (2) feet deep at the toe and slope toward the heel at least one foot or two (2%) percent whichever is greater. JrFK,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2868SD3 - Encinitas,California Page 7 _. 4. Subdrains are to be placed for all stabilization slopes exceeding 10 feet in height. Lower slopes are subject to review. Drains may be required. Guidelines for subdrains are presented on Plate G-5. 5. Benching of backcuts during fill placement is required. Lot Capping 1. When practical, the upper three (3) feet of material placed below finish grade should be comprised of the least expansive material available. Preferably, highly and very highly expansive materials should not be used. We will attempt to offer advise based on visual evaluations of the materials during grading, but it must be realized that laboratory testing is needed to evaluate the expansive potential of soil. Minimally, this testing takes two (2) to four (4) days to complete. 2. Transition lots (cut and fill) both per plan and those created by remedial grading (e.g. lots above stabilization fills, along daylight lines, above natural slope, etc.) should be capped with a three foot thick compacted fill blanket. 3. Cut pads should be observed by our representative(s) to evaluate the need for _ overexcavation and replacement with fill. This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones, and/or due to differing expansive potential of materials beneath a structure. The overexcavation should be at least three feet. Deeper overexcavation may be recommended in some cases. OVERSIZED ROCK PLACEMENT Oversize material could be generated during grading. Such materials may require special handling for burial. Although alternatives may be developed in the field, the following methods of rock disposal are recommended on a preliminary basis. Limited Larger Rock When materials encountered are principally soil with limited quantities of larger rock fragments or boulders, placement in windrows is recommended. The following procedures should be applied: 1. Oversize rock (greater than 8 inch) should be placed in windrows. a) Windrows are rows of single file rocks placed to avoid nesting or clusters of rock. JrEK,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2868SD3 Encinitas,California Page 8 b) Each adjacent rock should be approximately the same size (within —one foot in diameter). c) The maximum rock size allowed in windrows is four feet 2. A minimum vertical distance of three feet between lifts should be maintained. Also, the windrows should be offset from lift to lift. Rock windrows should not w.-. be closer than 15 feet to the face of fill slopes and sufficient space must be maintained for proper slope construction (see Plate G-4). 3. Rocks greater than eight inches in diameter should not be placed within seven feet of the finished subgrade for a roadway or pads and should be held below the depth of the lowest utility. This will allow easier trenching for utility lines. 4. Rocks greater than four feet in diameter should be broken down, if possible, or they may be placed in a dozer trench. Each trench should be excavated into the compacted fill a minimum of one foot deeper than the largest diameter of rock. - a) The rock should be placed in the trench and granular fill materials (SE>30) should be flooded into the trench to fill voids around the rock. b) The over size rock trenches should be no closer together than 15 feet from any slope face. c) Trenches at higher elevation should be staggered and there should be a minimum of four feet of compacted fill between the top of the one trench and the bottom of the next higher trench. d) It would be necessary to verify 90 percent relative compaction in these pits. A 24 to 72 hour delay to allow for water dissipation should be anticipated prior to additional fill placement. qrEK,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2868SD3 -- Encinitas,California Page 9 UTILITY TRENCH CONSTRUCTION AND BACKFILL Utility trench excavation and backfill is the contractors responsibility. The geotechnical consultant typically provides periodic observation and testing of these operations. While, efforts are made to make sufficient observations and tests to verify that the contractors' methods and procedures are adequate to achieve proper compaction, it is typically impractical to observe all backfill procedures. As such, it is critical that the contractor use consistent backfill procedures. Compaction methods vary for trench compaction and experience indicates many methods can be successful. However, procedures that "worked" on previous projects may or may not prove effective on a given site. The contractor(s) should outline the procedures proposed, so that we may discuss them prior to construction. We will offer comments based on our knowledge of site conditions and experience. 1. Utility trench backfill in slopes, structural areas, in streets and beneath flat work or hardscape should be brought to at least optimum moisture and compacted to at least 90 percent of the laboratory standard. Soil should be moisture conditioned prior to placing the trench. 2. Flooding and jetting are not typically recommended or acceptable for native soils. Flooding or jetting may be used with select sand having a Sand Equivalent (SE) of 30 or higher. This is typically limited to the following uses: a) shallow (12 + inches) under slab interior trenches and, b) as bedding in pipe zone. The water should be allowed to dissipate prior to pouring slabs or completing trench compaction. 3. Care should be taken not to place soils at high moisture content within the upper three feet of the trench backfill in street areas, as overly wet soils may impact subgrade preparation. Moisture may be reduced to 2% below optimum moisture in areas to be paved within the upper three feet below sub grade. 4. Sand backfill should not be allowed in exterior trenches adjacent to and within an area extending below a 1:1 projection from the outside bottom edge of a footing, unless it is similar to the surrounding soil. 5. Trench compaction testing is generally at the discretion of the geotechnical consultant. Testing frequency will be based on trench depth and the contractors procedures. A probing rod would be used to assess the consistency of compaction between tested areas and untested areas. If zones are found that are considered less compact than other areas, this would be brought to the contractors attention. %!EK,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2868SD3 - Encinitas,California Page 10 JOB SAFETY General Personnel safety is a primary concern on all job sites. The following summaries our safety considerations for use by all our employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading construction projects. The company recognizes that construction activities will vary on each site and that job site safety is the contractor's responsibility. However, it is, imperative that all personnel be safety conscious to avoid accidents and potential injury. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of our field personnel on grading and construction projects. 1. Safety Meetings: Our field personnel are directed to attend the contractor's regularly scheduled safety meetings. 2. Safety Vests: Safety vests are provided for and are to be worn by our personnel while on the job site. 3. Safety Flags: Safety flags are provided to our field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation and Clearance The technician is responsible for selecting test pit locations. The primary concern is the technician's safety. However, it is necessary to take sufficient tests at various locations to obtain a representative sampling of the fill. As such, efforts will be made to coordinate locations with the grading contractors authorized representatives (e.g. dump man, operator, supervisor, grade checker, etc.), and to select locations following or behind the established traffic pattern, preferable outside of current traffic. The contractors authorized representative should direct excavation of the pit and safety during the test period. Again, safety is the paramount concern. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic. The technician's vehicle is to be placed next to the test pit, opposite the spoil IrEK,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2858SD3 - Encinitas,California Page 11 pile. This necessitates that the fill be maintained in a drivable condition. Alternatively, the contractor may opt to park a piece of equipment in front of test pits, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits (see diagram below) No grading equipment should enter this zone during the test procedure. The zone should extend outward to the sides approximately 50 feet from the center of the test pit and 100 feet in the direction of traffic flow. This zone is established both for safety and to avoid excessive ground vibration, which typically decreases test results. TEST PIT SAFETY PLAN SIDE VIEW Test Pit Spoil pile 50 ft Zone of Traffic Direction Non-Encroachment Vehicle parked here Test Pit Spoil pile 10 0 ft Zone of I Non-Encroachment 50 ft Zone of Non-Encroachment - PLAN VIEW Slope Tests When taking slope tests, the technician should park their vehicle directly above or below the test location on the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during testing. - The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location. JrF.K,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2868SD3 -- Encinitas,California Page 12 Trench Safety: It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Trenches for all utilities should be excavated in accordance with CAL-OSHA and any other applicable safety standards. Safe conditions will be required to enable compaction testing of the trench backfill. All utility trench excavations in excess of 5 feet deep, which a person enters, are to be shored or laid back. Trench access should be provided in accordance with OSHA standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. Our personnel are directed not to enter any excavation which; 1. is 5 feet or deeper unless shored or laid back, 2. exit points or ladders are not provide, 3. displays any evidence of instability, has any loose rock or other debris which could fall into the trench, or 4. displays any other evidence of any unsafe conditions regardless of depth. -- If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraws and notifies their supervisor. The contractors representative will then be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons is subject to reprocessing and/or removal. Procedures In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is directed to inform both the developer's and contractor's representatives. If the condition is not rectified, the technician is required, by company policy, to immediately withdraw and notify their supervisor. The contractor's representative will then be contacted in an effort to effect a solution. No further testing will be performed until the situation is rectified. Any fill placed in the interim can be considered unacceptable and subject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to technicians attention and notify our project manager or office. Effective communication and coordination between the contractors' representative and the field technician(s) is IFEK,INC. Barratt American,Inc. APPENDIX C Proposed Residential Subdivision Project No.:2868SD3 Encinitas,California Page 13 strongly encouraged in order to implement the above safety program and safety in general. The safety procedures outlined above should be discussed at the contractor's safety meetings. This will serve to inform and remind equipment operators of these safety procedures particularly the zone of non-encroachment. JrEK,INC. 4 ALTERNATE FINISH GRADE f ,...'...-.<: 1 , ORIGINAL GROUND .r SUITABLE `. :•:::.::.:':::::.::::;: :: :;:>: »::>::;:.::::.::::::::::;:;.:....:_:.: .....:..:::::;:;:;:;>.:.:.:.:.:::_.;<:;:::> MATEPI AL : ::::::.:::.:::.:.:.:.:.:.:::=:.:::.::::::.::.:.:::::::::.::::::;;.::::.;::;:::;;.;:;:;.;.;:;::::;:;:::;:;::::: :. :.:.;::;:r »:'":'.:.:.:'• '.'.:..`'''.':•'::':<:•: < ."•'..:............:.:....:.;rte t.... .... SUITABLE .. :.:.;.` 4 FT MATERIAL TYPICAL CONSTRUCT BENCHES ::.:::.:.:.:.:.:.::::::::::::::.:.:.:.:.:.:.:..:.::.:::::::::::.: WHERE SLOPE EXCEEDS 5:1 `.' .... :.::::;:::::'::: 2S�tRSU;StkS ,. .:,,..,:,,•.,z,:.;: tRSt9,StRStRS�2S BOTTOM OF CLEANOUT TO BE AT 3' `: ?. 6"' PERFORATED PIPE IN 9 CUBIC FEET PER LINEAL FOOT CLEAN GRAVEL WITH FILTER LEAST 1.5 TIMES THE WIDTH OF — FABRIC TO COVER SURFACE OR COMPLETE COMPACTION EQUIPMENT I-3' —I WRAP PER FEILD CONDITIONS ALTERNATE i L FINISH GRADE ORIGINAL GROUND Z ...'.'.•......•. . - J x SUITABLE �ti MATERIAL .'.'.'.'.'.'.'.'.. '.' .......•.,..... '..''j- tOC} E SUF2FA;.E:.Iv1A fr: 4 FT t .'.'.... •.. ....................................... :•:'::: TYPICAL CONSTRUCT BENCHES :' :" ::::::: �:�� SUITABLE WHERE SLOPE EXCEEDS 5:1 ` >'' ''" - MATERIAL {�Y K,` 6'"PERFORATED PIPE IN 9 CUBIC FEET BOTTOM OF CLEANOUT TO BE AT PER LINEAL FOOT CLEAN GRAVEL LEAST 1.5 TIMES THE WIDTH OF WRAPPED IN FILTER FABRIC COMPACTION EQUIPMENT STANDARD GRADING GUIDELINES TYPICAL CANYON CLEANOUT GeoTek Insite, Inc. PLATE G - 1 n. TYPICAL FILL SLOPE OVER NATURAL DESCENDING SLOPE FINISH GRADE COMPACTED FILL CAP FILL SLOPE -- TOE OF FILL SLOPE PER >CIZ1= 1? A PLAN PROJECT ::BEDROCK REMOVAL AT zlzzzzzz f 1 TO 1 I ,,,,,,,,„ ,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ::. BEDROCK . ;.;. 2'MIIN—► NIIIN1Ml1N1 15 FT CLEAR ......................................................... ............ ,. ,,,,,,,,,,,,,,,,,,,,,,,..,.,..,,.,,.,,,.,,.,:::;:;;:;:;., OR 1.5 EQUIPMENT ,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,„ ,,,,,,,,,,,,,,,,,,,,,,,,,,,,, WIDTHS FOR „ DAYLIGHT CUT AREA OVER NATURAL DESCENDING SLOPE STRUCTURAL ' SETBACK WITHOUT j DAYS LIGHT CC CORRECTIVE WORK U T LINE PER PLAN; PROJECT REMOVAL AT 1 TO 1 ::FINISH GRADE "MIN. 36” COMPACTED FILL az `BEDROCK 2'MIIN—► > : :GQLLIJ CREEP: flNE 'MIINIMUM 15 FT CLEAR OR; 1.5 EQUIPMENT WIDTHS FOR COMPACTION :BEDROCK I'll I Zz- ,., TREATMENT ABOVE STANDARD GRADING GUIDELINES NATURAL SLOPES GeoTek Insite, Inc. PLATE G - 2 SLOPE TYPICAL FILL " PROPOSED CUT S ■ • OF-FILL .- OPE PLAN TOE OF .- • INNSUITABLE MATERIALS' O e • N I N RI MIINIMUM /W N Rh I I NI N N R NNSI��V�itiRRNSNIII4V IH NIIy SI R I -- �'-+. HIINNIH IIN/yI/NIII III N II I NS ISSSNIIyyR% SS �NN u I�aIHIIII -CUT SL .• N 15FT •- 1.5 SI►NNIIIIOIIII H I IAN II �I yIR'N��i►INN� COMPACTION YI�IjN�II�I�SSI NyItNI • NIIrI/NS/IISN I7IIRIISS IMIWN�Iy /��� IH y �� II�NII I�� a� I;y�i►S�IIjjS yRNRISNlS��H/IIIISNIrIY IIN ICI HI I NI I��n� ��R�ypJ+INIII��NH INI HIII� jyijl I INI�N/I♦I . _R4I�III�4I Ht SSSSI/I IIIIIIIIII IIIIINHIIII � a - � - y III IIIIIIIII II ��� IIfIIIIIIIIIIIIIIII � °`8 B �` IIIIIIIIIIIIIIIIIIIIIIIII IIIIIINIIIIIIIIIIIIIIIIIIIIIIIII � p B- • IIIIINIHIIIINIIIIIIIIIIIIIIIIII/IIt IIIIINIHIHIIIIINII/IIIIIII/III/IIe NINIIIIIIIII IIIIII I I I I III IIIIII/IIE r"= p �O IIIIIIIIIIIIIIINHIIIIIIIIIIIIII II/INII I/IIi •- IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIINI C �-• •- I/IIR IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIINI I/II� IIIINIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIINI IIIIIINIIIIIIIIIIIIIIIIIIIIIIIII (IIIIIII • I/II/IIIIIIIllIIIII/IIII!!IIlIII IIIIIII/IIII I/IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII♦IIIIIIIIII IINIII I/IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIINI i ISISSSISIISSSSSSSSSSISSISSSSSISSSSSSSSSSSIIISSSSSSIISSSSISSIISSSISSSISSSSIIIIISSSSIIISIS SSSIISSSISSSIIISSISISSSSSSSSSS IISSSSSSSSISSSSISSSISSSSIISSSIIISSSIISISIIIISIISIISI IIISSIIISSSSSSISSIISSIISSISSSISIISSIS IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINI/IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII/IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII/IIIIIIIIIIIIIIII I/IIINIIIIIIIIIIIIIIIIIIIIIIIIIII/IIIIIIIIIIIIIIIIIIIIIIIIIIIII/IIIIIIIIIIIII/IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII SSSSINSISISISISSSSISI I COMMON FILL ISSSISI SIIIISISSISSSSIISIISSSIIISSSSSSSSSSIISSISISIISSSSSIISSSSI SII ISSIISSSSI SIISSIISSISSSSISIS INNIIIIIIIIIIIIIIIIIIIIIIIIIIIII/IIIIIIIIIIIIIIIIIIIIIIIIIIIIIRINIIIIIII/IIIIIIIIIIIIINII/IIIIIIIIIIIIIIIIINIIIIIIII STANDARD GRADING GUIDELINES SLOPE GeoTek - Inc. PLATE CROSS SECTIONAL VIEW FINISH GRADE SEE NOTE 1 -::;:; I?:RQFCS::::::: 1t�I.FHIS;ZON FILL SLOPE ..-.- Yii!:,9- - - -- -- - -- - - ----- - , 0_ _____ _ _ _______-__ _- •.'.'.. 3' MIIN 15' Coll ; •:�:�:MIIN�:•::�:�:•:•:�:•:. - - --- -- ----- ----- -- -- - STAGGER ROWS 3' MIIN HORIZONTALLY ------ - - --- -- --- --------------- - ----- -- - ----- ------ - MIIN MUM 15 FT CLEAR OR 1.5 EQUIPMENT WIDTHS FOR COMPACTION PLAN VEIW FILL SLOPE MIINIMUM 15 FT CLEAR OR 1.5 EQUIPMENT WIDTHS FOR COMPACTION PLACE ROCKS END TO END. DO NOT PILE OR STACK. m.'I. MIINIMUM 15 FT CLEAR OR 1.5 SOIL TO BE PLACED AROUND AND OVER ROCKS EQUIPMENT WIDTHS FOR COMPACTION AND FLOODED INTO VOIDS-COMPACT AROUND AND OVER'EACH WINDROW NOTES: 1) MININUM SOIL FILL OVER WINDROWS SHOULD BE 7 FEET AND SUFFICIENT FOR FUTURE EXCAVATIONS(e.g. SWIMMIING POOLS)TO AVOID ROCKS. 2) MAXIMUM ROCK SIZE IN WINDROWS IS 4 FEET MINIMUM DIAMETER. 3) SOIL AROUND WINDROWS TO BE SANDY MATERIAL SUBJECT TO ACCEPTANCE BY SOIL ENGINEER 4) ALL SPACING AND CLEARANCES MUST BE SUFFICIENT TO ALLOW FOR PROPER COMPACTION. ROCK BURIAL STANDARD GRADING GUIDELINES DETAILS GeoTek Insite, Inc. PLATE G - 4 GRADE TO DRAIN .......... ..•_...,.. .............. .,.':.. COfv1PACTED::::::•:•. FILL: SLOPE FACE MINIMUM 36" COMPACTED :FILL BLANKET TERRACE DRAIN AS REQUIRED _ 2 .. QNIPAC ED.:;:::;::.. IL - BACK DRAINS GRADE TO f SEE DETAIL i .': `. DRAIN 1_ ---- . .. . �I !KEY TO FALL TO HEEL MINIMUM 1 FT I KEY TO BE MINIMUM• 2 FT DEEP OR PER IKEY TO BE MINIMUM 15 FT PLUS WIDTH REPORT OF TERRACE DRAINS OR 1.5 EQUIPMENT WIDTH USED FOR COMPACTION 1 I t 2%MINIMUM FALL E 4"DIAMETER PERFORATED DRAIN PIPE PVC SCH.40 OR 4"DIAMETER SOLID OUTLET EQUIVALENT IN 6 CUBIC FT LATERALS TO SLOPE FACE OR DRAIN ROCK WRAPPED IN STORM DRAIN SYSTEM AT FILTER FABRIC MAXIMUM 100 FT INTERVALS NOTE: ADDITIONAL BACKDRAINS MAY BE RECOMMENDED - BUTTRESS AND STANDARD GRADING GUIDELINES STABILIZATION SLOPES ZZ GeoTek Insite, Inc. PLATE G - 5 J J J J DRAINAGE STUDY: QUAIL GARDENS DRIVE JCase # 03-104 TM/DR/CDP Custom Home Lots J ' City of Encinitas, California J Prepared fora Revision History JBarratt American 5950 Priestly Dr, Suite 101 Date Comment Carlsbad, CA 92008 07/15/2005 Original MJ (760)431-0800 12/07/2005 Current J Report Prepared .B Y Stantec Consulting Inc. 277 Rancheros Drive, Suite 300 San Marcos, CA 92029 (760)891-3200 ph. Sb1dK (760)891-3201 fax J Engineer of Work/Contact Person: 1U O z ja Mohammad, PE ENo.12 38006 Stantec JN 2060028103 rF of (Old job number 260017.00) j_------_------ TABLE OF CONTENTS Introduction......................................................................................................................................l Methodology....................................................................................................................................1 HydrologicSite Description............................................................................................................1 ProposedImprovements...................................................................................................................2 WaterQuality Mitigation.................................................................................................................2 Hydrology........................................................................................................................................2 Hydraulics........................................................................................................................................2 Summary..........................................................................................................................................2 Introduction The purpose of this drainage report is to present the hydrologic and hydraulic analyses for the proposed improvements associated with the Quail Gardens Custom Home Lots Project. Quail Gardens Project a 3.75 acre site located in the City of Encinitas, San Diego County, California. The project site is bounded by Quail Gardens Drive on the east, and a developed residential homes tract on the north. The project is located about 100 yards north of Encinitas Boulevard. Exhibit-A shows the project location. The proposed landuse of the Quail Gardens Project is Single Family Residential. From a drainage standpoint, the project landuse is considered as Medium Density Residential (MDR, 4.3 DU/AC) with a corresponding impervious area of 30%. The project site is currently graded and abandoned. In the past the site was used as nursery/agricultural purposes. Methodology The City of Encinitas drainage requirements are per the County of San Diego standards. The County of San Diego drainage requirements are governed by the San Diego County Drainage Design Manual dated May 2005 (Hydraulic Manual), and San Diego County Hydrology Manual dated June 2003 (Hydrology Manual). Per the Hydraulic Manual, the tract streets are to carry 50-year flow below Top of Curb with 0.1' freeboard, and the 100-year flows are to be below Right of Way. All drainage design calculations in this report are per the Hydraulics and Hydrology Manual mentioned here. Rational Method Hydrology Computer program package developed by AES (Version 1.5A)was used in generating the runoff peak flow. Per the City of Encinitas development requirements, the project is required to have a post- construction BMP for drainage water quality. Correspondingly, an onsite water quality high - flow bypass basin(StormGate High Flow Bypass StormFilter)was designed with a minimum 12 cartridges to treat 0.4 cfs of water quality flow. The design flow for the water quality inlet is per the County of San Diego Hydrology Manual, which specifies the 85th percentile rainfall over the — county. The water quality basin is a flow based BMP,which treats 1/30th of cfs per cartridge,per manufacturer's design guidelines. The basin is designed with a high flow bypass structure so that only low flow gets into the water quality basin, and high flows gets bypassed downstream. Hydrologic Site Description The proposed site has a total on-site area of 3.75 acres. Slopes from the westerly and the northerly tracts drain towards the property, which is minimal, to about 0.1 acres of drainage area. The existing onsite area is currently vacant and shows signs of erosion. In the past, the site was used as nursery/agriculture purposes. The site slopes towards the east to Quail Gardens Drive with an average slope of 5%to 15%. There is an existing catchbasin south of the site on Quail Gardens Drive, which currently captures the drainage water from the site. Exhibit-B shows the existing condition drainage pattern. In the developed condition the site will follow the existing drainage pattern and will drain to Quail Gardens Drive. However, in order to minimize drainage water across the cross gutter at the entrance of the project site, two onsite catchbasins with grate (SD County STD DWG D-3, Catchbasin Type C-1)have been designed. Exhibit-C shows the developed condition drainage pattern. Quail Gardens Dr. Custom Lots, City of Encinitas, CA Hydrology and Hydraulic Study _ 1 - Proposed Improvements - Two proposed catchbasins 7' long(effective opening length 6') CB Type C-1, San Diego Count Standard Drawing D-3, at the entry of the site will capture 100%of the low flow water for water quality purposes, and will capture more than 70%of the 100-year water in the private street. The captured flow will travel through a proposed storm drain pipe to high flow bypass structure. high flows at the bypass structure will get bypassed to storm drain downstream, while low flowhe (water quality) will be diverted to water quality basin. The basin will have minimum of 12 cartridges to treat 0.4 cfs. The flow from water quality basin and the bypass structure will travel through a 24"storm drain pipe to the existing storm drain pipe in Quail Gardens Drive. The total flow from onsite areas in the project's private street is 7.1 cfs in 100- ear fre The flows that are not captured, and are bypassed downstream, by the proposed inlets are le s than 1 cfs on each side of the street. This bypassed street flow and other flow coming down. By Quail Gardens Drive from the Quail Gardens Drive will be captured by an existing inlet south of the project site introducing the inlets on the project's private street, the flow to Qua project site decreases from 5.0 cfs in existing conditions to less than 3.0 cfs in proposed conditions, and therefore is not expected to put any extra drainage burden on the drainage structures downstream, existing Water Quality Mitigation The project drainage improvements have been designed to meet State NPDES Municipal Stormwater Permit requirements for post-construction. The rim p quality BMP is a flow based BMP, consisting of the proposed water quality basin to treat the first flush flow. The first flush flow is a flow generated by 0.2 inches/hr of rainfall, which in this case comes out to be 0.4 cfs. The basin has cartridges, that treat about 1/301h of cfs per cartridge. For a water quality flow of 0.4 cfs, a minimum of 12 cartridges are proposed. -- Hydrology The 100-year flow for the developed condition from the site to the private street is 7.1 cfs. The water depth in the half street fora 3.5 cfs for curb with 0.26' of freeboard; hence it satisfies tQhe San Diego County design than the top of below top of curb for Q50 and below right of way or Y eslgri criteria (0.1' Y Q1oo)• Hydraulics The two catchbasins proposed are 6' effective length on each side of the street. In a 100- ear flood, 2.6 cfs of the incoming 3.5 cfs is captured by each catchbasin. For a first flush flood 100%of the 0.2 cfs is captured by the inlets. Summary The site has been designed to maintain the drainage pattern to the existing conditions, and to satisfy the drainage design criteria per San Diego County Standards. The site includes a flow based BAP to mitigate the water quality for first flush to satisfy the municipal storm water `- quality management for a new development. R:\160281.03.000\Hydrology\reports\Quai IGardens.doc Quail Gardens Dr. Custom Lots, City of Encinitas, CA Hydrology and Hydraulic Study -2- I - SEACREST 5 PACIFIC VIEW LANE - o w 101 o r 0 ENC/N/TqS ECT Q LOCA noN _ o a Q ` co Q Q CALLS IVAGDALENA v� REQUEZA ST 5 N_O SCALE 277 RANCHEROS CONSULTING INCJOUAIL EXH/BIT--A 277 RANCHEROS DRNE SUITE 300 --= - - - SAN MARCOS CA 92069 /C/N/TY MAP RaflbEC 760.891.3200 GARDENS DR PRGVECT a o � � U j Z o• 0 W cn m o 0 Lu o Q) ,Or = ,I '37VOS Q Q o a m Q o OW o p o CN Cy v Zz�zC >r \ w ci LO II C) _ N 19 O CJ C) E Z ° Z c� Lo i m to AM ' f �..,,�•� � -�`'�...;'"`�`� -'`".tea-.-•.--..''' y � ti �;�,. � 4 � J / � � i f CD Ix r t 1 N� lk — , p ti ------- T �t E219I co/92/ol 6Mp2000H \SI IC04x3\A6o)o.aptH\000,co'182o9i\,N oc Z 00 Z 0 VI cn V)N CI z W c):: LLJ CD IA z 80 45 L Tl� it 0. m 0 oil w M. WM Ocz lL to x xi e0z CD w 61 LU »:91`90/92/01 6+m0a° .` .0 QUAIL100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL /� _ (c) Copyright 1982-2003 Advanced Engineering Software (aes) T (,-V �( of Ver. 1.5A Release Date: 01/01/2003 License ID 1535 `II/ Analysis prepared by: V`,O DESCRIPTION OF STUDY ************************** * QUAIL GARDENS DRIVE * * FILE NAME: QUAIL100.DAT TIME/DATE OF STUDY: 16:29 06/21/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) — 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 0.00 TO NODE 0.10 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 86 USER SPECIFIED Tc(MIN.) = 9.600 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.325 SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.12 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ____________________ --------------------------------------------- UPSTREAM ELEVATION(FEET) = 205.00 DOWNSTREAM ELEVATION(FEET) = 162.00 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Page 1 of 2 QUAIL100.RE5 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.19 STREET FLOW TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 10.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.997 RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 SOIL CLASSIFICATION IS "D" -- S.C.S. CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0.520 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 6.03 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 7.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.11 FLOW VELOCITY(FEET/SEC.) = 5.67 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 0.00 TO NODE 3.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< --------------------------------------------------------------- RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 USER SPECIFIED Tc(MIN.) = 6.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.351 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.22 FLOW PROCESS FROM NODE 0.00 TO NODE 4.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< --------------------------------------------------------- RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 -` SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 USER SPECIFIED Tc(MIN.) = 6.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.351 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.44 ------------------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.20 TC(MIN.) = 6.90 r PEAK FLOW RATE(CFS) = 0.44 ------------------------------- END OF RATIONAL METHOD ANALYSIS Page 2 of 2 QUAIL50.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1535 Analysis prepared by: ev/C(_L'1� � �y� `i DESCRIPTION OF STUDY ************************** * QUAIL GARDENS DRIVE * * * ************************************************************************** FILE NAME: QUAIL50.DAT TIME/DATE OF STUDY: 17:15 06/21/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS - *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ___ --------- ----------------- ------ ----- ------ ----- ------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 0.00 TO NODE 0.10 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------------------------------------------- - RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = 5200 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 86 USER SPECIFIED Tc(MIN.) = 9.600 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.979 °- SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< --------------------------------- ----- ------------ -_ UPSTREAM ELEVATION(FEET) = 205.00 DOWNSTREAM ELEVATION(FEET) = 162.00 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 - INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Page 1 of 2 QUAIL50.RE5 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.99 _. PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 10.87 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.673 RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 SOIL CLASSIFICATION IS "D" °- S.C.S. CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0.520 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 5.54 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 6.49 " END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.85 FLOW VELOCITY(FEET/SEC.) = 5.53 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 380.00 FEET. FLOW PROCESS FROM NODE 0.00 TO NODE 3.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< --- ------------------------------------------------------------ RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 USER SPECIFIED Tc(MIN.) = 6.900 - 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.923 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 0.00 TO NODE 4.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< --------------------------------------------------------------------- RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 USER SPECIFIED Tc(MIN.) = 6.900 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.923 ® SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.40 --------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.20 TC(MIN.) = 6.90 PEAK FLOW RATE(CFS) = 0.40 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ------------------------ - END OF RATIONAL METHOD ANALYSIS Page 2 of 2 QUAILUNDAES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL r 9�/� �/�r � (c) Copyright 1982-2003 Advanced Engineering Software (aes) �J l� Y Ver. 1.5A Release Date: 01/01/2003 License ID 1535 _ Analysis prepared by: DESCRIPTION OF STUDY ************************** • QUAIL GARDENS RD • UNDEVELOPED CONDITIONS * ************************************************************************** FILE NAME: QUAILUND.DAT TIME/DATE OF STUDY: 16:29 06/22/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 . 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- ----------------- ------ ----- ------ ----- ------- �' 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET _ as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------- ._ *USER SPECIFIED(SUBAREA) : RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 8.700 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.608 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.77 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 200.00 DOWNSTREAM(FEET) = 170.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL SLOPE = 0.0652 CHANNEL FLOW THRU SUBAREA(CFS) = 1.77 FLOW VELOCITY(FEET/SEC) = 4.29 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 10.49 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 460.00 FEET. Page 1 of 2 QUAILUND.RES FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.085 *USER SPECIFIED(SUBAREA) : URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 2.72 TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 4.29 TC(MIN.) = 10.49 ***kkkk*********k******kkkk****k****k**k****kkk*********k**k**************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 °- ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 170.00 DOWNSTREAM(FEET) = 154.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0571 CHANNEL FLOW THRU SUBAREA(CFS) = 4.29 FLOW VELOCITY(FEET/SEC) = 4.87 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 11.45 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 740.00 FEET. ******k*k**********kk**k********k******k***k***kkk*********k**k*k***k******* FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.861 *USER SPECIFIED(SUBAREA) : URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 5.00 TC(MIN.) = 11.45 ********k***k*****k****k**k*****kkk*****k*****************************k***** FLOW PROCESS FROM NODE 0.00 TO NODE 4.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 6.900 .w 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.351 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.38 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.10 TC(MIN.) = 6.90 PEAK FLOW RATE(CFS) = 0.38 -------------------- END OF RATIONAL METHOD ANALYSIS Page 2 of 2 Project Report The Keith Companies Date: Project: Job No: Re: By: Contact: Phone: / too( VA )C,7 v L 4F 4r 7) 4: 0 301 E-5/04 Project Report The Keith Companies Date: Project: Job No: Re: By: Contact: Phone: lyi o 701 e? C f-4 7 • 301 E-5/04 Worksheet for Combination Inlet On Grade Flow Element: Combination Inlet On Grade Solve For: Efficiency Discharge: 0.20 ( ft/s Slope: 0.13000 ft/ft Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.015 _.. Local Depression: 2.00 in Local Depression Width: 2.00 ft Grate Width: 2.00 ft Grate Length: 3.33 ft Grate Type: P-50 mm x 100 mm(P-1-7/8"-4") Clogging: 30.00 % Curb Opening Length: 6.00 ft ;t. Calculation Option: Use Both Grate Flow Option: Exclude None _ RmIts Efficiency: 100.00 % Intercepted Flow: 0.20 ft/s Bypass Flow: 0.00 ft3/s Spread: 0.98 ft Depth: 0.08 ft Flow Area: 0.04 ft2 Gutter Depression: 0.13 ft Total Depression: 0.29 ft Velocity: 5.01 ft/s Splash Over Velocity: 5.06 ft/s Frontal Flow Factor: 1.00 Side Flow Factor: 0.05 Grate Flow Ratio: 1.00 Equivalent Cross Slope: 0.16633 ftfft Active Grate Length: 2.33 ft Length Factor: 0.61 Worksheet for Combination Inlet On Grade Total Interception Length: 6.03 ft Worksheet for Gutter- Private Street Flow Element: Gutter Solve For: Spread Channel Slope: 0.13000 ft/ft Discharge: 3.50 ft%s Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.015 Spread: 5.16 ft Flow Area: 0.39 ft2 Depth: 0.23 ft Gutter Depression: 0.13 ft Velocity: 8.91 ft/s Worksheet for Combination Inlet On Grade - South Side tart Flow Element: Combination Inlet On Grade Solve For: Efficiency tn� Discharge: 3.50 ft/s Slope: 0.13000 ft/ft Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.015 Local Depression: 2.00 in Local Depression Width: 2.00 ft Grate Width: 2.00 ft -- Grate Length: 3.33 ft Grate Type: P-50 mm x 100 mm(P-1-7/8"-4") Clogging: 30.00 % Curb Opening Length: 6.00 ft _ Calculation Option: Use Both Grate Flow Option: Exclude None Efficiency: 74.33 % Intercepted Flow: `2.60_ ft'/s Bypass Flow: 0.90 ft/s Spread: 5.16 ft Depth: 0.23 ft - Flow Area: 0.39 ft2 Gutter Depression: 0.13 ft Total Depression: 0.29 ft Velocity: 8.91 ft/s Splash Over Velocity: 5.06 ft/s Frontal Flow Factor: 0.65 Side Flow Factor: 0.02 Grate Flow Ratio: 0.88 Equivalent Cross Slope: 0.14854 ft/ft W Active Grate Length: 2.33 ft Length Factor: 0.17 Worksheet for Combination Inlet On Grade - South Side Total Interception Length: 21.48 ft i This drawing is NOT in conformance with latest UBC and should be used with care and judgment. A� For frame and grate details, 46Db alvanized steel see dwgs. D-13 & D-15. ngle continuous I I ; B #13 nd protection 4ar. See Std. See note 7 (# rawing D-12 C r � — — I� -1 Curb Line C — — #13 (#4)@ 305mm(12")102mm (4") radius (1'-0") ---_—___ I T�--►� 152mm (6") A� [-- B Transition to normal 457mm (1'-6") PLAN curb height in 2.54m SECTION B—B (10') on both sides unless otherwise noted. co c J L 254mm (10") unless otherwise shown v 534mm 1'-9' Length shown on pions ( ') T� � 152mm (6") ll� �76mm r. E L (3) r— ° E � #13 (#4) °a V N�' o #13@152mm E 152mm 1 �� o ( L0 (6") T�` 76m (3") clr. E min. 191 mm (7-1/2") M I. Rounded pipe ends see 4-#13 (#4) around pipe I drawing D-61 O 1 Elev shown 1 on plans 12:1 -SIT 914mm (3'-0") T Slope floor 12:1 T I 1.10m (3'-6") .U— towards outlet SECTION C—C SECTION A—A NOTES 1. See Standard Drawings D-11 through D-15 for additional notes and details. 2. Types are designated as follows: (no wing) C, (one wing) C-1, (two wings) C-2. 3. Exposed edges of concrete shall be rounded with a radius of 13mm (1/2"). 4. When V exceeds 1.22m (4') steps shall be installed. See Standard Drawing D-11 for details. 5. Concrete gutter to match adjacent gutters. 6. An expansion joint shall be placed at the ends of the inlet where the curb is to adjoin. 7. Provide 6.35mm (1/4") tooled groove in top slab in line with back of adjacent curb. 8. Surface of top slab shall be sidewalk finished to drain toward street at a slope of 6.35mm (1/4") per foot. 9. Maintain 38mm (1-1/2") clear spacing between reinforcing and surface unless otherwise noted. 10. Where inlet is to be constructed on grade and Standard Drawing D-20 concrete apron is LEGEND ON PLANS required, lift down-grade end of grate as shown on D-20. Revision By Approved Dote RECOMMENDED BY THE SAN DIEGO SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL Kerchevol 12/75 Add Metric T. Stanton 03/03 310112003 CURB INLET - TYPE C C airperson R.C.E. 19246 Date DRAWING D-3 NUMBER This drawing is NOT in conformance with latest UBC and should be used with care and judgment. E. I I I t 102MM (4") (4") X 76mm (3") X 6.35mm (1/4") LJ LJ N E LO M r'i r-i I I I I ^4.76mm (3/16") 1.05m (3'-5 3/8") 76mm(3') r A—J _. PLAN N O 4.76mm (3/16") — co i' 1 3m (1/2") 102MM (4") Dia. Anchors 51mm (2") — NOTE SECTION A—A Hot dip galvanize ail parts after fabrication. Revision By Approved Date RECOMMENDED BY THE SAN DIEGO ORIGINAL Kerchevall2/75 SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE Add Metric T. Stanton 03/03 3/Ol/ZA03 WELDED STEEL GRATE FRAME Chll5irperson R.C.E. 19246 Date DRAWING p-13 NUMBER This drawing is NOT in conformance with latest UBC and should be used with care and judgment. 1.54m 102mm 9.53mmO (3/8"0) Bar 5-5/8") (4") 0 A 00 63.5mm (2 1/2")x I io 9.53mm (3/8") End Bars E E 0) E E 00 /n o B � N 89mm 3-1 2" B ( / ) x 4.76mm (3/16") fillet 6.35mm (1/4") bars weld outside bar & 1.02m (3'-4") every 3rd terminal bar. �- PLAN 3.20mm (1/8") 9.53mmrb (3/8"0) Bar TYp N oo W 64mrn (1/2") x �'�!- lo End Bars n 63.5mm (2-1/2") x 9.53mm (3/8") SECTION A End Bars SECTION B NOTES 1. Hot dip galvanize all parts after fabrication. 2. Dimensions to centerline of bars unless otherwise noted. 3. Weight: 64kg (141) pounds. 4. Not to be used in pedestrian areas. BY THE SAN Revision By Approved Date NALNSTAANDARDS COMMITTEE O O SAN DIEGO REGIONAL STANDARD DRAWING REG O ORIGINAL Kercheval 12/75 Add Metric T. Stanton 03/03 310114%V3 DRAINAGE STRUCTURE GRATE C airperson R.C.E. 19246 Dote DRAWING D-15 NUMBER StormwaterDMG Size and Cost Estimate Date: October 18, 2005 Pages: 2 To: Andrew Blackwood From: Sarah Hunt, EIT Company: Stantec Office Location: West Email: Andrew.Blackwood @KEITHCO.COM Cc: AJ Margetis Phone: (619)615-0000 Re: Quail Gardens Drive ❑ For Approval ❑ For Review And Comment Q As Requested In accordance with your request for information,we are pleased to submit the following size and cost estimate for the proposed stormwater treatment system for the Quail Gardens Drive project in Encinitas, California. d The Stormwater360 StormFiltere is a passive siphon-actuated, flow-through, stormwater filtration system consisting of a structure that houses rechargeable, media-filled filter cartridges. The StormFilter works by passing stormwater through the media-filled cartridges,which trap particulates and adsorb pollutants such as dissolved metals, nutrients, and hydrocarbons. The design of the StormFilter assumes that system maintenance will be performed at regular intervals. Stormwater360 can be contracted to perform the maintenance or can work directly with owners who wish to perform their own maintenance. Please contact us for more information about maintenance options. The size and cost estimate is based on information provided by Stantec and is not a formal quote. A formal quote can be provided once final plans have been provided. Thank you for the opportunity to provide you with this information. If the StormFilter seems like an appropriate solution for your site, please email us or visit our website at www.stormwater360.com to download AutoCAD drawings or PDF files for inclusion on your plans. Please let us know if there is any additional information or design support we can provide. We look forward to working with you on this project. The leaders in the stormwater industry,Stormwater Management,Inc.and Vortechnics,Inc.,have united as Stormwater360 "—the comprehensive provider of stormwater solutions.With an unparalleled product line and unmatched customer support team under one umbrella,Stormwater360 has the treatment option to meet your water quality goals. www.stormwater360.com @2005 Stormwater360 12021-B NE Airport Way,Portland OR 97220 10/19/2005 shunt Toll-free:800.548.4667 Fax:800.561.1271 Stormwater360 Size and Cost Estimate ACONiFUiCmip+y Quail Gardens Drive — Stormwater Treatment System — Encinitas, California Information provided: • Total contributing area = 3.75 acres • Impervious area = 30% • Water quality flow rate Qwq = 0.4 cfs • Peak hydraulic flow rate, Qpeak= 7.4 cfs (100 yr) • Presiding agency = City of Encinitas, CA _ Assumptions: • Water quality intensity, I = 0.20"/hr • Media = Perlite cartridges • Drop required from inlet to outlet= 2.3' minimum Size and cost estimates: The StormFilter is a flow-based system, and therefore, is sized by calculating the water quality flow rate associated with the design storm. The water quality flow rate was calculated by the design engineer using the rational method assuming an intensity of 0.20"/hr. The StormFilter for this site was sized based on a water quality flow rate of 0.4 cfs. To accommodate this flow rate, Stormwater360 recommends using a 6x12 StormFilter with 12 cartridges (see attached detail). The estimated cost of this system is$30,300, complete and delivered to the job site. This estimate assumes that the vault is 6 feet deep. The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings are specified. The contractor is responsible for setting the 6x12 StormFilter and all external plumbing. The Manhole StormFilter has an internal bypass capacity of 1.8 cfs. Since the peak discharge off the site is expected to exceed that rate, we recommend placing a high-flow bypass upstream of the StormFilter system. Stormwater360 could provide our high-flow bypass, the StormGate, which provides a combination weir-orifice control structure to limit the flow to the StormFilter, for approximately $5,300. The final cost would depend on the actual depth and size of the unit. The leaders in the stormwater industry, Stormwater Management, Inc.and Vortechnics,Inc.,have united as Stormwater360TM—the comprehensive provider of stormwater solutions. With an unparalleled product line and unmatched customer support team under one umbrella, Stormwater360 has the treatment option to meet your water quality goals. www.stormwater360.com East: West: Mid-Atlantic: 200 Enterprise Drive,Scarborough,ME 04074 12021-B NE Airport Way,Portland,OR 97220 7020 Troy Hill Drive,Suites A-B,Elkridge,MD 21075 Toll-free:887.907.8676 Fax:207.885.9825 Toll-free:800.548.4667 Fax:800.561.1271 Toll-free:886-740-3318 Fax:866-376.8511 10/1 a/2005 shunt OUTLET PIPE RECOMMEND 6"0 a �I Q a . JUNCTION STRUCTURE (IF REQUIRED) BYPASS PIPE MIN 5' STORMGATE, HIGH LOW FLOW PIPE 6x12 STORMFILTER FLOW BYPASS TO STORMFILTER —' RECOMMEND 6'0 i 24"O MAINLINE SHEET DATE BY REVISION STORMGATE HIGH FLOW BYPASS 11/1 & PRECAST STORMFILTER SCHEMATIC - PLAN VIEW STORMWA7ER < ' �I 1 DATE: PROJECT NO.; DRAWING FILE NAME: N A N A Y!N F N T /N C. I�ESIGNED BY: AR3i DRAWN BY: 07/04 XXXX SG-SF612.DWG (800)548-4667 B BALLAST 2 (SEE NOTE 5) ALTERNATE PIPE _ LOCATION(TYP) (SEE NOTE G) n 4 - '_ ��' :!:�.•i:�•• 'ter:•:'•�,� COUPLING(TYP) (BY CONTRACTOR) OUTLET A BAY 1 FILTRATION — BAY OUTLET PIPE INLET PIPE (SEE NOTES 54G) (SEE NOTES 5*G) d... d - a 6' x 12' STORMFILTER - PLAN VIEW r SCALE XT.& 1 30"0 FRAME AND COVER(TYP) (SEE NOTE 4) GRADE RING (TYP) a BAFFLE WALL (TYP) 4'-G"MIN _ T LADDER (SEE NOTE 7) ENERGY UNDERDRAI N STORM FI LTER D1551 PATOR CARTRIDGE(TYP) MANIFOLD (SEE NOTE 2) 6' x 12' STORMFILTER - SECTION VIEW SCALE. X& 1 THE 5TORMWATER MANAGEMENT 5tormFilter® U.5.PATENT No.5,322,629, No.5,707,527,No.G.027,G39 No G,G49,048,No.5,G24,57G, AND OTHER U.5.AND FOREIGN PATENTS PENDING _ 6' x 12' PRECAST STORMFILTER SHEET PLAN AND SECTION VIEWS 112 Sir LWATER STANDARD DETAIL — M A N A G E M E N T INC. DATE: DRAWN BY: DRAWING FILE NAME: (800)54&4667 05125105 MJW SF612–PC–NIB–DTL.DWG GENERAL NOTES 1)5TORMFILTER BY STORMWATER MANAGEMENT INC. (5M1), PORTLAND, OREGON (800) 548-4GG7. 2)FILTER CARTRIDGE(5)TO BE 51 PHON-ACTUATED AND SELF-CLEANING. STANDARD DETAIL DRAWING SHOWS MAXIMUM NUMBER OF CARTRIDGES. ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS OR IN DATA TABLE BELOW. 3) PRECAST VAULT TO BE CONSTRUCTED IN ACCORDANCE WITH A5TM C857 AND C858. DETAIL DRAWING REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRAWING. 4)STRUCTURE AND ACCESS COVERS TO MEET AA5HTO H-20 LOAD RATING. 5)5TORMFILTER REQUIRES 2.3 FEET OF DROP FROM INLET TO OUTLET. IF LE55 DROP IS AVAILABLE, CONTACT SMI. — G) INLET AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST 5TORMFILTER VAULT EQUIPPED WITH EITHER CORED OPENINGS OR KNOCKOUTS AT INLET AND OUTLET LOCATIONS. 7) PROVIDE MINIMUM CLEARANCE FOR MAINTENANCE ACCESS. IF A SHALLOWER SYSTEM IS REQUIRED, CONTACT SMI FOR OTHER OPTIONS. 8)ANTI-FLOTATION BALLAST TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR, IF REQUIRED. BALLAST TO BE SET ALONG ENTIRE LENGTH OF BOTH SIDES OF THE STRUCTURE. 9)ALL 5TORMFILTER5 REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. G' x 1 2' PRECA5T 30"O FRAME AND COVER 5TORMFILTER DATA (TYP)(5EE NOTE 4) STRUCTURE ID 5F WATER QUALITY FLOW RATE (cf5) 0.4 PEAK FLOW RATE(cf5) 7.4 RETURN PERIOD OF PEAK FLOW( r5) 100 #OF CARTRIDGES REQUIRED 12 BAFFLE f FLOW CARTRIDGE FLOW RATE(1 5 OR 7.5 m) 15 WALL SPREADER MEDIA TYPE(C5F, PERLITE, ZPG) PERLITE PIPE DATA: I.E. MATERIAL DIAMETER INLET PIPE#1 -0.10' XXX G" .� y• INLET PIPE#2 BALLAST OUTLET PIPE -2.4' xxX G" (SEE NOTE 8) KIM HEIGHT .p: °.:• a XXX.XX' XXX.XX' t �:..:•::. FLOW UNDEKDRAIN WIDTH MANIFOLD —f�--�i — LADDER YES 6 x 12 STORMFILTER - SECTION VIEW B ANTI-FLOTATION BALLAST WIDTH HEIGHT SCALE:N.ts __ �" ��� 2 NOTES/SPECIAL REQUIREMENTS: 5'-G" 3 . t 4.. •: .1 : •. • f. •.a .� ..l}•.. • THE STOR 2. - MWATER MANAGEMENT StormFtlter® U.5.PATENT No.5,322.G29, 6' x 12' STORMFILTER - TOP VIEW 1 No.5,707,527,No.G.027,G39 SCALE: N.T.S. No.G,G49,048,No.5,G24,57G, AND OTHER U.5.AND FOREIGN PATENTS PENDING 6' x 12' PRECAST STORMFILTER SHEEP TOP VIEW, SECTION VIEW AND NOTES 212 STORMWATER = STANDARD DETAIL — M A N A O E M E N T I NO. DATE. DRAWN BY: DRAWING FILE NAME: (800)548-4667 05125105 MJW SF612—PC—NIB—DTL.DWG _ VARIABLE DIAMETER :., (5EE NOTE 2) mot'. L PEAK FLOW A — OUTLET PIPE 1 (SEE NOTE 4) AL WATER QUALITY FLOW OUTLET PIPE (SEE NOTE 4) STEPS INLET PIPE (SEE NOTE 4) STORMGATE MANHOLE - PLAN VIEW(1 SCALE.M.T.S. 24"0 FRAME GRADE RING AND COVER(STD) (TYP) r STORMGATE ADJUSTABLE WEIR(SEEDETAIL 112) - STORMGATE MANHOLE - SECTION VIEW ,rA SCALE:N.T.S. STORMGATE MANHOLE HIGH FLOW BYPASS SHEET PLAN AND SECTION VIEWS I12 ST10RMWATM STANDARD DETAIL 1 M A N A G E M E N T IN C. DATE. DRAWN BY. DRAWING FILE NAME. 1 (800)548-4667 05125105 MJW SG—MH—DTL.DWG GENERAL NOTES 1)5TORMGATE BY 5TORMWATER MANAGEMENT INC. (SMI), PORTLAND, OREGON (800) 548-4667. 2) PRECAST MANHOLE TO BE CONSTRUCTED IN ACCORDANCE WITH A5TM C475. DETAIL DRAWING REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRAWING. 3)STRUCTURE AND ACCESS COVERS TO MEET AASHTO H-20 LOAD RATING. 4) INLET AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST 5TORMGATE MANHOLE EQUIPPED WITH EITHER CORED OPENINGS OR KNOCKOUTS AT INLET AND OUTLET LOCATIONS. 5)CONTRACTOR TO ADJUST WEIR TO DESIGN ELEVATION SPECIFIED IN DATA TABLE BELOW. DO NOT EXCEED 5.0 FT-LB5 TORQUE WHEN — TIGHTENING SCREWS ON WEIR FRAME. SEAL WEIR TO FRAME WITH RTV SILICONE SEALANT AFTER FINAL ADJUSTMENT. STORMGATE MANHOLE DATA STRUCTURE ID SG WATER QUALITY FLOW RATE (cf5) 0.40 PEAK FLOW RATE, Q eak(cf5) 7.4 MANHOLE DIAMETER(48", GO", 72") 48" 4"MIN RIM ELEVATION ' XXX-XX' PIPE DATA: I.E. ORIENTATION MATERIAL DIAMETER B INLET PIPE 0.00' XX° XXX 24" 2 WATER QUALITY FLOW OUTLET PIPE 0.00' XX° XXX G" PEAK PLOW O.I' XX° XXX 24" SET SCREWS(lYP) OUTLET PIPE — (SEE NOTE 5) ORIFICE TYPE (PIPE, CAP, PLATE) PIPE ORIFICE DIAMETER(in) G" WEIR CREST ELEVATION 1.01 WEIR DETAIL - PLAN VIEW WEIR WALL ELEVATION 1.5' SCALE:N.T.S. --- HEAD OVER WEIR, H (ft) 0.74' 2 V,/5f-at Q eak 1.74' WEIR ORIENTATION XX. FLOOR ELEVATION -O.G7" NOTE5/5PECIAL REQUIREMENTS: PIPE ORIENTATION KEY: 90° 180°- o -0° WEIR FRAME 3' 270° ADJUSTABLE _ WEIR PLATE (SEE NOTE 5) .� MIN �:i •°•• ..: :,. .:•.. �•.. EMBEDMENT ANCHORS %: �•' (TYP) � fM 4'MIN �'�•. r A. WEIR DETAIL - SECTION VIEWS 24"0 FRAME SCALE:N.T.S 2 AND COVER(STD) STORMGATE MANHOLE - TOP VIEW �2� SCAM- .S. n LE: _ STORMGATE MANHOLE HIGH FLOW BYPASS SHEET SECTION VIEW, TOP VIEW AND NOTES 212 SWRMWATER STANDARD DETAIL M A N A O E M E N T I N C. DATE. DRAWN BY. DRAWING FILE NAME: 2 (800)548-4667 05125105 MJW SG-MH-OTL.DWG Worksheet for Circular Pipe-18° 1.0% Flow Element: Circular Pipe Friction Method: Manning Formula Solve For: Normal Depth Roughness Coefficient: 0.013 Channel Slope: 0.01800 ft/ft Diameter: 2.00 ft Discharge: 2.60 ft3/s Normal Depth: 0.40 ft Flow Area: 0.44 ft' Wetted Perimeter: 1.84 ft Top Width: 1.59 ft Critical Depth: 0.56 ft Percent Full: 19.8 % Critical Slope: 0.00446 ft/ft Velocity: 5.90 ft/s Velocity Head: 0.54 ft Specific Energy: 0.94 ft Froude Number: 1.98 Maximum Discharge: 32.65 ft/s Discharge Full: 30.35 ft'/s Slope Full: 0.00013 ft/ft Flow Type: SuperCritical GVf:; Date Downstream Depth: 0.00 ft Length: 0.00 ft Number Of Steps: 0 t3VF Otdw Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 % Normal Depth Over Rise: 0.00 % Downstream Velocity: 0.00 ft/s Worksheet for Circular Pipe-18" 1.0% Upstream Velocity: 0.00 ft/s Normal Depth: 0.40 ft Critical Depth: 0.56 ft Channel Slope: 0.01800 ft/ft Critical Slope: 0.00446 ft/ft Worksheet for Circular Pipe-24" 23.2% Flow Element: Circular Pipe Friction Method: Manning Formula Solve For: Normal Depth r Roughness Coefficient: 0.013 Channel Slope: 0.01800 ft/ft Diameter: 2.00 ft Discharge: 5.20 ft'/s Resu Normal Depth: 0.56 ft Flow Area: 0.72 ft2 Wetted Perimeter: 2.23 ft Top Width: 1.80 ft Critical Depth: 0.80 ft _ Percent Full: 28.0 % Critical Slope: 0.00457 ft/ft Velocity: 7.22 ft/s Velocity Head: 0.81 ft Specific Energy: 1.37 ft Froude Number: 2.01 Maximum Discharge: 32.65 ft3/s Discharge Full: 30.35 ft3/s Slope Full: 0.00053 ft/ft Flow Type: Supercritical GVF jnjwaDR Downstream Depth: 0.00 ft Length: 0.00 ft Number Of Steps: 0 GVFOuout 1 Upstream Depth: 0.00 ft - Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 % Normal Depth Over Rise: 0.00 % Downstream Velocity: 0.00 ft/s Worksheet for Circular Pip4-- 2,V* 23.2% Upstream Velocity: 0.00 ft/s Normal Depth: 0.56 ft Critical Depth: 0.80 ft Channel Slope: 0.01800 ft/ft Critical Slope: 0.00457 ft/ft Worksheet for Circular Pipe-24" 23.2% Flow Element: Circular Pipe -- Friction Method: Manning Formula Solve For: Normal Depth Roughness Coefficient: 0.013 Channel Slope: 0.01800 ft/ft _ Diameter: 2.00 ft Discharge: 5.20 ft/s Resuffe;. Normal Depth: 0.56 ft Flow Area: 0.72 ft2 Wetted Perimeter: 2.23 ft Top Width: 1.80 ft Critical Depth: 0.80 ft — Percent Full: 28.0 % Critical Slope: 0.00457 ft/ft Velocity: 7.22 ft/s Velocity Head: 0.81 ft Specific Energy: 1.37 ft Froude Number: 2.01 Maximum Discharge: 32.65 ft3/s Discharge Full: 30.35 ft3/s Slope Full: 0.00053 ft/ft Flow Type: SuperCritical GVF Inpt+t . Downstream Depth: 0.00 ft Length: 0.00 ft Number Of Steps: 0 GWFtra Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 % Normal Depth Over Rise: 0.00 % Downstream Velocity: 0.00 ft/s Worksheet for Circular Pipe-24" 23.2% Upstream Velocity: 0.00 ft/S Normal Depth: 0.56 ft Critical Depth: 0.80 ft Channel Slope: 0.01800 ft/ft Critical Slope: 0.00457 ft/ft CONSTRUCTION qLi TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD, SUITE 115 1 ESCONDIDO, CA 92026 1 160.146.4955 1 FAX 160.146.9806 TRANSMITTAL To: City of Encinitas Date: Monday, October 11, 2010 Attn: Debra Geishart, Eng. Tech 505 South Vulcan Avenue Project: Quail Pointe, 9481-G, 9481-1 Encinitas, CA 92024 CTE Job No.: 10-10012C OCT 1 1 2010 Description: We are transmitting: Mylars, grading, 37 sheets (Drawing No. 9481-G, Sheets 1-37) Mylars, improvement, 7 sheets (Drawing No. 9481-I, Sheets 1, 2, 3, 4, 4A, 5, and 6) 1 set redlines grading & improvement 2 Engineer's Final Grading Certification Phase 3 Lots 1,2,3 and 12 Remarks: Sent Via: ❑ U.S. Mail Overnight Ex Hand Delivered ❑ Other Sent By: Marius Sinca cc: Received by: City County Water District Client Other Print Name Date SAN DIEGO I ESCONDIDO I RIVERSIDE I VENTURA I MERCED I TRACY I SACRAMENTO I PALM SPRINGS GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING (2;; CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MDNTIEL ROAD, SUITE 115 1 ESCONDIDO, CA 92026 1 760.746.4955 1 FAX 760.746.9806 October 11, 2010 CTE Job No. 10-10012C City of Encinitas OCT 1 1 2010 505 South Vulcan Avenue Encinitas, CA 92024 Subject: Engineer's Final Grading Certification Drawing Number 9481-G Phase 3 Lots 1, 2, 3, and 12 Grading Permit Number 9481 GI Quail Pointe The grading under Permit Number 9481 GI, Phase 3 Lots 1, 2, 3, and 12 has been performed in substantial conformance with the approved grading plan. Final grading inspection has demonstrated that lot drainage conforms to the approved grading plan and that swales drain at 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 Part II were constructed and are operational, together with the required maintenance covenants. �OLOFESSApN V. Cog Engineer of Record Exp. C 70066 4David ponCE 0 066 * Exp. 09/30/22 N9j CIVI•r ROF cA►-`�0 Dated --------------------------------------------- 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 Dated SAN DIEGO I ESCONDI00 I RIVERSIDE I VENTURA I MERCED I TRACY I SACRAMENTO I PALM SPRINGS GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING HYDROLOGY AND HYDRAULIC STUDY FOR QUAIL GARDENS DR CUSTOM HOME LOTS CASE # 03-104 TM/DR/CDP CITY OF ENCINITAS, CALIFORNIA Job Number 260017.00 July 15, 2005 �! 1 Prepared for: BARRATT AMERICAN 5950 PRIESTLY DRIVE,SUITE 101 CARLBAD,CA 92008 760-431-0800 Prepared by: The Keith Companies �� 277 Rancheros Drive, Suite 300 San Marcos, CA 92069 Engineer of Work: Z Eja hammad, P.E. No.C 58580 N C58580 Exp. 12/31/2006 Exp. 12/3t/2006 �> CIVIL OF CA1-�F� TABLE OF CONTENTS Introduction......................................................................................................................................1 Methodology....................................................................................................................... Hydrologic Site Description ...................................................................................... Proposed Improvements........................................................................................ WaterQuality Mitigation................................................................................................................. Hydrology 2 ........................................... Hydraulics .. 2 Summary.......................................................................................................................................... Introduction The purpose of this drainage report is to present the hydrologic and hydraulic analyses for the proposed improvements associated with the Quail Gardens Custom Home Lots Project. Quail Gardens Project a 3.75 acre site located in the City of Encinitas, San Diego County, California. The project site is bounded by Quail Gardens Drive on the east, and a developed residential homes tract on the north. The project is located about 100 yards north of Encinitas Boulevard. Exhibit-A shows the project location. The proposed landuse of the Quail Gardens Project is Single Family Residential. From a drainage standpoint, the project landuse is considered as Medium Density Residential (MDR, 4.3 DU/AC) with a corresponding impervious area of 30%. The project site is currently graded and abandoned. In the past the site was used as nursery/ agricultural purposes. Methodology The City of Encinitas drainage requirements are per the County of San Diego standards. The County of San Diego drainage requirements are governed by the San Diego County Drainage Design Manual dated May 2005 (Hydraulic Manual), and San Diego County Hydrology Manual dated June 2003 (Hydrology Manual). Per the Hydraulic Manual, the tract streets are to carry 50-year flow below Top of Curb with 0.1' freeboard, and the 100-year flows are to be below Right of Way. All drainage design calculations in this report are per the Hydraulics and Hydrology Manual mentioned here. Rational Method Hydrology Computer program package developed by AES (Version 1.5A) was used in generating the runoff peak flow. Per the City of Encinitas development requirements, the project is required to have a post- construction BMP for drainage water quality. Correspondingly, an onsite water quality swale - (WQ Swale)has been designed to treat the water quality for the post construction scenario. The design of the WQ Swale is per the County of San Diego Hydrology Manual, which specifies the 85th percentile rainfall over the county. The WQ swale is a flow based BMP, which has been designed for 0.2 in/hr first flush rainfall per California BMP Handbook Standard TC-30 recommendations. Hydrologic Site Description The proposed site has a total on-site area of 3.75 acres. Slopes from the westerly and the northerly tracts drain towards the property, which is minimal, to about 0.1 acres of drainage area. The existing onsite area is currently vacant and shows signs of erosion. In the past, the site was used as nursery/ agriculture purposes. The site slopes towards the east to Quail Gardens Drive with an average slope of 5%to 15%. There is an existing catchbasin south of the site on Quail Gardens Drive,which currently captures the drainage water from the site. Exhibit-B shows the existing condition drainage pattern. In the developed condition the site will follow the existing drainage pattern and will drain to Quail Gardens Drive. Exhibit-C shows the developed condition drainage pattern. Proposed Improvements ed Two proposed catchbasins (mod capture the ow flow water Standard or wDrawing ter qualiitty purposes. The outlet) at the entry of the site p Quail Gardens Dr. Custom Lots, City of Encinitas, CA The Keith Companies Hydrology and Hydraulic Study - 1 - captured flow will travel through a proposed water quality swale (2' bottom width, 2:1 side slope, 2' deep) for about 110' at 0.5%to achieve a minimum travel time of 10 minutes, as required de the or a design guidelines for TC-30. At the end of the swale, a CSP inlet Type-B (San Diego County Standard Drawing D-16)will capture the flow incoming to the swale to drain out the existing storm drain pipe in Quail Garden s Drive. Water Quality Mitigation The project drainage improvements have been designed to meet State 1`TPDES Municipal Stormwater Permit requirements for construction and post-construction. The primary post construction water quality BMP is a flow based BMP, consisting t flush proposed w t r er quality swale TC-30 to achieve a minimum 10 minutes travel time for flow is a flow generated by 0.2 inches/hr of which in This flow comes transported through Each of the catchbasin captures 0.2 cfs for the 2:1 a water quality swale for about 110'. The swale is designed to be a minimum of 2' bottom, side slope, and 2' deep, with a longitudinal slope 0.5%. The swale is designed to have a high friction factor, and per TC-30 recommendation ge also beenotund effectipe.ctWe recommenhd swales with little or no vegetation(dry swales) a planting native vegetation that would grow to height 6-12". Hydrology flow for the The 50- and 100-year developed condition from the site is 7.4 cfs. The water dept loo) is about 0.24', which is lower than the top of curb with in the half street fora 3.5 cfs (for Q San Diego County street design criteria(0.1' below top 0.26' of freeboard; hence it satisfies the of curb for Q50 and below right of way for Qloo)• Hydraulics The two catchbasins proposed are 3' each in length. The flow lines of the streets are depresse by 2"to increase the flow capture capacity of the inlets. In a 100-year flood, 1.1 cfs of the incoming 3.5 cfs is captured by each catchbasin. For a first flush flood, 100% of the 0.2 cfs is captured by the inlets. The flow captured by the inlets are directed to the WQ Swale. The maximum depth in the water quality swale for 100-year flow Q through Swale Swale design depth of 2.0 provides for a freeboard of 1.0' for Qloo• The flow travels g the CSP Inlet at the end of the swale. The capacity of the CSP inlet side opening (assuming top grate clogged) is more than 5 cfs at 1.0' depth of water, hence an adequate freeboard(more than 1.0') is provided at the CSP inlet as well. The flow from the CSP inlet is carried by an 18"RCP pipe to the existing storm drain system in Quail Gardens Drive. Summary The site has been designed to maintain the drainage pattern to the existing conditions, an to satisfy the drainage design criteria per San Diego County Standards. The site includes a flow based BMP swale design to mitigate the water quality for first flush to satisfy the municipal storm water quality management for a new development. CADocuments and Settings\e_mohammad\My Documents\pdata\QuailGardens\Report\QuailGardens.doc Quail Gardens Dr. Custom Lots, City of Encinitas, CA The Keith Oompenies� � Hydrology and Hydraulic Study - 2 - 0 r` �I 0 r 0 3 � a p SEACREST � � k 5 PACIFIC VIEW LANE U o C o � w 101 z PROJECT ENCrNrrAS Je LOCATION c� o / � o Q � = Q E U CALLE MAGDALENA U j REQUEZA ST a E 5 E a 0 I a� °' NO-SCALE W Cn -a C U EXHIBIT-A The Keith Companies U VICINITY MAP engineers and consultants 011 PROJECT 9P: 60)Uir3F:QW)Wx20, QUAIL GARDENS DR � o�A HANN �Nm N C W W m m t= t. c m co w co Z o 0 0 U 4o J � i5 0 � wa } � x «,. 4'" ?sue } � � "••�?`a•� � ��;,� '','{�� sa�, .._..dOr, 1 _ y �` ''r'�,,. � `. `°`.,• `�....a°ti.",,, ��"�"'*, .. "•�-�"�°"^�-,�'"�:.^--..'rte`."" ° -."7^ 4+.., IL 1.f 1 t < _ 4 J ,! (. .J`�!S � /'°f tf } 114��jll j t4 1. ..._.• p IN��� � r I 7r f }t i(f Z ,1A OAi _ et .w. _ r 5 M il1I � _ `e g .x , .M �t i }It ... — " q, _. 1 —... Qr ✓Y r � I? 61,Li SO/EI/L0 13MP2000H \suapuoE)punp\o}npd\s}uawnnoa dH\pnwwoyou a\s8uj;;aS pun s}uawn�oO\q m°m a Q�2i Of°p tnN d1L m b Q M Q N W Q i U u J 2 o .0 E c ? o o U 1.o m .09- 1 � � � ��- m w l l o o M LL- = Z 2 Z U W `t o ` ui Z N J ° U E o O 0 U e 0 J o a Z Lj-1 Q � c '} t5 1;'Y U I k k U U _ 3 1 W II II Q U > < (o h iy C'1 C3 II Z Q O U b Al 4I4 N � � Z O w� . w . .. r � 0 0 m zai I f l '. o �y6 � Igg r 0 � ' L I o 77 f Y ✓r i' a li sr-st so/m/Lo BMP'IooaH \suapJ*Mlvnp\o;opd\s;uawn�oQ AW\powwoyow-a\sBuj;;ag puo s;uawn�oa\q QUAIL100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL - (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1535 Analysis prepared by: ************************** DESCRIPTION OF STUDY ******************•******* * QUAIL GARDENS DRIVE * ®o-7CAl FILE NAME: QUAIL100.DAT TIME/DATE OF STUDY: 16:29 06/21/2005 ----------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)- (Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 0.00 TO NODE 0.10 IS CODE = 22 -------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 86 USER SPECIFIED Tc(MIN.) = 9.600 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.325 SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.12 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 61 --------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 205.00 DOWNSTREAM ELEVATION(FEET) = 162.00 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Page 1 of 2 QUAIL100.RES SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.19 STREET FLOW TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 10.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.997 RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0.520 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 6.03 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 7.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.11 FLOW VELOCITY(FEET/SEC.) = 5.67 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 380.00 FEET. FLOW PROCESS FROM NODE 0.00 TO NODE 3.00 IS CODE = 22 --------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1 DU/AC OR LESS) RUNOFF COEFFICIENT = 4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 USER SPECIFIED Tc(MIN.) = 6.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.351 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 0.00 TO NODE 4.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------- ----------------- RESIDENTIAL (1 DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 USER SPECIFIED Tc(MIN.) = 6.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.351 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.44 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.20 TC(MIN.) = 6.90 PEAK FLOW RATE(CFS) = 0.44 END OF RATIONAL METHOD ANALYSIS Page 2 of 2 QUAIL50.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1535 Analysis prepared by: DESCRIPTION OF STUDY ************************** Die •van k!'., * QUAIL GARDENS DRIVE * * FILE NAME: QUAIL50.DAT TIME/DATE OF STUDY: 17:15 06/21/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 0.00 TO NODE 0.10 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 86 USER SPECIFIED Tc(MIN.) = 9.600 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.979 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.03 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>»>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 205.00 DOWNSTREAM ELEVATION(FEET) = 162.00 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Page 1 of 2 QUAIL50.RE5 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 10.87 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.673 RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 SOIL CLASSIFICATION IS "D" /� 0• S.C.S. CURVE NUMBER (AMC II) = 86 IG� AREA-AVERAGE RUNOFF COEFFICIENT = 0.520 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 5.54 /��4�0��� •���•�" TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 6.49 1Y END OF SUBAREA ET FLOW HYDRAULICS: % O •2 4' DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.85 FLOW VELOCITY SEC.) = 5.53 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 Cam. LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 380.00 FEET. ****************************************r*********************************** ADD, . FLOW PROCESS FROM NODE 0.00 TO NODE 3.00 IS CODE = 22 - ----------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 USER SPECIFIED Tc(MIN.) = 6.900 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.923 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 020 FLOW PROCESS FROM NODE 0.00 TO NODE 4.00 IS CODE = 22 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 USER SPECIFIED Tc(MIN.) = 6.900 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.923 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.40 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.20 TC(MIN.) = 6.90 PEAK FLOW RATE(CFS) = 0.40 END OF RATIONAL METHOD ANALYSIS G Page 2 of 2 QUAILUND.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL - (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1535 Analysis prepared by: ■*****,t*******,r*********** DESCRIPTION OF STUDY • QUAIL GARDENS RD • UNDEVELOPED CONDITIONS ^ * * FILE NAME: QUAILUND.DAT TIME/DATE OF STUDY: 16:29 06/22/2005 --------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) -- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------- *USER SPECIFIED(SUBAREA) : RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 8.700 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.608 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.77 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< --- ELEVATION DATA: UPSTREAM(FEET) = 200.00 DOWNSTREAM(FEET) = 170.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL SLOPE = 0.0652 CHANNEL FLOW THRU SUBAREA(CFS) = 1.77 FLOW VELOCITY(FEET/SEC) = 4.29 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 10.49 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 460.00 FEET. Page 1 of 2 QUAILUND.RES FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ------------------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.085 - *USER SPECIFIED(SUBAREA) : URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 2.72 TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 4.29 TC(MIN.) = 10.49 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ------ ELEVATION DATA: UPSTREAM(FEET) = 170.00 DOWNSTREAM(FEET) = 154.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0571 CHANNEL FLOW THRU SUBAREA(CFS) = 4.29 FLOW VELOCITY(FEET/SEC) = 4.87 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 11.45 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 740.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.861 *USER SPECIFIED(SUBAREA) : URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 5.00 TC(MIN.) = 11.45 FLOW PROCESS FROM NODE 0.00 TO NODE 4.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = 7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 6.900 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.351 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.38 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.10 TC(MIN.) = 6.90 PEAK FLOW RATE(CFS) = 0.38 ----------------------------- END OF RATIONAL METHOD ANALYSIS Page 2 of 2 Project Report The Keith Companies 7xc Date: 51 Project• = Job No:.—&����� Re: By: Contact: Phone: J '"A9 301 E-5104 Project Report The Keith Companies llncc Date: Project: Job No: Re: By: Contact: Phone: A/ A J c� CA LC. -J, Orl AE:.p 7-09 301 E-5/04 Worksheet for Quail Gardens Entrance Street I'—, dAL/ �?ioJectt7esc[iption . Flow Element: Gutter Solve For: Spread . ,:.. Tuft Channel Slope: 0.13000 Discharge: 0.20 ft'!s Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft ft Manning Coefficient: 0.017 ..........._.......... ... Results Spread 1.03 ft Flow Area: 0.04 ftz Depth: 0.09 ft Gutter Depression: 0.13 ft Velocity: 4.56 ft/s ILC rc- 1, i �l r, {�� a Worksheet for Quail Gardens Entrance Street Pro ect Deso_r,,►pti 'n .... Flow Element: Gutter Solve For: Spread Channel Slope. 0.13000 ft/ft Discharge: 3.50 ft'/s Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.017 ,Results,,, Spread: 5.60 ft Flow Area: 0.44 ftz Depth: 0.24 ft Gutter Depression: 0.13 ft Velocity: 7.96 ft/s iv f / A Worksheet for Trapezoidal Channel -WQ Swale RroOct;Description Flow Element: Trapezoidal Channel Friction Method: Manning Formula Solve For: Normal Depth nput Data : Roughness Coefficient: 0.250 Channel Slope: 0.00500 ft/ft Left Side Slope: 2.00 ft/ft(H:V) Right Side Slope: 2.00 ft/ft(H:V) Bottom Width: 2.00 ft Discharge: 0.20 ft3/s Results Normal Depth: 0.39 ft Flow Area: 1.09 ft2 Wetted Perimeter: 3.75 ft Top Width: 3.56 ft Critical Depth: 0.07 ft Critical Slope: 2.34156 ft/ft Velocity: µ,O.18, ft/s Velocity Head: 0.00 ft Specific Energy: 0.39 ft Froude Number: 0.06 Flow Type: Subcritical 'GVF Input Data Downstream Depth: 0.00 ft Length: 0.00 ft Number Of Steps: 0 GVF Output Data Upstream Depth: 0.00 ft Profile Description: N/A Headloss: 0.00 ft Downstream Velocity: 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 0.39 ft Critical Depth: 0.07 ft Channel Slope: 0.00500 ft/ft Worksheet for Trapezoidal Channel -WQ Swale Critical Slope: 2.34156 ft/ft ULA-rlallvs V V6, �Avl see. N, Worksheet for Trapezoidal Channel - WO Swale for High Flows rQect'Description Flow Element: Trapezoidal Channel Friction Method: Manning Formula Solve For: Normal Depth Input Data Roughness Coefficient: 0.250 Channel Slope: 0.00500 ft/ft Left Side Slope: 2.00 ft/ft(H:V) Right Side Slope: 2.00 ft/ft(H:V) Bottom Width: 2.00 ft Discharge: 1.10 ft-1/s Results Normal Depth: 0.95 ft Flow Area: 3.71 ft2 Wetted Perimeter: 6.25 ft Top Width: 5.80 ft Critical Depth: 0.20 ft Critical Slope: 1.72049 ft/ft Velocity: 0.30 ft/s Velocity Head: 0.00 ft Specific Energy: 0.95 It Froude Number: 0.07 Flow Type: Subcritical GVF Input Data Downstream Depth. 0.00 ft Length: 0.00 ft Number Of Steps: 0 PVF Output Data Upstream Depth: 0.00 ft Profile Description: N/A Headloss: 0.00 ft Downstream Velocity: 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 0.95 ft Critical Depth: 0.20 ft Channel Slope: 0.00500 ft/ft Worksheet for Trapezoidal Channel -WQ Swale for High Flows Critical Slope: 1.72049 ft/ft &I t ok -rYI-IF "41 xqi 5 '5r -rI4ILJ 0 oK Vegetated Swale TC-30 Design Considerations ■ Tributary Area ■ Area Required w; ■ Slope n3 „ ■ Aater Availability kmr� Description Vegetated swales are open, shallow channels with vegetation Targeted Constituents covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are Q Sediment designed to treat runoff through filtering by the vegetation in the Q Nutrients • channel,filtering through a subsoil matrix, and/or infiltration Q Trash • into the underlying soils. Swales can be natural or manmade. Q Metals A They trap particulate pollutants(suspended solids and trace Q Bacteria • metals),promote infiltration, and reduce the flow velocity of Q oil and Grease stormwater runoff. Vegetated swales can serve as part of a stormwater drainage system and can replace curbs,gutters and Le Organics Legend(Removal Effectiveness) storm sewer systems. • Low ■ High California Experience • Medium Caltrans constructed and monitored six vegetated swales in southern California. These swales were generally effective in reducing the volume and mass of pollutants in runoff. Even in the areas where the annual rainfall was only about io inches/yr, the vegetation did not require additional irrigation. One factor that strongly affected performance was the presence of large numbers of gophers at most of the sites. The gophers created earthen mounds, destroyed vegetation, and generally reduced the effectiveness of the controls for TSS reduction. Advantages ■ If properly designed,vegetated, and operated, swales can serve as an aesthetic,potentially inexpensive urban development or roadway drainage conveyance measure with significant collateral water quality benefits. January 2003 California Stormwater BMP Handbook 1 of 13 New Development and P.edevelopment www.cabmphandbooks.com TC-30 Vegetated Swale ■ Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. Limitations • Can be difficult to avoid channelization. • May not be appropriate for industrial sites or locations where spills may occur • Grassed swales cannot treat a very large drainage area. Large areas may be divided and treated using multiple swales. • A thick vegetative cover is needed for these practices to function properly. • They are impractical in areas with steep topography. • They are not effective and may even erode when flow velocities are high,if the grass cover is not properly maintained. • In some places,their use is restricted by law: many local municipalities require curb and gutter systems in residential areas. • Swales are mores susceptible to failure if not properly maintained than other treatment BMPs. Design and Sizing Guidelines • Flow rate based design determined by local requirements or sized so that 85% of the annual runoff volume is discharged at less than the design rainfall intensity. • Swale should be designed so that the water level does not exceed 2/3rds the height of the grass or 4 inches,which ever is less, at the design treatment rate. • Longitudinal slopes should not exceed 2.5% • Trapezoidal channels are normally recommended but other configurations, such as parabolic, can also provide substantial water quality improvement and may be easier to mow than designs with sharp breaks in slope. • Swales constructed in cut are preferred, or in fill areas that are far enough from an adjacent slope to minimize the potential for gopher damage. Do not use side slopes constructed of fill,which are prone to structural damage by gophers and other burrowing animals. • A diverse selection of low growing,plants that thrive under the specific site, climatic, and watering conditions should be specified.Vegetation whose growing season corresponds to the wet season are preferred. Drought tolerant vegetation should be considered especially for swales that are not part of a regularly irrigated landscaped area. • The width of the swale should be determined using Manning's Equation using a value of 0.25 for Manning's n. 2 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Construction/Inspection Considerations • Include directions in the specifications for use of appropriate fertilizer and soil amendments based on soil properties determined through testing and compared to the needs of the vegetation requirements. • Install swales at the time of the year when there is a reasonable chance of successful establishment without irrigation;however,it is recognized that rainfall in a given year may not be sufficient and temporary irrigation may be used. • If sod tiles must be used,they should be placed so that there are no gaps between the tiles; stagger the ends of the tiles to prevent the formation of channels along the swale or strip. • Use a roller on the sod to ensure that no air pockets form between the sod and the soil. • Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days after the first rainfall of the season. Performance The literature suggests that vegetated swales represent a practical and potentially effective technique for controlling urban runoff quality. While limited quantitative performance data exists for vegetated swales,it is known that check dams, slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events all contribute to successful pollutant removal by the swale system. Factors decreasing the effectiveness of swales include compacted soils, short runoff contact time,large storm events,frozen ground,short grass heights, steep slopes, and high runoff velocities and discharge rates. Conventional vegetated swale designs have achieved mixed results in removing particulate pollutants. A study performed by the Nationwide Urban Runoff Program(NURP)monitored three grass swales in the Washington, D.C., area and found no significant improvement in urban runoff quality for the pollutants analyzed. However, the weak performance of these swales was attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass height. Another project in Durham, NC, monitored the performance of a carefully designed artificial swale that received runoff from a commercial parking lot.The project tracked ii storms and concluded that particulate concentrations of heavy metals(CA Pb,Zn, and Cd)were reduced by approximately 50 percent. However,the Swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding check dams at approximately 17 meter(5o foot) increments along their length(See Figure 1). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settling. Finally,the incorporation of vegetated filter strips parallel to the top of the channel banks can help to treat sheet flows entering the Swale. Only 9 studies have been conducted on all grassed channels designed for water quality(Table 1). The data suggest relatively high removal rates for some pollutants,but negative removals for some bacteria, and fair performance for phosphorus. January 2003 California Stormwater BMP Handbook 3 of 13 New Development and Redevelopment -- www.cabmphandbooks.com TC-30 Vegetated Swale Table 1 Grassed swale pollutant removal efficiency data Removal Efficiencies(%Removal) Study TSS TP TN NO3 Metals Bacteria Type Caltrans 2002 77 8 67 66 83-90 -33 dry swales Goldberg 1993 67.8 4.5 - 31.4 42-62 -100 grassed channel Seattle Metro and Washington 60 45 _ 25 2_16 -25 grassed channel Department of Ecology 1992 Seattle Metro and Washington 83 29 - -25 46_73 -25 grassed channel Department of Ecology,1992 Wang et al.,1981 80 - - - 70-80 - dry swale Dorman et a1.,1989 98 18 - 45 37-81 - dry swale Harper,1988 87 83 84 80 88-90 - dry swale Kercher et al.,1983 99 99 99 99 99 - dry swale Harper,1988. 81 17 40 52 37-69 - wet swale Koon,1995 67 39 - 9 -35 to 6 - wet swale While it is difficult to distinguish between different designs based on the small amount of available data,grassed channels generally have poorer removal rates than wet and dry swales, although some swales appear to export soluble phosphorus(Harper, 1988, Koon, 1995). It is not clear why swales export bacteria. One explanation is that bacteria thrive in the warm Swale soils. Siting Criteria The suitability of a swale at a site will depend on land use, size of the area serviced, soil type, slope,imperviousness of the contributing watershed, and dimensions and slope of the Swale system(Schueler et al., 1992). In general, swales can be used to serve areas of less than 10 acres, with slopes no greater than 5%. Use of natural topographic lows is encouraged and natural drainage courses should be regarded as significant local resources to be kept in use(Young et al., 1996). Selection Criteria(NCTCOG, 1993) ■ Comparable performance to wet basins ■ Limited to treating a few acres ■ Availability of water during dry periods to maintain vegetation ■ Sufficient available land area Research in the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry periods,but may be necessary only to prevent the vegetation from dying. 4 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 The topography of the site should permit the design of a channel with appropriate slope and cross-sectional area. Site topography may also dictate a need for additional structural controls. Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be used,if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease detention time, and may require energy dissipating and grade check. Steep slopes also can be managed using a series of check dams to terrace the Swale and reduce the slope to within acceptable limits. The use of check dams with swales also promotes infiltration. Additional Design Guidelines Most of the design guidelines adopted for swale design specify a minimum hydraulic residence time of 9 minutes.This criterion is based on the results of a single study conducted in Seattle, Washington(Seattle Metro and Washington Department of Ecology, 1992), and is not well supported. Analysis of the data collected in that study indicates that pollutant removal at a residence time of 5 minutes was not significantly different, although there is more variability in that data. Therefore, additional research in the design criteria for swales is needed. Substantial pollutant removal has also been observed for vegetated controls designed solely for conveyance (Barrett et al, 1998); consequently, some flexibility in the design is warranted. Many design guidelines recommend that grass be frequently mowed to maintain dense coverage near the ground surface. Recent research(Colwell et al., 2000)has shown mowing frequency or grass height has little or no effect on pollutant removal. Summary of Design Recommendations 1) The swale should have a length that provides a minimum hydraulic residence time of at least 10 minutes. The maximum bottom width should not exceed 10 feet unless a dividing berm is provided. The depth of flow should not exceed 2/3rds the height of - the grass at the peak of the water quality design storm intensity. The channel slope should not exceed 2.5%. 2) A design grass height of 6 inches is recommended. 3) Regardless of the recommended detention time,the swale should be not less than loo feet in length. 4) The width of the Swale should be determined using Manning's Equation, at the peak of the design storm,using a Manning's n of o.25. 5) The swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hydraulic flows of the loo-year storm if it is located"on-line." The side slopes should be no steeper than 3:1(H:V). 6) Roadside ditches should be regarded as significant potential Swale/buffer strip sites and should be utilized for this purpose whenever possible. If flow is to be introduced through curb cuts,place pavement slightly above the elevation of the vegetated areas. Curb cuts should be at least 12 inches wide to prevent clogging. 7) Swales must be vegetated in order to provide adequate treatment of runoff. It is important to maximize water contact with vegetation and the soil surface_ For general purposes, select fine, close-growing,water-resistant grasses. If possible, divert runoff(other than necessary irrigation) during the period of vegetation January 2003 California Stormwater BMP Handbook 5 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale establishment. Where runoff diversion is not possible, cover graded and seeded areas with suitable erosion control materials. Maintenance The useful life of a vegetated swale system is directly proportional to its maintenance frequency. If properly designed and regularly maintained,vegetated swales can last indefinitely.The maintenance objectives for vegetated swale systems include keeping up the hydraulic and removal efficiency of the channel and maintaining a dense,healthy grass cover. Maintenance activities should include periodic mowing(with grass never cut shorter than the design flow depth), weed control,watering during drought conditions,reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facility. Accumulated sediment should also be removed manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides should be minimal. Another aspect of a good maintenance plan is repairing damaged areas within a channel. For example, if the channel develops ruts or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. The grass cover should be thick;if it is not,reseed as necessary. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at an approved discharge location. Residuals(e.g., silt,grass cuttings) must be disposed in accordance with local or State requirements. Maintenance of grassed swales mostly involves maintenance of the grass or wetland plant cover. Typical maintenance activities are summarized below: • Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule summer maintenance and before major fall runoff to be sure the swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. The Swale should be checked for debris and litter, and areas of sediment accumulation. • Grass height and mowing frequency may not have a large impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. • Trash tends to accumulate in swale areas,particularly along highways. The need for litter removal is determined through periodic inspection,but litter should always be removed prior to mowing. • Sediment accumulating near culverts and in channels should be removed when it builds up to 75 mm(3 in.) at any spot, or covers vegetation. • Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop(e.g. debris accumulation, invasive vegetation)and/or if proper drainage slopes are not implemented and maintained. 6 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Cost Construction Cost Little data is available to estimate the difference in cost between various swale designs. One study(SWRPC, 1991) estimated the construction cost of grassed channels at approximately $0.25 per ft2.This price does not include design costs or contingencies. Brown and Schueler (1997) estimate these costs at approximately 32 percent of construction costs for most stormwater management practices. For swales,however, these costs would probably be significantly higher since the construction costs are so low compared with other practices.A more realistic estimate would be a total cost of approximately$0.50 per ft-,which compares favorably with other stormwater management practices. January 2003 California Stormwater BMP Handbook 7 of 13 New Development and Redevelopment www.cabmphandbooks.com M 0 0 76 C('I A A 0 V Ln S, C3, VY cm C�. 0 4PI 40 4M. 4F.4OF ltl� C) 04 M 6n LO N cm 4H H} MI z; V '3 E cm) C3 p c: N (o ca T- > cz co CE 0 0 c c: w ag, C) I.V C) u CD C, E O L9 m tfi M m a ©. CD U > 75 .0 co 1- r-j p 1-4 r 4 M N ws LU M aw 6n CJ cs LU JID co cm X i-- LU cu 4-a a 3 _CD c:, Co CD , a LU + 0 ON CL CM E E CL o co OL co per, o > CL 0 coi, IL Ln 'D CD O II N N E 2 . . . g , L4 10 0 IC— co E! m U E.0-� > 0 c b, E 2 Z (D6 3: -d co _q CD a g CD < < > 10 A A CC:,) w O OD o oil, jag A CL E E 04 x jg CD .&C3 Co w I E 7 g IME + 3.!P -9,01 -9 0 ZZ -Ei cc, c I C� 17 -6 E C) C3 C� C3 0 0 E 09 %0% 4a Go W4 WN -o E 12 c m m 0 E CL G s c c c G o E OL 0 LL uj a) U) U z d-j W CIN CL C3 C:) n C m cn CI 6 G 7:C-5 Ln 60 C? co ci O'VE 69 Vill LU 41 CIL E co m CD - :� a CID -F w CD CD 47 G7 Cr U 0.rn C: TC-30 Vegetated Swale Maintenance Cost Caltrans(2002) estimated the expected annual maintenance cost for a swale with a tributary area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of mowing,the cost is fundamentally a function of the mowing frequency. Unit costs developed by SEWRPC are shown in Table 3. In many cases vegetated channels would be used to convey runoff and would require periodic mowing as well, so there may be little additional cost for the water quality component. Since essentially all the activities are related to vegetation management, no special training is required for maintenance personnel. References and Sources of Additional Information Barrett, Michael E.,Walsh, Patrick M., Malina, Joseph F.,Jr., Charbeneau, Randall J, 1998, "Performance of vegetative controls for treating highway runoff,"ASCE Journal of Environmental Engineering,Vol. 124, No. 11,pp. 1121-1128. Brown,W., and T. Schueler. 1997. The Economics of Stormwater BMPs in the Mid Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, Ellicott City, MD. Center for Watershed Protection(CWP). 1996. Design of Stormwater Filtering Systems. Prepared for the Chesapeake Research Consortium, Solomons, MD, and USEPA Region V, Chicago, IL,by the Center for Watershed Protection, Ellicott City, MD. Colwell, Shand R., Horner, Richard R., and Booth, Derek B., 2000. Characterization of Performance Predictors and Evaluation of Mowing Practices in Bigfiltration Swales. Report to King County Land And Water Resources Division and others by Center for Urban Water Resources Management, Department of Civil and Environmental Engineering, University of Washington, Seattle,WA Dorman, M.E.,J. Hartigan, R.F. Steg, and T. Quasebarth. 1989.Retention,Detention and Overland Flow for Pollutant Removal From Highway Stormwater Runoff. Vol. I. FHWA/RD 89/2o2. Federal Highway Administration,Washington, DC. Goldberg. 1993. Dayton Avenue Swale Biofiltration Study. Seattle Engineering Department, Seattle,WA. Harper, H. 1988.Effects of Stormwater Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation,Tallahassee, FL,by Environmental Research and Design, Inc., Orlando, FL. Kercher,W.C.,J.C. Landon, and R. Massarelli. 1983. Grassy swales prove cost-effective for water pollution control. Public Works, 16: 53-55. Koon,J. 1993. Evaluation of Water Quality Ponds and Swales in the Issaquah/East Lake Sammamish Basins. King County Surface Water Management, Seattle,WA, and Washington Department of Ecology, Olympia,WA. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002.The Dark Side Of Stormwater Runoff Management: Disease Vectors.Associated With Structural BMPs. Stormwater 3(2): 24-39.0akland, P.H. 1983. An evaluation of stormwater pollutant removal 10 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 through grassed Swale treatment. In Proceedings of the International Symposium of Urban Hydrology, Hydraulics and Sediment Control, Lexington,KY.pp. 173-182. Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington Urban Runoff Project. Prepared for the Metropolitan Washington Council of Governments, Washington, DC,by the Occoquan Watershed Monitoring Laboratory, Manassas,VA. Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber River Pilot Watershed Project. Ontario Ministry of Environment, Toronto, ON. Schueler,T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: Areanalysis. Watershed Protection Techniques2(2):379-383. Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance: Recommendations and Design Considerations. Publication No. 667.Water Pollution Control Department, Seattle,WA Southeastern Wisconsin Regional Planning Commission(SWRPC). 1991. Costs of Urban Nonpoint Source Water Pollution Control Measures.Technical report no. 31. Southeastern Wisconsin Regional Planning Commission,Waukesha,WI. U.S. EPA, 1999, Stormwater Fact Sheet: Vegetated Swales, Report# 832-F-99-o06 http:l/www epa.gov/owm/mtb/vegswale.ndf, Office of Water,Washington DC. Wang,T., D. Spyridakis, B. Mar, and R. Horner. 1981. Transport,Deposition and Control of Heavy Metals in Highway Runoff. FHWA-WA-RD-39-10. University of Washington, Department of Civil Engineering, Seattle,WA. Washington State Department of Transportation, 1996, Highway Runoff Manual, Washington State Department of Transportation, Olympia,Washington. Welborn, C., and J.Veenhuis. 1987. Effects of Runoff Controls on the Quantity and Quality of Urban Runoffin Two Locations in Austin, TX. USGS Water Resources Investigations Report No. 87-4004. U.S. Geological Survey, Reston, VA Yousef,Y., M. Wanielista, H. Harper, D. Pearce, and R.Tolbert. 1986. Best Management Practices: Removal of Highway Contaminants By Roadside Swales. University of Central Florida and Florida Department of Transportation, Orlando, FL. Yu, S., S. Barnes, and V. Gerde. 1993. Testing of Best Management Practices for Controlling Highway Runoff. FHWA/VA-93-R16. Virginia Transportation Research Council, Charlottesville, VA. Information Resources Maryland Department of the Environment(MDE). 2000. Maryland Storm water Design Manual. www.mde.state.md.us/environment/wma/stormwatermanual. Accessed May 22, 2001. Reeves, E. 1994. Performance and Condition of Biofilters in the Pacific Northwest. Watershed Protection Techniques 1(3):117-119. January 2003 California Stormwater BMP Handbook 11 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Seattle Metro and Washington Department of Ecology. 1992.Bioftltration Swale Performance. Recommendations and Design Considerations. Publication No.667. Seattle Metro and Washington Department of Ecology, Olympia,WA USEPA 1993• Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters. EPA-84o-B-92-002. U.S. Environmental Protection Agency, Office of Water. Washington, DC. Watershed Management Institute(WMI). 1997. Operation,Maintenance, andManagement of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC, by the Watershed Management Institute, Ingleside, MD. 12 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 1 Provide for'scvur (u) CrOW asetioa of vwule with Check dam. Protection. fx. f. ,icy �,..7.... ............. W —� fl—� , Z .t Notation: L =Longth of swalo irmpoundmont aroa pat mhoak darn{ffi) (h) pivannsiuxrul v,Jv�of swate iaapuundment area. Ds =Deplit of chock darn(ft) _ 3a =sottornslpu of Swale(ft3ftl W =Top width of chocir da in(it) `ate =ftotlom width of c hxk dawn(ft) Zaas=Rath at horizontal to vorticat chanoa in awolo silo S."(ft(ft) January 2003 California Stormwater BMP Handbook 13 of 13 New Development and Redevelopment www.cabmphandbooks.com This drawing is NOT in conformance with latest UBC and should be used with care and judgment. L 76mm (3") X 3.5mm (2-1/2") X 9.53mm (3/8") Rivet, Spot Weld or LLA — A Tack Weld at 1/8 points or better to C.S.P.6 Optional 2A� 0 e n i n splice 610mm 9 Punch 25mm (1") hole' in CSP Place pipe so boas of --- grate will be parallel with 76mm (3") x 13mm (1/2") bars C main surfoce flow. C 9.53mm (3/8") Rivets, v spot weld or tock o :� weld at 3.20mm I E a 19mm (3 4 )� See Detail "A'' ID = 914mmr(1/8") points or � x 1-1/2' lug 914mm 3'-0') Caulk seal II better welded to grate (See Note 2) (3'-0" E N See Detail "B" E ontinuous nlet pipe 102mm (4") 0 0 s 305mm weld o o �1'-0") 1 nim 203mm (8") (See Section A-A II ° m min Stu 1 •A field joint for bottom design) _ + 152mm (6") SECTION C—C 6" 6" TYPE B Join to CSP 1.22m (4'-0") dia base E SECTION A—A E 13mm (1/2") R TYPE A 13mm (1/2") dia. min. r Slot 19mm (3/4") x 57mm (2-1/4") 30.2mm (1-3/16" lrJ Omm (1-9/1(i") 1/4" Checkered R - 19mm (3/4") 9.53mm (3/ ") Rivets, spot -- E weld or tack weld of 3.20mm E (1/8") points or better N Punch 14.2mm (9/16") SECTION F—F - dio. holes in angle CMP _ L76mm (3') x N 63.5mm (2-1/2") F 13mm (1/2") dia. x 76mm (3") x 9.53mm (3/8") DETAIL "B" E 25.4mm 14.2mm (9/16") Hole in angle NOTES (1 ) Slot 19mm (3/4") x 51mm (2") 1. All components shall be galvanized. 6.35mm (1/4") Checkered 2 Inlet and outlet pipes shall be set at factory and positioned as shown on plcns E 3. Ladders and Steps: None required where "H" is 1.10m (3'-6') or less. Where "H" is between 1.10m (3'-6") and 1.50m (4'-11") 3.2mm " Tack weld 457mm 8" of ploce one step + 406mm (16') above the floor. If H Is 1.52m (1-1/8 ) 1 (' ) (5') or more install a ladder placing lowest rung 406mm (16") 6.35mm (1/4") heat-treated above the floor and the highest rung not more than 356mm (14") �/ chain to frame and cover (See below top of inlet. Place single step or ladder in wall with wall �'�/� Note 5) opening. 9.53mm (3/8") Rivets, spot weld or tack 4. See Standard Drawing D-17 for additional details. weld at 3.20mm (1/8") points or better 5. Grate to be provided when specified. 6. Grate detail shall be as shown on Standard Drawing D-17 unless otherwise approved by Agency. DETAIL "A By ApproveRevision RECOMMENDED BY THE SAN DIEGO Revision DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL Kerchevol 12/75 Add Metric T. Stanton 03/03 301/2003 CORRUGATED STEEL PIPE INLETS C Abirperson R.C.E. 19246 Dote TYPES A AND B DRAWING D-16 NUMBER This drawing is NOT in conformance with latest UBC and should be used with care and judgment. E E Nco I #13(#4) @ E #1304) bars continuous r2 Anchor 76mm (3") C,C. I r CI o I —r—Monolithic —T -_- _ IIIII IIIiI E Anchor I ; Gutter I Curb Line cli Dimensions shown on plans ' `5 PLAN B E 51mm(2" � Elev. shown E #13(#4)@76mm (3") C.C. Manhole frame and cover, see drawing M-2 on plans 102mm(4") min. See Anchor Elev. shown #13(#4) @ 76mm(3") C.C. total 4 Detail on plans 14")mm E May be open 1/4" 1' Slope channel �—� 152mm(6") E^ E ^ — 138/2„) o v �' , Lwi B v 279mm or construction through E (11") existing curb-Existin g SECTION A-A Cutter For all new construction- Monolithic 76mm(3') X 76mm(3") Gutter. Construction Joint #13(#4) @152mm(6") C.C. E EE �O E .2_E v 76mm(2") E Full oc #16(#5) Bar �� a 3—#13(#4) 1.Om Lr (6..) 52mm 76mm(3") leg @9 ' SECTION B-B 254mm(1011) NOTES 63.5mm (2 1/2") x 51 mm I. Concrete shall be 332 kg/M3-C-22Mpa (560-C-3250) (2")x6.35mm (1/4") x 2. D=inside diameter of pipe or depth of channel. 1.44m (4'-0") Galvanized Steel Angle 3. Section to be sloped laterally with top conforming to the grades of the existing sidewalk and curb. ANCHOR DETAIL 4. Manhole frame and cover may be deleted with open channel. LEGEND ON PLANS 5. Trowel finish top surface and reproduce markings of existing sidewalk and curb. 6. Trowel finish floor of outlet. Revision By Approved Date RECOMMENDED By THE SAN DIEGO SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL Kercheval12 75 Add Metric 11/02 3/Ol/2G03 , V&_� CURB OUTLET - TYPE A C oirperson R.C.E. 19246 Date DRAWING D-25 NUMBER cl ( 16 C i 1 `Out FINAL REPORT OF GEOTECHNICAL TESTING AND OBSERVATION SERVICES DURING EARTHWORK POST-CONSTRUCTION TRACT MAP No. 03-104 QUAD.POINT LANE ONSITE IMPROVEMENTS ENCINITAS,CALIFORNIA PREPARED FOR BARRATT AMERICAN,INC. 5950 PRIESTLY DRIVE CARLSBAD,CALIFORNIA 92008 PREPARED BY GEOTEK,INC. 1384 POINSETTIA AVENUE, SUITE A VISTA, CALIFORNIA 92081-8505 PROJECT No.:2868SD3 DECEMBER 139 2007 - GeoTek,Inc. 1384 Poinsettia Avenue,Suite A,Vista,CA 92081-8505 • 760-599-0509 Office 760-599-0593 Fax www.geotekusa.com — December 13, 2007 Project No.: 2868SD3 BARRATT AMERICAN,INC. — 5950 Priestly Drive Carlsbad, California 92008 — Attention: Mr. Richard Sanchez/ Subject: Interim Report of Geotechnical Testing and Observation During Earthwork Post-Construction Onsite Improvements Tract Map No. 03-104 Encinitas, California Dear Ms. Patterson: This report presents a summary of the geotechnical observation and compaction testing provided by GeoTek, Inc. on the subject project subsequent to rough grading for the site. The observation and compaction testing services reported herein were performed between September 2007 and December 2007. The specific items under the purview of this report are as follows: o Utility trench backfill was tested including that for sewer, water, storm drain and joint utility. Field density tests passed if 90 percent relative compaction and moisture at or near optimum was obtained. o Subgrade soils were tested for street and curb and gutter. In these areas, the subgrade was processed to a depth of approximately 12 inches and materials greater than six (6) inches removed or broken down prior to compaction. Field density tests indicate subgrade soils were compacted to a minimum relative compaction of 95 percent and moisture at or near optimum was obtained. Sidewalks were not included during this phase of the project. o Aggregate base was tested for streets and curbs and gutters. Field density tests passed if 95 percent relative compaction and moisture at or near optimum was obtained. o Field density tests were taken on the asphaltic concrete paving as a general check on the contractor's placement method. Test results were compared to the Hveem density provided by the Material Supplier. Compaction efforts were considered sufficient when field density tests indicated 95 percent of the wet density was obtained. It should be noted that core densities might vary from field density test results. GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Barratt American,Inc. December 13,2007 Quail Point Lane-TM No.03-104 Project: 2868SD3 Final Report of Post Earthwork Construction Page 1 LABORATORY TESTING PROCEDURES Moisture-Density Relationship The laboratory maximum dry density and optimum moisture content for representative soil types were determined in general accordance with test method ASTM D-1557. Table 1 below presents test results for soils tested. LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS(ASTM D 1557) Maximum Dry Optimum Soil Type Description Density(pcf) Moisture Content A Red-brown fine to medium SAND 126.0 9.0 B Light yellow-brown silty fine SAND 110.0 11.5 C Yellow-brown silty fine SAND 111.0 11.0 D Red-brown silty fine to medium 131.0 9.0 SAND E Aggregate Base 141.0 5.0 AC1 Asphalt Concrete 152.0* ----- AC2 Asphalt Concrete 150.0* ----- *Hveem density provided by supplier FIELD TESTING PROCEDURES Field density testing was performed using nuclear gauge in accordance with ASTM D-2922. Where relative compaction was below the percentage considered as passing (as indicated above) - or the moisture content was lower than acceptable, the contractor was informed. Field density test location and results are presented on Tables 1 through 9 in Appendix A. GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Barratt American,Inc. December 13,2007 Quail Point Lane-TM No.03-104 Project: 2868SD3 Final Report of Post-Earthwork Construction Page 2 CONCLUSIONS AND RECOMMENDATIONS It is our opinion that the test results presented herein should be considered representative of the level of compaction achieved during earthwork construction for the onsite improvements. Our findings were made, and recommendations prepared in conformance with generally accepted professional engineering practices and no further warranty is implied nor made. This report is subject to review by the controlling authorities for this project. GeoTek, Inc. accepts neither responsibility nor liability for work, testing or recommendations performed or provided by others. We appreciate the opportunity to be of continued service. Please do not hesitate to call our office if there are any questions or if we may be of further service. Respectfully Submitted, GeoTek,Inc. OQ koFESS/p n A.Op_ �NO1NEE ` z `0 0��•�E.A , ��c d g No.00 <nA. ake, ,, ��=� 1 e m, xp. 3/31/08 Jj. °>�ceN��� �, C. G. , Exp 0$+10.1142 .�'., Senior Engineer OFCA�1�o Principal Geologis * Exp. c �Cf C TM/JD/lg Distribution: (3)Addressee Encl: Appendix A Tables 1 through 9—Summary of Field Density Tests G:IProjectslProjects 2000 to 29991Projects 2850 to 289912868 Quail Gardensl2868'Final'T&O'improvemntsL.doc GEOTECHNICAL I ENVIRONMENTAL I MATERIALS APPENDIX A SUMMARY OF FIELD DENSITY TESTS BARRATT AMERICAN PROJECT NO. 2868-SD3 QUAIL GARDENS ENCINITAS, CALIFORNIA GEOTECHNICAL I ENVIRONMENTAL I MATERIALS BARRATTAMERlCAN GeoTek, Inc. 12/12/2007 Quail Gardens Project No.:2868-SD3 Encinitas, California Page 1 of 6 TABLE 1 SUMMARY OF FIELD DENSITY TESTS SEWER TRENCH BACKFILL Test Sta Elevl Moisture Dry Soil Maximum Test Relative DATE Location Content Density Density Compaction No. No Depth (%) (Pcf) Type (Pcf) Type (%) 9/18/07 1 Quail Point Lane 10+60 158.5 11.7 102.7 B 110.0 N 93 2 Quail Point Lane 10+55 160.5 10.6 104.8 B 110.0 N 95 -_ 9/19/07 3 Quail Point Lane 10+75 159.0 12.0 102.3 B 110.0 N 93 3A Retest of#3 159.0 12.5 106.2 B 110.0 N 97 4 Quail Point Lane 10+80 161.0 11.6 101.5 B 110.0 N 92 4A Retest of#4 161.0 11.4 105.4 B 110.0 N 96 5 Quail Point Lane 10+70 163.0 12.5 105.9 B 110.0 N 96 9/20/07 6 Quail Point Lane 11+70 168.0 10.8 1 106.1 C 111.0 N 96 7 Quail Point Lane 11+55 172.0 10.5 100.2 C 111.0 N 90 7A Retest of#7 172.0 11.2 105.6 C 111.0 N 95 8 Quail Point Lane 11+35 164.0 11.6 100.2 C 111.0 N 90 8A Retest of#8 164.0 11.0 105.8 C 111.0 N 95 9 JQuail Point Lane 11+60 173.0 10.6 105.7 C 111.0 N 95 9/24/07 10 Quail Point Lane 11+85 169.0 11.2 103.8 B 110.0 N 94 11 Quail Point Lane 11+80 174.0 10.6 102.0 B 110.0 N 93 12 Quail Point Lane 12+20 178.5 11.0 104.9 B 110.0 N 95 13 Quail Point Lane 12+05 180.0 10.8 105.1 B 110.0 N 96 9/26/07 14 Quail Point Lane 12+55 182.0 11.9 104.2 B 110.0 N 95 15 Quail Point Lane 12+50 182.0 10.8 106.2 B 110.0 N 97 -- 16 Quail Point Lane 12+45 183.0 10.6 105.3 B 110.0 N 96 17 Quail Point Lane 12+50 186.0 11.2 105.8 B 110.0 N 96 18 Quail Point Lane E Side of MH 1 11+08 159.0 10.2 101.3 B 110.0 N 92 19 Quail Point Lane S Side of MH 1 11+08 162.0 10.4 105.5 B 110.0 N 96 20 Quail Point Lane S Side of MH 1 11+08 164.0 10.7 106.7 B 110.0 1 N 97 21 Quail Point Lane NW Side of MH 1 11+08 166.0 12.1 102.5 B 110.0 N 93 21A Retest of#21 166.0 11.6 105.6 B 110.0 N 96 9/27/07 22 Quail Point Lane 12+70 183.0 12.6 101.0 B 110.0 N 92 23 Quail Point Lane 12+80 186.0 12.3 105.7 B 110.0 N 96 24 Quail Point Lane Lot 4 Lateral 12+92 187.0 12.0 102.6 B 110.0 N 93 17 Quail Point Lane Lot 4 Lateral 12+92 190.0 10.5 101.6 B 110.0 N 92 18 Quail Point Lane Lot 4 Lateral 12+92 193.0 13.3 104.1 B 110.0 N 95 19 Quail Point Lane Lot 10 Lateral 12+88 186.0 11.9 102.2 B 110.0 N 93 20 Quail Point Lane Lot 10 Lateral 12+88 188.0 11.3 100.5 B 110.0 N 91 10/1/07 29 Quail Point LaneLot 3 Lateral 12+10 176.0 11.1 100.6 B 110.0 N 92 30 Quail Point Lane Lot 3 Lateral 12+10 174.0 12.1 101.5 B 110.0 N 92 31 Quail Point Lane 12+08 172.0 10.9 102.5 B 110.0 N 93 32 Quail Point Lane 11+80 177.0 11.8 105.3 B 110.0 N 96 33 Quail Point Lane Lot 3 Lateral 12+10 178.0 14.4 104.3 B 110.0 N 95 34 Quail Point LaneLot 11 Lateral 12+06 173.0 11.9 101.6 B 110.0 N 92 _ 35 Quail Point Lane Lot 11 Lateral 12+06 175.0 10.7 105.9 B 110.0 N 96 36 Quail Point Lane 12+85 187.0 13.7 102.8 B 110.0 N 94 37 Quail Point Lane 13+05 188.0 13.1 100.2 B 110.0 N 91 10/02/07 38 Quail Point Lane 11+50 172.0 11.2 106.2 B 110.0 N 97 39 JQuail Point Lane 12+50 188.0 10.8 105.9 B 110.0 N 96 40 Quail Point Lane 12+00 177.0 11.4 106.8 B 110.0 N 97 10/03/07 41 Quail Point Lane 13+30 191.0 10.6 102.0 B 110.0 N 93 42 Quail Point Lane 13+20 192.0 11.0 102.3 B 110.0 N 93 43 Quail Point Lane 13+25 195.0 12.1 103.3 B 110.0 N 94 Note: N =Nuclear Gauge Test FG=Finished Grade Test All elevations are approximate BARRATTAMERICAN GeoTek, Inc. 12/12/2007 Quail Gardens Project No.:2868-SD3 Encinitas, California Page 2 of 6 TABLE 1 SUMMARY OF FIELD DENSITY TESTS SEWER TRENCH BACKFILL Test Sta Elevt Moisture Dry Soil Maximum Test Relative DATE Location Content Density Density Compaction _. No. No. Depth (%) (Pct (pct(pct Type (%) 44 Quail Point Lane 13+35 197.0 11.4 106.8 B 110.0 N 97 10/04/07 45 Quail Point Lane Lot 5 Lateral 13+51 200.0 12.0 101.4 B 110.0 N 92 46 Quail Point Lane MH 2 13+91 199.0 10.6 105.6 B 110.0 N 96 47 Quail Point Lane Lot 9 Lateral 13+66 201.0 10.7 104.9 B 110.0 N 95 48 Quail Point Lane Lot 9 Lateral 13+66 203.5 11.6 105.9 B 110.0 N 96 49 Quail Point Lane Lot 5 Lateral 13+51 204.0 10.2 102.0 B 110.0 N 93 50 Quail Point Lane MH 2 13+91 201.0 9.3 105.0 B 110.0 N 96 51 Quail Point Lane Lot 7 Lateral 13+80 200.0 11.8 103.2 B 110.0 N 94 11/02/07 52 Quail Point Lane Lot 1 Lateral 10+69 158.0 10.4 114.3 A 126.0 N 91 53 Quail Point Lane Lot 1 Lateral 10+69 160.0 10.7 119.8 A 126.0 N 95 54 Quail Point Lane Lot 1 Lateral 10+69 162.0 9.6 120.6 A 126.0 N 96 11/06/07 55 Quail Point Lane Lot 12 Lateral 11+37 165.0 11.2 104.3 B 110.0 N 95 56 Quail Point Lane Lot 12 Lateral 11+37 167.0 10.9 105.6 B 110.0 N 96 57 Quail Point Lane Lot 12 Lateral 11+37 170.5 10.7 106.2 B 110.0 N 97 11/07/07 58 Quail Point Lane Lateral Lot 2 11+41 165.0 14.2 98.1 B 110.0 N 89 58A Retest of#58 165.0 13.8 100.9 B 110.0 N 92 59 Quail Point Lane Lateral Lot 2 11+41 158.0 12.1 102.5 B 110.0 N 93 60 Quail Point Lane Lateral Lot 2 11+41 171.0 11.7 105.2 B 110.0 N 96 Note: N=Nuclear Gauge Test FG=Finished Grade Test All elevations are approximate BARRATT AMERICAN GeoTek, Inc. 1211212007 Quail Gardens Project No.:2868-SD3 Encinitas, California Page 3 of 6 TABLE 2 SUMMARY OF FIELD DENSITY TESTS WATER TRENCH BACKFILL Test Sta Elev! Moisture Dry Soil Test Maximum Relative DATE Location Content Density Density Compaction No. No. Depth N (Pcf) Type (Pct) Type N 11/02/07 1 Quail Point Lane 12+70 192.0 12.1 105.6 B 110.0 N 96 2 Quail Point Lane 12+20 1 186.0 11.7 100.3 B 110.0 N 91 3 Quail Point Lane 13+79 202.0 10.3 115.6 A 126.0 N 92 11/06/07 4 Quail Point Lane Lateral Lot 6 13+76 202.0 9.6 115.3 A 126.0 N 92 5 Quail Point Lane 13+85 202.0 9.9 114.6 A 126.0 N 91 11/8/07 6 Quail Point Lane 11+45 173.0 11.4 101.5 B 110.0 N 92 7 Quail Point Lane 11+00 165.0 10.9 105.4 B 110.0 N 96 8 Quail Point Lane Lateral Lot 1 10+87 163.0 11.2 104.6 B 110.0 N 95 9 Quail Point Lane Lateral Lot 2 11+51 159.0 10.6 104.3 B 110.0 N 95 11/09/07 10 Quail Point Lane 10+80 161.0 11.6 105.4 B 110.0 N 96 11 Quail Point Lane Fire Hydrant 10+62 159.5 10.0 117.0 A 126.0 N 93 11/13/07 12 Quail Point Lane Fire Hydrant 10+62 159.0 13.2 100.2 B 110.0 N 91 13 Quail Point Lane Water Valve 10+62 158.5 12.4 102.5 B 110.0 N 93 11/13/07 14 Quail Point Lane Fire Hydrant Base 13+42 204.5 9.9 114.3 A 126.0 N 91 11/29/07 15 Quail Point Lane 10+50 SG 8.5 119.0 A 126.0 N 94 15A Retest of#15 SG 8.8 119.8 A 126.0 1 N 95 16 Quail Point Lane 10+50 SG 9.5 120.3 A 126.0 N 96 12/04/07 17 Quail Point Lane S Side of Street 10+55 158.0 10.9 115.8 A 126.0 N 92 18 Retest of#17 160.0 10.1 116.8 A 126.0 N 93 18 Quail Point Lane S Side of Street 10+55 160.0 9.9 119.8 A 126.0 N 95 12!05/07 19 Quail Point Lane S Side of Street 10+52 158.0 9.9 114.5 A 126.0 N 91 20 Quail Point Lane S Side of Street 10+52 160.0 9.5 115.1 A 126.0 N 91 TABLE 3 SUMMARY OF FIELD DENSITY TESTS JOINT UTILITY TRENCH BACKFILL Test Sta Elev/ Moisture Dry Soil Maximum Test Relative DATE No. No. Depth Type Type Location Content Density Density Compaction N (Pcf) (Pcf) N 11/13/07 1 Electric trench Street Crossing 1+95 194.0 12.5 104 B 110.0 N 95 2 Electric trench Street Crossing 12+65 184.0 11.4 102.7 B 110.0 N 93 11/15/07 3 Electric trench Street Crossing 11+80 184.0 11.3 105.8 B 110.0 N 96 _ 11/16/07 4 Joint Trench, Lot 9 203.0 9.4 115.1 A 126.0 N 91 5 Joint Trench, Lot 7 203.5 9.9 116.8 A 126.0 N 93 6 Joint Trench, Lot 5 203.0 11.6 98.2 B 110.0 N 89 6A Retest of#6 203.0 11.4 101.91 B 110.0 N 93 7 Joint Trench, Lot 3 182.5 12.0 102.4 B 110.0 N 93 11/20/07 8 IS Side, Middle of Lot 1 162.0 10.8 104.4 B 110.0 N 95 Note: N =Nuclear Gauge Test FG=Finished Grade Test All elevations are approximate BARRATTAMERICAN GeoTek, Inc. 1211212007 Quail Gardens Project No.:2868-SD3 Encinitas, California Page 4 of 6 TABLE 4 SUMMARY OF FIELD DENSITY TESTS STORM DRAIN TRENCH BACKFILL Test Sta Elev/ Moisture Dry Soil Maximum Test Relative DATE Location Content Density Density Compaction No. No. Depth (%) (Pct) Type (Pcf) Type N 9/18/07 1 Station 10+07 155.5 12.0 104.8 B 110.0 N 95 2 Station 10+10 157.5 10.8 105.8 B 110.0 N 96 11/02/07 3 Station, 18"rcp-Middle 10+73 160.0 10.0 120.4 A 126.0 N 96 4 N Side of Inlet Structure 10+76 159.0 9.5 118.3 A 126.0 1 N 94 5 Station, 18"rcp-Middle 10+80 162.0 9.9 121.2 A 126.0 N 96 11/02/07 6 N Side of Storm Filter Structure 10+64 150.0 12.8 98.5 B 110.0 N 89 6A Retest of#6 10+64 150.0 12.1 103.9 B 110.0 N 95 7 Btwn Storm Filter and SD Inlet 10+74 152.5 14.5 102.4 1 B 110.0 N 93 8 W Side of SD Inlet 10+76 157.0 11.1 105.3 B 110.0 N 96 9 W Side of Storm Gate 10+45 155.0 11.7 99.3 B 110.0 1 N 90 10 N Side of Storm Filter Structure 10+65 152.0 11.6 104.9 B 110.0 N 95 11 E Side of Storm Filter 10+64 154.0 12.0 100.8 B 110.0 N 92 12 S Side of Storm Gate 10+45 155.0 10.8 104.7 B 110.0 N 95 13 E Side of SDCO 10+32 153.0 11.3 104.2 B 110.0 N 95 14 W Side of Storm Gate 10+45 155.0 10.9 98.1 B 110.0 N 89 14A Retest of#14 155.0 11.2 105.2 B 110.0 N 96 11/06/07 15 Storm drain-18"rcp 10+25 155.0 12.9 102.5 B 110.0 N 93 16 Storm drain 18"rcp-Sidewalk 10+15 158.0 9.6 115.2 A 126.0 N 91 17 N Side of Storm Filter 10+64 1 154.0 9.3 112.4 A 126.0 N 89 17A Retest of#17 10+64 154.0 9.5 114.5 A 126.0 N 91 11/07/07 18 N Side of SD Inlet-Station 10+92 162.0 9.2 115.2 A 126.0 N 91 19 S Side od SD Inlet-Station 10+92 161.0 9.6 114.5 A 126.0 N 91 20 S Side of Storm Filter 10+64 157.0 11.6 104.4 B 110.0 N 95 21 18"RCP-Station 10+15 158.0 11.2 104.6 B 110.0 N 95 11/13/07 22 N Side of Storm Filter Structure 10+64 160.0 11.6 102.6 B 110.0 N 93 23 18"RCP between Storm Gate/SDCO 10+45 159.0 11.2 103.4 B 110.0 N 94 11/14/07 24 18"RCP Between Storm Gate/Inlet 10+50 160.0 13.1 101.2 B 110.0 N 92 25 ISW Corner of Storm Gate 10+45 163.0 10.6 104.6 B 110.0 N 95 26 1 E Side of Storm Drain Clean Out 10+32 160.0 11.1 102.1 B 110.0 N 93 Note: N = Nuclear Gauge Test FG=Finished Grade Test All elevations are approximate BARRATTAMERICAN GeoTek, Inc. 12/12/2007 Quail Gardens Project No.: 2868-SD3 Encinitas, California Page 5 of 6 TABLE 5 SUMMARY OF FIELD DENSITY TESTS CURB AND GUTTER SUBGRADE Moisture Dry Maximum Relative DATE Test Location Sta Elev/ Content Density Soil Density Test Compaction No. No. Depth (,�) (Pcfl Type (Pct Type (%) 11/20/07 1 Quail Point Lane West side 14+10 SG 5.2 117.7 A 126.0 N 93 1A Retest of#1 SG 9.6 120.3 A 126.0 N 96 2 JQuail Point Lane North side 13+70 SG 10.0 119.8 A 126.0 N 95 3 Quail Point Lane South 12+60 SG 9.6 117.8 A 126.0 N 94 3A Retest of#3 SG 11.6 120.5 A 126.0 N 96 4 Quail Point Lane South side 12+00 SG 11.3 105.0 B 110.0 N 96 5 Quail Point Lane South side 11+40 SG 11.6 105.3 B 110.0 N 96 6 Quail Point Lane North side 11+00 SG 10.9 107.2 B 110.0 N 97 7 jQuail Point Lane South side 10+60 SG 13.7 102.3 B 110.0 N 93 8 Quail Point Lane North side 12+00 SG 10.0 120.2 A 126.0 N 95 11/21/07 7A I Retest of#7 SG 11.5 106.6 B 110.0 N 97 TABLE 6 SUMMARY OF FIELD DENSITY TESTS CURB &GUTTER BASE GRADE Moisture Dry Maximum Relative N DATE Test Location o. Elev/ Content Density Soil Density Test Compaction No. No. Depth (off) (pcf) Type (pct Type (%) - 11/21/07 1 Quail Pointe Lane-N Side 11+85 BG 8.9 141.3 E 141.0 N 100 2 Quail Pointe Lane-S Side 13+00 BG 7.8 142.2 E 141.0 N 100 3 Quail Pointe Lane-S Side 13+70 BG 8.5 143.4 E 141.0 N 100 4 Quail Pointe Lane-E Side of 1 14+00 BG 8.2 141.6 E 141.0 N 100 5 Quail Pointe Lane-N Side 13+30 BG 7.7 142.0 E 141.0 N 100 6 Quail Pointe Lane-N Side 12+90 BG 8.5 141.5 E 141.0 N 100 7 Quail Pointe Lane-N Side 11+50 BG 8.0 140.6 E 141.0 N 99 8 JQuail Pointe Lane-N Side 11+00 BG 7.8 142.1 E 141.0 N 100 9 Quail Pointe Lane-S Side 11+15 BG 7.4 143.5 E 141.0 N 100 11/26/07 10 Quail Pointe Lane-N Side 10+61 BG 7.3 143.5 E 141.0 N 100 11 Quail Pointe Lane-S Side 10+65 BG 6.8 142.2 E 141.0 N 100 Note: N =Nuclear Gauge Test FG=Finished Grade Test All elevations are approximate BARRATTAMERICAN GeoTek, Inc. 1211212007 Quail Gardens Project No.:2868-SD3 Encinitas, California Page 6 of 6 TABLE 7 SUMMARY OF FIELD DENSITY TESTS QUAIL POINTE LANE- SUBGRADE Test Sta Elev/ Moisture Dry Soil Maximum Test Relative 1 DATE Location Content Density Density Compaction No. No. Depth (%) (Pct Type (Pct Type (%) 11/20/07 1 Quail Pointe Lane-SE half of cul-de-sac 13+55 SG 9.7 120.8 A 126.0 N 96 2 Quail Pointe Lane-Middle of road 13+00 SG 9.4 120.7 A 126.0 N 96 3 Quail Pointe Lane-North side of road 12+00 SG 9.2 120.1 A 126.0 N 96 4 Quail Pointe Lane-South side of road 10+50 SG 12.5 104.6 B 110.0 N 95 TABLE 8 SUMMARY OF FIELD DENSITY TESTS QUAIL POINTE LANE-BASE GRADE Test Sta Elev/ Moisture Dry Soil Maximum Test Relative DATE Location Content Density Density Compaction No. No. Depth (%) (Pct Type (Pcf) Type (%) 1 Quail Pointe Lane-Middle 10+50 BG 5.2 134.4 E 141.0 N 95 12/04/07 2 Quail Pointe Lane-S Side 11+00 BG 6.2 139.2 E 141.0 N 99 3 Quail Pointe Lane-Middle 11+50 BG 6.3 140.1 E 141.0 N 99 4 Quail Pointe Lane-N Side 12+20 BG 6.5 139.0 E 141.0 N 99 5 Quail Pointe Lane-Middle 12+80 BG 6.6 139.7 E 141.0 N 99 6 Quail Pointe Lane-S Side 13+25 BG 6.8 140.1 E 141.0 N 99 7 Quail Pointe Lane-Middle 13+75 BG 5.2 138.7 E 141.0 N 98 8 Quail Pointe Lane-S Side 13+80 BG 6.1 140.3 E 141.0 N 99 9 Quail Pointe Lane-N Side 13+75 BG 5.3 138.2 E 141.0 N 98 TABLE 9 SUMMARY OF FIELD DENSITY TESTS QUAIL POINTE LANE-ASPHALT CONCRETE Test Sta Elev/ Moisture Dry Soil Maximum Test Relative DATE Location Content Density Density Compaction No. No. Depth (%) (Pcf) Type (Pct (%)(off) 12/10/07 1 Quail Ponte Ln, S Side 12+25 AC N/A 149.2 AC1 152.0 N 98 2 Quail Ponte Ln, Middle 12+80 AC N/A 145.7 AC1 152.0 N 96 3 Quail Ponte Ln, N Side 13+35 AC N/A 146.3 AC1 152.0 N 96 4 Quail Ponte Ln, S Side 13+55 AC N/A 148.2 AC1 152.0 N 98 5 Quail Ponte Ln,N Side 13+85 AC N/A 144.7 AC1 152.0 N 95 6 Quail Ponte Ln,W Side 14+00 AC N/A 145.0 AC2 150.0 N 97 7 Quail Ponte Ln, N Side 13+65 AC N/A 144.9 AC2 150.0 N 97 8 Quail Ponte Ln, Middle 13+10 AC N/A 147.2 AC2 150.0 N 98 9 1 Quail Ponte Ln, N Side 12+45 AC N/A 144.2 AC2 150.0 N 96 10 Quail Ponte Ln, N Side 12+15 AC N/A 145.7 AC2 150.0 N 97 Note: w N=Nuclear Gauge Test FG=Finished Grade Test All elevations are approximate Preliminary Geotechnical Investigation Proposed 16-Lot Subdivision Quail Gardens Drive, Encinitas, California June 30, 2003 AU _ i Prepared For: E�"' � ° - s RICHARD F. CAMPBELL 630 Encinitas Boulevard Encinitas, California 92024 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Suite 102 Escondido, California 92029 Job #03-265-P VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue Escondido,California 92029-1229 Phone (760) 743-1214 Job #03-265-P Fax (760) 739-0343 June 30, 2003 Richard F. Campbell 630 Encinitas Boulevard Encinitas, California 92024 PRELIMINARY GEOTECHNICAL INVESTIGATION,CALIFORNIA Pursuant 16-LOT SUBDIVISION, QUAIL GARDENS DRIVE, ENCINITA , AL Pursuant to your request, Vinje and Middleton Engineering, Inc., has completed the Preliminary Geotechnical Investigation Report for the above-referenced project site. The following report summarizes the results of our field investigation, including laboratory analyses and conclusions, and provides recommendations for the proposed development as understood. From a geotechnical engineering standpoint, it is our opinion that the site is suitable for the planned 16t 'in this subdivision report and associated improvements into the design provided the recommendations p resented and construction of the project. The conclusions and recommendations provided in this study are consistent with the indicated site geotechnical conditions and are intended to aid in preparation of final development plans and allow more accurate estimates of development costs. If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #03-265-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. Cli % _-.J �'�.:..• X51 i C_ r_. a•:J Dennis Middleton ` CEr,•ri,=ED CEG #980 DM/fit ` Or CA�;.a TABLE OF CONTENTS PAGE NO. I. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II. SITE DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 III. PROPOSED DEVELOPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 IV. SITE INVESTIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 V. GEOTECHNICAL CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 A. Earth Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 B. Geologic Structure - Slope Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 C. Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 D. Faults / Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 E. Geologic Hazards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 F. Laboratory Testing / Results . . . . . . . . . . . . . . . . . . . . . . . . . . • • • . • • • • • • • 7 VI. CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 VII. RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 A. Grading and Earthworks . . . . . . . . . . . . . . . . . . . . . . . . . . • • • • • • . . . . . . . 16 B. Foundations and Slab-on-Grades . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 C. Exterior Concrete Slabs I Flatworks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 D. Soil Design Parameters . . . . 18 E. Asphalt and PCC Pavement Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 F. General Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VIII. LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22 TABLE NO. FaultZone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Site Seismic Parameters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 SoilType . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Maximum Dry Density and Optimum Moisture Content . . . . . . . . . . . . . . . . . . . . . 4 Moisture-Density Tests (Undisturbed Chunk Samples) . . . . . . . . . . . . . . . . . . . . . 5 Expansion Index Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Direct Shear Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Grain Size Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 9 Sulfate Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TABLE OF CONTENTS (continued) PLATE NO. Regional Index Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Tentative Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-4 Geologic Cross-Sections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • • . . . . . . . . . . . . . 5-8 Test Trench Logs (with key) 8 Fault - Epicenter Map . . . . 10 Isolation Joints and Re-entrant Corner Reinforcement . . . . . . . . . . . . . . . . . . . . 11 Retaining Wall Drain Detail . . . . . . . . . . . . . . . PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED 16-LOT SUBDIVISION QUAIL GARDENS DRIVE, ENCINITAS, CALIFORNIA I. INTRODUCTION The property investigated in this work is an approximate 3.75 acre site that is currently utilized as a working nursery and associated improvements. The property location is shown on a Regional Index Map enclosed with this report as Plate 1. We understand that the subject property is planned for a 16-lot residential subdivision, with an internal roadway, and associated improvements. Therefore, this investigation was initiated to determine soils and geotechnical conditions at the site and their influence upon the planned devolvement. Geologic mapping, test trench digging, and soil sampling and testing were among the activities conducted in conjunction with this effort which has resulted in the grading and foundation recommendations presented herein. II. SITE DESCRIPTION The subject property is located on the west side of Quail Gardens Drive, approximately 300 feet north of Encinitas Boulevard. The rectangular-shaped parcel was developed to existing conditions during mass grading operations conducted in December of 1976, in which higher ground to the north was cut and generated soils were used for fill in the lower southern portion of the site. Grading operations were conducted under the observation of San Dieguito Engineering who issued a subsequent compaction report entitled "Report of Soil Compaction Testing, Proposed Addition to Sunshine Gardens Nursery, West Side of Quail Gardens Drive 300 Feet North of Encinitas Boulevard, Encinitas, California," dated December 29, 1976. A copy of this report is on file with our office. The property is bordered by a residential development to the north, adjacent nurseries to the east and west, and a private residence to the south. Quail Gardens Drive along the east margin provides access to the site. Site drainage has been developed to sheetflow across the property eastward to Quail Gardens Drive. Excessive scouring or erosion is not in evidence at the property. A Tentative Map, prepared by Pasco Engineering, Inc., depicts existing topographic conditions at the site and the proposed development scheme. The map is reproduced and is included with this report as Plate 2. Geologic Cross-Sections showing the original ground surface, existing ground surface, and proposed grades are included on Plates 3 and 4. Original ground surface elevations for the cross-sections were obtained from the County of San Diego Topographic Survey, sheet No. 322-1683 (photographed 9-18-75). VINJE&MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue,Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax(760) 739.0343 GEOTECHNICAL INVESTIGATIONS QRAVING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 2 QUAIL GARDENS DRIVE, ENCINITAS JUNE 30, 2003 III. PROPOSED DEVELOPMENT We understand the subject property is planned for a 16-Lot residential subdivision approximately as shown on Plate 2. Individual lots are planned for the support of single- family residences and associated improvements. A new paved road is planned which will provide access from Quail Gardens Drive. Quail Gardens Drive frontage will also be improved in connection with the proposed development. Preliminary development schemes are shown on Plate 2. Level pad surfaces will predominantly be achieved using cut and export grading. Mass grading operations will consist of cuts up to 26 vertical feet for the eastern lots and minor to moderate cut/fills for the western lots (see Plates 3 and 4). Earthworks quantities are estimated at 40,500 cubic yards of export and nearly 3,200 cubic yards of fill. Retaining walls are also incorporated into the design in order to accommodate ground transitioning. Graded slopes are proposed for 2:1 gradients and reach a maximum vertical height of nearly 25 vertical feet along the northern property margins. Planned fills will be shallow on the order of 5 feet thick and primarily confined to lots 9-13. The remaining lots are expected to expose natural earth materials exposed by cut excavations. Construction details for the proposed dwellings are unknown. However, the use of conventional wood-frame and stucco buildings supported on shallow stiff continuous strip and spread pad concrete footings with slab-on-grade floor foundations is anticipated. IV. SITE INVESTIGATION Geotechnical conditions at the site were chiefly determined from geologic mapping of existing exposures and the excavation of 8 test trenches dug with a tractor-mounted backhoe. All excavations were observed and logged by our project geologist who also retained representative soil/bedrock samples for subsequent laboratory testing. Much of the site was inaccessible for a backhoe due to existing nursery improvements and site terrain. Consequently, trench locations were very limited by the existing culture. Exploratory trench locations are shown on Plate 2. Logs of the Test-Trench excavations are enclosed with this report as Plates 5-8. Laboratory test results are summarized in a following section. VINJE 11 MIDDLETON ENGINEERING, INC.2450 Vineyard Avenue,Escondido, California 92029-1229 - Phone(760) 743-1214 - Fax(760) 739.0343 QEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATION 3 PRELIMINARY GEOTECHNICAL INVESTIGATION JUNE 30,PAGE E 3 QUAIL GARDENS DRIVE, ENCINITAS V. GEOTECHNICAL CONDITIONS The subject property is a previously graded sandstone southeast exposed. Minor by are soils placed atop sandstone units. Elsewhere associated with a nursery access road along the northern property line. A. Earth Materials The southeastern portion of the project site is underlain by a section of fill which was placed with engineering observation in connection with its present development. Indicated fill depths range from daylight to an estimated Project fill soils depth of 15 feet deep in the southeast corner of the property. Pro j consist of light-colored sandy soils in a loose to medium dense condition. Sedimentary formational units underlie site fills beneath the property. These are natural Terrace Deposits ands n formational Encin tasasNoted exposures are fine to exposed throughout coastal a rea medium grained and occur in a highly weathered condition near the surface becoming increasingly dense and moderately to well-cemented with depth. Based on our field observations, project earth materials are non-expansive to very low expansive. Details of project earth materials are given on the enclosed Test Trench Logs, Plates 5-8. Engineering properties are further defined in a following section. B. Geoloaic Structure - Slope Stability Geologic structural conditions within underlying Terrace Deposit and formational sandstone units at the project were noted within test trench exposures and from geologic mapping of graded slopes in the northwest portion of the site. Noted exposures chiefly along dark mineral seams exhibit poorly developed structure that indicates nearly flat-lying bedding. Local Terrace Deposits and underlying bedrock materials are flat-lying sandstone units which characteristically perform well with regard to gross stability and are expected to remain stable. Some cohesionless "running sand" was encountered within Test Trenches 4 and 7 (T-4 and T-7) with exposures consisting of approximate 3 feet thick lenses within the upper 7 feet of the test trenches. Competent and cemented sandstone units occur above and below. Local sidewall sand caving in the test trenches aireattributed � l h is not expected to substantially impact of the proposed cut slopes in running VIN1E&MIDDLETON ENC,INEERING. INC. 2450 Vineyard Avenue,Escondido, California 92029-1229 - Phone (760) 743-1214 - Fax(760) 739.0343 GEOTL'CHNICAL INVESTIGATIONS G RAVING SUPERVISION PLRC TESTING L•'NVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 4 QUAIL GARDENS DRIVE, ENCINITAS JUNE 30, 2003 locations, however, geologic inspection of cut slopes by the project engineering geologist is recommended during grading operations. Additional recommendations, if appropriate, can be provided at that time. C. Groundwater Subsurface groundwater conditions were not encountered to the depths explored in our exploratory trenches and is not expected to impact site development. Project formational rocks are known to transmit subsurface drainage water which often appear within down-slope cut slopes. This could become an issue on Lots 5-9 at the project site and impact sensitive improvements sited near the base of the ascending slope. Subsurface drains may be appropriate and can be evaluated for need based on field exposures developed during grading. Like all graded building sites, the proper control of surface drainage is an important factor in the continued stability of the property. Irrigation and meteoric water should not be allowed to pond on lot surfaces and over-watering of site vegetation should be avoided. Project retaining walls should be provided with adequate back drain systems. D. Faults / Seismicity Faults or significant shear zones are not indicated on or near proximity to the project site. As with most areas of California, the San Diego region lies within a seismically active zone; however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40-year period (1934-1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3.7, nor did any of the earthquakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. Historically, the most significant earthquake events which affect local areas originate along well known, distant fault zones to the east and the Coronado Bank Fault to the west. Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical event in the area of the study VINJE&MIDDLETON ENCIINEERING, INC.2450 Vineyard Avenue,Escondido,California 92029-1229 • Phone(760) 743-1214 • Fax(760) 739-0343 QEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL 1NVESTIGATI0N 5 GE PRELIMINARY GEOTECHNICAL INVESTIGATION JUNE PAGE E 5 QUAIL GARDENS DRIVE, ENCINITAS site occurred in 1800 at an to have occurred distance sred a o�g an off-shore faultpreached area. This event, which is thought n estimated magnitude of 6.5 with estimated bedrock acceleration values of 0.176g at the project site. The following list represents the most significant faults which commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQ FAULT VERSION 3.00 updated) typically associated with the fault is also tabulated. TABLE 1 Maximum Probable` Fault Zone Distance;from Site Acceleration R.H. Rose Canyon Fault 3 miles 0.224g Newport-Inglewood Fault 11 miles 0.1128 - Coronado Bank Fault 18 miles 0.1578 Elsinore Fault 27 miles 0.098 The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map enclosed with this report as Plate 9. More recently, the number of seismic events which affect the region appears to have heightened somewhat. Nearly 40 earthquakes of magnitude 3.5 or higher have been recorded in coastal regions between January 1984 and August 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook County coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located nearly 30 miles southwest of Oceanside. A series of notable events shook County areas with a (maximum) magnitude 7.4 shock in the early morning of June 28, 1992. These quakes originated along related segments of the San Andreas Fault approximately 90 miles to the north. Locally high levels of ground shaking over an extended period of time resulted; however, significant damages to local structures were not reported. The increase in earthquake frequency in the region remains a subject of speculation among VINJE&MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido,California 92029.1229 - Phone(760) 743.1214 - Fax(760) 739-0343 GEOTECHNtCAL IPIVESTIgAT10NS CjRADINC,SUPERVISION PLRC TLSTINQ ENVIRONMENTAL INVESTIGATION 6 GE PRELIMINARY GEOTECHNICAL INVESTIGATION JUNE PAGE E 6 QUAIL GARDENS DRIVE, ENCINITAS geologists; however, based upon empirical information and the recorded seismic history of County areas, the 1986 and 1992 events are thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metropolitan San Diego which includes a series of parallel breaks trending southward from La Jolla Cove through San Diego Bay toward the Mexican border. Test trenching along the fault in Rose Canyon indicated that at that location the fault was last active 6,000 to 9,000 years ago. More recent work suggests that segments of the fault are younger having been last active 1000 - 2000 years ago. Consequently, the fault has been classified as active and included within an Alquist-Priolo Special Studies Zone established by the State of California. Fault zones tabulated in the preceding table are considered most likely to impact the region of the study site during the lifetime of the project. The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the site. Ground separation as a result of seismic activity is not expected at the property. For design purposes, specific site seismic parameters were determined as part of this investigation in accordance.with the Uniform Building Code. The following parameters are consistent with the indicated project seismic environment and may be utilized for project design work: TABLE 2 Site$oil Seismic s Seismic > Selsmlc Resporise Coefficients Source Profile ` -Seismic rfactor"'' 5 Na ` T e *Zone T e _ . . Sc 4 0.4 B 1.0 1.2 0.40 0.66 0.663 0.133 According to Chapter 16, Division IV of the 1997 Uniform Building Code E. Geologic Hazards Geologic hazards are not presently indicated at the project site. Minor exposed slopes do not indicate gross geologic instability. The most significant geologic hazards at the property will be those associated with ground shaking in the event VINJE&MIDDLETON ENC,,INEERINCJ. INC. 2450 Vineyard Avenue,Escondido,California 92029-1229 - Phone(760) 743-1214 - Fax(760) 739-0343 GEOTC•CHNICAL INVESTIQATIONS ri RA V INCA SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIr�AT10N PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 7 QUAIL GARDENS DRIVE, ENCINITAS JUNE 30, 2003 of a major seismic event. Liquefaction or related ground rupture failures are not anticipated. F. Laboratory Testing / Results Earth deposits encountered in our exploratory test excavations were closely examined and sampled for laboratory testing. Based upon our test trench data and field exposures, site soils have been grouped into the following soil types: TABLE 3 Soil T e Descri tion red-brown to light gray silty sand (Fill/Topsoil) 2 brown to off-white fine to medium sandstone Formational Terrace De osit The following tests were conducted in support of this investigation: 1. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Type 2 was determined in accordance with ASTM D-1557. The test result is presented in Table 4. TABLE 4 Soij^ Maximum'Dry Optimum Moisture Location . T e. ,Densit Ym- cf Content, wopt% T-3 2' 2 128.9 11.3 2. Moisture Density Tests (Undisturbed Chunk Sam ales): In-place dry density and moisture content of representative soil deposits beneath the site were determined from relatively undisturbed chunk samples using the water displacement test method. The test results are presented in Table 5 and tabulated on the enclosed Test Trench Logs, Plates 5-8. VINJE MIDDLETON ENCIINEERING, INC.2450 Vineyard Avenue,Escondido,California 92029.1229 • Phone(760) 743-1214 • Fax(760) 739.0343 CjEOTC•CHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 8 QUAIL GARDENS DRIVE, ENCINITAS JUNE 30, 2003 TABLE 5 Field Ratio Of In-Place Dry Moisture Field Dry Max. Dry Density To Max. Dry Sample Soil Content Density Density Density" Location T e w% Yd- cf Ym- cf YdNm x 100 T-3 @ 2' 2 11.0 143.1 128.9 100+ T-3 @ 4' 2 13.5 - 128.9 sample disturbed T-7 @ 5' 2 10.0 - 128.9 sample disturbed T-7 0a 7' 2 7.6 121.5 128.9 94.3 T-8 @ 2' 1 5.8 85.7 - " Designated as relative compaction for structural fills. Re uired relative compaction for structural fill is 90% or greater. 3. Expansion Index Test: One expansion index test was performed on a representative sample of Soil Type 2 in accordance with the Uniform Building Code Standard 18-2. The test result is presented in Table 6. TABLE 6 `S mple Soil ReMolded Saturation Saturated expansion: Expansion % w,.% Index EI Potential T-3 @ 2' 2 - - - - non-expansive (w) moisture content in percent. 4. Direct Shear Test: One direct shear test was performed on a representative sample of Soil Type 1. The prepared specimen was soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test result is presented in Table 7. VINJE&MIDDLETON ENCINEERINIa, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 - Phone (760) 743.1214 - Fax(760) 739-0343 r4EOTECHNICAL INVESTIQATIONS (;RAUINCG SUPERVISION 1'ERC TESTING ENVIRONMENTAL INVESTIQATION PRELIMINARY GEOTECH ECINITAS IN PAGE 9 INVESTIGATION JUNE 30, 2003 QUAIL GARDENS DRIVE, TABLE 7 Wet Angle of Apparent Sample Density Int. Fria. Cohesion Sample Soil Yw cf th-De Location T e Condition remolded to 90% of Yd % wopt 'I'Z 31 95 S, Gran Size Analysis: Grain size analysis was performed on a representative sample of Soil Type 2. The test result is presented in Table 8. TABLE 8 Sieve Size #4 #10 420> 140 #200 Location Soil Type T-3 67 2' 100 98 14 ve sample of Soil 6. Sulfate Test: A sulfate test was performed on 17 epresentat test result is presented Type 2 in accordance with the California Test in Table 9. TABLE 9 Amount of Watek Soluble Sulfate.(so4) Sam le Location Soil T e In nil 0% b :Wei ht 2 0.001 T-3 2. VI. CONCLUSIONS as Based upon the foregoing investigation, development tsi a is)underlain by dense) and ect site proposed is feasible from a geotechnical viewpoint. The stable Terrace Deposits and formational sandstone its which are mantled by a thin to moderate section of loose to medium dense sandy fill Geotechnical factors presented below are unique to the project site and will influence grading procedures and associated development VINJE&MIDDLETON EN(GINEERINC,, INC. 2450 Yneyord Avenue,Escondido,California 92029.1229 - Phone (760) 743-1214 N- Fax 16'VI 739-TION CjRAU1NQ SUPERVISION PLRC TESTING (jEOTECHNICAL INVESTIGATIONS GE 10 PRELIMINARY GEOTECHNICAL INVESTIGATION JUNE PAGE 2003 QUAIL GARDENS DRIVE, ENCINITAS * Overall, underlying Terrace Deposits and formational sandstone units are geologically stable. Landslides or other forms c of geologic instability within the on- site natural formational deposits are not * Geologic inspection of project cut slopes is recommended to confirm expected stability. Currently, reconstruction of graded cut slopes exposing pockets of "running" sand within Terrace Deposit units at the slope face are not indicated unless otherwise required in the field by the project geotechnical engineer at the time of grading. Aggressive landscaping techniques are recomme nadl so I "running" sand exposures on project cut slopes to help prevent eros problems. * Substantial cuts (up to 26 feet high) are planned in the northern and southeastern portion of the site to achieve pad grades. Minor cuts and fills are planned for the remaining portions of the site. Natural sandstone units are expected to excavate to design grades with no unusual problems during the mass grading operations. * Earthwork operations at the project site are primarily cut grading and export procedures. Existing project fills will predominantly be removed and exported from the site with minor amounts remaining on the western lots. Exploratory trench exposures and limited testing of existing fills indicated marginal levels of compaction particularly within the more weathered zones. Remedial grading of the existing fills where exposed at finish grade will be required during grading operations as recommended below. Added removals of cut ground will also be necessary in the case of cut/fill pads so that uniform bearing soil conditions are created throughout the final building and improvement surfaces. * Project earth deposits are predominantly sandy non-expansive to very low expansive materials which typically work well in compacted fills. Based upon the anticipated grading scheme, finish grade soils are expected to consist of silty sand to sandy (SM/SP) deposits with very low expansion potential (El less than 21). Actual classification and expansion characteristic of finished grade soil mix can only be provided in the final as-graded compaction report based on appropriate testing. Final bearing and subgrade soils should be tested at the completion of rough grading to confirm actual expansion characteristics which will govern final foundations and slab design. VINIE&MIDDLETON ENQINEERINC,,. INC. 2450 Vineyard Avenue, Escondido,California 92029.1229 • Phone(760) 743.1214 • Fax(760) 739.0343 QEOTECHNICAL INVIsSTIQATIONS G RAVING SUPERVISION KRC TLSTINQ ENVIRONMENTAL INVIiSTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 11 QUAIL GARDENS DRIVE, ENCINITAS JUNE 30, 2003 The overall stability of graded building surfaces developed over sloping terrain is most dependent upon adequate keying and benching of fill into the undisturbed bedrock during the grading operations. At the project site, added care should be given to proper construction of fill slope keyway and benching excavations. " Groundwater was not encountered within the exploratory excavations completed at the site at the time of our investigation. Based on the available subsurface data, groundwater conditions are not expected to create grading /trenching difficulties during site development. However, subsurface drains may be advisable along the rear of Lots 5-9 to protect near-slope improvements from up-slope drainage. Adequate site surface drainage control is a critical factor in the future stability of the developed property. Liquefaction and seismically induced settlements will not be a factor in the development of the proposed structures and improvements. Post construction total and differential settlements are not expected to be a factor in the development of the project site, provided our remedial grading and foundation recommendations are implemented during the construction phase of the project. Soil collapse will not be a factor in development of the study site, provided our remedial grading recommendations are followed. VII. RECOMMENDATIONS The following recommendations are consistent with the indicated geotechnical conditions at the project site and should be reflected in final plans and implemented during the construction phase: Added or modified recommendations may also be appropriate and can be provided at the final plan review phase when building and improvement locations are also known: A. Grading and Earthworks All grading and project construction should be completed in accordance with Appendix Chapter 33 of the Uniform Building Code, City of Encinitas Grading Ordinances, the Standard Specifications for Public Works Construction and the requirements of the following sections wherever applicable: VINJE&MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido,California 92029-1229 • Phone (760) 743.1214 • Fax(760) 739.0343 QEOTECHNICALINVESTIQATIONS Q RADING SUPER VISION PL•'RC TESTING LNV I RONNILNTAL INVESTIQATION GE 12 PRELIMINARY GEOTECHNICAL INVESTIGATION JUNE PAGE 2003 QUAIL GARDENS DRIVE, ENCINITAS 1. Clearing and Grubbing - Surface vegetation, deleterious materials and debris should be removed from all areas planned to receive new fills, construction, structures and improvements plus 10 feet. The prepared ground should be inspected and approved by the project geotechnical engineer or his designated field representative prior to grading. 2. Removals and Over-excavation -The project property is directly underlain by existing fills and dense Terrace Deposits. Proposed grading will primarily construct relatively level cut pads with the exception of a few lots where minor fills are proposed to achieve pad grade elevations. The majority of existing unsuitable fill deposits will be removed as part of the planned cut grading and export operations. Cut pads will likely expose dense and competent Terrace Deposits/formational units at the proposed finish grade levels. Elsewhere, the most effective soil improvement method to igaemovalexisting andeaecompa�tion site remfills ed al exposed grading finish surface, will utilize techniques. The entire section of remaining site fills and topsoil, if encountered, in all areas of the site planned for the support of new fills, structures and improvements plus 10 feet, should be removed to the underlying competent Terrace Deposit/formational units as approved in the field by the project geotechnical engineer or his designated representative, and placed back as properly compacted fill. Estimated removal depths may be obtained from the enclosed Geologic Cross- Sections, Plates 3 and 4, and Test Trench Logs Plates 5-8. Deeper removals may also be necessary based upon actual field exposures and should be anticipated. 3. Bearing Soils Transitioning - Building foundations and footings for site structures should be uniformly supported on compacted fills or uniformly founded on competent undisturbed cut ground. Dissimilar bearing and subgrade soils should not be permitted underneath the proposed structures and improvements. The cut portion of the cut/fill pads plus 10 feet should be undercut to a sufficient depth to provide for a minimum of 3 feet of compacted fill mat below rough finish grades, or at least 12 inches of compacted fill beneath the deepest footing(s), whichever is more. In the roadways, driveway, parking and on-grade slabs/improvement transition areas there should be a minimum of 1-foot of compacted soils below rough finish subgrade. VINJE&MIDDLETON ENGINEERING. INC.2450 Vineyard Avenue,Escondido,California 92029.1229 • Phone(760) 743-1214 • Fax(760) 739.0343 QEOTECHNICAL INVESTIGATIONS G RADINq SUPERVISION PL•'RC TESTING ENVIRONMLNTAL INVESTRIATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 13 JUNE 30, 2003 QUAIL GARDENS DRIVE, ENCINITAS excavations 4. Fill Materials and Compaction - Soils generated from silty project is suitable will predominantly consist of good quality sand to for reuse as compacted fills. ing Uniform bearing soil conditions should be e site by the operations. Site soils should be adequately P ocessed moisture conditioned to slightly(2%) aboefts and levels as directed compacted in the field, placed in thin uniform horizontal to a minimum of 90% of the corresponding specified.laboratory maximum dry density per the ASTM D-1557, unless otherwise 5. Permanent Graded Slopes - Project graded slopes are al proposed for 2:1 of nearly 26 gradients and reach a maximum margins. Graded seopes constructed at the proposed the northern property g heights and gradients will be grossly stable with respect to deep seated and surficial failures for the indicated design maximum vertical heights. All fill slopes shall be provided with a lower keyway. The keyway should maintain a minimum depth of 2 feet into the competent Terrace Deposits/formational units with a minimum bottom heeled back a m n mum of 2% expose firm bedrock throughout with the roved b ,the project eotechnical engineer. Additional into the natural hillside le el benches should be constructed into the natural hillside as the fill slope construction progresses. Fill slopes lout to the slope face. compacted to 90% (minimum) of the laboratory standard Over-building and cutting back to the compacted core, or backrolling at a maximum of 3-foot vertical increments and slop e k walks ug" at the completion of grading is recommended for site fill p engineering inspections and testing will be necessary to confirm adequate compaction levels within the fill slope face. Project graded cut slopes should be inspected and approved by the project geotechnical consultant during the grading to confirm stability. Some cohesionless "running sand was encountered within Test Trenches T-4 and T- 7. Noted exposures consisted of an approximate 3 feet thick lense within the upper 7 feet of the test trenches with competent and cemented sandstone units est occurring above and below. Limited exposures developed ze the that aggressive landscaping techniques may be appropriate to stabilize slope face. However, reconstruction of the project graded cut slopes or portions thereof, exposing larger zones of"running" sands as stability fill slopes VINJE Ca MIDDLETON ENCJINEERINC,, INC. 2450 Vineyard Avenue, Escondido,California 92029.1229 - Phone(760) 743.1214 - Fax(760)739-0343 C�EOTECHNICAL INVFSTI(4ATIONS G RAD1N(;SUPERVISION PL•'RC TESTING ENVIRONMENTAL INVI?STIQATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 14 QUAIL GARDENS DRIVE, ENCINITAS JUNE 30, 2003 may also be required as determined in the field by the project geotechnical consultant and should be anticipated. Construction details for the regraded stability fill slopes, if required, should be given by the project geotechnical engineer at the time of cut grading operations based on actual field exposures. 6. Drainage and Erosion Control -A critical element to the continued stability of the building pads and slopes is an adequate surface drainage system and protection of the slope face. This can most effectively be achieved by appropriate vegetation cover and the installation of the following systems: • Drainage swales should be provided at the top and toe of the graded slopes per the project civil engineer design. • Building pad surface run-off should be collected and directed away from the planned buildings and improvements to a selected location in a controlled manner. Area drains should be installed. • The finished slope should be planted soon after completion of grading. Unprotected slope faces will be subject to severe erosion and should not be allowed. Over-watering of the slope faces should also not be allowed. Only the amount of water to sustain vegetation should be provided. More aggressive type of slope landscape protection cover should be considered for the project graded cut slope particularly where cohesionless sand pockets are exposed. • Temporary erosion control facilities and silt fences should be installed during the construction phase periods and until landscaping is established as indicated and specified on the approved project grading/erosion plans. 7. Engineering Inspections - All grading operations including removals, suitability of earth deposits used as compacted fill, and compaction procedures should be continuously inspected and tested by the project geotechnical consultant and presented in the final as-graded compaction report. The nature of finished grade soils should also be confirmed in the final compaction report at the completion of grading. Geotechnical engineering inspections shall include, but not limited to the following: Initial Inspection - After the grading/brushing limits have been staked, but before grading/brushing starts. VINJE MIDDLETON ENGINEERING, INC.2450 Vineyard Avenue,Escondido, California 92029-1229 • Phone(760) 743.1214 • Fax(760) 739-0343 GEOTECHN(CAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 15 QUAIL GARDENS DRIVE, ENCINITAS JUNE 30, 2003 Keyway/bottom of over-excavation inspection -After the competent Terrace Deposits/formational units are exposed and prepared to receive fill, but before fill is placed. Cut slope/excavation inspection -After the excavation is started, but before the vertical depth of excavation is more than 5 feet. Local and CAL-OSHA safety requirements for open excavations apply. Fill/backfill inspection - After the fill/backfill placement is started, but before the vertical height of fill/backfill exceeds 2 feet. A minimum of one test shall be required for each 100 lineal feet maximum with the exception of wall backfills where a minimum of one test shall be required for each 25 lineal feet maximum. Wall backfills shall also be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified. Finish rough and final pad grade tests shall be required regardless of fill thickness. Foundation trench inspection - After the foundation trench excavations, but before steel placement. Foundation bearing/slab subgrade soils inspection - Within 72 hours prior to the placement of concrete for proper moisture and specified compaction levels. Geotechnical foundation/slab steel inspection -After the steel placement is completed, but 24 hours before the scheduled concrete pour. • Subdrain/wall back drain inspection -After the trench excavations, but during the actual placement. All material shall conform to the project material specifications and approved by the project geotechnical engineer. • Underground utility/plumbing trench inspection -After the trench excavations, but before placement of pipe bedding or installation of the underground facilities. Local and CAL-OSHA safety requirements for open excavations apply. Inspection of the pipe bedding may also be required by the project geotechnical engineer. • Underground utility/plumbing trench backfill inspection - After the backfill placement is started above the pipe zone, but before the vertical height of backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be required by the governing agencies. Pipe bedding and backfill materials VINJE&MIDDLETON ENC�INEERINC,, INC.2450 Vineyard Avenue,Escondido, California 92029.1229 Phone(760) 743-1214 • Fax(760) 739.0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 16 JUNE 30, 2003 QUAIL GARDENS DRIVE, ENCINITAS shall conform to the governing agencies requirements and project soils report if applicable. All trench backfills shall be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified. Plumbing trenches over 12 inches deep maximum under the interior floor slabs should also be mechanically compacted and tested for a minimum of 90% compaction levels. Flooding or jetting techniques as a means of compaction method shall not be allowed. Pavement/improvements subg aasphalt for proper moisture) and hours prior to the placement o concrete o specified compaction levels. B. Foundations and Slab-on-Grades The following preliminary recommendations are consistent with very low expansive (El less than 21) silty sand to sandy (SM/SP) foundation bearing soils and site specific geotechnical conditions. Additional recommendations may be required and should be given at the plan review phase. All design recommendations should also be further confirmed and/or revised at the completion of rough grading based on the expansion characteristics of the foundation bearing soils and as-graded site geotechnical conditions, and presented in the final as-graded compaction report: 1. Continuous wall foundations should 15 riches wide least 18 inches deep for two- inches deep for single story an story structures. Spread pad footings should be at least 24 inches square and 12 inches deep. Footing depths layer measured from adjacent Exerior surface, not including the sand/gravel Y er beneath floor slabs continuous footings should enclose the entire building perimeter. 2. Continuous interior and exterior foundations should be reinforced with a minimum of 244 reinforcing bars. Place 144 bar 3 inches above the bottom of the footing and 144 bar 3 inches below the top of the footing. Reinforcement details for isolated pad footings should be provided by the project arch itect/structural engineer. 3. All interior slabs should be a minimum of 4 inches in thickness, reinforced with #3 reinforcing bars spaced 18 inches on center each way, placed mid-height in the slab. Slabs should be underlain by 4 inches of clean sand (SE 30 or greater)which is provided with a 6-mil plastic moisture barrier placed mrovedgb t in the sand. In the case of good quality sandy subgrade soils, as app Y VINJE&MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido,California 92029.1229 • Phone(760) 743.1214 • Fax(760) 739.0343 C�EOTECHNICAL INVEST'1(jATIONS Q RAVING SUPERVISION PL•'RC TEBTINQ ENVIRONMENTAL INVESTIGATION GE 17 PRELIMINARY GEOTECHNICAL INVESTIGATION JUNE PAGE 2003 QUAIL GARDENS DRIVE, ENCINITAS the project geotechnical engineer, the 6-mil plastic moisture barrier may be laid directly over the slab subgrade and covered with a minimum of 2 inches of clean sand (SE 30 or greater). 4. Provide"soft-cut" contraction/control joints consisting of sawcuts spaced 10 feet on center maximum each way. Cut as soon as the slab will support the weight of the saw, and operate without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. The softcuts should be a minimum of 1-inch in depth but not to exceed 1'/4- inches deep maximum. Anti-ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipment across cuts for at least 24 hours. 5. Provide re-entrant corner reinforcement for all interior slabs. Re-entrant corners will depend on slab geometry and/or interior column locations. The enclosed Plate 10 may be used as a general guideline. 6. Foundation trenches and slab subgrade soils should be inspected and tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant within 72 hours prior to the placement of concrete. C. Exterior Concrete Slabs / Flatworks 1. All exterior slabs (walkways, and patios) should be a minimum of 4 inches in thickness, reinforced with 6x6/10x10 welded wire mesh carefully placed mid- height in the slab. 2. Provide "tool joint' or "softcut" contraction/control joints spaced 10 feet on center (not to exceed 12 feet maximum) each way. Tool or cut as soon as the slab will support weight, and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1-inch but should not exceed 1'/4-inches deep maximum. ewith each blade joints, anti-ravel spall ng and plates should be used and replaced w raveling. Avoid wheeled equipments across cuts for at least 24 hours. 3. Subgrade soils should be tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant within 72 hours prior to the placement of concrete. VINJE J MIDDLETON ENGINEERING, INC.2450 Vineyard Avenue, Escondido,California 92029.1229 • Phone (760) 743-1214 • Fax(760) 739.0343 GEOTECHNICAL(NVESTIGATIONS GRAVING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATION GE 18 PRELIMINARY GEOTECHNICAL INVESTIGATION JUNE PA A 118 QUAIL GARDENS DRIVE, ENCINITAS D. Soil Design Parameters The following soil design parameters are based on tested representative samples of on-site earth deposits. All parameters should be re-evaluated when the characteristics of the final as-graded soils have been specifically determined: * Design wet density of soil = 128.7 pcf. * Design angle of internal friction of soil = 31 degrees. * Design active soil pressure for retaining structures =40 pcf(EFP), level backfill, cantilever, unrestrained walls. * Design active soil pressure for retaining structures = 64 pcf (EFP), 2:1 sloping backfill surface, cantilever, unrestrained walls. * Design at-rest soil pressure for retaining structures = 62 pcf (EFP), non- yielding, restrained walls. * Design passive soil pressure for retaining structures = 412 pcf (EFP), level surface at the toe. * Design coefficient of friction for concrete on soils = 0.38. * Net allowable foundation pressure for 90% compacted fill (minimum 12 inches wide by 12 inches deep footings) = 1500 psf. * Net allowable foundation pressure for undisturbed competent Terrace Deposits/formational sandstone (minimum 12 inches wide by 12 inches deep footings) = 2000 psf. * Allowable lateral bearing pressure (all structures except retaining walls) for certified on-site soils = 150 psf/ft . Notes - * Use a minimum safety factor of 1.5 for wall over-turning and sliding stability. However, because large movements must take place before maximum passive resistance can be developed, a minimum safety factor of 2 may be considered for sliding stability particularly where sensitive structures and improvements are planned near or on top of retaining walls. • When combining passive pressure and frictional resistance the passive component should be reduced by one-third. • The indicated net allowable foundation pressures provided herein were determined based on a minimum of 12 inches wide by 12 inches deep footings and may be increased by 20% for each additional foot of depth and 20% for each additional foot of width to a maximum of 4500 psf. The allowable foundation pressures provided herein also apply to dead plus live loads and may be increased by one-third for wind and seismic loading. VINJE MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue,Escondido,California 92029.1229 • Phone (760) 743-1214 • Fax(760) 739-0343 GRADING SUPERVISION PEKC TESTING ENVIRONMENTAL INVESTIGATION ON INVESTIGATIONS PAGE 19 PRELIMINARY GEOTECHNICAL INVESTIGATION JUNE 30, 2003 QUAIL GARDENS DRIVE, ENCINITAS The lateral bearing earth pressures may be increased by the amount of designated value for each additional foot of depth to a maximum of 1500 pounds per square foot. E. Asphalt and PCC Pavement Desi n Specific pavement section can best be provided at the completion design TI grading The based on R-value tests of the actual finish subgrade soils minimum structural section required by the City of Encinitas may also govern the design. The following structural sections may be considered for cost estimating purposes only (not for construction): 1. A minimum section of 4 inches asphalt on 6 inches Caltrans Class 2 aggregate base may be considered for the onsite asphalt paving surfaces. Base materials should be compacted to a minimum of 95% of the corresponding maximum dry density (ASTM D-1557). Subgrade soils beneath the asphalt paving surfaces should also be compacted to a minimum of 95% of the corresponding maximum dry density within the upper 12 inches. 2. Residential PCC driveways and parking supported on very low expansive (El less than 21) subgrade soils should be a minimum of 5'/2 inches in thickness, reinforced with #3 reinforcing bars at 18 inches on centers each way placed 2 inches below the top of slab. Subgrade soils beneath the PCC driveways and parking should also be compacted 6 minimum of 90% of the corresponding maximum dry density in the upper inches. Provide "tool joint" or "softcut" contraction/control joints spaced 12 feet on center (not to exceed 15 feet maximum) each way. Tool or cut as soon as the slab will support weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1-inch but should not exceed 1'/4-inches deep replaced with avJoid spalling ravel skid plates should be used and p laced with each blade to and raveling. Avoid wheeled equipments across cuts for at least 24 hours. 3. Base section and subgrade preparations per structural section design, will be required for all surfaces subject to traffic including roadways, tra elwaroadhee lanes, driveway approaches and ribbon (cross) gutters. Driveway app within the public right-of-way should els e ed withua 95% compacted Class minimum of 95% compaction le and provided 2 base section per the structural section design. VIN1E B MIDDLETON ENGINEERING, INC.2450 Vineyard Avenue,Escondido,California 92029-1229 • Phone (760) 743.1214 • Fax(760)739.0343 GRADING SUPERVISION PERC TESTING LNVIRONMENTAL INVESTIGATION GEOTECHNICALINVESTIGATIONS GE 20 PRELIMINARY GEOTECHNICAL INVESTIGATION JUNE PAGE 2003 QUAIL GARDENS DRIVE, ENCINITAS Base layer under curb and gutters should be compacted to a minimum of 95% while subgrade soils under curb and gutters, and base and subgrade under sidewalks should be compacted to a minimum of 90% compaction levels. Base section may not be required under curb and gutters, and sidewalks in the case of non-expansive subgrade eO1 (expansion n the'final as-graded compaction ppreportte recommendations should g iven F. General Recommendations 1. The minimum foundation design and steel reinforcement provided herein is based upon soil characteristics only and is not intended to be in lieu of reinforcement necessary for structural considerations. All recommendations should be evaluated and confirmed by the project architect/structural engineer. 2. Adequate staking and grading control is a critical factor in properly completing the recommended remedial and site grading operations. Grading control and staking should be provided by the project grading contractor or surveyor/civil engineer, and is beyond the geotechnical engineering services. Inadequate staking and/or lack of grading control may result in unnecessary additional grading which will increase construction costs. 3. Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet or one-third of the slope height, whichever is greater (need not exceed 40 feet maximum) between the bottom edge of the footing and face of slope. This requirement spas, applies to all improvements and structures including fences, posts, pools, etc. Concrete and AC improvements should be provided with a thickened edge to satisfy this requirement. 4. Potentially expansive soils should not be used for backfilling of any retaining structure. All retaining walls should be provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall footing to the finish surface. Retaining walls should be provided with a back drainage in general accordance with the enclosed Plate 11. 5. All underground utility and plumbing trenches should be mechanically compacted to a minimum 90% of the maximum dry density of the soil unless otherwise specified. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Non-expansive, granular backfill soils should be used. VINJE f!MIDDLETON ENGINEERING, INC.2450 Yneyard Avenue, Escondido,California 92029.1229 • Phone (760) 743-1214 • Fax(760) 739.0343 GRADING SUPERVISION PENC TESTING ENVIRONMENTAL INVESTIGATION GEOT[CHNICAL INVESTIGATIONS PAGE 21 PRELIMINARY GEOTECHNICAL INVESTIGATION JUNE 30, 2003 QUAIL GARDENS DRIVE, ENCINITAS 6. Site drainage over the finish pad surface should flow away during the construction the street in a positive manner. Care sh ould be improvements, and fine grading phases not to disrupt the designed drainage patterns. Rooflines of the buildings should be and t ucu�es water should be collected and directed away from the buildings to a suitable location. Consideration should be and provide the the areas prof/waterproof the basement walls/fo undations, adjacent to the foundations with an impermeable liner and a subdrainage system. 7. Final plans should reflect preliminary may also recommendations the pro ect Final foundations and grading plans y geotechnical consultant for conformance with the requirements of if re specic geotechnical investigation report outlined hould be given when grading recommendations may be necessary and and architectural/structural drawings are available. ting 8. All foundation trenches should be inspected d soils. Found ton to d oslab embedment and confirm competent g roved by the project reinforcements should also be inspected and app geotechnical consultant. 9. The amount of shrinkage and related tma the concrete mo t important t grades, flatworks and driveways depend on any slab of which is the amount of water in the conh�enka a cracks closed t ghtlye The the is to keep normal concretes 9 reducing the of amount of concrete shrinkage can be ma Imin'mum, the follow ng amount water in the mix. To keep shrinkage to considered: • Use the stiffest mix that can be handled and consolidated satisfactorily. • Use the largest maximum size of aggregate that is practical. For example, concrete made with 3/a-inch maximum size aggregate usually requires about 40 lbs more (nearly 5 gal.) water per cubic yard than concrete with 1-inch aggregate. Cure the concrete as long as practical. VINJE&MIDDLETON ENGINEERING, INC.2450 Vineyard Avenue, Escondido,California 92029.1229 • Phone(760)743-1214 F ENVIRONMENTAL INVESTIGATION PEW TESTING GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION GE 22 PRELIMINARY GEOTECHNICAL INVESTIGATION JUNE PAGE 22 QUAIL GARDENS DRIVE, ENCINITAS The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality con ate and applicable are prprovided.craftsmanship, and control tests where appropriate 10. A preconstruction meeting between representatives ad hconac office, the property owner or planner, city inspector grading recommended in order to discuss grading/construction details associated with site development. VIII. LIMITATIONS The conclusions and recommendations provided herein review of e pertinent geotechnical reports data obtained from site observations, research and P ils and and plans, subsurface exploratory excavations, as wellThe materials encounteredoon the formational materials located in the general area project site and utilized in laboratory testing to believed a een excavations the total area; however, earth materials may vary in characteristics Of necessity we must assume a certain degree of t bett all ob exploratory excavations and/or natural exposures. It is necessary, therefore, ent . conclusions, and recommendations be verified edI mmedgately so that a'n no . nspect onvcan discrepancies are noted, we should be contact be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner/developer to ensure that these recommendations are carried out in the field. of a property. The It is almost impossible to predict with certainty the performance unpredi table var ables, such future behavior of the site is also dependent on numerous as earthquakes, rainfall, and onsite drainage patterns. responsible for The firm of VINJE & MIDDLETON ENGINEERING, Iu h as shall addition of fi Idsoils, added cut changes to the physical conditions of the property s slopes, or changing drainage patterns which occur without our inspection or control. The property owner(s) should be aware of the development of cracks in all concrete shrinkage surfaces such as floor slabs and exterior stucco associated tiontof concrete during the curing process. These features dep end chiefly upon the cond and weather conditions at the time of construction n and of reflect detrimental rs and floor movement. Hairline stucco cracks will often develop at surface cracks up to I/e-inch wide in 20 feet mInstitute). develop as a result of normal concrete shrinkage (according to the American Concrete ) VINJE J MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido,California 92029.1229 • Phone(760) 743-1214 N- Fax(7660) 7 CATION GRAUINQ SUPERVISION rLRC TESTING C�EOTLCHNICAL INyESTIQATIONS PAGE 23 PRELIMINARY GEOTECHNICAL INVESTIGATION JUNE 30, 2003 QUAIL GARDENS DRIVE, ENCINITAS This report should be considered valid for a period arenmade suject to yourrtentatibe our be following that time. If significant modifications development plan, especially with respect to then d ight an el c itio not cut and fill slopes, this report must be presented to us for review possib Vinje & Middleton Engineering, Inc., warrants that report h and ompetenceit otf the limits prescribed by our client with the usual g engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #03-265-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. .G r.o oLo/0 k Dennis Middleton ITIFED1^ CEG #980 ; `'V �:tl`:�rL l�iVl1 �-�, ehdi S. hariat "� �. No.46176 { r.� #46174 M EV.12-31.06- - (� JAY� civt` OF Ck� � o� '4 No 6953 Steven J. Melzer RG #6953 DM/SMSS/SJM/jt Distribution: Addressee (4) Pasco Engineering, Attn: Jim Boeker (1) VINJE&MIDDLETON ENGINEERINQ. INC.2450 vineyard Avenue, Escondido,California 92029-(229 Phone(760) 743-1214 NIRONWNTAL 1NVIiST GAT'0 3 GRADING SUPERVISION PERC TESTING GEOTECHNICAL INVESTIGATIONS WOOD DR' ,R" OT \ �� est% stNwaLN PLATE ST 2 � ; Sp,���i�EG/ONAL INDEX MAP R1 UCLA ST L NORMANDY RD .e Leach ytl i p�9S OCIVEN IN r g 'fi JJ CppGUS C �� 43 - �• PASSIFLORA Py.�-�\ I r 1. F I f o w 8pG•aA ST N9 ` \ 'encinitas.Beach my \SCou\nH Park � r �kkcc�T�v�JTQc� A ST 9c� tMCN S7 LA T. WON .�-�---- ; t , �•.1.' 't'f� Sir 1 '1 2 vMIE3SA GR KEL PORTAL ST `T to ty ALVISO{WAY - AL,VISD WAY 8 S - 1 - VV.LInDn DEL SIB ri r 1�Seasid Park de.s ,CpLLE DE LE Ecke Paj �' .. 4 3' ,-c. 1 Gu Park Botanical < It"b �� g �-= S le- `S �OLITA T 'p SYLV st R..� t -.✓SI G'A TE LOT1D X < - MoaagM.State T _ _ 4 o ELWR&j` DR l E F ST OR.. E C S7 �Ot Z �VIEW LN w f A 1 10 d ST yt HS EN .VE --I - UELBA SO x E I ST taELBA �+ tY O DI i Encinitas ADS Npt+" yC A DR 1 _ MPCKI CT .s aptiaunty- � '• o >� 7 Fn to TORREY DR to I � MAY ET L— t G`RDIFF DR NDLBEV Si r m W AVE EDWINAWAY SUFle-O AVE I ��JUTgD^Y-7LN A 40 ktl9lEypt��!° SA 9L \ k -GUN U110 Stara ach DR 11 1 r 9 Boa.1 :25,000 TM 1••a 2080 ft • moo � �a.re ri ht of content owner. �m am tm �0°° ®2002 DsLorme.Topo USA®•Data copy O ° 3m Vvww.delorme.com IL o LO 0 m e (Q Q N CV) 3AIYG SN3QHVJ 71M O ft ` Co O o � oo Co f � 0 3/I/HQ SN3QHVJ 71Vn0 CL J � T CC N 0 ° o o T o IL W J V CC (� cc V- / m ° V J ~ ct Z 1 J ca zt s o w o Z � • , O cis a ' L cn � 1 » co O r W Q J CL CL CD U J o � • W W I• �' Q Q I 4 CD o a o J o L U w e cz FL J I o 'o O Q oo O O O O co w O O C N Go w N d N N N r L) 0 0 co 0 u U) 1 _j (n cz E E u x 0 2- L_ 0 Z cl CL cl 0 U') cl A, ------ t7 A k 1 it ZET. ui �7_3;k A4 �k LU C\1 LIJ > Nr IL - ------------i- 14� Ul ULI OCT 01 r lu TV; At- __q Tel r) r) JA\ Mc Mc GEOLOGIC CROSS-SECTIONS PLATE 4 Co • 3 0 0 EXISTING GROUND SURFACE W ORIGINAL GROUND SURFACE RUNNING SAND 200 rILL 180 e• o e:. . / 180 r't0T•18' `� LOT 2 II ' 160 —� _ • ''� PROPOSED GRADE. 160 FORMATIONAL ROCK SCALE: 1"=50' ORIGINAL GROUND SURFACE FROM COUNTY OF SAN DIEGO TOPOGRAPHIC SURVEY, SHEET NO. 322-1683 (PHOTOGRAPHED 9-18-75) JOB #03-265—P PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS SYMBOL Q GRAVELS CLEAN J W p MORE THAN HALF GRAVELS GW Well graded gravels, gravel-sand mixtures, little or no fines. (LESS THAN O < O OF COARSE 5% FINES) GP Poorly graded gravels or gravel-sand mixtures, little or no fines. FRACTION IS GRAVEL Z O Z N LARGER THAN WITH GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. a _3 _ W WITH 4 SIEVE FINES GC Cr ¢ W Clayey gravels, gravel-sand-clay mixtures, plastic fines. 0 = Cr w SANDS CLEAN W n Z v) SANDS SW Well graded sands, gravelly sands, little or no fines. U) ¢ (D w MORE THAN HALF (LESS THAN Q OF COARSE 5% FINES) 0 SP Poorly graded sands or gravelly sands, little or no fines. v w -' FRACTION IS SANDS SM Cr SMALLER THAN Silty sands, sand-silt mixtures, non-plastic fines. WITH w NO. 4 SIEVE FINES SC Clayey sands, sand-clay mixtures, plastic fines. L_ ¢ N ML Inorganic silts and very fine sands, rock flour, silty or clayey fine � O _ SILTS AND CLAYS sands or clayey silts with slight plasticity. 0 LL _j LU 2 w LIQUID LIMIT IS CL Inorganic clays of low to medium plasticity, gravelly clays, sandy w 1: co CO LESS THAN 50% clays, silty clays, lean clays. z = - N o° OL Organic silts and organic silty clays of low plasticity. Z LU w Z SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. QZ LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. = GREATER THAN 50% OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. GRAIN-SIZES U.S. STANDARD SERIES SIEVE 200 40 10 CLEAR SQUARE SIEVE OPENINGS 4 3/4" 3„ 12„ SILTS AND CLAYS SAND GRAVEL FINE MEDIUM COARSE FINE COBBLES BOULDERS COARSE RELATIVE DENSITY CONSISTENCY _ ANDS, GRAVELS AND NON-PLASTIC SILTS BLOWS/FOOT CLAYS AND PLASTIC SILTS STRENGTH BLOWS/FOOT VERY LOOSE 0_4 VERY SOFT 0- �� 0 - 2 LOOSE 4 - 10 SOFT y+ . y2 2 - 4 MEDIUM DENSE 10- 30 FIRM y2 - 1 4-8 DENSE 30 - 50 STIFF 1 - 2 8 - 16 VERY DENSE OVER 50 VERY STIFF 2 - 4 16 . 32 HARD OVER 4 OVER 32 1. Blow count, 140 pound hammer falling 30 inches on 2 inch O.D. split spoon sampler (ASTM D-1586) 2. Unconfined compressive strength per SOILTEST pocket penetrometer CL-700 Sand Cone Test ® Bulk Sample 246 = Standard Penetration Test (SPT) (ASTM D-1586 with blow counts per 6 inches ) 1.._1 Chunk Sample 0 Driven Rings 1 124 s = California Sampler with blow counts per 6 inches VINJE & MIDDLETON KEY TO EXPLORATORY BORING LOGS ENGINEERING, INC. Unified Soil Classification System (ASTM D-2487) 2450 Vineyard Ave., #102 Escondido, CA 92029-1229 PROJECT NO. rip KEY i Date: 5-27-03 Logged by: SJM I DEPTH T-1 RELATIVE SAMPLE -1 USCs MOISTURE DENSITY COMPACTION I (ft) DESCRIPTION SYMBOL N (Pcf) N - - FILL: - 1 - Silty fine to medium sand. Red-brown color. Moderately SM - - compacted. Moist. - 2 - ST-1 — 3 Silty sand. Gray color. Some decaying organics. "Musty" - - odor. Moist. Slightly porous (topsoil). Unable to extend SM - 4 - trench due to existing improvements. ST-1 5 - - End Test Trench at 5'. - - No caving. No groundwater. - 7 - I - 8 - I - - - 9 - Date: 5-27-03 Logged by: SJM DRY RELATIVE I DEPTH SAMPLE -2 USCS MOISTURE DENSITY COMPACTION (R) DESCRIPTION SYMBOL (%) (Pcf) N J - - FILL: 1 - Fine to medium sand. Red-brown color. Moist. SW Moderately compacted. ST-1 I 2 - - TERRACE DEPOSIT: - 3 - Sandstone. Fine to medium grained. Red-brown color. SP Moist. Weathered friable. Weakly cemented. Massive. - 4 - Slightly porous. ST-2 - 5 - FORMATIONAL ROCK: Sandstone. Fine to medium grained. Off-white color. I) - 6 - Moderately cemented. Weathered. Friable. Somewhat SP - blocky. Some rust colored staining. Horizontal contact - 7 above. Difficult digging. ST-2 1Ld—8 End Test Trench at 8'. No Gavin No roundwater. VINJE & MIDDLETON ENGINEERING, INCEST'TtE1CH; GS'.? 2450 Vineyard Avenue, Suite 102 Escondido, California 92029-1229 QUAIL GARDENS DRIVE, ENCINITAS Office 760-743-1214 Fax 760-739-0343 PROJECT NO. 03-265-P PLATE 5 ' V Groundwater ■ Bulk Sample ❑ Nuclear Test O Driven Rin s ......... . i Date: 5-27-03 DEPTH SAMPLE T_3 Logged by: SJM (ft) USCS MOISTURE DENSITY COMPACTION DESCRIPTION SYMBOL (%) (pcf) (%) ' - TERRACE DEPOSIT: 1 _ Sandstone. Fine to medium grained. Red-brown color. Locally stained dark brown to black. Slightly porous near SP 2 _ ❑ ■ surface. Weathered. Friable. Moist. Blocky. Cemented. Poorly developed horizontal bedding within the dark mineral 11.0 143.1 100+ 3 - zones. - ST-1 - 4 ❑ 13.5 sample 5 - disturbed - - End Test Trench at 4%'. - 6 - No caving. No groundwater. - 7 - - 8 - Date: 5-27-03 Logged by: SJM DEPTH SAMPLE T-4 DRY (ft) RELATIVE USCS MOISTURE DENSITY COMPACTION DESCRIPTION SYMBOL M (pcfl M - TERRACE DEPOSIT: 1 Sandstone. Fine grained. Red-brown color. Poorly 2 developed horizontal bedding along think dark colored - - seams. 3 _ At 3', becomes fine to medium grained along a horizontal SP contact. Cemented. Weathered. - 4 At 4'- 7', running sand. Very weakly cemented. Little to " 5 - no cohesion. ST-2 ' - 6 - FORMATIONAL ROCK: 7 - Sandstone. Fine to medium grained. Off-white color. SP I - - ■ Cemented. Blocky. Weathered friable. Difficult digging. 8 ST-2 - - End Test Trench at 81 . ( - 9 - - Local sidewall caving in running sand zone. No roundwater. VINJE & MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue, Suite 102 fiESY NO Escondido, California 92029-1229 QUAIL GARDENS DRIVE, ENCINITAS Office 760-743-1214 Fax 760-739-0343 PROJECT NO. 03-265-P PLATE 6 V Groundwater ■ Bulk Sample ❑ Nuclear Test O Driven Rings Date: 5-27-03 DEPTH SAMPLE T_5 Logged by: S JM 00 DESCRIPTION SYMBOL MOISTURE DENSITY COMPACTION - - TERRACE DEPOSIT; Sandstone. Fine grained. Red-brown color. Moderately SP 2 - cemented. Weathered friable. Moist. Locally dark horizontal seams. 3 - ST-2 FORMATIONAL ROCK: 4 _ Sandstone. Fine to medium rained. 5 Cemented. Blocky. Weathered. Friable . Off-white Difficult digging. Sp Some rust colored staining. Massive. 6 ST-2 - 7 - End Test Trench at 6'. _ 8 _ No caving. No groundwater. - 9 - Date: 5-27-03 i i DEPTH SAMPLE 1--6 Logged by: Si DRY(ft) SYMBOL MOISTURE DENSITY RELATIVE DESCRIPTION COMPACTION (/0) (Pcf) (off) Silty sand. Brown color. Dry. Loose. Numerous roots. - 2 _ ST-1 SM TOPSOIL' - 3 Silty fine sand. Brown color. Moist. Loose. - 4 _ SM ST-1 5 - FORMATIONAL ROCK: - Sandstone. Fine to medium grained. Off-white color. _ 6 - Cemented. Blocky. Tight. Some rust colored staining. SID - No apparent structure. . 7 _ ST-2 - End Test Trench at 4%'. 8 No caving No groundwater. VINJE & MIDDLETON ENGINEERING, INC 2450 Vine 245 yard Avenue, Suite 102 S ST � , .v Escondido, California 92029-1228 QUAIL Y� � ��,.it..OGS Office 760-743-1214 Fax 760-739-0343 GARDENS DRIVE, ENCINITAS PROJECT NO. 03-265-P Groundwater PLATE 7 ■ Bulk Sam le ❑ Nuclear Test O Driven Rin s Date: 5-27-03 Logged by: SJM DEPTH T-7 DRY RELATIVE SAMPLE USCS MOISTURE DENSITY COMPACTION (ft) SYMBOL N (Pcf) N DESCRIPTION FILL: - 1 - Silt sand.and. Brown to dark brown color. Moist. Loose. SM 2 _ ST-1 TERRACE DEPOSIT: 3 Sandstone. Fine to medium grained. Red-brown color. Dry. No cementation. Massive. Little to no cohesion. "Locally - 4 - running sand". Sidewall caving. SP sample 5 - ❑ Becomes weakly cemented at 5'. Locally a trace of clay. 10.0 - disturbed S 6 - At 7', moderately cemented and somewhat blocky. 7 - ❑ No apparent structure. _ ST-1 7.6 121.5 94.3 8 End Test Trench at 8'. I - 9 - Sidewall caving from 5'to 7'. I No groundwater. Date: 5-27-03 Logged by: SJM DEPTH SAMPLE T-8 DRY RELATIVE I USCS MOISTURE DENSITY COMPACTION (ft) DESCRIPTION SYMBOL (%) (PCID M FILL: Silty sand. Brown to off-white color. Medium dense. SM 2 - Slightly moist. ST-1 5.8 85.7 I - - ❑- TERRACE DEPOSIT: I�— 3 Sandstone. Fine to medium grained. Red-brown color. SP - - Poorly cemented. Weathered. Moist. Locally loose. 4 - Slightly porous. O - - ST-1 - 5 - End Test Trench at 5%'. - _ 7 _ No caving. No groundwater. - 8 - VINJE & MIDDLETON ENGINEERING, INC TsTTi E CI♦ LOGSd .:...- (I 2450 Vineyard Avenue, Suite 102 Escondido, California 92029-1229 QUAIL GARDENS DRIVE, ENCINITAS Office 760-743-1214 Fax 760-739-0343 PROJECT NO. 03-265-P PLATE 8 ( V Groundwater ■ Bulk Sample ❑ Nuclear Test O Driven Rings Z FF ............... IQ ... ........ f Wo- IN ..... ....... 127 -,L- -0 CDD ....... ... IN •SITE S -P, -EF Cent -A, '\4D, sdn'Piead 30 20 Ic 0 30 MILES FAULT EPICENTER MAP SAN DIEGO COUNTY REGION INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900-1974) Map data is compiled from various sources including California Division of Mines and Geology, California Institude of- Technology and the National Oceanic and Atmospheric c Administration. Map is reproduced from California Division of Mines and Geology, "Earthquake Epicenter Map of California; Map Sheet 39." :-�arthquake Magnitude ....... 4.0. TO 4.9 5.0 TO 5.9 PROJECT: Job #03-265-P C) ............ 6.0 TO 6.9 OQUAIL GARDENS DRIVE, ENCINITAS .......... 7.0 TO 7.9 Fault. PLATE: 9 ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT Typical - no scale (a) (b) ISOLATION JOINTS CONTRACTION JOINTS (C) RE-ENTRANT CORNER CRACK RE-ENTRANT CORNER-�•. REINFORCEMENT NO. 4 BARS PLACED 1.5' � BELOW TOP OF SLAB NOTES: 1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur(reference ACI). 2. In order to control cracking at the re-entrant corners (±2700 corners), provide reinforcement as shown in (c). 3. Re-entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors. VINJE & MIDDLETON ENGINEERING, INC. PLATE 10 RETAINING wq .L DRAIN D rypical - no scale ETAIL draina e Granular, non- bockfill, eXPansive Waterproofing �ornPocted. Perforated drain pipe ~. Filter Material :.:: 1 ' filter fabric) or Clash 2 rock (wrapped in 2 (see or bet Permeable Material ow) ii�SPECIFIG,4TIONS F4R:CgbT •�:`` �t ASS' Co {68 102 f' RIV1EgSCE MA LS T. soils pevnt, approved iF.S 5Y or bedrock �iN13gRp' It VS Step 1. e P'QS51NG X14 8.4... 9tI'IOQ . Na 4 iVa.8 '40 1Uf1<` 3R 25..40 35; MQ Mo,2qp CONSTRUC :¢ 1 Provider TION SpEPI CAT10 Sancf:� granular NS: qulvalent>75 standard. non-expansive backfip soil in 1:1 gradient wedge behind wall, Co 2• Provide back drainage for wall to Compact backfill to as outlined below• prevent build-u minimum 90%of laboratory 3• Backdrain s p°f hydrostatic pressures. Use should consist of drainage openin at minimum 1% provide 3 4 diameter PVC gs along wrap if Caltrans - 1 V.crushed pipe(Schedule 40 orequivalent) g base of wall or back Class 2 permeable gravel filter(Schedule 4 Sea!back of material is Used. Pped in with Perforation wall Compact Class filter fabric o Minh u r quiv Drain to suitable o with waterproofing 2 material to Nor e 5 Provide g in accords minimum ,equivalent). Delete utlet Minimum ge to nce with architect's 90% of laboratory filter fabric m 2%fio draina disallow hitect's specifications. rystandard. w away from wall is recommended. of water above Use 1 cubic foot mmended. wall. Lined draina per foot with 9e ditch to granular backfill soil and 4 cubic foot per foot if expansive backfrll soil is used. VINE & MIDpLETO N ENG INEERING, INC PLATE r