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2007-443 G/I/PM C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S . VULCAN AVE. ENCINITAS, CA 92024 GRADING PERMIT PERMIT NO. : 443GI 6700 PLAN NO. : 258-272- PARCEL NO. JOB SITE ADDRESS : 1066 GARDENA ROAD CASE NO. : 04259 / TPM APPLICANT NAME SOUTH AMERICAN TRADING CO, LLC PHONE NO. : MAILING ADDRESS : 609 S VULCAN TAAVE E:4302 ZIP: 92107- CITY: ENCINITAS PHONE NO. : 760-471-085; CONTRACTOR RED POINT HOMES, INC. LICENSE TYPE: B LICENSE NO. : 841379 PHONE NO. : 0-433-116( ENGINEER : BRUCE TAIT v PERMIT ISSUE DATE: 2/29/08 l PERMIT EXj?- PERMIT ISSUED BY: INSPECTO TODD BAUMBACH PERMIT FEES & DEPOSITS - --- --------------- 290 . 00 2 . GIS MAP FEE 375 . 00 1 . PERMIT FEE 3 . INSPECTION FEE 5 , 399 . 00 4 . INSPECTION DEPOSIT: . 00 5 . NPDES INSPT FEE 1, 080 . 00 6 . SECURITY DEPOSIT 113 , 300 . 00 . . 7 . FLOOD CONTROL FEE : 80500 8OIRAFFIC IMPROVMT . 00 9 . IN-LIEU UNDERGRND . 00 ll . PLAN CHECK FEE . 00 12 . PLAN CHECK DEPOSIT: - - -- - - - --- -- ------ -- --- - - DESCRIPTION OF WORK - -- - - - -- - - - - -- ------ -- -- - - - --- PERMIT OT GUARANTEE BOTH PERFORMANCE, AND LABOR AND MATERIALS FOR EARTHWORK, DRAINAGE, PRIVATE IMPROVEMENTS, AND EROSION CONTROL. CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER W.A.T. C.H. STANDARDS OWILLPBEVREQUIRED FORTIMPROVEMENT BPLAN AND BALL POFF S CLASS SITE WORK. CONTRACTOR --- - INSPECTION ------- ----"" --- DATE -- - - ---- INSPECTOR' S SIGNATURE -- INITIAL INSPECTION COMPACTION REPORT RECEIVED /O -/3 '�$ ENGINEER CERT. RECEIVED /0 - 4-08 AlF ROUGH GRADING INSPECTION FINAL INSPECTION �� -- I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STA LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS 0 ANY PERMIT ISSUED PURSUANT TO THIS APPLICATION. a/;?�1 a DATE SIGNED SIGNATURE �J csa "'j 8z�t- Sul -9� �1� TELEPHONE NUMBER PRINT NAME CIRCLE ONE: 1 . OWNER 2 . AGENT 3 . OTHER C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S . VULCAN AVE. ENCINITAS, CA 92024 IMPROVEMENT PERMIT PERMIT NO. : 443I] PARCEL NO. 258-272-6700 PLAN NO. : 443-I JOB SITE ADDRESS : 1066 GARDENA ROAD rnc7 T\To X4259 / TPb APPLICANT NAME SOUTH AMERICAN TRADING CO, LLC MAILING ADDRESS : 609 S VULCAN AVE #302 CITY: ENCINITAS STATE: CA ZIP : ��►`� CONTRACTOR : RED POINT HOMES, INC. LICENSE NO. . 841379 Ll � t .) INSURANCE COMPANY NAME: LEXINGTON INSURANCE CO POLICY NO. 41LX73213410 POLICY EX ENGINEER BRUCE TAIT PHO. PERMIT ISSUE DATE: 2/29/08 PERMIT EXP. DATE: 12/19/08 PERMIT ISSUED BY: INSPECTOR: TODD BAUMBACH / ---- ---------- - - --- -- - --- PERMIT FEES & DEPOSITS -- ------ -(-- - -- --<'( - - -- ----- 1 . PERMIT FEE . 00 2 . GIS MAP FEE . 00 3 . INSPECTION FEE 1, 061 . 00 4 . INSPECTION DEPOSIT: . 00 5 . NPDES INSPT FEE . 00 6 . SECURITY DEPOSIT 21, 230 . 00 7 . FLOOD CONTROL FE . 00 8 . TRAFFIC FEE . 00 9 . IN-LIEU UNDERGRN . 00 10 . IN-LIEU IMPROVMNT . 00 ll . PLAN CHECK FEE . 00 12 . PLAN CHECK DEPOSIT: . 00 - - - - -- - - - - - - - - -- - - - - - - - -- DESCRIPTION OF WORK - - - - - -- --- - --- - - -- - -- - - -- -- -- - PERMIT TO GUARANTEE BOTH PERFORMANCE AND LABOR/MATERIALS FOR THE IMPROVEMENTS SHOWN ON APPROVED PLAN. CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER APPROVED TRAFFIC CONTROL PLAN OR PER W.A.T. C.H. STANDARDS . TODD BAUMBACH APPROVED THE B LICENSE CONTRACTOR TO DO THE WORK SHOWN ON THIS PLAN. LETTER DATED FEB 26, 2008 APPLIES . ---- INSPECTION ---------------- DATE ----- --- INSPECTOR' S SIGNATURE --- INITIAL INSPECTION �- L�'C� / Lam' FINAL INSPECTION 7- 1(o-09F 723��c-,4 — ---------- -------- ---------------- ------------- --------------- -- -------------- AS-BUILTS AND ONE YEAR WARRANTY RETENTION REQUIRED. I HAVE CAREFULLY EXAMINED THE COMPLETED PERMIT AND DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT ALL THE INFORMATION IS TRUE. SIGNATURE DATE SIGNED K,_1 �4c_t5o PRINT NAME TELEPHONE NUMBER CIRCLE ONE: 1 . OWNER 2 . AGENT 3 . OTHER ENGINEERING SERVICES DEPARTMENT city Of Capital Improvement Projects ' District Support Services EYIcin tas Field Operations Sand Rep lenislunent/Stormwater Compliance Subdivision Engineering Traffic Engineering July 14, 2010 Attn: INSCO Insurance Services, Inc. 17780 Fitch Suite 200 Irvine, California 92614 RE: Red Point Homes, Inc. 1066 Gardena Road APN 258-272-67 TPM 04-259 Improvement permit 443-1 Final release of security Permit 443-1 authorized installation of all improvements as shown, all needed to build the described project. The Field Operations Division has approved the one-year warranty inspection. Therefore, a full release of the remaining security deposit is merited. Performance Bond 8832435, in the amount of$5,307.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. Sincerely, L bach Debra Geish y finance Manager Engineering Technician Financial Services Subdivision Engineering Cc: Jay Lembach,Finance Manager Red Point Homes,Inc. Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �4LD� recycled paper City O.tNGINEERING SER VICES DEPAR TMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering July 16, 2009 Attn: INSCO Insurance Services, Inc. 17780 Fitch Suite 200 Irvine, California 92614 RE: Red Point Homes, Inc. 1066 Gardena Road APN 258-272-67 TPM 04-259 Improvement Permit 443-I Partial release of security Permit 443-I authorized the installation of all improvements as shown, all needed to build the described project. The Field Operations Division has approved the installation. Therefore, a reduction in the security deposit is merited. Performance Bond 8832435, in the amount of$21,230.00, may be reduced by 75% to $5,307.50. 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. r-- Sincerely, Debra Geishart )nnance ach Engineering Technician Manager Subdivision Engineering Financial Services CC Jay LembAch,Finance Manager Red Point Homes, LLC 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 ENGINEERING SERVICES DEPARTMENT f city Of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering July 16, 2009 Attn: INSCO Insurance Services, Inc. 17780 Fitch Suite 200 Irvine, California 92614 RE: Red Point Homes, Inc. 1066 Gardena Road APN 258-272-67 TPM 04-259 Grading Permit 443-G Final release of security Permit 443-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Operations Division has received a letter from the Engineer of Record stating that the monuments were set per the recorded final map and that they have been paid in full. Therefore, release of the security deposit is merited. Performance Bond 883244S, in the amount of$1,500.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. ;Sincer , V Debra Geishart J Le ach Engineering Technician finance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,Finance Manager Red Point Homes, LLC Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 76o-633-2700 �� recycled paper ENGINEERING SERVICES DEPARTMENT City Of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering July 16, 2009 Attn: INSCO Insurance Services, Inc. 17780 Fitch Suite 200 Irvine, California 92614 RE: Red Point Homes, Inc. 1066 Gardena Road APN 258-272-67 TPM 04-259 Grading Permit 443-G Final release of security Permit 443-G authorized earthwork, storm drainage, 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 of the security deposit is merited. Performance Bond 8832425, in the amount of$90,640.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geisha' J Lem ac h Engineering Technician Finance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,FinanceManager Red Point Homes, Inc. Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �`p� recycled paper CityOfENGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering July 16, 2009 Attn: Temecula Valley Bank 985 Lomas Santa Fe Drive Suite D Solana Beach, California 92075 RE: Red Point Homes, Inc. 1066 Gardena Road APN 258-272-67 TPM 04-259 Grading Permit 443-G Final release of security Permit 443-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved the grading and finaled the project. Therefore, a full release of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# 0970005601 in the amount of S 22,660.00. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sinc ely, Q Debra Geisha y L bach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Red Point Homes, LLC Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 01 recycled paper ENGINEERING SERVICES DEPARTMENT city of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering July 16, 2009 Attn: INSCO Insurance Services, Inc. 17780 Fitch Suite 200 Irvine, California 92614 RE: Red Point Homes, Inc. 1066 Gardena Road APN 258-272-67 TPM 04-259 Grading Permit 443-G Final release of security Permit 443-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and the undergrounding of overhead utilities. Therefore, a full release of the security deposit is merited. Performance Bond 8832455, in the amount of$69,600.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attentioktthis Department. Sincerely, �i Debra Geisha Le ach Engineering Technician inance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,FinanceManager Red Point Homes,LLC Debra Geishart File Enc. TEL 760-633-2600 1 FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �sp� recycled paper IN, .IMtfti Recording Requested By: ON AN 3'j, ?',Od 1,1r Na �Iijl it )4�%,-`r-, City Engineer /V'.: 7-1 V1 E 1 39 FM When Recorded Mail to: City Clerk City of Encinitas 505 South Vulcan Avenue Encinitas,CA 92024 SPACE ABOVE YUK KhUUFJ-)hK'Z5 U�t ONLY PRIVATE STORM WATER TREATMENT MAINTENANCE AGREEMENT Assessor's Parcel No. 258-272-67 Project No.: 04-259TPM W.O.No.: 443-G&I THIS AGREEMENT for the periodic maintenance and repair of that certain private storm water treatment facilities, the legal description and/or plat of which is set forth in Exhibits attached hereto and made a part hereof, is entered into by RED POINT HOMES, fNC., A CALIFORNIA CORPORATION (hereinafter referred to as "Developer") for the benefit of future owners who will use the private storm water treatment facilities (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 dcvclopniont 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 storm water treatment facilities(s), said real property hereinafter referred to as the"property"; and WHEREAS, Property use and enjoy the benefit of certain facilities for storm water treatment and pollution control, said facilities described in Exhibit"B" attached hereto and made a part hereof, and WHEREAS, it is the desire of the Developer that said private,storm water treatment system be maintained in a safe and usable condition by the owners; and WHEREAS, it is the desire of the Developer to establish a method for the periodic maintenance and repair of said private storm water treatment facilities and for the apportionment of the expense of such maintenance and repair among existing and future owners; and WHEREAS, there exists a benefit to the public the private storm water facilities be adequately maintained on a regular and periodic basis in compliance with Exhibit "C", the City of Encinitas Municipal Code and other related City policies and requirements; and WHEREAS, it is the intention of the Developer that this Agreement constitute a covenant running with the land,binding upon each successive owner 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 private stonn water facilities shall he constructed by the Owner,its successors and assigns, in accordance with the plans and specifications identified in the Plan. 3. The cost and expense of maintaining the private storm water treatment facilities shall be paid by the owner of the heirs, assigns and successors in interest or each such owner. 4. 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. S. The repairs and maintenance to be performed under this Agreement shall be limited to the following: reasonable improvements and maintenance work to adequately maintain said private storm water treatment facilities in proper working order as determined by applicable City policies and requirements and to permit access to said facilities. Repairs and maintenance under this Agreement shall include, but are riot limited to, repairing access roadbeds, repairing and maintaining drainage structures, removing debris, perpetually maintaining adequate g roundcover and/or other erosion control measures within the private property in order to prevent sedimentation, and other work reasonably necessary and proper to repair and preserve the private storm water treatment facilities for their intended purposes and to prevent sedimentation in storm water runoff. The private storm water facilities shall be maintained regularly as necessary to keep the facilities in proper working; order, with a minimum maintenance frequency of twice annually. In the event a maintenance schedule for the Storm Water BMP facilities (including sediment removal) is outlined on the approved plans, the schedule will be followed. 6. 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 private storm water treatment facilities as herein set forth shall commence when improvements have been completed and approved by the City. 2 7. Any extraordinary repair required to correct damage to said storm water treatment facilities 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 storm water treatment facilities to the condition existing prior to said damage. 9. 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 bome, 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. 9. 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 owner, any contractor, any subcontractor, any user of the storm water treatment facilities, 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 storm water treatment facilities. 10. 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 enngincer and its consultants, and each of its officials,directors, officers, employees and agents, shall have no responsibility or liability therefore. 11. The Owner, its successors and assigns, shall inspect the stormwater management/BW facility and submit to the City an inspection report annually. The purpose of the inspection is to assure sate and proper functioning of the facilities, The inspection shall cover the entire facilities, berms, outlet structure, pond areas, access roads, etc. Deficiencies shall be noted in the inspection report. 11. Chapter 11.12 of(lie Encinitas Municipal Code outlines in detail the nuisance abatement process and the City's authority to require correction of any property maintenance violation that is deemed a public health or safety hazard or threat. The City is authorized to collect sums as appropriate for recovery of the costs for abatement of any property maintenance violation should the property owner fail to voluntarily comply. 3 12. The Owner, its successors and assigns,hereby grant permission to the City,its authorized agents and employees,to enter upon the Property and to inspect the stormwater management/BMP facilities upon reasonable notice whenever the City deems necessary. The purpose of inspection is to follow-up on reported deficiencies rand/or to respond to citizen complaints.The City shall provide the Owner,its successors and assilms, copies of the inspection findings and a directive to commence with the repairs if necessary. 13. In the event the Owner,its successors and assigns,fails to maintain the stormwater management/BMP facilities 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 and 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 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 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. 14. This Agreement imposes no liability of any kind whatsoever on the CITY and the Owner agrees to hold the CITY hannless from any liability in the event the stortwater managernent/BMP iacilities fail to operate properly. 15. 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 fann, 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 hercol; 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. 16. The terms of this Agreement may be amended in writing upon majority approval of the owners and consent of the City. 17. This Agreement shall be governed by the laws of the Slate 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. 18. If the Property constitutes a "Common Interest Dcvelopmcnt" 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 4 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 storm water treatment facilities) is managed and controlled by an Association: (a) The Association, through its Board of Directors, shall repair and maintain the private storm water treatment facilities and shall be deemed the "agent" as referred to in Paragaph 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. 19. 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. 19. 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 execut is A reernent This 1`� day of _ rl��t _. , '2g 0 0$ Develo Red Poi Ho In ., a Cal' ' pia Corporation i--i-s ks�E L a Signature of DEVELOPER must be notarized. Attach the appropriate.acknowledgement. 5 ACKNOWLEDGMENT State of California County of On -Ar PAl \�, �,D 0 8 before me, ��•- ��-rL£-`� Wo T Am)r (insert name and title of the officer) personally a p p e a r e its✓1� c�>eL� e d who proved to me on the basis of satisfactory evidence to be the person(ewhose name(s�is/a;e- subscribed to the within instrument and acknowledged to me that he/ehe"executed the same in his/4e4#ieir authorized capacity(ies), and that by his 4eifi signature(g)on the instrument the person(5s�, or the entity upon behalf of which the person(gTacted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. D. L. OLNEY Cove.# 1602155 ryM� O TARY PUBIIC•CAIIFORNIA Sm DIEGO CouNiT QMN Y comm.ExP.AuG.21,2009 Signature (Seal) Exhibit "A" 04-259 TPM Property Desription PARCEL A SOUTHERLY 14.43 FEET OF LOT THIRTEEN (13) IN BLOCK 1' OF AVOCADO ACRES NO. 5, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE MAP NO. 2130 FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY, SEPTEMBER 19, 1928. PARCEL B LOT FOURTEEN (14) BLOCK 1'OF AVOCADO ACRES NO. 5, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA,ACCORDING TO THE MAP NO. 2130 FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY, SEPTEMBER 19, 1928. b owq`•,EVHi81T:,510RM-14ATER-ExH -xH18fT- dwg 1/i2,?003 123:34 ?M �5f N01'56'45'W 141 40.39 +... 40.48 m W cD O� m � � 1 ou ( I I r amp rD I I-E { I I -o � mr�r I D > m I rzi0 rD * 0rm I 1 60.53 40.39 D 40.48 CIA o •. :.'•7:.:.::'::: 11.03' 16.00' 4.67 16.00 29.02 16.00 24.39 16.00 1 8.25' GARDENA ROAD Iv C) ,,ti o A 0 ° n � W r-, y m �ti�9 Z\ oD� oo � DD to m , ^^ m � O I l l n C O m C 0 N 0 rri V pm y O� C� v - ggn m D D^ c 04 AA m 1100 �i N n 3 f• . N PRenous D win QQ 1 , n C Cr) �� n EXHIBIT CCU 04-259 TPM Maintenance Type Minimum Required Frequency Storm Water Best Management Practices, Inspected monthly,repaired as needed Grass swales Drainage Facilities,inlets, stormdrain Inspected monthly,replaced and outlets repaired per manufactures' recommendations Private improvements in public streets InspeetW monthly,repaired as needed and alley, enhanced paving, sidewalks and requested by the City and landscaping Privately maintained, public storm drain Annually s stem through ro er Inspection and repair(as needed)of As needed irrigation sprinkler system for common Landscaped areas - -- — – 8 Recording Requested By: t City Planner When Recorded Mail To: F,ti, City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) Encinitas CA 92024 )SPACE AL COVENANT REGARDING REAL PROPERTY FUTURE PARK,TRAFFIC,AND FLOOD CONTROL FEES Assessor's Parcel Number:258-272-67 Project No. 04-259 TPM 443-G and I A. RED POINT HOMES, INC., A CALIFORNIA CORPORATION ("OWNER" hereinafter)is the owner of real property("PROPERTY"hereinafter)and which is legally described as follows: As 49,,.,,L,,,,,,t"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 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: WNE Dated �— l'�� Point Home , Inc (,Do Dated (Notarization of OWNER signature is attached.) CITY OF ENCINITAS Dated l 23' Or by (Notarization not required) Torn Curridan,City Planner ACKNOWLEDGMENT State of California County of S n K t c Ga ) On ZAck 1"k, gL008 before me, 1-- ©t--rl� �i� �i �.'L (insert name and title of the officer) personally appeared�Q�1�1� �1-� who proved to me on the basis of satisfactory evidence to be the person(pr)whose name($) Is/are- subscribed to the within instrument and acknowledged to me that he/ehe4"executed the same in hisH7erfthei'r authorized capacity(e , and that by hisA4e4t4eir signature(.sr)on the instrument the person(4, or the entity upon behalf of which the personM acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. D. L. OLNEY CM.#1602155 ,e Q0NOTA0"MPU8LIC-CALIFORNIA N SAN Mew COUNTY ,[\ YY COYY.UP.AUG.21.2W9'' Signature (�\�\) (Seal) ATTACHMENT "A" 04-259 TPM LEGAL DESCRIPTION PARCEL A SOUTHERLY 14.43 FEET OF LOT THIRTEEN(13)IN BLOCK"T'OF AVOCADO ACRES NO. 5,IN THE COUNTY OF SAN DIEGO,STATE OF CALIFORNIA,ACCORDING TO THE MAP NO.2130 FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY,SEPTEMBER 19, 1928. PARCEL B LOT FOURTEEN(14)BLOCK"T'OF AVOCADO ACRES ESS NO.,I THE FAD IN THE SAN MAP DIEGO,STATE OF CALIFORNIA,ACCORDING OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY,SEPTEMBER 19, 1928. ATTACHMENT "B" TO COVENANT REGARDING REAL PROPERTY PROJECT NO. 04-259 TPM 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. Recording Requested by: -' " City Engineer When Recorded Mail To: City Clerk City of Encinitas 505 S.Vulcan Avenue FnCinitas CA 9202A SP) COVENANT REGARDING REAL PROPERTY: PUBLIC IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. Assessors Parcel No. 258-272-67 Project No.: TPM 04-259 W.O. No.: 453-1 A. RED POINT HOMES, INC.,A CALIFORNIA CORPORATION ("SUBDIVIDER" hereinafter) is the owner of real property which is commonly known as TPM 04- 259 ("PROPERTY" hereinafter)and which is described as follows: See JA,1'-c.a.ha"m`A which is 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 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: DEVELOPER Dated RED Dated (Notarization of OWNER signature is attached.) CITY OF ENCINITAS By Ge.c>y s Dated /V,1960eter Cota-lkobles Director of Engineering Services (Notarization not required) ACKNOWLEDGMENT State of California County of On J 1'*+y, \`\► C';L00 8 before me, P061- L �n (insert name and tit fie of the officer) personally appeared �1`l�� ' ' `��`^�-�--1- i e C'L' b who proved to me on the basis of satisfactory evidence to be the person(s�whose name(s3 is/ar@ subscribed to the within instrument and acknowledged to me that he/sheA" executed the same in his/herftt authorized capacity(ies), and that by his/Her-46-signature(, on the instrument the person, or the entity upon behalf of which the person( acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. 0. L. OLNEY �•� WITNESS my hand and official seal. COMM.# 1602155 N NOTARY PUBIIC•f,AI.IFORNIA SAX DIEGG COUNTY 11r COrN.EXP.AuG.2t,2W9'' Signature (Seal) ATTACHMENT A TO COVENANT REGARDING REAL PROPERTY: IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. PROJECT NO. TPM_04-259 PROPERTY DESCRIPTION PARCEL A SOUTHERLY 14.43 FEET OF LOT THIRTEEN (13) IN BLOCK"I"OF AVOCADO ACRES NO. 5, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE MAP NO. 2130 FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY, SEPTEMBER 19, 1928. PARCEL B LOT FOURTEEN (14) BLOCK T' OF AVOCADO ACRES NO. 5, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA,ACCORDING TO THE MAP NO. 2130 FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY, SEPTEMBER 19, 1928. ATTACHMENT B TO COVENANT REGARDING REAL PROPERTY: PUBLIC IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. PROJECT NO. TPM 04-259 SUBDIVIDER's DUTIES AND OBLIGATIONS Name of SUBDIVIDER: RED POINT HOMES, INC.,A CALIFORNIA CORPORATION Tract or Parcel Map Number TPM 04-259 Name of subdivision: TPM 04259 Resolution of Approval Number: PC 2006-52 Adopted: November 2, 2006 Estimated total cost of improvements: $ -230, 06 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: Improvement plan drawing no. 443-1 sheets 1 through 2 prepared by Tait Consulting, Inc. 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 resolution of approval PC 2006-52. 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 Public Improvements Plans (276-1) and shall complete the public improvements no later than two years from the date of approval of said Improvement Plans. in the event good cause exists, as determined by the City Engineer, the time for commencement of construction or completion of the private 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 f or 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 fumish 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 private 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 private 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 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 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: Director of Engineering Services 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: RED POINT HOMES, INC. 950 Boardwalk #303 San Marcos, CA 92078 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. Recording Requested by: City Engineer When Recorded Mail To: HEI, J t\j I City Clerk 1 N1 L-- 434 F,,,A City of Encinitas 505 S.Vulcan Avenue Encinitas. CA 92024 SPJ COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. Assessor's Parcel No. 258-272-67 Project No.: 443-IG W.O.No.: 04-259 TPM A. RED POINT HOMES, INC., A CALIFORNIA CORPORATION ("SUBDIVIDER" hereinafter)is the owner of real property which is commonly known as MM 04-259 ("PROPERTY" hereinafter)and which is described as follows: 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/ NER/ Dated R d P ' omes, c. LL-- S.s Dated (Notarization of OWNER signature is attached.) CITY OF ENCINITAS By Dated Leroy 60dc,,S p/ Nl,J�ZPETER COTA-ROBLES Director of Engineering Services (Notarization not required) ACKNOWLEDGMENT State of California County of On SAN c3L C0 c9 before me, C) 0 (insert name and He of the officer) personally appeared `mod�� 1 , \ c�-� - F S toe rl� L who proved tome on the basis of satisfactory evidence to be the person( whose name(g Is/axe_ subscribed to the within instrument and acknowledged to me that he/ a executed the same in hisATerMM authorized capacity(1e3), and that by his/4Qathewi4;signature(s)ron the instrument the person(�,^or the entity upon behalf of which the person(5racted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. D. L. OLNEY CON # 1602155 rn NOTARY PUBLIC-CALIFORNIA SAN DIEGO COUNTY UY Comm.ESP.AUG.21,2009'' Signature (Seal) ATTACHMENT A TO COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. PROJECT NO. TPM 04-259 PROPERTY DESCRIPTION ("PARCEL A SOUTHERLY 14.43 FEET OF LOT THIRTEEN (13) IN BLOCK"I"OF AVOCADO ACRES NO. 5, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE MAP NO. 2130 FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY, SEPTEMBER 19, 1928. PARCEL B LOT FOURTEEN (14) BLOCK 7'OF AVOCADO ACRES NO, 5, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA,ACCORDING TO THE MAP NO. 2130 FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY, SEPTEMBER 19, 1928. ATTACHMENT'B' TO COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. PROJECT NO.TPM 04-259 SUBDIVIDER'S DUTIES AND OBLIGATIONS Name of SUBDIVIDER: Red Point Homes, Inc. Tract or Parcel Map Number.TPM 04-259 Name of subdivision: TPM 04-258 Resolution of Approval Number: PC 2006-52 Adopted November 2, 2006 Estimated total cost of improvements: $ 3 .°300• �d 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 drawing no. 443-G sheets 1 through 4 prepared by Tait 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 PC 2006-52 2.0 PROGRESS OF WORK 2.1 Time is of the essence with this Covenant. SUBDIVIDER shall commence substantial construction of the private improvements required by this Covenant no later than one year form the date of approval by the City Engineer and shall complete the private 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 private 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 f or 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 private 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 private 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 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 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: Director of Engineering Services 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: Red Point Homes, Inc. 950 Boardwalk#303 San Marcos, CA 92078 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. Recording n City Engi�eere q ue-Sted By: When Record .. City Clerk ed mail To City of Encinitas 505 South Encinitas V'ulcan Ave nue SP/ , CA 92024 COVENT O PROPEnry. essor-,P HOL')Clry NAqjW�ESS 2 -2,2 arce/ DRAINAGE A. PrOject No -rpm 04 RE[)POIN-r HOMES, 04er.. ,., is the Owner of real Property 443-G INC.,,A CAL'FOPJVIA coRp and I ("PROPEnTY"her,,inafter)and which is known as 0FW10N(woWNEW hereinafter) Which is described as follows. S. in cc) nsidera tero'i N0 A14&De A PART A 118r f3Y the c tion of Tpm . Ity Of Encinitas (-Cf �-04 259 and benefit rl-' hereinafter), 0Wr ,EFi Of Cl-ry, to do the hereby following: collenan's and SEE A 7,rACM�fEW'r"13"ATTACHED HERETO Aiv.0 agrees for the C. This Co%'enant AfADE A PAjZ7,Hep Of the future Owners 'shall run with the land and be b Eop. and assigns , encurnbrancers, successors, bind; uPOn and Inure Of the respective Parties. Ssors, he,-rs, Personal rep"e,tti've. to the benefit lien upon agrees that OWNS,�,, s, transferees n the pR0pEF?,.,. Up duties and property tax bill Of the on notice and opportuniob4gations under this -'his Covenant. PROP ER'ryany Past due ty to respond, CI, Co'elant , a Financial ob may add to the obligation owing to C,7.y by Way of E. If either party is required to incur Covenant, the costs to enforce the Prevailing party shall be entitled to full reimbursement PrDV1$jOns of this reasonable attorneys, ement of all eys fees, from the other costs, including F. Failure of OWNER WNER to comply with the terms of consent to the filing by CITY of a Notice this C°Venant shalt constitute Of Violation of Covenant. ACCEPTED AND AGREED; -�4- a p R Dated RE HOME INC. Dated �R�s� ` '� L.- e�t Cca Dated Dated Print names and title after signing (Notarization of OWNER signature is attached.) Dated 1 Q9� CITY OF ENCINITAS B by (Notarization not required) cep,0 Y M. 'eter Cota_Robles Director of Engineering Services Attachment A„ Legal Description of APh►s 258-272-67 Real Property PARCEL A SOUTHERLY 14.43 F ACRES NO. 5, IN 7 FEET OF LOT THIRTEEN ACCORDING TO THE COUNTY OF SAN DIEGO, .1"IN BLOCK°I"OF MA RECORDER OF SAID qIy DIEGO C FILED IN 7H TATE OF AVOCADO E OFFICE OF THE C IA PARCEL B COUNTY, SEPTEMBER 19 THE COUNTY . 1928. LOT FOURTEEN (14)BLOCK.,I» SAN DIEGO, STATE OF CALIFORNIA THE OFFICE OF'AVOCADO ACRES SEPTE OF THE COUNTY RECORDE ACCORDING TO THE ' IN THE COUNTY OF EMBER 19, 1928. 2130 SAID SAN DIEGO NO'COUNTY,FILED IN COUNTY, COVENANT R GARDAING T REAL B HOLD CITY HARMLESS DRAINAGE PROJECT NO. TP�p OWNER'S DUTIES AND OBLIGATIONS 1• For claims that are alleged to have arisen, directly or indirectly, from d runoff associated with the PROPERTY or the plans, design, construction or m rainage or OWNER's improvements, OWNER unconditionally waives all present and future mtenance of CITY and CITY's officers officials employees, and agents. This waiver a claims against claims that are alleged to have arisen out of the sole, active negligence or does not apply to l act of CITY. deliberate wrongful 2. It is further understood and agreed that all of OWNER'S rights under the Civil Code of, the State of California and any similar law of any state §1542 of United States are hereby expressly waived. g 1542 reads as follows; or territory of the 1542. Certain claims not affected b not extend to Claims, which the creditor does n release.now or sus favor at the time of executing the release, which A general release does materially affected his settlement with the debtor. known by him must Ih have 3. OWNER agrees to indemnify and hold CITY and CI employees. and agents harmless from, and against any and al CITY's officers, officials, l liabilities. causes of action, losses, damages and costs, including all costs ties, claims, demands, of defense thereof, arising out of, or in any manner connected directly or indirectly with, any a cts or omissions of OWNER or OWNER' agents, employees, subcontractors, officials, offce demand, OWNER shall or representatives. Upon at its own expense, defend CITY and CITY's officers, officials, employees and agents, from and against any and all such liabilities, claims, de of action, losses, damages and costs, mands, causes OWNER's obligation herein includes, but is not limited to, alleged defects in plans, specifications and design of the improvements; but does not extend to liabilities, he abilities 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 fumished in the construction of the improvements; alleged 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 landforms, 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. ACKNOWLEDGMENT State of Calif o is County of �� ) On SAN k`k. 9008 before me, �-- `--ty£ I ✓'� F' �►C�j'C (insert name and title of the officer) personally appeared ��(�i=N� �(`��`�c�e-`—`-' ` REs►�Gt�l�'C.EC� , who proved to me on the basis of satisfactory evidence to be the person( whose name(a) I s/afe- subscribed to the within instrument and acknowledged to me that he/9heftt'rey executed the same in his/heAh&authorized capacity( , and that by his/*IeOtl:e&signature(.e)on the instrument the person(,sr), or the entity upon behalf of which the person(y) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. D. L. OLNEY WITNESS my hand and official seal. Comm.#1602155 to NOTARy PUBLIC SAN DIEGO-CALIFORNIA Yr Con.Exp.Am.21,2008 40 Signature CouNTY C (Seal) � � DRAINAGE STUDY FOR GARDENA ROAD CITY OF ENCINITAS — CALIFORNIA ASSESSOR'S PARCEL NUMBER: 258-272-67-00 TM Prepared By T A I T CONSULTING, INC. 702 Civic Center Drive Oceanside,CA 92054 Phone 760 433-1166 Fax 760 433-1017 January 26, 2005 Revised:June 2005 Revised: March 2006 Revised August 2006 Tentative Map Hydrology Study TABLE OF CONTENTS: Location Introduction Discussion - Calculations Conclusion Exhibit 1 - Vicinity Map Exhibit 2 - Existing Drainage Situation Exhibit 3 - Proposed Drainage Situation Exhibit 4 - Soil Hydrologic Map Exhibit 5 - Runoff Coefficients (Table 3-1) Exhibit 6 - 100 yr— 6 hour Precipitation Map Exhibit 7 - 100 yr—24 hour Precipitation Map Exhibit 8 - Intensity - Duration Design Chart (Fig. 3-1) Location: The site, 1066 Gardena Road, Encinitas, CA, is located east of Interstate 5, off Santa Fe Drive, approximately mid block on the west side of Gardena Road,and is shown on the Vicinity Map-Exhibit 1. Introduction• The project site is 0.47 Acres in size, and slopes from Gardena Road, in a westerly direction, the average elevation difference from the front,to the rear of the lot is approximately 11 ft. The existing average gradient across the lot frontage along Gardena Road, is 1.5 % in a southerly direction. See Exhibit 2—Existing Drainage Situation. The site is currently developed, with a large single story dwelling, a detached garage, and 2 other outbuildings,with a large area of impervious driveway. The developer proposes to construct 2 double story single-family dwellings on the site and one duplex, all with access directly from Gardena Road—see Exhibit 3—Proposed Drainage Situation. Discussion The analysis was performed in conjunction with the San Diego County Hydrology Manual(SDCHM). Unless otherwise indicated, all calculation worksheets are from the appendices of the SDHDM. The Hydrological Soils Map Exhibit 4, indicates that the site is located in an area marked Cgc which is "Chesterton—Urban land complex"2 to 9%slopes,Type D soil. The 100-year design storm will be analyzed for both the existing,and proposed situations. The site does not receive storm water flow from off-site areas. One drainage basin covers the entire site, which sheet flows onto the adjoining lots along the west side of the property. We will apply the rational method Q = CIA to determine the 100 year storm water discharge from the site and the analysis is presented to each proposed lot,to facilitate the determination of the individual infiltration basin required volume. The drainage area for the site remains unchanged by the proposed development, and the weighted runoff coefficient "C" will be calculated for each lot, for the existing and developed conditions,but the infiltration requirement analysis will be done for the combined flow,as required by the city of Encinitas. The proposed development of the site will divert the flow into grass lined bio-filter swales located on each lot. Due to the limited travel distance of each sub-basin,we will apply a Tc of 5 minutes in all cases per SDCHM. We determined the 100 year precipitation for the 6 hour, and 24 hour storm events from the Rainfall Isopluvials (see Exhibit 6 and 7), and the rainfall intensity ( I = 6.8 in/hr-see Exhibit 8). Calculations: Lot#1: Existing Conditions: Total impervious Pervious Weighted I Q Area Area Area Avera e C in/hr cfs Ac. Ac. Ac. Percent 100% 89% 11% Acrea a 0.13 0.12 0.01 C 0.95 0.35 0.88 6.8 0.78 Proposed Conditions: Total Impervious Pervious Weighted I EQ Area Sidewalk Driveway House Area Average C in/hr Ac. Ac. Ac. Ac. Ac. Percent 100% 1.9% 14.1% 34.1% 49.9% Acreage 0.13 0.002 0.018 0.044 0.06 C 0.95 0.95 0.95 0.35 0.65 6.8 0.58 Lot#2: Existing Conditions: Total Impervious Pervious Weighted I Q Area Average C in/hr cfs Area Area Ac. Ac. Ac. Percent 100% 66% 34% Acreage 0.13 0.09 0.04 C 0.95 0.35 0.751 6.8 0.66 Lot 3 Proposed Conditions: Total Impervious Pervious Weighted I Q Area Sidewalk Driveway House Area Average C in/hr cfs Ac. Ac. Ac. Ac. Ac. Percent 100% 1.9% 14.1% 34.1% 49.9% Acrea a 0.13 0.003 0.018 0.044 0.06 C 0.95 0.95 0.95 0.35 0.65 6.8 0.58 Lot#3: Existing Conditions: Total Impervious Pervious Weighted I Q Area Area Area Average C in/hr cfs Ac. Ac. Ac. Percent 100% 8% 92% Acreage 0.19 0.02 0.17 C 0.95 0.35 0.40 6.8 0.51 Proposed Conditions: Total Impervious Pervious Weighted I Q Area Sidewalk Driveway House Area Avera e C inlhr cfs Ac. Ac. Ac. Ac. Ac. Percent 100% 5.7% 18.2% 41.5% 35% Acreage 0.19 0.011 0.035 0.079 0.07 C 0.95 0.95 0.95 0.35 0.74 6.8 0.96 Lots 1,2 and 3 Combined: Qexist 0.78 + 0.66 + 0.51 = 1.96 cfs Qproposed 0.58 + 0.58 + 0.96 = 2.11 cfs Therefore, the volume of runoff will increase slightly after development. Using the formula below, we will calculate the volume of storm water runoff that must be detained, to achieve the pre-developed storm water runoff levels: C=Cpost-Cpre(dimensionless) I = 7.44xP6xT,-.645 Q100=C x I(inches per hour)x A(acres) V= 1.5 x 2.65 x Q(cfs)x Tc Lot 1 Lot 2 Lot 3 C=0.58 cfs-0.78 cfs C=0.58 cfs-0.66 cfs C=0.96 cfs-0.51 cfs C=-0.20 cfs C=-0.08 cfs C=0.45 cfs Lots 1 and 2 have less storm water runoff in post-construction than pre-construction and Lot 3 has an increase of 0.45 cfs. V= 1.5x2.65xQ1e0 xT° V= 1.5 x 2.65 x 0.45(cfs)x 300(sec) V= 537 cu.ft. (use 540 cu.ft.) ................ . ... Dimension Sand Infiltration Basin: Since Lot 3 has two rear yards,the volume will be divided into two separate systems. 540 _270-90=22.51 Each Rear Yard Basin=4'w x 23'1 x 3'd=(276 cu. ft.) 2 3d 4w The existing storm water run-off flows in a southerly direction across all three lots and flows offsite onto the adjacent property.With the proposal of landscaping and fencing on each of the rear yards,an interruption of storm water flow is likely and may cause the storm water to pond during storm events and accidental over- irrigation.To prevent the storm water from ponding in the rear yards,a sand infiltration basin of equal volume will be proposed for each of the rear yards. Conclusion: The storm water runoff generated by the developed site conditions,is slightly larger than the pre-developed runoff,therefore, a small amount of detention or infiltration is required.We have selected the infiltration method of dealing with the increase. The sand filtration basins will be placed in each rear yard(a total of 4). To comply with the intent of municipal storm water National Pollutant Discharge Elimination System (NPDES)permit,we have proposed grass lined bio-filter swales on each lot,and sand infiltration basins,as storm water BMP's. The majority of the runoff from the driveways will flow into the bio-swales along the sides of the driveways and into proposed piped drainage inlets.The inlets will convey the storm water into the rear yards where it will flow across the bio-swales and be intercepted by the proposed sand infiltration basins Therefore this development will intercept the Qioo flow,will improve the quality of the storm water discharge from this property and will reduce the post development maximum total flow rate so that it does not exceed pre-development total flow rate. HERDER LN. 0 0 w SAN LUIS REY GARDENA CT. � HOSPITAL SITE MELBA RD m . ST. 0 0 ° W w Z w o w � z ¢ ° a ° ¢ z o SCRIPPS MEMORIAL HOSPITAL SANTA FE DR 5 SANTA FE DR FAITH RD. 0 3 Q Z w Z MST. < Y o z G 0 z MUNUVER RD. rn- cp VICINrIY MAP J y CATHY LN. NOT TO SCALE OCEANCREST RD. EXHIBIT 1 N Of O ¢ ¢ cn 10 LLJ Z J (n O O U l¢ NJ WC ad H F— COO F- o G ¢ ¢ 3 QD � � O z o ° w oOOz W \ U) 2 O U w z w C) N � � ° zz � w0 00w z N N LL. � V II O W ('� C Q W 0 J O 61.E r - - ' :I 1, : N3CJHV!D s - x X', 30V � 48 'X3 - -- 3clv8q '0a 'X3 I \? I �C 3w� LO i Fr A N < r I A '+ _. 7 :11 V . N y \ I Nl I ✓_v yl CN co N , < , { N : , I - c I � : < — rr V l�L 3„Ll,bl. X > LON -^ �- : x : : I r I I \ Q LLI o N Q ca w W � O � Q o Z W o - ¢ o z C' " :2 Q J V) (f) � s N (z) � cc z W 0 C) II ..�. Q O V of Q zzUW N o o ^O Q a � J w CD -< I _.. —...._M cfl --.... — X 0 ' 0 0 C(j o cv -,nA_....— ., AS f...i } \ M— M— GAS N x CVOd o f 0 —..._ GAS ...— GAS -- N o GAS — -- � — _ ° 0 3ab o �4� X3 cN � GAS GAS —_--._.. 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CsD LvF3 a, LvF3 \ MIE CsD m 1 CsC uG �: •oa LvF3 X1\1 G i MIE C CsD TeF CfC L73 \RAG LvF3 CbD CsC t LvF3 ENCI IT $ ` MIE \ 15 CfB Os 14 16 WE\\ CfC i MIC \�\ CfB CgC i MIE MIC \ CgC CfB Li MIC \ 1 o� San Dieguito � A, Union School L �\\ CfB CgC Cr CfB \��, LvF3 CbC TeF(— CbB \ MIC CbD CbC / \` 23 22 MIE �\ ' G \.N ; \ `0 � EXHIBIT 4 CsD �i\ n1 ✓�� 1`11 \\ ` � � �TeF N � 0 L O � r- C M - CT C7N N V)' V') v> > 00 00 00 D\ y C O O O O O o o O o o 0 0 c, o o n w E as ;? c aci 3 V•) 00 O O1 00 00 0 M U M M "t "'Zr � Ln to �O �O t— t— 00 00 00 C) � M S V O o C V) N 00 v t) •- I 00 t` t` t` O "t It 47 Q .> N M M d V) N k1 "O r- t-- 00 00 09 O� C- to U o o o O O O o O O O O O O o o c .a O r G U �J y 0 W b O � M 00 00 N tn � r- � O M M � is N N M M � �' V7 V•1 �D I- � 00 00 DO Q\ 2 w Q� O O o O O O O O O O O O O O O F y U " U W o * o o v7 O C:) V) O v7 O O 00 O O v7 0 N N M "i cf v7 ao 00 0o U O% O, a M Y b y 0 n W En CA On 0 r.n N cd C Cd W «� " &- N i, " O O O O 'U 0 U O O O O O Q Q Q O V Q14 Q Q Q r�, w W r. Q Q Q Q Q Q o o 0 N O O U m M O d N U .0 i `0 ca = � [ n _ 00 4a; 'O Cd. Cd cd cd cd cd cd cd cd J'- O O t~ ..O L C• .. L� 'd t7 b b b L7 'd O ti 5 Z rn cn co r~n cn cn rn in Q 2+. 7 o a cd `° E — � u 0 .- G a cd cd o\eo C U Cd y S~ ti w y v cd cd cd cd cd 3 p o C CL W .2 �' 11-1 a: '� _ -WD -0 "101 � � 4:11. • � . yU W fn V] co U to z Q Q ° -dZ d C C 3 3 3 b b b b 0 Q � a a x x U U U U U 2w oz EXHIBIT 5 y�� 0 M Imperial County, � - .f m• � m yam . O - ,-N - N ...... Kj cn : �.j ,.!- r �+ _.... 35"-.; �f` .::• ��s .. _�o it , l .. k S 0: fit{ X SPA t 3 r o� ,L o, r y r1 : , i r _- �•_ SoYi�' �.. 1 �,�� ,'�e " L��L� 00 Lot 4 At i� 7-' f V r r .. o •: roe.LLL .. n ._. EXHIBIT 6 • • Y � a • a • - i A • � I Y. 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' ii�iiii♦�i■lno ®Il1111111 iii�lr�®liw rim►�lr�r� MOMMIME �1�®:l1n::mmm��itin• /•�®1 FA %�/ ®S/��M�� i•IE11i1�Illiii�if�itB - in �i,, NJ r/ f'Mom°r MIN �� CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: 'TELEPHONE: le 3-3/-oe S1767- Cc xV-eW Q i/t7�> ys Pit- S s7714 «� ( r r''4 t1 ��!�ft7yC- /G� "}/- v��J l-t l..f '1/2.� Q' � /'(f �t./ fZ►p �`i t'1[►:?i..l Ca. .�Sf- ! �'C�"n L'f cr e� i►, ft�lr'S cr• k/� - -O Ca�r�/� jC 2ie'i fCGO feC L',c1, olo'lel W P vad veltelc eey -5 4-,,e in cairc/ �C- r1-�!D C`L UsC 7-D , - E e�6Lr9�pn%G O c j72 iC �Gcy,�At7 r'v./�r�tr/t� �� c X40CtTT &A�-174 ,6C-6-) o'J 60AI& CuT 4'7T 7 L4 i'n /,ki IV ,. , ,, - v,e► rev 'L.S �3 -� i��i Sn9(.tt�J -oe 0vEZ X G'om C c t,,� 4-"(. 0-yi-M LCf t iii t� e'rn•e z ttecl ir. yf�l�� L'LI✓1C. � �D�lf�,'�l• v '!"(ro '�. (��i,'c::�l�- �' r' -71 m14429 CITY OF ENCINITAS — ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: i ®,�' ,ry T)-•1��9sT . ftSE=�7` /9��-s lti�Z� �?i G�.o,yi� i4-�% �,4 �� •, c=�'�`-r4�t 6c 7y"y gEa Oran 62�1 0116 s`M7 v `mot� r �tilrrc�. Wl a 5 /-1s�r►�T A '� 4 yr a4- r-e,- -- eoc e-n. r1r�a Eflz43/o6 sue," InA,,A) 3 0,. .1 1--49 r ;eqo I f/tfT— 17 A�'�T 14- v- f�7VO 437 —50•4 S r . 7' c`v v rC.T�72. /9t.,T�v a�j S'iNL� tjl' Z2i v8 Utit 04C 47-70,11J a 7�/ I 7;��E r . jFGvlj fL G�.J� C�:Lr v� a� � v� U r x c`•n � � a� of �� eee4- , S �vn1 E. c i%r 7�t�c� p f/ N Sic„v� tv Ile, ef c . ,g r—,,^j/S-A4 N 6a4VI,4t- C-Z /n( FZo T Of: 6*t5-0ra,,-rT m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: le-VI(o 0 e, 0/11 Z- w (//9tttp /c t r gL� m4-,oC lli 5 i Si 7z Oq y• �Si,©�t�Z X1%0lAk, 7t� &- ,44rV9 Ewo S:d A-) lS2o�s , 10 124/00 .44t _n.eos,o��Co,�.l��v�C�s ��;� �� S�L A6 A 6. Ac?/L/6 vC:i&T S/r"fc laVe►r,&-147 4-t 7 Cf2r 4;mf -7Z)M 4d1,t Jr S A6 `1 ly oy' Rey w ; comes y?� `a curry ic� lgya Vec/ ,ne 'rocu o.p ,vn -4he re-5f r5 scf,rrfi'W 64 9co/7*7 �.c+ fe' C/ 5 o r (.r4P Cl ``o Cum �iL--YL /0 ,to / SAS . L o& V d�G J C��//✓ �� "teals toock of r;lef h < ;s p T7n �-- �' CCU �o rr Pc/ 7�uu c rft+.,u Z-3 O'3 3) Dr,veL.n,12 , �"•^�•c1� ��►1c r v. �nl� l 5lyrev - Aa- tvr-4el, //�� r ) ± S or' Gx45� Crefc Hers ihs-mlle"l Pel- specs itiSp&-2-7),V3 OF 6-10S P.04 cr--b n r''►c � 'n II'r__+r'f" r' r'�SS S�Cc1 , t S Lo 75 A-nj40 TV4--Q"4 ES W&t C- byb Cu— -Tb �u66✓2AO TLS��1_ — 95`/ + CL' - Ar,600 ,4i ��m14429 dt� f6v,,cl u5 h CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: � C� t'CS C,�ou�tJD ils/ahz a� ra�� ipPr- �/Q.�S Fi,J,9i- A) Cdr' n 5 Lack a rd. Y!2ec m14429 TAIT CONSULTING, INC. October 9, 2008 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA 92024 Re: Engineer's Pad Certification for Project No. 04-259 TPM and Grading Permit No. 443-G. Pursuant to section 23.24.310(B) of the Encinitas Municipal Code, this letter is hereby submitted as a Garage Pad Certification Letter for Parcels 1 through and including 3. 23.24.310(B) The following list provides garage pad elevations as field verified and shown on the approved grading plan: Pad Elevation Pad Elevation Lot No. Per Plan Per Field Measurement At Door Rear At Door Rear 1 209.47 209.64 209.52 209.66 2 208.98 209.15 209.01 209.11 3 208.67 208.84 208.69 208.80 This certification pertains to the garage pad elevations only. Please see Pad Certification Letter dated June 9, 2008 for rough grading and basement pad certifications. The definition of the word certify or certification shall be per the California Business and Professions Code which states: "The use of the word "certify" or "certification" by a registered professional engineer in the practice of professional engineering or land surveying constitutes an expression of professional opinion regarding those facts or findings which are the subject of the certification, and does not constitute a warranty or guarantee, either expressed or implied." r Sincerely, fdo_ 32 7 Bruce A. Tait, P.E.t President 702 Civic Center Drive Oceanside, CA 92054 ph 760-433-1166 fax 760-433-1017 TA I T CONSULTING, INC. L1 June 9, 2008 JIG SMVICES City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA 92024 Re: Engineer's Pad Certification for Project No. 04-259 TPM and Grading Permit No. 443-G. Pursuant to section 2').24.310 of the Encinitas Municipal CoUe, this letter is hereby submitted as a Pad Certification Letter for Parcels 1 through and including 3. As the Engineer of Record for the subject project, I hereby state all rough grading for these units has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. 23.24.310(B) The following list provides pad elevations as field verified and shown on the approved grading plan: Pad Elevation Pad Elevation Lot No. Per Plan Per Field Measurement 1 -A 199.5 199.4 2 - D 199.0 199.1 3 -c 198.7 198.7 This certification pertains to the basement pad elevations only. The definition of the word certify or certification shall be per the California Business and Professions Code which states: "The use of the word "certify" or "certification" by a registered professional engineer in the practice of professional engineering or land surveying constit!ltes an expression of professional opinion regarding those facts or findings which are the subject of the certification, and does not constitute a warranty or guarantee, either expressed or implied." If i Sincerely, s 08 Q - 3227 Bruce A. Tait, P.E. %P President d � OF Ckw4� 702 Civic Center Drive Oceanside, CA 92054 ph 760-433-1166 fax 760-433-1017 TAIT CONSULTING, INC. July 9, 2009 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 Re: Engineer's Final Grading Certification for Project No. 04-259TM and Grading Permit Number 443-G The grading under permit number 443 has been performed in substantial conformance with the approved grading plan or as shown on the attached `As Graded' plan. Final grading inspection has demonstrated that lot drainage conforms with 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 Practices Manual, Part 11, dated April 9, 2003 (in effect at the time the grading plans were approved) were constructed and are operational, together with the required Uiaintena,nce covenant. Engineer of Record Dated July 15, 2009 f No_ 3227 UP- lI OF C Verification 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 responsibili Engineering Ins ctor: Dated: 7 702 Civic Center Drive Oceanside, CA 92054 1 ph 760-433-1166 1 fax 760-433-1017 wAL0FTns Doc,uw�wT v/�s ��coPosuou RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: uocuwewr *uwu�p zonu'maasaz �rvo/�cmcooN ao�F/cE T/ms� 3 3 p�A CITY CLERK CITY OF ENCINITAS 505 SOUTH VULCAN AVENUE ENCINITAS, CA 92024 SPACE ABOVE FOR RECORDER'S USE ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT ENCROACHMENT PERMIT NO._10443 -PE A.P.N. 358'372-G7 Planning Case: 04-259 DR, TPM, CDP An encroachment permit is hereby granted to the Permittee designated in paragraph one, Attachment"A", as the owner of the Benefited property described in paragraph two,Attachment"A,"to encroach upon City Property described in paragraph three, Attachment"A", as detailed in the diagram, Attachment,B" Attachments "A" and "B"are hereby incorporated herein by this reference as though fully set forth atlength. In consideration of the issuance of this encroachment permit, Permittee hereby covenants and agrees, for the benefit of the City, nnfollows: 1. This covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees, and assigns of the respective parties. 2. Permittee shall use and occupy the City Property only in the manner and for the purpose described in paragraph four, Attachment^A' 3. By accepting the benefits herein, Permittee acknowledges title to the City Property to be in the City and waives all right to contest that title. 4. The term of the encroachment permit is indefinite and may be revoked by the City and abandoned byParmittaeat any time. The city shall mail written notice of revocation boParmittaa. addressed to the Benefited Property which shall set forth the date upon which the benefits of encroachment permit are hucease. 5. City is entitled to remove all or a portion of the improvements constructed by Permittee in order to repair, replace, or install public improvements. City shall have no obligation to pay for orrestore Permittae'oimprovornontn. G. Permittee agrees to hold harmless, defend and indemnify from and against all claims, demands, ooato. |onoea, damages, injuries, litigation, and liability arising out ofor related tothe uea, construction, encroachment or maintenance to be done by the Permittee or Permittee's agents, employees or contractors on City Property. 7. Upon abandonment, revocation, completion, ortermination, Parnnittee shall, etnn cost to the city, return City Property to its pre-permit condition within the time specified in the notice of revocation or prior to the date ofabandonment. 8. If Permittee fails to restore the City Property, the City shall have the right to enter upon the City Property, after notice to the Permittee, delivered at the Benefited Property, and restore the City Property to its pre-permit condition to include the removal and destruction of any improvements and Permittee agrees to reimburse the city for the costs incurred. Notice may be given by first class mail sent to the last known address of the Permittee, which shall be deemed effective three calendar days after mailing, or by any other reasonable method likely to give actual notice. 9. If either party is required to incur costs to enforce the provisions of this covenant, the prevailing party shall be entitled to full reimbursement for all costs, including reasonable attorney's fees. 10. Permittee shall agree that Permittee's duties and obligations under this covenant are a lien upon the Benefited Property. Upon 30-day notice, and an opportunity to respond, the City may add to the tax bill of the Benefited Property any past due financial obligation owing to city by way of this covenant. 11. Permittee waives the right to assert any claim or action against the City arising out of or resulting from the revocation of this permit or the removal of any improvements or any other action by the City, its officers, agents, or employees taken in a manner in accordance with the terms of the permit. 12. Permittee recognizes and understands that the permit may create a possessory interest subject to property taxation and that the permittee may be subject to the payment of property taxes levied on such interest. 13. As a condition precedent to Permittee's right to go upon the City Property, the agreement must first be signed by the Permittee, notarized, executed by the City and recorded with the County Recorder of the County of San Diego. The recording fee shall be paid by Permittee. 14. Approved and issued by the City of Encinitas, California, this_L3 day of 2008. AGREED AND ACCEPTED PE E Dated:o1 131D a- t Ho Inc. ;;o' ESt0FE O (Notarization of PERMITTEE signature is attached) City cin" /�� Peter Cota-Robles, Engineering Director ACKNOWLEDGMENT State of California County of S ) On V—V O8 before me,� �(iins�ert—name (an a of th officer) personally appeared (��N � " `� �L\C \n V _�_ who proved to me on the basis of satisfactory evidence to be the person)whose name is/pre subscribed to the within instrument and acknowledged to me that he/s4e/4-iep executed the same in his/herfth eir authorized capacity4e_&}, and that by his/herltheir signatureW on the instrument the personW, or the entity upon behalf of which the personW acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS m hand and official seal. D. L. OLFi21 Y � Co�Y.# 1502155 NOTARY IECOUNTY iutx�a S DGO QPIMY Coww.Exp.AuG.21,2009 Signature (Seal) ATTACHMENT"A"TO COVENANT REGARDING ENCROACHMENT PERMIT NO. 443-PE PARAGRAPH ONE: Permittee: Red Point Homes, Inc.,A California Corporation PARAGRAPH TWO: Benefited Property: All that certain real property that is the subject of Tentative Parcel Map Case No. 04-259, situated in the County of San Diego, State of California,more particularly described as follows: Parcel A: The southerly 14.43 feet of Lot 13 in Block"I"of Avocado Acres No. 5, according to the Map thereof No. 2130 filed in the in the office of the County Recorder of San Diego County on September 19, 1928. Parcel B: Lot 14 in Block"I" of Avocado Acres No. 5, according to the Map thereof No. 2130 filed in the in the office of the County Recorder of San Diego County on September 19, 1928. PARAGRAPH THREE: City PropggL. That portion of the westerly edge of the right of way of Gardena Road immediately adjacent to that property described in PARAGRAPH TWO, above. PARAGRAPH FOUR: P rye: Storm Water Quality Device (Grass Pave swale) and the Necessary Irrigation System I I I � t N89357 3r4-E STA: 2+26.33 PCL 1 OF I c'=; CL OF n' APRON f TPM 04-259 : : i 137.9r N89'5 34 W $TA: 1+85.95 CL OF DW APRON d PCL 2 OF TPM 04-259 ' �.I ' 2000 . 8 :2 ��'�=•='-' . .00' 00 137.9r C:) N89'57'34E c:� IRJ PROPOSED ='1' cv _� DEDICATION 3 STA: 1+40.79 CL OF DW APRON z PCL 3 OF LLJ TPM 04-259 }— STA: 1+20.26 CL OF DW APRON rn ' w 137r ':I:- STA:1+01-58 f N89'S WW 145 CD 3 ATTACHMENT " B" QaoFEss, w ` 6 , C� SHEET 1 OF 1 A. T . d SCALE: 1" = 20' ` L7 ~ AREA OF ENCROACHMENT N 322 TA 1 T ® DRIVEWAY APRON * Exp. 12/31/o$ CONSULTING, INC. OL 702 Civic Center Drive Q AREA OF GRASS ST CIV11. a�P Oceanside,CA 92054 L1 PAVE SWALE 9lF OF 11� Phone:780-433-1166 rY Fax:760-433-1017 JJ State of California ) CALIFORNIA ALL-PURPOSE County of &Z;1 ) CERTIFICATE OF ACKNOWLEDGMENT On 12, ZJ9 before me,c i (here insert name and title of the officer) personally appeared ✓ e12W 6, ZX /226,6L,L5 , V who proved to me on the basis of satisfactory evidence to be the person(s)whose name(s is/ re subscribed to the within instrument and acknowledged to me that9she/they executed the same in is er/their authorized capacity(ies), and that by(per/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s)acted,executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. rd WITNESS my hand and official seal. RANOA G. MILLJOUR comaission of 700664 Notary Pubk•californils San C"90 county My Imisslon UP.Jan.6,2011 Signature (Seal) OPTIONAL INFORMATION Although the information in this section is not required by law,it could prevent fraudulent removal and reattachment of this acknowledgment to an unauthorized document and may prove useful to persons relying on the attached document. Description of Attached Document Additional Information 3 The preceding Certificate of Acknowledgment is attached to a document Method of Signer Identification titled/for the purpose of Proved to me on the basis of satisfactory evidence: LQ form(s)of identification O credible witness(es) Notarial event is detailed in notary journal on: containing pages,and dated Page# Entry# The signer(s) capacity or authority is/are as: Notary contact: ❑ Individual(s) Other ❑ Attorney-in-Fact ❑ AdditionalSigner(s) ❑ signer(s)Thumbprint(s) ❑ Corporate Officer(s) Title(s) ❑ ❑ Guardian/Conservator ❑ Partner-Limited/General ❑ Trustee(s) ❑ Other: representing: Name(s)of Person(s)or Entity(ies)Signer is Representing ®Copyright 2007 Notary Rotary,Inc.925 29th St.,Des Moines,IA 50312-3612 Form ACK03. 10/07. To re-order,call toll-free 1-877-349-6588 or visit us on the Internet at http://www.notaryrotary.com TAIT CONSULTING, INC. July 9, 2009 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 Re: Engineer's Final Grading Certification for Project No. 04-259TM and Grading Permit Number 443-G The grading under permit number 443 has been performed in substantial conformance with the approved grading plan or as shown on the attached `As Graded' plan. Final grading inspection has demonstrated that lot drainage conforms with the approved grading plan and that swales drain at a minimum of I% to the street and/or an appropriate drainage system. All the Low Impact Development, Source Control and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practices Manual, Part II, dated April 9, 2003 (in effect at the time the grading plans were approved) were constructed and are operational, together with the required�maintenance covenant. A, Engineer of Record `# Dated July 15, 2009 = No. 32247 OF C Verification 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: 702 Civic Center Drive Oceanside, CA 92054 1 ph 760-433-1166 1 fax 760-433-1017 DRAINAGE STUDY FOR GARDENA ROAD CITY OF ENCINITAS — CALIFORNIA ASSESSOR'S PARCEL NUMBER: 258-272-67-00 TM Prepared By T A I T � ! i CONSULTING, INC. 702 Civic Center Drive ,)A N 2 9 2007 i1� Oceanside,CA 92054 Phone 760 433-1166 Fax 760 433-1017 ro Jalu. ry 26, 2005 ,.`�� JGE AL T �` Revised:jutie 2005 � Revised.: March 2006 Revised August 2006 `K NO_ 47 ExPL �j�lf�OF C 1F�� Tentative Map Hydrology Study TABLE OF CONTENTS: Location Introduction Discussion Calculations Conclusion Exhibit 1 - Vicinity Map Exhibit 2 - Existing Drainage Situation Exhibit 3 - Proposed Drainage Situation Exhibit 4 - Soil Hydrologic Map Exhibit 5 - Runoff Coefficients (Table 3-1) Exhibit 6 - 100 yr— 6 hour Precipitation Map Exhibit 7 - 100 yr—24 hour Precipitation Map Exhibit 8 - Intensity - Duration Design Chart (Fig. 3-1) Location: The site, 1066 Gardena Road, Encinitas, CA, is located east of Interstate 5, off Santa Fe Drive, approximately mid block on the west side of Gardena Road,and is shown on the Vicinity Map-Exhibit 1. Introduction: The project site is 0.47 Acres in size, and slopes from Gardena Road, in a westerly direction, the average elevation difference from the front,to the rear of the lot is approximately 11 ft. The existing average gradient across the lot frontage along Gardena Road, is 1.5 % in a southerly direction. See Exhibit 2—Existing Drainage Situation. The site is currently developed, with a large single story dwelling, a detached garage, and 2 other outbuildings,with a large area of impervious driveway. The developer proposes to construct 2 double story single-family dwellings on the site and one duplex, all with access directly from Gardena Road—see Exhibit 3—Proposed Drainage Situation. Discussion The analysis was performed in conjunction with the San Diego County Hydrology Manual(SDCHM). Unless otherwise indicated, all calculation worksheets are from the appendices of the SDHDM. The Hydrological Soils Map Exhibit 4, indicates that the site is located in an area marked Cgc which is "Chesterton—Urban land complex"2 to 9%slopes,Type D soil. The 100-year design storm will be analyzed for both the existing,and proposed situations. The site does not receive storm water flow from off-site areas. One drainage basin covers the entire site, which sheet flows onto the adjoining lots along the west side of the property. We will apply the rational method Q=CIA to determine the 100 year storm water discharge from the site and the analysis is presented to each proposed lot,to facilitate the determination of the individual infiltration basin required volume. The drainage area for the site remains unchanged by the proposed development, and the weighted runoff coefficient "C" will be calculated for each lot, for the existing and developed conditions, but the infiltration requirement analysis will be done for the combined flow, as required by the city of Encinitas. The proposed development of the site will divert the flow into grass lined bio-filter swales located on each lot. Due to the limited travel distance of each sub-basin,we will apply a Tc of 5 minutes in all cases per SDCHM. We determined the 100 year precipitation for the 6 hour,and 24 hour storm events from the Rainfall Isopluvials (see Exhibit 6 and 7), and the rainfall intensity ( I = 6.8 in/hr-see Exhibit 8). Calculations: Lot#1: Existing Conditions: Total Impervious Pervious Weighted I Q Area Area Area Average C in/hr cfs Ac. Ac. Ac. Percent 100% 89% 11% Acreage 0.13 0.12 0.01 C 0.95 0.35 0.88 6.8 0.78 Proposed Conditions: Total Impervious Pervious Weighted I Q Area Sidewalk Driveway House Area Average C in/hr cfs Ac. Ac. Ac. Ac. Ac. Percent 100% 1.9% 14.1% 34.1% 49.9% Acreage 0.13 0.002 0.018 0.044 0.06 C 0.95 0.95 0.95 0.35 0.65 6.8 0.58 Lot#2: Existing Conditions: Total Impervious Pervious Weighted I Q Area Area Area Average C in/hr cfs Ac. Ac. Ac. Percent 100% 66% 34% Acreage 0.13 0.09 0.04 C 0.95 0.35 0.75 6.8 0.66 Lot 3 Proposed Conditions: Total Impervious Pervious Weighted I Q Area Sidewalk Driveway House Area Average C in/hr cfs Ac. Ac. Ac. Ac. Ac. Percent 100% 1.9% 14.1% 34.1% 49.9% Acreage 0.13 0.003 0.018 0.044 0.06 C 0.95 0.95 0.95 0.35 0.65 6.8 0.58 Lot#3: Existing Conditions: Total Impervious Pervious Weighted I Q Area Area Area Average C in/hr cfs Ac. Ac. Ac. Percent 100% 8% 92% Acreage 0.19 0.02 0.17 C 0.95 0.35 0.40 6.8 0.51 Proposed Conditions: Total Impervious Pervious Weighted 1 Q Area Sidewalk Driveway House Area Average C in/hr cfs Ac. Ac. Ac. Ac. Ac. Percent 100% 5.7% 18.2% 41.5% 35% Acreage 0.19 0.011 0.035 0.079 0.07 C 0.95 0.95 0.95 0.35 0.74 6.8 0.96 Lots 1,2 and 3 Combined: Qexist 0.78 + 0.66 + 0.51 = 1.96 cfs Qproposed 0.58 + 0.58 + 0.96 = 2.11 cfs Therefore, the volume of runoff will increase slightly after development. Using the formula below, we will calculate the volume of storm water runoff that must be detained, to achieve the pre-developed storm water runoff levels: C=Cpost-Cpre(dimensionless) I = 7.44 x P6 x T,-.645 Q 100=C x I(inches per hour)x A(acres) V= 1.5 x 2.65 x Q(cfs)x T, Lot 1 Lot 2 Lot 3 C=0.58 cfs-0.78 cfs C=0.58 cfs-0.66 cfs C=0.96 cfs-0.51 cfs C=-0.20 cfs C=-0.08 cfs C=0.45 cfs Lots 1 and 2 have less storm water runoff in post-construction than pre-construction and Lot 3 has an increase of 0.45 cfs. V= 1.5x2.65xQ100 xT, V= 1.5 x 2.65 x 0.45 (cfs)x 300(sec) V=537 cu.ft.(use 540 cu.ft.) Dimension Sand Infiltration Basin: Since Lot 3 has two rear yards,the volume will be divided into two separate systems. 540 =270=90=22.51 Each Rear Yard Basin=4'w x 23'1 x 3'd=(276 cu. ft.) 2 3d 4w The existing storm water run-off flows in a southerly direction across all three lots and flows offsite onto the adjacent property. With the proposal of landscaping and fencing on each of the rear yards,an interruption of storm water flow is likely and may cause the storm water to pond during storm events and accidental over- irrigation.To prevent the storm water from ponding in the rear yards,a sand infiltration basin of equal volume will be proposed for each of the rear yards. Conclusion: The storm water runoff generated by the developed site conditions, is slightly larger than the pre-developed runoff,therefore,a small amount of detention or infiltration is required.We have selected the infiltration method of dealing with the increase. The sand filtration basins will be placed in each rear yard(a total of 4). To comply with the intent of municipal storm water National Pollutant Discharge Elimination System (NPDES)permit,we have proposed grass lined bio-filter swales on each lot, and sand infiltration basins,as storm water BMP's. The majority of the runoff from the driveways will flow into the bio-swales along the sides of the driveways and into proposed piped drainage inlets.The inlets will convey the storm water into the rear yards where it will flow across the bio-swales and be intercepted by the proposed sand infiltration basins Therefore this development will intercept the Q10o flow,will improve the quality of the storm water discharge from this property and will reduce the post development maximum total flow rate so that it does not exceed pre-development total flow rate. HERDER LN. 0 0 SAN LUIS REY w HOSPITAL GARDENA CT. SITE ST. MELBA RD. m rS � J W O N W Z Q n Cl Q OO O w Q wo SCRIPPS ¢ z MEMORIAL HOSPITAL SANTA FE DR 5 SANTA FE DR FAITH RD. o � M ST. °z w a Z MUNUVER RD. z VICINITY MAP NOT TO SCALE CATHY LN. OCEANCREST RD. EXHIBIT 1 1 196.1 lJ TURF / LANDSCAPED AREA 1198 IMPERVIOUS AREA o ; 19 6.2 t^ Ln ` IMPERVIOUS CONCRETE CD Lf, I I ON CD r. .. l � .x 9�. 19/.71 x 196.3 — - i --'--�- 196.7 x 'jY_ Y`-`:°.'. EXISTING CONDITION: LLJ Q - IMPERVIOUS AREA = 0.22 Ac. 96.4 W ° cm '— 196.4 19F .x. X 96x� 9619 \ _ 1 SCALE: 1" = 20' i I 1 196.9 z 1 20' 40' 60' CD 194.v RED POINT HOMES z x I I GARDENA ROAD EXISTING CONDITION W DRAINAGE EXHIBIT 2 `r r .. r ` r i r I I I Ij l - - SAND INFILTRATION BASIN , r TURF / LANDSCAPED AREA IMPERVIOUS AREA I ,r PROPOSED GRASS-LINED BIO-FILTER SWALE -- �, � I i O I Z I � � I L. I .r I SCALE: 1" - 20' 0 20' 40' 60' X s I ! RED POINT HOMES GARDENA ROAD PROPOSED CONDITION DRAINAGE EXHIBIT 3 I Gal' ;\ \ �° v I1 N AtF v CfB --/ CsC CSD MIE \\ RuG I = MIC 1 CfD2 9�� CsD \ 11 LsF 1.0 RuG 1 LeE2 MIC GaE AtD \\ RuG 1 a \`\ `5 MIE SbC Pt0 LeDZ � MIE MIE � L \ AtF d 1 CsB 1EUCADIA 4 Ato2 CbC 2 CfD2 CfC RuG LvF3 m AtE i MIC ¢ MIC LC �' qt RuG T CfB -PG m CbB CsD qtf C ~ MIC CSB I _ rt- MIC Cr CfB MIE MIC CfD2 MIC G MIE MIE 1 CbC CfC CbC RuG LvF3 1' 9 10 CfC w 11 CsD \ CfB MIE MIC CfD2 CbE MIC CbD CbC RuG RLi CbB CbD CbB v� CcE MIC R� n LvF3 CfC G CsD LvF3 0 \ MIE CsD CSC uG \\ p �LvF3 sC _1 \ G _ C � MIE �:` _ CsD i TeF \ CfC LvF3 Ra� LvF3 CbD 1 CSC - - ENCI IT S LvF3 — .-y t MIE E 15 CfB QS 14 16 MIE v� CfC Y CgC MIC CfB MIE MIC � CgC CfB g Li MIC San Dieguito \%v\, Union School A �\ CfB 1 \\ \ CgC Cr CfB I_vF3 CbC yC TeFC- :�y _ CbB C CbD MIC cbc �,� i \ 23 a; 22 �: � G _ \\ MIE CSO ��v EXHIBIT 4 \\\ \ TeF MIC y ca � L O � O M - U O\ N v)' W) �1 > �, A M ICS � l� l- [- 00 00 00 U y C O O O O O O O O O O O O 0 0 O ,r r C a�i 3 O O O, w w U M M d d V 1 t!) �O ID [- [- O0 O0 O0 c\ to O O O O O O O O O O O O O O O U N N •0 u N 00 r q OO [- [- r- O d U •> N tn N "O r- t- 00 OO OO 01 con bo O O O O O O O O O O O O O O O O U w � o C U O y O 00 N � �O �O �D O M M � ct N N M M d v7 v) "o [- [- 00 00 .00 w O O O O O O O O O O O O O O O -; O FQy' O U W � aF O O O O Y7 O O O O O "D w OO w rn o1 C% M 0 n RW ..d a y F 0 En `d td c U Nr ' h h h y y En U U ' W w 6.4 w 1- 1.4 O O O O W 0 0 0 0 0 o Q Q ¢ ¢ o f A A A A A 0 N O O O\ M M O ct cf M " q O O En't O y � O O 0 4N b b Cad Cd c� S cdd co Cad 4 O � 0 E �° z 'Ly 71 'L7 10 O U .. y f ."d fn COD/ W •yN ~•i Cd i v cd cd y •� r �. U cd CAS n w w w S", t'. cd cd c'd cad cd 3 40 G. 2z W 2c" - w fn U a) O N .N cd id w cad d y Z fl A A A N 7 oo b cu A A 0 (D (1) (1) > tt u 0 3 o b d d v 0 a x x U U U U 210- oz EXHIBIT 5 •v � � �y 35g4 �(({ �� o E �Rijn#E: v _ qq. g C{..{ O O w alt r[ H�, 3 e 4 o o M g Imperial County : 3 fJ ,t. I( I 4 _• A } 5 p I 3 of 8 i rl Q� I �- .S4e9L L- - �• ' .'0.. •. � ._ ., car _.. j -_ L � , z � s� , , w a_ O e h ° Past . �. • ,oe.0 L EXHIBIT 6 0,4 cn 4-1 bA O O4 r13 [ N lz x t$ z N U M g lmperial County a I . St.9Ll I.• •; � ... i .•��•:. a .; u� a •i I 'v r � � IF` kt • J �6 h,�4S"• o ay .,.... : .9 .00.[t t _ 1. r •. r L I ' sL.LLt � oe.ut _ ge.[LL EXHIBIT 7 w ' � • Y r � 1 - I:IrielIIIIIIEEIA�E [. .tw. wEw w.f..A aw� AIFAEir,IASAWAi. �w:AM ,�w.wA/i. PFANIONNIKORWAlAMMMMMI..AEwI rarflq�-- �Sswr��lA r�W �LJar'rAw.�.d"°Cr RCC CwgC��CC—.� ��! ��._�--All fA qff�Af..! 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(GSI), is providing this supplemental geotechnical investigation regarding the proposed development at the subject site_ The primary purpose of this supplemental investigation was to gather additional subsurface data to evaluate the site with respect to the current proposed development. As directed by you, our previous geotechnical update for the project (GSI, 2007 [see Appendix A]) provided geotechnical design criteria based upon projected soil strengths and expansive soil characteristics for the terrace deposits located below the depths of previous subsurface explorations (GSI, 2004). This report presents an assessment of the subsurface conditions to the explored depths and provides geotechnical design parameters for project planning and construction cost estimates. Unless specifically superceded herein, the conclusions and recommendations contained in GSI (2004 and 2007) remain pertinent and applicable, and should be appropriately implemented during planning, design, and construction. PROPOSED DEVELOPMENT Based upon a review of Tait Consulting, Inc. (TCI, 2007), current proposed development consists of removing the existing structures and preparing the site for the construction of two single-family, detached residences, and one residential duplex. The residences are now proposed as three-story structures, with roof decks and below grade (basement) floors (i.e., three-story floor loads). Maximum cuts and fills, now on the order of -±-10 and ±2 feet respectively, appear necessary to achieve the design grades. It is anticipated that the proposed structures will consist of wood-frames and will be supported by shallow, continuous footings with concrete, slab-on-grade floors. Building loads are assumed to be typical for this type of relatively light residential construction. SITE EXPLORATION On August 9,2007,GSI performed a supplemental subsurface investigation,within the site, via the advancement of three hollow-stem auger borings. The borings were logged by a representative of this office and representative bulk,and relatively"disturbed"soil samples were collected for appropriate laboratory testing. The approximate locations of the recent borings as well as those performed in preparation of GSI (2004) are presented on Plate 1, which has been modified from the 10-scale Grading Plans provided TCI (2007). The logs of the recent borings are provided in Appendix B. The logs of the hand-auger borings performed in preparation of GSI (2004) are provided in Appendix C_ SITE GEOLOGIC UNITS The subsurface data gathered during our supplemental exploration indicates that the site geologic units are generally consistent with those described in GSI (2004). The terrace deposits, which are considered the suitable bearing strata for the project, were observed to remain relatively granular to the depths explored and become relatively indurated with depth. LABORATORY TESTING General Laboratory tests were performed on representative bulk and "disturbed" samples of the onsite earth materials in order to evaluate their physical characteristics. The test procedures used and results obtained are presented below. Due to the indurated nature of the terrace deposits, which yielded relatively high blow counts per foot (i.e., 50 or greater blows per foot), it is our opinion that the ring samples were generally disturbed during sampling. Classification Soils were classified visually according to the Unified Soils Classification System (Sowers and Sowers, 1970). The soil classifications of earth materials encountered during our subsurface explorations are shown on the Boring and Hand-Auger Logs in Appendices B and C. Moisture-Density Relations The field moisture contents and dry unit weights were determined in the laboratory for the "disturbed"samples collected during our subsurface exploration. The dry unit weight was determined in pounds per cubic foot (pcf), and the field moisture content was determined Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 File:cAwp914300\4395a2.sgi Page 2 G@OS0=1S, Inc. as a percentage of the dry weight. The results of these tests are shown on the Boring Logs in Appendix B. Expansion Index (E.I.) Testing Expansion Index testing was performed on a representative bulk sample of site soil collected near the proposed basement finish grades. The result of expansion index testing is presented in Table 1: TABLE 1 LOCATION AND DEPTH (FEET) EXPANSION INDEX VEiPANSION POTENTIAL B-2 @ 11-14 <5 Very Low* *Per Table 18-1-B of the UBC/CBC (IC130, 1997/2001) Direct Shear Test Shear testing was performed on "disturbed" samples of site soil in general accordance with ASTM test method D-3080 in a Direct Shear Machine of the strain control type. The shear test results are presented in Table 2: TABLE 2 PRIMARY RESIDUAL LOCATION AND DEPTH (FEET) COHESION FRICTION ANGLE COHESION FRICTION ANGLE PS (DEGREES) (PS (DEGREES) B-1 @ 10 133 34 120 35 B-3 @ 5 98 36 105 36 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS Based upon our review of GSI (2004 and 2007) and TCI (2007), our supplemental subsurface exploration program,and geologic and engineering analyses, it is our opinion that the subject site appears suitable for the proposed residential development, from a geotechnical viewpoint, provided the recommendations in GSI (2004 and 2007) and this update report have been properly incorporated into the design and construction of the project. The following updated recommendations should be incorporated into the construction details. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 File:e1wp9\4300\4395a2_sgi Page 3 GeoSoils, Inc. Hydraulic Conductivity Driscoll (1986) defines hydraulic conductivity as a measure of the capacity of a porous medium to transmit water. The hydraulic conductivity is governed by the size and shape of the pores within sediments,the effectiveness of the interconnection between pores,and the physical properties of the fluid. Thus, coarse grained, weakly cemented sediments conduct fluids (i.e., water) much easier than fine grained, highly cemented sediments. GSI evaluated the hydraulic conductivity of the terrace deposits for proposed onsite storm water disposal pits. During our subsurface exploration, the terrace deposits were observed to generally consist of silty, subangular to subrounded fine-to medium-grained sands that were massive to thickly bedded,and moderately cemented. Based on the blow count data acquired during our subsurface exploration, the induration of the terrace deposits are considered to be consistent with a sandstone. According to Driscoll (1986), the typical hydraulic conductivity of a sandstone is between 10-2 to 10-4 gallons per day/ft, (0.09625 to 0.0009625 inches per hour/ft�. Earthwork Recommendations As previously stated in GSI (2004), undocumented fill soils, topsoil/colluvium, and weathered terrace deposits are considered unsuitable for the support of settlement-sensitive improvements in their existing state and will require removal and recompaction. Based on subsurface data gathered during the preparation of GSI (2004) and this supplemental investigation, remedial removal depths should be on the order of 1 to 3 feet below the existing grades. However, localized deeper removals cannot be precluded and should be anticipated. Our review of TCI (2007) indicates that portions of the building pads for each structure require excavations for basement floors and minor fills (after remedial removals are complete)for areas of the building pad that are to remain near existing grade_ Thus, cut/fill transitions will realized during grading. In order to provide uniform foundation support, GSI recommends the following earthwork options: Option 1 Cut areas of the building pads and building pad areas requiring planned fills of 3 feet, or less,after remedial removals have been performed,should be overexcavated at least 3 feet below pad grade, or 2 feet below the lowest bottom-of-footing elevation (whichever is deeper), and be replaced with very low to low expansive fill compacted to at least 90 percent of the laboratory standard(ASTM D-1557).Fills should be moisture conditioned to, or slightly above the soil's optimum moisture content prior to compaction. Overexcavation should be minimally completed to at least 5 feet outside the building footprint. Within the basement portions of the residences, the overexcavation subgrade should be constructed to drain at a minimum of 1 percent toward a 2-foot deep sump pump. Soil backfill placed behind basement walls and other retaining walls should be Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fi1e:e:\wp9\4300\4395a2sgi Page 4 Ge"oiils, Inc. moisture conditioned to, or slightly above the soil's optimum moisture content, and compacted to 90 percent of the laboratory standard (ASTM D-1557). Option 2 Cut areas of the building pads should be scarified at least 6 inches, moisture conditioned to, or slightly above the soil's optimum moisture content, and recompacted to at least 95 percent of the laboratory standard (ASTM D-1557). Within the basement portions of the residences,the slab subgrade should be constructed to drain at a minimum of 1 percent toward a 2-foot deep sump pump. Prior to placing fill in the fill areas of the building pads, the removal bottom should be scarified at least 6 inches, moisture conditioned to, or slightly above,the soil's optimum moisture content,and recompacted to 95 percent of the laboratory standard (ASTM D-1557). Fills (including basement wall backfill should be compacted to at least 95 percent of the laboratory standard (ASTM D-1557) with optimum or slightly above optimum moisture contents. Fills placed behind ancillary (not within the basement area) retaining walls should be moisture conditioned to, or slightly above the soil's optimum moisture content and be compacted to at least 90 percent of the laboratory standard (ASTM D-1557). The purpose of Option 2 is to reduce differential settlements for foundations that cross cut/fill transitions to tolerable levels. Perimeter Conditions It should be noted, that the UBC/CBC (ICBO, 1997 and 2001) indicates that removals of unsuitable soils be performed across all areas to be graded, not just within the influence of the residential structure. Relatively deep removals may also necessitate a special zone of consideration, on perimeter/confining areas_ This zone would be approximately equal to the depth of removals, if removals cannot be performed offsite. Thus, any settlement-sensitive improvements (walls, curbs, flatwork, etc.), constructed within this zone may require deepened foundations, reinforcement, etc., or will retain some potential for settlement and associated distress. This will require proper disclosure to all interested/affected parties, should this condition exist at the conclusion of grading. Temporary Slopes According to TCI (2007), proposed basement floors will require excavations on the order of ±10 feet or less below existing grades. Based upon the close proximity of property lines and adjacent,offsite improvements,temporary slopes appear to be necessary during basement excavations. As previously indicated in GSI (2004), temporary slopes up to 20 feet high should be constructed in accordance with CAL-OSHA guidelines for Type"B" soils. Although unlikely, excavations for the basement floor may necessitate temporary slopes constructed in accordance with CAL-OSHA guidelines for Type "C" soils if the following conditions are encountered: Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 File:e:lwp9\4300\4395a2.sgi Page 5 GeoSoits, I nc. • Cohesive soils with an unconfined compressive strength of 0.5 tsf or less; or • Granular soils including gravel, sand, and loamy sand; or • Submerged soil or soil from which water is freely seeping; or • Submerged rock that is not stable, or • Material in a sloped, layered system where the layers dip into the excavation or a slope of 4:1 (horizontal:vertical [h:v]), or steeper. Temporary slopes should be further evaluated during grading by the geotechnical consultant. If temporary slopes conflict with property boundaries or would reduce the lateral support of adjacent offsite improvements, shoring for basement excavations may be necessary. Shoring recommendations are provided in the following section. SHORING DESIGN Shoring of Excavations Based on present design excavations for the proposed residences and the close proximity of property lines and adjacent, offsite improvements, temporary shoring of vertical excavations may be necessary. We recommend that slopes be retained either by a cantilever shoring system deriving passive support from cast-in-place soldier piers (lagging-shoring system). If lateral movement of the shoring system on the order of 1 to 2 inches cannot be designed for or tolerated, we recommend the utilization of an internal bracing/raked shoring system. A restrained tie-back and pile system is not recommended due to the close proximity of neighboring properties to the proposed excavations. Shoring of excavations of this size is typically performed by specialty contractors with knowledge of the County of San Diego area soil conditions. We recommend that shoring contractors provide the excavation shoring design. However, for the design parameters, we provide the following. Lateral earth pressures for lagging design of shoring are presented in Figure 1. The use of anchors may not be feasible on this site due to the location of adjacent buildings and existing utilities in all four quadrants. If feasible and upon request, additional anchor recommendations will be provided. Since design of retaining systems is sensitive to surcharge pressures behind the excavation, we recommend that this office be consulted if unusual load conditions are anticipated. Care should be exercised when excavating into the on-site soils since caving or sloughing of these materials is possible. Observation of soldier pile excavations should be performed by the geotechnical consultant during construction. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 File:e:\wp9\4300\4395a2.sgi Page 6 GeoSoils, I»e. Cantilever Shoring System — Surcharge Pressure P (psf) — — Line Load 0L(pounds) xH WffiLLW X Y H (feet) — — 0.1 0.6H Y (feet) 0.3 0.6H 0.5 0.56H 0.7 0.48Y X Y D (feet) 35 H (psf) I I <0.4 0.550 L 0.35 P (psf) )0.4 0.64 OL 325 D (psf) xz+ 1 Surcharge Pressure P (psf) Tie-Back Shoring System +� — — Line Load 0 L(pounds) P (psf) — Resistance 0.2 H (ft.) {\behind this line R— - - — — H (feet) "40 Y (feet O Tie Back = T 1200 psf 0.2 H (ft.) @ Bond Sress — — Minimum 7' depth tD (feet) for supporting I_�1 piers I O 0.35�P (psf) 325 D (psf)® 35-1 H (psf) NOTES kNERSIDr CO. 1 Include groundwater effects below groundwater level. 1�. ORANGE Co. O2 Include water effects below groundwater level. SAN DIEGO CO. LATERAL EARTH PRESSURES O3 Grouted length greater than 7 feet:field test anchor strength. FOR SHORING SYSTEMS ® Neglect passive pressure below base of excavation to a depth of F' 1fe I one pier diameter. W.O. 4395-A2-5 DATE 08/07 SCALE NTS Shoring of the excavation is the responsibility of the contractor. Extreme caution should be used to minimize damage to existing pavement, utilities, and/or structures caused by settlement or reduction of lateral support. Accordingly, we recommend that the foundations of adjacent structures be surveyed priorto and during construction to evaluate the effects of shoring on these structures. Photo documentation is also advisable. Underpinning (If Necessary) Based on the proximity of the proposed excavation to the existing offsite improvements, underpinning may be necessary,as determined by the structural engineer. The results of our analyses for piers to be used in underpinning are provided in Figure 2. The allowable capacities presented in the figure are based on '/4-inch of settlement. Please note that the purpose of our analysis was to provide preliminary design for rough estimates only_ We recommend that final project drawings be provided by a qualified underpinning contractor and reviewed by this office prior to construction, if underpinning is necessary. Settlement monitoring of adjacent flatwork and structures should be considered to evaluate the performance of the underpinning. Shoring of the excavation and underpinning of the existing structures is the responsibility of the contractor. Extreme caution should be used to minimize damage to existing pavement and/or structures caused by settlement or reduction of lateral support. Accordingly,we recommend that the foundations of adjacent structures be surveyed prior to and during construction to evaluate the effects of shoring and underpinning on these structures. Photo documentation is also advisable. Open Excavations Construction materials and/or stockpiled soil should not be stored within"H"feet of the top of any temporary slope or trench wall,where "H" is the total height of the exposed shored wall. Temporary/permanent provisions should be made to direct any potential runoff away from the top of temporary excavations. Excavations constructed deeper than 5 feet may be provisionally constructed in accordance with guidelines presented in Title 8 of the California Code of Regulations for Excavation, Trenches and Earthwork for Type "B" soil material. However, based upon the observed field conditions, the geotechnical engineer may require that excavations deeper than 5 feet be constructed in accordance with guidelines presented in Title 8 of the California Code of Regulations for Excavation, Trenches and Earthwork for Type "C" soil material. Lateral Pressure 1. The active pressure to be utilized for trench wall shoring design may be computed by the rectangular active pressure (psf) as shown in Table 3. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 File:e:\wp9\4300\4395a2.sgi Page 8 GeoSoifis, Inc. ALLOWABLE PIER CAPACITY (KIPS) 0 10 20 30 40 50 60 70 80 90 5 24 NCH DIAMETER CONCRETE PIER Z 10 0 a x W 15 -�-U. 0 W N 4P m W 20 W _ o !!:. J W m W_ a 25 - 0 112-INCH DIAMET R CONC ETE PIE x a W ° 30 35 -- 1. Minimum pier lengths should be 5 feet into terrace deposits 2. Capacities are allowable capacities (based on Factor of Safety=2)and may be increased by one-third for short-term wind or seismic loads. 3. For uplift, use 75 percent of these capacities for single piers and 50 percent for piers in clusters. RNFRSIDE CO )flc ORANCI:C0 SAT 41 DI EGO. PIER CAPACITY CHART Fi ure 2 W.O. 4395-A2-SC DATE 08/07 SCALE NTS TABLE 3 Earth Pressure for Shoring (Level Ground Surface) SOIL TYPE RECTANGULAR EQUIVALENT FLUID WEIGHT FOR ACTIVE PRESSURE PSF) PASSIVE PRESSURE(PC Terrace Deposits I 35H 1 325 2. Passive pressure may be computed as an equivalent fluid having a given density shown in the table above (pcf per depth). 3. The above criteria assumes that hydrostatic pressure is not allowed to build up behind excavation walls. 4. These recommendations are for excavation walls up to 15 feet high. Active earth pressure may be used for trench wall design, provided the wall is not restrained from minor deflections. An empirical equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specific slope gradients of the retained material: these do not include other superimposed loading conditions such as traffic, structures, seismic events, expansive soils or adverse geologic conditions. For excavation walls greater than 7 feet in height and to be in use for more than 6 months, a seismic increment of 1 OH (uniform pressure) may be considered for level excavation. For permanent walls, this seismic surcharge pressure needs to be added to the static earth pressures. These seismic surcharge loads should be applied at 0.6H up from the bottom of the wall to the height of retained earth materials. Excavation Observation (AII Excavations) When excavations are made adjacent to an existing structure (i.e., utility, road or building) there is a risk of some damage to that structure even if a well designed system of excavation and/or shoring, is planned and installed. We recommend, therefore, that a systematic program of observations (monitoring) be made before, during, and after construction to determine the effects (if any) of construction on the existing structures. We believe that this is necessary for two reasons: first, if excessive movements (i.e., more than 1/2-inch) are detected early enough, remedial measures can be taken which could possibly prevent serious damage to the existing improvements; and, second, the responsibility for damage to the existing structure can be determined more equitably if the cause and extent of the damage can be determined more precisely. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fde:e:lwp9\4300\4395a2.sgi Page 10 GeoSoits, Inc. Monitoring should include the measurement of any horizontal and vertical movements of both the existing structures and the shoring and/or bracing (if used). Locations and type of the monitoring devices should be selected as soon as the total shoring system is designed and approved. The program of monitoring should be agreed upon between the project team, the site surveyor and the Geotechnical Engineer of Record, prior to excavation. Reference points on the existing structures should be placed as low as possible on the exterior walls of buildings adjacent to the excavation. Exact locations may be dictated by critical points within the structure, such as bearing walls or columns for buildings; and surface points on hardscape near the top of the excavation. The points on the shoring should be placed under or very near the points on the structures. For a survey monitoring system, an accuracy of a least 0.01 foot should be required. Reference points should be installed and read initially prior to excavation. The readings should continue until all construction below ground has been completed and the backfill has been brought up to final grade. The frequency of readings will depend upon the results of previous readings and the rate of construction. Weekly readings could be assumed throughout the duration of construction with daily readings during rapid excavation near the bottom and at critical times during the installation of shoring or support. The readings should be plotted by the Surveyor and then reviewed by the Geotechnical Engineer. In addition to the monitoring system, it would be prudent for the Geotechnical Engineer and the Contractor to make a complete inspection of the existing improvements both before and after construction. The inspection should be directed toward detecting any signs of damage, particularly those caused by settlement. Notes should be made and pictures should be taken where necessary_ Observation It is recommended that all excavations be observed by the Geologist or Geotechnical Engineer. Any fill which is placed should be approved, tested, and verified if used for engineered purposes_ Cut slopes and temporary trench excavations should be observed by the Geologist or Geotechnical Engineer_ Should the observation reveal any unforseen hazard,the Geologist or Geotechnical Engineer will recommend treatment. Please inform us at least 24 hours prior to any required site observation. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 File:e:\wp9\4300\4395a2.sgi Page 11 GeoSoiils, I»e. FOUNDATIONS Preliminary Foundation Recommendations The foundation design and construction recommendations are based on recent laboratory testing and engineering analysis of onsite earth materials as well as laboratory testing performed in preparation of GSI (2004). Updated recommendations for foundation systems are provided in the following sections. The foundation systems may be used to support the proposed structures,provided they are founded in competent bearing material (unweathered terrace deposits or properly compacted fill). The proposed foundation systems should be designed and constructed in accordance with the guidelines contained in the UBC/CBC (ICBO, 1997 and 2001). The following foundation construction recommendations are presented as a minimum criteria from a soils engineering viewpoint. The expansion potential of the onsite soils determined from recent and previous (GSI, 2004) laboratory testing indicates that onsite soils are generally in the very low expansive range (El. 0 to 20) with plasticity indices less than 15. Conventional foundations may be used for these types of soil conditions. Final foundation recommendations will be provided atthe conclusion of grading once laboratory testing of soils within the influence of foundations are complete. All foundations should be properly embedded into competent terrace deposits or properly compacted fill. If Earthwork Option 2 is selected, the structural engineer should provide a construction joint between foundations supported by compacted fill and terrace deposits to permit relative movement- In addition to the anticipated differential settlement provided in the"Foundation Settlement"section of this report,the structural engineer should design the foundations on both sides of the construction joint to accommodate for at least'/2-inch of differential movement between similar elements. Bearing Value 1. The foundation systems should be designed and constructed in accordance with guidelines presented in the latest edition of the UBC. 2. An allowable bearing value of 1,500 pounds per square foot (psf) may be used for design of continuous footings 12 inches wide and 12 inches deep, and for design of isolated pad footings 24 inches square and 24 inches deep,founded entirely into properly compacted fill and connected by grade beam or tie beam in at least one direction. This value may be increased by 20 percent for each additional 12 inches in depth to a maximum value of 2,500 psf. The above values may be increased by one-third when considering short duration seismic or wind loads. No increase in bearing for footing width is recommended. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fi1e:eAWP9\4300\4395a2-.sgi Page 12 GeoSoi ls, Inc. Lateral Pressure 1. For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. 2. Passive earth pressure may be computed as an equivalent fluid having a density of 250 pcf with a maximum earth pressure of 2,500 psf. 3. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Foundation Settlement Foundation systems should be designed to accommodate a differential settlement of at least -1/4-inch in a 40-foot span (angular distortion of 1/640). If Earthwork Option 2 is selected, the structural engineer should provide a construction joint between foundations supported by compacted fill and terrace deposits to permit relative movement. In addition to the anticipated differential settlement provided in the "Foundation Settlement" section of this report, the structural engineer should design the foundations on both sides of the construction joint to accommodate for at least '/2-inch of differential movement between similar elements. Footing Setbacks All footings should maintain a minimum 7-foot horizontal setback from the base of the footing to any descending slope. This distance is measured from the footing face at the bearing elevation_ Footings should maintain a minimum horizontal setback of H/3 (H = slope height) from the base of the footing to the descending slope face and no less than 7 feet, nor need be greater than 40 feet. Footings adjacent to unlined drainage swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale. Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1:1 projection from the heel of the wall. Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances as described in the "Wall Design Parameters" section of this report. Construction The following foundation construction recommendations are presented as minimum criteria from a soils engineering standpoint. The onsite soil expansion potential is generally very low (E.I. 0 to 20). Recommendations for very low expansive soil conditions are presented herein. Red Point Homes W_0. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fi1e:e:\wp9\4300\4395a2.sgi Page 13 GeoSoil s, Inc. Recommendations by the project's design-structural engineer or architect, which may exceed the soils engineer's recommendations,should take precedence over the following minimum requirements. Final foundation design will be provided based on the expansion potential of the near surface soils encountered during grading. Very Low Expansion Potential (E.I. 0 to 20) 1. Conventional continuous footings should be founded at a minimum depth of 12 inches below the lowest adjacent ground surface for one-story floor loads, 18 inches below the lowest adjacent ground surface for two-story floor loads, and 24 inches below the lowest adjacent grade for three-story floor loads. Interior footings may be founded at a depth of 12 inches below the lowest adjacent ground surface. All footings should bear on properly compacted fill or competent (unweathered), homogenous terrace deposits. Footings for one-, two-, and three-story floor loads should have a minimum width of 12, 15,and 24 inches, respectively. All footings should minimally have one No.4 reinforcing bar placed at the top and one No.4 reinforcing bar placed at the bottom of the footing. 2. Isolated interior or exterior piers and columns should be founded at a minimum depth of 24 inches below the lowest adjacent ground surface excluding the landscape zone (top 6 inches) and minimally comply with the UBC (ICBO, 1997). 3. A grade beam reinforced as above and at least 12 inches by 12 inches should be provided across the garage entrances. The base of the grade beam should be at the same elevation as the adjoining footings. 4. Concrete slabs,including garage slabs,should be a minimum of 5 inches thick,and reinforced with No. 3 reinforcement bars placed on 18-inch centers, in two horizontally perpendicular directions (i.e., long axis and short axis). The design engineer should determine the actual thickness of concrete slabs based upon proposed loading and use. All slab reinforcement should be supported to ensure proper mid-slab height positioning during placement of the concrete. "Hooking"of reinforcement is not an acceptable method of positioning_ 5: Garage slabs should be poured separately from the residence footings and be quartered with expansion joints or saw cuts_ A positive separation from the footings should be maintained with expansion joint material to permit relative movement. 6. The residential and garage slabs should have an actual, minimum thickness of 5 inches,and the slab subgrade should be free of loose and uncompacted material prior to placing concrete_ Red Point Homes W_O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fi1e:e:\wp9\4300\4395a2.sgi Page 14 GeoSoils, I»c. 7. Upper foundation systems should not impart surcharge loads to subjacent foundations systems. This may require upper foundations to be deepened below a 1:1 (horizontal:vertical) projection up and away from the heel of subjacent foundations. Otherwise, the structural engineer should design subjacent foundations to accommodate surcharge loads. 8. Presaturation is not necessary for these soil conditions; however, the moisture content of the subgrade soils should be equal to or greater than optimum moisture to a depth of 12 inches below the adjacent ground grade in the slab areas, and verified by this office within 72 hours of the vapor retarder placement. Depending upon the length of time between finish grading and actual foundation construction, onsite soils may be anticipated to dry out within the upper 12 to 18 inches. This may necessitate additional moisture conditioning prior to foundation construction. 9. Soils generated from footing excavations to be used onsite should be compacted to a minimum relative compaction 90 percent of the laboratory standard, whether it is to be placed inside the foundation perimeter or in the yard/right-of-way areas. This material must not alter positive drainage patterns that direct drainage away from the structural areas and toward the street. SOIL MOISTURE CONSIDERATIONS Foundation systems and slabs shall not allow water or water vapor to enter into the structure so as to cause damage to another building component,or to limit the installation of the type of flooring materials typically used for the particular application (State of California, 2006). Therefore, the following should be considered by the structural engineer/foundation/slab designer to mitigate the transmission of water or water vapor through the slab. GSI has evaluated the potential for vapor or water transmission through the slabs, in light of typical commercial floor coverings and improvements_ Please note that typical slab moisture emission rates range from about 2 to 27 Ibs/24 hours/ 1,000 square feet from a 4-inch slab (Kanare, 2005), while typical floor covering manufacturers recommend about 3 Ibs/24 hours as an upper limit. Thus, the client will need to evaluate the following in light of a cost v. benefit analysis (homeowner complaints and repairs/replacement), along with disclosures to homeowners. Considering the E.I.results of very low expansion potential,anticipated typical water vapor transmission rates,floor coverings and improvements(to be chosen by the client)that can tolerate those rates without distress, the following alternatives are provided: • Concrete slabs should be a minimum of 5 inches thick. Concrete slab underlayment should consist of a 10-mil to 15-mil vapor retarder, or equivalent, with all laps sealed per the UBC/CBC (ICBO, 1997 and 2001) and the Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 RIe:eAwp91430014395a2.sgi Page 15 GeoS011a, Inc. manufacturer's recommendation. The vapor retarder should comply with the ASTM E-1745 - Class A or B criteria, and be installed in accordance with ACl 302.1 R-04. • The 10-to 15-mil vapor retarder (ASTM E-1745-Class A or B) shall be installed per the recommendations of the manufacturer, including all penetrations, i.e., pipe, ducting, rebar, etc. • The vapor retarder may be placed directly on properly compacted subgrade soils with very low to low expansion potential, and should be overlain by a 2-inch thick layer of washed sand (SE>30)_ • A waterproof sealant should additionally be used on basement,concrete slabs. The structural engineer and/or slab designer should select the type of waterproof sealant to be used. • Concrete should have a maximum water/cement ratio of 0.50. This does not supercede Table 19-A-4 of the UBC/CBC (ICBO, 1997 and 2001), for corrosion or other corrosive requirements. Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workablity should be addressed by the structural consultant and a waterproofing specialist. • Where slab water/cement ratios are as indicated above, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection. • Owner(s)/tenants should be specifically advised which areas are suitable for tile flooring, wood flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed per the manufactures recommendations. • Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverings indicated by the architect. Regardless of the mitigation, some limited moisture/moisture vapor transmission through the slab should be anticipated. Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized product(s) should be approved by the slab designer and water-proofing consultant. Atechnical representative of the flooring contractor should review the slab and moisture retarder plans and provide comment prior to the construction of the residential foundations or improvements. The vapor retarder contractor should have representatives onsite during the initial installation. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fi1e:eAwp91430014395a2.sgi Page 16 GeoSoiis, Inc. WALL DESIGN PARAMETERS Conventional Retaining Walls The design parameters provided below assume that either non expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite materials (up to and including an E.I. of 65) are used to backfill any retaining walls. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. Subterranean building walls should be water-proofed. The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections of this report, as appropriate. Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. There should be no increase in bearing for footing width. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pcf, plus any applicable surcharge loading. For areas of male or re-entrant corners,the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner_ Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superceded by City and/or County standard design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized,the appropriate loading conditions for superimposed loads can be provided upon request. Retaining walls that are greater than 6 feet in exposed height and within 5 feet of residences or main access streets of the project should also be minimally designed with a seismic surcharge of 1 OH, where "H" is the height of the retained soil from the bottom of the footing (excluding shear key), to the top of the backfill. This should be applied as a uniform pressure to the active wall loads and achieve a seismic overturning factor-of-safety of 1.1. Red Point Homes W.0. 4395 A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fite:e:\wp9\4300\4395a2sgi Page 17 GeoSoiils, Inc. TABLE 4 SURFACE SLOPE OF EQUIVALENT FLUID WEIGHT EQUIVALENT FLUID WEIGHT RETAINED MATERIAL H: P.C.F. SELECT BACKFI LL) P.C.F. NATIVE BACKFILL Level* 38 48 2 to 1 50 60 * Level backfill behind a retaining wall is defined as compacted earth materials, properly drained,without a slope for a distance of 2H behind the wall. Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1, 2, and 3, present the back drainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or 3/4-inch to 1'/2-inch gravel wrapped in approved filter fabric (Mirafi 140, or equivalent). Backdrains should be constructed to drain toward a suitable outlet via gravity. If conditions do not allow for gravity flow, a sump pump will be necessary. The sump pump should be designed to not allow the surrounding ground to become saturated. The structural engineer should consider designing below grade walls for the build-up of hydrostatic pressures in case sump pumps are not permitted or if the sump pumps fail. This can be done by adding an additional 62.4 pcf(unit weight of water)to the equivalent fluid weights provided in Table 4. For low expansive backfill,the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to medium expansion potential, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e.,full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel)drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an E.I_ potential of greater than 65 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ±100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E.I. <90). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures_ The use of a waterstop should be considered for all concrete and masonry joints. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fi1e_e1wp9\4300\4395a2.sgi Page 18 GeoSoils, Inc. DETAILS N T . S . 2 Native Backfill 1 Provide Surface Drainage Slope or Level Native Backfill 12" �— +12.. Rock ® Filter Fabric 01Waterproofing 1 Membrane(optional) 1 or Flatter Q Weep Hole Native Backfill Finished Surface U Pipe o WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. © ROCK: 3/4 to 1-1/2" (inches) rock. OO FILTER FABRIC: Mirafi 140N or approved equivalent; place fabric flap behind core. ® PIPE: 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point (Perforations down). C� WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface (No weep holes for basement walls.). TYPICAL RETAINING WALL BACKFILL AND DRAINAGE DETAIL its DETAIL 1 Geotechnical Coastal a Geologic 9 Environmental DETAILS N T S . 2 Native Backfill 1 Provide Surface Drainage Slope or Level 6 Native Backfill (I)Waterproofing Membrane(optional) Drain 1 Q Weep Hole 1 or Flatter Filter Fabric Finished Surface - ® Pipe Q WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. O DRAIN: Miradrain 6000 or]-drain 200 or equivalent for non-waterproofed walls. Miradrain 6200 or]-drain 200 or equivalent for waterproofed walls (All Perforations down). O FILTER FABRIC: Mirafi 140N or approved equivalent; place fabric flap behind core. ® PIPE: 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point. O WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. (No weep holes for basement walls.) RETAINING WALL BACKFILL �1 AND SUBDRAIN DETAIL GEOTEXTILE DRAIN DETAIL 2 Geotechnical Coastal . Geologic * Environmental DETAILS N T S . 2 Native Backfill 1 Provide Surface Drainage Slope or Level H12 min- +12" 0 Waterproofing 1 Membrane(optional) 1 or Flatter H © Weep Hole 0 Clean Sand Backfill (3) Filter Fabric , Finished Surface ® Roc Pipe -� Heel Width E-- © WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. Q CLEAN SAND BACKFILL: Must have sand equivalent value of 30 or greater-, can be densified by water jetting. OO FILTER FABRIC: Mirafi 140N or approved equivalent. ® ROCK: 1 cubic foot per linear feet of pipe or 3/4 to 1-1/2" (inches) rock. © PIPE: 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point (Perforations down). © WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. (No weep holes for basement walls.) _ RETAINING WALL AND SUBDRAIN DETAIL / ,-- CLEAN SAND BACKFILL `. 1 /dp I ® DETAIL 3 Geotechnical • Coastal a Geologic • Environmental Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either: a) A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designer's recommendations,regardless of whether or not transition conditions exist. Expansion joints should be sealed with aflexible,non-shrink grout. C) Embed the footings entirely into native bedrock material (i.e., deepened footings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view),then the designer should follow recommendation"a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. DRIVEWAY FLATWORK AND OTHER IMPROVEMENTS The soil materials on site may be expansive. The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements. On relatively level areas,when the soils are allowed to dry,the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements. The resulting potential for distress to improvements may be reduced, but not totally eliminated. To that end, it is recommended that the developer should notify any homeowners or homeowners association of this long- term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork: 1. The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction,and then be presoaked to 2 to 3 percentage points above (or 125 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevation. If very low expansive soils are present, only optimum moisture content, or greater, is required and specific presoaking is not warranted. The moisture content of the subgrade should be proof tested within 72 hours prior to pouring concrete. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fi1e:e:\wp9\4300\4395a2.sgi Page 22 GeoSoils, Inc. 2. Concrete slabs should be cast over a non-yielding surface, consisting of a 4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level prior to pouring concrete. Since very low expansive soils are prevalent onsite, the rock or gravel or sand may be deleted in most cases (see Table 2). The layer or subgrade should be wet-down completely prior to pouring concrete, to minimize loss of concrete moisture to the surrounding earth materials. 3. Exterior slabs should be a minimum of 4 inches thick. Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab. 4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No. 3 bars placed at 18 inches on center, in each direction. If subgrade soils within the top 7 feet from finish grade are very low expansive soils (i.e., E.I. <20), then 6x6-W1.4xW1.4 welded-wire mesh may be substituted for the rebar, provided the reinforcement is placed on chairs, at slab mid-height. The exterior slabs should be scored or saw cut, 112 to 3/8 inches deep, often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. 5_ No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. 6. Driveways, sidewalks, and patio slabs adjacent to the house should be separated from the house with thick expansion joint filler material. In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), all joints should be additionally sealed with flexible mastic. 7. Planters and walls should not be tied to the house. 8. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. If very low expansion soils are present, footings need only be tied in one direction. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Re:eAwp9\4300\4395a2.sgi Page 23 GeoSoits, Inc. 9. Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long. These segments should be keyed or doweled together. 10. Utilities should be enclosed within a closed utilidor(vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. 11. Positive site drainage should be maintained at all times. Finish grade on the lots should provide a minimum of 1 to 2 percent fall to the street, as indicated herein. It should be kept in mind that drainage reversals could occur, including post-construction settlement, if relatively flat yard drainage gradients are not periodically maintained by the homeowner or homeowners association. 12. Air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste water lines should be drained to a suitable non-erosive outlet. 13. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. DEVELOPMENT CRITERIA Slope Deformation Compacted fill slopes designed using customary factors of safety for gross or surficial stability and constructed in general accordance with the design specifications should be expected to undergo some differential vertical heave or settlement in combination with differential lateral movement in the out-of-slope direction, after grading. This post-construction movement occurs in two forms: slope creep, and lateral fill extension (LFE). Slope creep is caused by alternate wetting and drying of the fill soils which results in slow downslope movement. This type of movement is expected to occurthroughout the life of the slope, and is anticipated to potentially affect improvements or structures (e.g., separations and/or cracking), placed near the top-of-slope, up to a maximum distance of approximately 15 feet from the top-of-slope, depending on the slope height. This movement generally results in rotation and differential settlement of improvements located within the creep zone_ LFE occurs due to deep wetting from irrigation and rainfall on slopes comprised of expansive materials. Although some movement should be expected, long-term movement from this source may be minimized, but not eliminated, by placing the fill throughout the slope region, wet of the fill's optimum moisture content. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fi1e:e:\wp9\4300\4395a2.sgi Page 24 GeoSoils, Inc. It is generally not practical to attempt to eliminate the effects of either slope creep or LFE. Suitable mitigative measures to reduce the potential of lateral deformation typically include: setback of improvements from the slope faces (per the 1997 UBC and/or adopted California Building Code), positive structural separations (i.e., joints) between improvements, and stiffening and deepening of foundations. Expansion joints in walls should be placed no greater than 20 feet on-center, and in accordance with the structural engineer's recommendations. All of these measures are recommended for design of structures and improvements. The ramifications of the above conditions, and recommendations for mitigation, should be provided to all interested/affected parties. Slope Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided as it adversely affects site improvements,and causes perched groundwater conditions. Graded slopes constructed utilizing onsite materials would be slightly erosive until a substantial vegetation cover is established. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Jute-type matting or other fibrous covers may aid in allowing the establishment of a sparse plant cover. Utilizing plants other than those recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. Irrigation of natural (ungraded) slope areas is generally not recommended. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to the property owner(s). Over-steepening of slopes should be avoided during building construction activities and landscaping. Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations,hardscape,and slopes. Surface drainage should be sufficient to prevent ponding of water anywhere on a lot,and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading,landscaping,and building construction. Therefore,care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within the lot should be provided and 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 and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fi1e:e:\wp9\4300\4395a2.sgi Page 25 GeoSeiils, Inc. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures,and whenever possible,should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices,should outlet a minimum of 5 feet from structure or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to the existing residence and proposed additions be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter,could be installed to direct drainage away from the structure or any exterior concrete flatwork_ If planters are constructed adjacent to the structure, the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e.,some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section,the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structure. If utilized,the downspouts should be drained into PVC collector pipes or other non-erosive devices (e.g., paved swales or ditches; below grade, solid tight-lined PVC pipes; etc.),that will carry the water away from the house, to an appropriate outlet, in accordance with the recommendations of the design civil engineer. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fi1e:eAwp9\4300\4395a2.sgi Page 26 GeoSoiils, Inc. Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation,poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop,this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Pools and/or spas should not be constructed without specific design and construction recommendations from GSI, and this construction recommendation should be provided to all interested parties. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills, flatwork, etc_ Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed_ The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street, driveway approaches, driveways, parking areas, and utility trench and retaining wall backfills. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fde_eAwp9\4300\4395a2_sgi Page 27 GeoSoiis, I nc. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to evaluate that the excavations have been made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenching/Temporary Construction Backcuts Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees [except as specifically superceded within the text of this report]), should be anticipated. All excavations should be observed by an engineering geologist or soil engineer from GSI, prior to workers entering the excavation or trench, and minimally conform to CAL-OSHA, state, and local safety codes. Should adverse conditions exist, appropriate recommendations would be offered at that time. The above recommendations should be provided to any contractors and/or subcontractors,or owners,etc.,that may perform such work. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to evaluate the desired results. 2. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard_ Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to evaluate the desired results. 3. All trench excavations should conform to CAL-OSHA,state, and local safety codes. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 Fi1e:eAwp9\4300\4395a2_sgi Page 28 GeoSoils, Inc. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer,or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: • During grading/recertification. During excavation. • During placement of subdrains, toe drains, or other subdrainage devices, prior to placing fill and/or backfill. After excavation of building footings,retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. • Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel,capillary break (i.e.,sand, pea-gravel, etc.),or vapor retarders (i.e.,visqueen, etc.). • During retaining wall subdrain installation, prior to backfill placement. • During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. During slope construction/repair. • When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. • When any developer or property owner improvements, such as flatwork, spas, pools, walls, etc., are constructed, prior to construction. GSI should review and approve such plans, prior to construction. • A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 File:e:\wp9\4300\4395a2.sgi Page 29 GeoSoiils, Inc. • GSI should review project sales documents to property owners for geotechnical aspects, including irrigation practices, the conditions outlined above, etc., prior to any sales. At that stage, GSI will provide property owners maintenance guidelines which should be incorporated into such documents. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer,structural engineer,post-tension designer,architect,landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs,foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. Please note that the recommendations contained herein are not intended to preclude the transmission of water or vapor through the slab or foundation. The structural engineer/foundation and/or slab designer should provide recommendations to not allow water or vapor to enter into the structure so as to cause damage to another building component, or so as to limit the installation of the type of flooring materials typically used for the particular application. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums,the minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required_ If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency,in writing,that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and other design criteria specified herein. PLAN REVIEW Final project plans(grading, precise grading,foundation,retaining wall,landscaping,etc.), should be reviewed by this office prior to construction, so that construction is in accordance with the conclusions and recommendations of this report. Based on our Red Point Homes W.O. 4395-A2-SC 1066 Gardena Road, Encinitas August 27, 2007 File:e:\wp9\4300\4395a2.sgi Page 30 GeoSoiils, Inc. APPENDIX A REFERENCES APPENDIX B BORING LOGS BORING LOG GeoSoils, Inc. WO, 4395-A2-SC B-1 SHEET 1 OF 1 ppOjECT.-RED POINT HOMES BORING 1066 Gardena Road,Encinitas DATE EXCA VA TED B-9-07 SAMPLE METHOD: Sample Approx.Elevation:t2O3'MSL Standard Penetration Test V Ground--ter Undisturbed,Ring Sample CL Description of Material WEATHERED TERRACE DEPOSI[TS: SM V SILTy SAND l4_T_0[q)KnAry, medium dense; porous. QUATERNARY TERRACE DEPOSITS: @ 1%'SILTY SAND, pale brown, dry, clense- 50-41W 1018* 44 18.8 1 @ 15'AS per 10', light reddish brown. 5 0-51/2 SIC 1002* 6.0 24.5 -19' CLAY'EY SAND, grayish brown, moist, dense. 20- IN Total Depth =20' No Groundwater/Caving Encountered Backfilled 8-9-2007 The Discrepancy Between the Dry Unit Weight and the Blow/Ft is Likely Related to Disturbance of the Sample as a Result of Highly Indurated Terrace Deposits. 1 1066 Gardena Road,Encinitas _____ BORING LOG GeoSoUsq Inc. wo. 4395-A2-SC pRojECT.RED POINT HOMES BORING ___B-2 SHEET 1_ OF 1 1066 Gardena Road,Encinitas DATE EXCAVATED 8-9-07 SAMPLE METHOD: 8"Hollow Stem Auger,140 lb @ 30"Drop,Modified Cal Sampler S11p Approx.Elevation:±203'MSL Standard Penetration Test V Groundwater E Undisturbed,Ring S11P11 V) :D U) o Description of Material ML 7FOPSOIUCOLLUVIUM: @ 0' SANDY SILT, grayish brown, dry, soft; porous. SM QUATERNARY TERRACE DEPOSITS: @ 11/2'SILTY SAND, pale brown, dry, medium dense-, porous. 5 7.1 31.6 yellowish brown, dense. 75 1 103.1- 5'As per 11/2' light FIR 10-1 50-6" 98.3* j 51 19.8 @ 10'As per 5', yellowish brown. 15 ' 50-6— 103.7* 1 71 31.6 15'As per 10', Moist, 1 50-51/z" 104.8* 1 6.7 I 30.6 @ 19'As per 15', moist. 20 Total Depth =20' No Groundwater/Caving Encountered i Backfilled 8-9-2007 The Discrepancy Between the Dry Unit Weight and the Blow/Ft is Likely Related to Disturbance of the Sample as a Result of Highly Indurated Terrace Deposits. 1066 Gardena Road,Encinitas GeoSoilsq Inc. pLATE B-3 BORING LOG GeoSoift, Inc. wo. 4395-A2-SC PROJECT.•RED POINT HOMES BORING 13-3 SHEET 1 OF 1 1066 Gardena Road,Encinitas DATE EXCA VA TED B-9-07 Sample i SAMPLE METHOD: 8"Hollow Stem Auger, 140 lb @ 30"Drop,Modified Cal Sampler Approx.Elevation:±200'MSL cz, Standard Penetration Test Groundwater E Undisturbed,Ring Sample a m' -2 .5 Description of Material in D M Z) ML TOPSOIUCOLLUVIUM: @ 0' SANDY SILT, grayish brown, dry, soft: porous SM QUATERNARY TERRACE DEPOSITS: @ 2' SILTY SAND, pale brown, dry, medium dense becoming dense with depth. Ir/7 75 108.4* 3.1 154 @ 5'As per 2', dense. 1 10 50-61, 105.1- 1 39 181 1� @ 10'As per 5'- 15-- 50-4" 1 104.9- 56 25.7 @ 15'As per 10% light yellowish brown_ Total Depth = 16' No Groundwater Encountered Backfilled 8-9-2007 The Discrepancy Between the Dry Unit Weight and the Blow/Ft is Likely Related to Disturbance of the Sample as a Result of Highly Indurated Terrace Deposits, 20 C7eoSoils, Inc. 1066 Gardena Road Encinitas PLATE B-4 APPENDIX C HAND-AUGER BORINGS FROM GSI (2004) T 1 cn c O ui W Q C N O p O :3 O F- to m CJ co - — > QJ C ly) _0 W p � L N O 3 o O—) N N 0 0 0 -0 . o 70 O Q o Q. CL c 00 a) O O a) O tv .Q A T r "O -O c3 z m z - z o p O 3 j O a) T d O S] .> O Q J U J J U) U) z O) Q E ro N U C) W J O U o w a) ``� �' N z w E a � N ° II ca co W ° II � t rn 2 w -II QC -O W O o- -0 O ? UQ E o o °' U Z) a E o o m iz Fr J 0 J GC Q CD O O w Q) o o w z O w o o co m U F- E F- Z CO R Ul F- -0 F- Z CO w ° D p z CL I z W 2 LL ° O w a or_ oc o o Ev CL p X w LL O O w = O a a awe cn ° CL -' 0 m U) �� cc N co N CL W O O N I i Q � Z Q cUn c .t1a Co >; s U d cN w to m = 0 O ~QQ E c0 W >, a 2 O o o -0 o 0 rr o `o c CL Q 3:� c 7 � o o ° 70 C7 Z J —° Z o O L E Cn d Q, O N c U Z o J ; w 2 ca o cn a U) vi 0)w o c"o o o , E cv U) uj a II co v> > ° w m � � o �o Q U) z ? a o _ [C J y cc cn (D v J O *' m U 0 to P Fes- Z m cc w a o - � a wWa CC O w a cc CC ° � o J in IL 0 w 2 LL O O a a J � a UJ cn ° CL -' 0 Cr (n � I LO a w — o r- cf) cr Z00 Q = � Z = 888 IL Z o z Z CW) Q Z p a k k" ,. I �y Z o e � W v N N ci w I - z I I ii / II r I �{ T � of e s n 4 Q f I &' 1 I L.f rt --1- - --------------- - - - - o p a A i GEOTECHNICAL UPDATE 1066 GARDENA ROAD, ENCINITAS SAN DIEGO COUNTY, CALIFORNIA FOR RED POINT HOMES 950 BOARDWALK,SUITE 303 SAN MARCOS,CALIFORNIA 92078 W.O.4395-A1-SC MAY 30,2007 Geotechnical • Geologic•Coastal• Environmental 5741 Palmer Way Carlsbad, California 92010 (760)438-3155 • FAX(760) 931-0915 May 30, 2007 W.O. 4395-A1-SC Red Point Homes 950 Boardwalk, Suite 303 San Marcos, California 92078 Attention: Mr. Kris Jackson Subject: Geotechnical Update, 1066 Gardena Road, Encinitas, San Diego County, California Dear Mr. Jackson: In accordance with your request, GeoSoils, Inc. (GSI) has reviewed our preliminary geotechnical evaluation for the site (GSI, 2004 [see Appendix A), the grading plan by Tait Consulting, Inc. (TCI, 2007), architectural cross-sections by Rodriguez Associates, Architects and Planners (RAA&P, 2007), and structural plans (Lovelace Engineering, Inc. [LEI], 2007), for the proposed development at the site, and have prepared this geotechnical update report. The purpose of this report is to update GSI (2004) so that the geotechnical aspects of site development are in accordance with current standards-of-practice,and pertain to the currently proposed development,as indicated on TCI (2007), RRA&A (2007), and LEI (2007). GEOTECHNICAL UPDATE Based on our recent site reconnaissance and our understanding of the proposed construction, it is our opinion that GSI (2004) is generally considered to be valid and applicable with respect to the currently proposed construction, provided that the following additional recommendations in this update report are properly incorporated in the design and construction of the project. Background/Previous Work In July of 2004, GSI performed a preliminary geotechnical evaluation of the site. At the time of our investigation, conceptual plans were in their formative stages and it was our understanding that proposed development of the site was to include the removal of the existing structures and the preparation of the site for the above-grade construction of one, two-story, multi-family residence, and two, two-story, single-family residences that would be supported by continuous footings with slabs-on-grade. We previously understood that minor cuts and fills of several feet, or less, would be necessary to achieve the design grades, and no below grade (basement) floors were proposed at that time. The scope of work for our preliminary investigation included a review of available geologic literature for the site, geologic site reconnaissance, subsurface exploration with three shallow hand-auger borings, sampling, and mapping, laboratory testing of representative soil samples, engineering and geologic analysis of data, and the preparation of GSI (2004). Based upon our field exploration, laboratory testing, and engineering and geologic analysis,we concluded that the site appeared suitable for the then-proposed development, from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in GSI (2004) were incorporated into the design and construction phases of site development. The GSI (2004) boring logs and laboratory data are presented in Appendices B and C, respectively. The locations of the boring are provided in Appendix B. Proposed Development (Current) Based upon a review of TCI (2007) and RAA&P (2007), current proposed development consists of removing the existing structures and preparing the site for the construction of two single-family, detached residences, and one residential duplex. The residences are now proposed as three-story structures, with roof decks and below grade (basement) floors (i.e., three-story floor loads). Maximum cuts and fills, now on the order of ±7 and -±-4 feet respectively, appear necessary to achieve the design grades. A review of LEI (2007) indicates that the proposed structures will consist of wood-frames and will be supported by shallow, continuous footings with concrete, slab-on-grade floors. Building loads are assumed to be typical for this type of relatively light residential construction. Site Reconnaissance Current site conditions were evaluated during a site reconnaissance on May 15, 2007 by a representative of this office. Surface observations indicate that the site is generally in the same condition as described in GSI (2004). Seismic Shaking Parameters Based on the site conditions, and Chapter 16 of the Uniform Building Code/California Building Code([UBC/CBC],International Conference of Building Officials [ICBO], 1997 and 2001), minimal seismic parameters are provided in Table 2. Red Point Homes W.0. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 Fi1e:e:lwp9\4300\4395a1.gu Page 2 GeoSoiis, Inc. TABLE 2 1997 UBC CHAPTER 16 TABLE NO. SEISMIC PARAMETERS Seismic Zone (per Figure 16-2*) 4 Seismic Zone Factor (per Table 16-1*) 0.40 Soil Profile Type (per Table 16-J*) So Seismic Coefficient C.(per Table 16-Q*) 0.44Na Seismic Coefficient C.(per Table 16-R*) 0.64N„ Near Source Factor Na (per Table 16-S*) 1.0 Near Source Factor N, (per Table 16-T*) 1.2 Distance to Seismic Source 3.5 mi (5.7 km) Seismic Source Type (per Table 16-U*) B Upper Bound Earthquake (Rose Canyon fault) MW 6.9 Probabilistic Horizontal Site Acceleration (PHSA) 0.39g 10%probability of exceedance in 50 years * Figure and Table references from Chapter 16 of the UBC ICBO, 1997 . SEISMIC HAZARDS The following list includes other seismic related hazards that have been considered during our evaluation of the site. The hazards listed are considered negligible and/or completely mitigated as a result of site location, soil characteristics, and typical site development procedures: • Dynamic Settlement • Liquefaction Surface Fault Rupture • Ground Lurching or Shallow Ground Rupture • Seiche • Tsunami It is important to keep in perspective that in the event of a maximum probable or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards considered above. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity. Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 Fde:e:\wp9\4300\4395a1.gu Page 3 GeoSoits, Inc. PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS Based upon our review of GSI (2004), TCI (2007), RAA&P (2007), and LEI (2007), our recent site reconnaissance, and geologic and engineering analyses, it is our opinion that the subject site appears suitable for the proposed residential development, from a geotechnical viewpoint, provided the recommendations in GSI (2004) and this update report have been properly incorporated into the design and construction of the project. The following updated recommendations should be incorporated into the construction details. Below Grade (Basement) Floors As previously indicated, proposed construction is to now include below grade (basement) floors for the residential structures. Field work in preparation of GSI (2004) consisted of shallow (i.e., less than 5 feet deep) hand-auger borings and was not intended to evaluate the bearing soils for below grade floors, because they were not included in the previous proposed construction. At this time, the Client elects to not perform deeper borings in order to evaluate the bearing soils for basement foundations and lateral pressures for retaining walls with perimeter conditions as outlined in our revised proposal dated May 4, 2007. Rather, the Client has elected to further evaluate the onsite soil conditions during construction. It should be noted that the bearing soils for basement foundations may differ significantly in expansion and plasticity characteristics from the soils evaluated in preparation of GSI (2004), and the potential for encountering perched water during construction cannot entirely be precluded. Thus,GSI is providing more onerous earthwork and foundation recommendations in this update evaluation for planning purposes, in light of the now-proposed construction_ Earthwork Recommendations Based upon our review of TCI (2007), portions of the building pads for each structure require excavations for basement floors and minor fills (after remedial removals are complete) for areas of the building pad that are to remain near existing grade. Thus, cut/fill transitions will realized during grading. In order to provide uniform foundation support, GSI recommends the following earthwork options: Option 1 (Low [PI >_15], Medium to Highly Expansive Soils below Basement Foundation) Cut areas of the building pads and building pad areas requiring planned fills of 3 feet, or less,after remedial removals have been performed,should be overexcavated at least 3 feet below pad grade, or 2 feet below the lowest bottom-of-footing elevation (whichever is deeper), and be replaced with very low to low expansive fill compacted to at least 90 percent of the laboratory standard (ASTM D 1557)that have been moisture conditioned Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 Fi1e:eAwp9\430014395a1.gu Page 4 GeoSoi ls, Inc. to, or slightly above the soil's optimum moisture content prior to compaction. .Overexcavation should be minimally completed to at least 5 feet outside the building footprint. This option is recommended if foundation soils for the basement exhibit higher expansion characteristics than those for the portion of the structure located above. Soil backfill placed behind the basement walls and other retaining walls should be moisture conditioned to, or slightly above the soil's optimum moisture content, and compacted to 90 percent of the laboratory standard (ASTM D 1557). This option should be used if low (PI >15) or medium to highly expansive soils are located within about 7 feet of the foundations in the basement. Option 2 (Very Low to Low Expansive Soils [PI <15], Below Basement Foundation) Cut areas of the building pads should be scarified at least 6 inches, moisture conditioned to, or slightly above the soil's optimum moisture content, and recompacted to at least 95 percent of the laboratory standard (ASTM D 1557). Prior to placing fill in the fill areas of the building pads, the removal bottom should be scarified at least 6 inches, moisture conditioned to, or slightly above, the soil's optimum moisture content, and recompacted to 95 percent of the laboratory standard (ASTM D 1557). Fills (including basement wall backfill) should be compacted to at least 95 percent of the laboratory standard (ASTM D 1557)with optimum or slightly above optimum moisture contents. The purpose of Option 2 is to reduce differential settlements for foundations that cross cut/fill transitions to tolerable levels. This option should not be used if medium to highly expansive soils are determined to exist within 7 feet of the foundations. Perimeter Conditions It should be noted, that the UBC/CBC (ICBO, 1997 and 2001) indicates that removals of unsuitable soils be performed across all areas to be graded, not just within the influence of the residential structure.' Relatively deep removals may also necessitate a special zone of consideration, on perimeter/confining areas. This zone would be approximately equal to the depth of removals, if removals cannot be performed offsite. Thus, any settlement-sensitive improvements (walls, curbs, flatwork, etc.), constructed within this zone may require deepened foundations, reinforcement, etc., or will retain some potential for settlement and associated distress. This will require proper disclosure to all interested/affected parties, should this condition exist at the conclusion of grading. Temporary Slopes According to TCI (2007), proposed basement floors will require excavations on the order of ±7 feet below existing grades (up to ±10 feet below proposed, upper-level grades). If Earthwork Option 1 is performed during grading,excavations for the basement floors could reach depths of at least ±10 feet below the existing grades (at least ±13 feet below proposed, upper-level grades). Thus, temporary slopes appear to be necessary during basement excavations. As previously indicated in GSI (2004), temporary slopes up to 20 feet high should be constructed in accordance with CAL-OSHA guidelines for Type "B" Red Point Homes W.O- 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 Fle:e:1wp91430014395a1.gu Page 5 GeoSoiis, Inc. soils. However, excavations for the basement floor may necessitate temporary slopes constructed in accordance with CAL-OSHA guidelines for Type "C" soils if the following conditions are encountered: • Cohesive soils with an unconfined compressive strength of 0.5 tsf or less; or • Granular soils including gravel, sand, and loamy sand; or • Submerged soil or soil from which water is freely seeping; or • Submerged rock that is not stable, or • Material in a sloped, layered system where the layers dip into the excavation or a slope of four horizontal to one vertical (4:1 horizontal:vertical[h:v]), or steeper. If temporary slopes conflict with property boundaries or would reduce the lateral support of adjacent offsite improvements, shoring for basement excavations may be necessary. Shoring recommendations are provided in the following section. Shoring Design Shoring of Excavations Based on present design excavations for the proposed structures, excavations on the order of ±7 to ±13 feet are anticipated depending on which Earthwork Option is selected and earthwork sequencing. Accordingly,and because of limited space,temporary shoring of vertical excavations may be required. We recommend that slopes be retained either by a cantilever shoring system deriving passive support from cast-in-place soldier piers (lagging-shoring system) or a restrained tie-back and pile system. Based on our experience with similar projects in the vicinity, we recommend the utilization of an internal bracing/raked shoring system if the shoring system cannot be designed for,or tolerate 1 to 2 inches of lateral movement. Shoring of excavations of this size is typically performed by specialty contractors with knowledge of the County soil conditions. We recommend that shoring contractors provide the excavation shoring design. However, for the design parameters,we provide the following. Lateral earth pressures for lagging design of shoring are presented in Figure 1. The use of anchors may not be feasible on this site due to the location of adjacent buildings and utilities north, south, and west of the site. If desired, additional anchor recommendations will be provided. Since design of retaining systems is sensitive to surcharge pressures behind the excavation, we recommend that this office be consulted if unusual load conditions are anticipated. Care should be exercised when excavating into the on-site soils since caving or sloughing of these materials is possible. Field testing of tie-backs and observation of soldier pile excavations should be performed during construction. Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 Fi1e:e:\wp914300\4395a1.gu Page 6 GeoSoils, Inc. Cantilever Shoring System — Surcharge Pressure P (psf) - — — Line Load 0L(pounds) xH I WffiwFr R-� - - - H (feet) X Y 0.1 0.6H Y(feet) 0.3 0.61-1 0.5 0.56H 0.7 0.48Y X Y D (feet) 35 H (psf) I � <0.4 0.550 L 0.35 P (psf) )0.4 0.64 OL 400 D (psf) I x2+ 1 Surcharge Pressure P (psf) Tie-Back Shoring System - � --- � - -- --- Line Load OL(pounds) P (psf) JEW Resistance VIT 0:T(ft.) \behind this line H (feet) W Y (feet) OTie Back = T 1200 psf 0.2 H (ft.) Q Bond Sress — — — Minimum T depth ID (feet) for supporting piers j 0.35 0.35 P (psf) r 400 D (psf)® 271 H (psf) NOTES RIVERSIDE CO. 0 Include groundwater effects below groundwater level. GeoSOils, Inc. ORANGE CO. SAN DIEGO CO. OInclude water effects below groundwater level. LATERAL EARTH PRESSURES O3 Grouted length greater than 7 feet:field test anchor strength. FOR SHORING SYSTEMS ® Neglect passive pressure below base of excavation to a depth of Figure t one pier diameter. W.O. 4395-A1-SC DATE 05/07 1 SCALE NTS Shoring of the excavation is the responsibility of the contractor. Extreme caution should be used to minimize damage to existing hardscape, walls, utilities, and/or structures caused by settlement or reduction of lateral support. Accordingly,we recommend that the foundations of adjacent structures be surveyed priorto and during construction to evaluate the effects of shoring on these structures. Photo documentation is also recommended. Underpinning (If Necessary) Based on the proximity of the proposed excavation to the existing structures,underpinning may be necessary, as determined by the structural engineer. The results of our analyses for piers to be used in underpinning are provided in Figure 2. The allowable capacities presented in the figure are based on '/4-inch of settlement tolerance. Please note that the purpose of our analysis was to provide preliminary design for rough estimates only. We recommend that final project drawings be provided by a qualified underpinning contractor and reviewed by this office prior to construction, if underpinning is necessary. Settlement monitoring of adjacent flatwork and structures should be considered to evaluate the performance of the underpinning. Shoring of the excavation and underpinning of the existing structures is the responsibility of the contractor. Extreme caution should be used to minimize damage to existing pavement and/or structures caused by settlement or reduction of lateral support. Accordingly,we recommend that the foundations of adjacent structures be surveyed prior to and during construction to evaluate the effects of shoring and underpinning on these structures. Photo documentation is also advisable. Open Excavations Construction materials and/or stockpiled soil should not be stored within 5 feet of the top of any temporary slope or trench wall. Temporary/permanent provisions should be made to direct any potential runoff away from the top of temporary excavations. Excavations constructed deeper than 4 feet may be provisionally constructed in accordance with CAL-OSHA guidelines for Type "B" soil material. As previously indicated soil conditions exposed during construction may necessitate temporary slope construction in accordance with Type "C" soils. Lateral Pressure 1. The active pressure to be utilized for trench wall shoring design may be computed by the rectangular active pressure (psQ as shown in the following table. Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 File:e:\wp9\4300\4395a1.gu Page 8 GeoSoils, Inc. ALLOWABLE PIER CAPACITY (KIPS) 0 10 20 30 40 50 60 70 80 90 5 24 NCH DIA ETER CONCRETE PIER Z 10 _. 0 a 'a W 15 U- 0 W m F- W 20 -- O W W af FL 25 - 0 124NC DIAMET R CONCRETE PIE x IL IL 35 - --- 1. Minimum pier lengths should be 5 feet. 2. Capacities are allowable capacities(based on Factor of Safety=2) and may be increased by one-third for short-term wind or seismic loads. 3. For uplift, use 75 percent of these capacities for single piers and 50 percent for piers in clusters. RIVERSIDE CO. GeoSolk, Inc. ORANGE CO. SAN DIEGO CO. PIER CAPACITY CHART Figure 2 W.O. 4395—A1—SC DATE 05/07 SCALE NTS Earth Pressure for Shoring (Level Ground Surface) SOIL TYPE RECTANGULAR EQUIVALENT FLUID WEIGHT FOR ACTIVE PRESSURE PS PASSIVE PRESSURE PCF Terrace Deposits I 40H 250 2. Passive pressure may be computed as an equivalent fluid having a given density shown in the table above (pcf per depth). 3. The above criteria assumes that hydrostatic pressure is not allowed to build up behind excavation walls. 4. These recommendations are for excavation walls up to 15 feet high_ Active earth pressure may be used for trench wall design, provided the wall is not restrained from minor deflections. An empirical equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specific slope gradients of the retained material: these do not include other superimposed loading conditions such as traffic, structures, seismic events, expansive soils or adverse geologic conditions. For excavation walls greater than 7 feet in height,a seismic increment of 12H or 15H (uniform pressure) may be considered for level excavation into formational or fill soils,respectively. For walls,these seismic loads should be applied at 0.6H up from the bottom of the wall to the height of retained earth materials. Excavation Observation (All Excavations) When excavations are made adjacent to an existing structure (i.e., utility, road or building) there is a risk of some damage to that structure even if a well designed system of excavation and/or shoring, is planned and installed. We recommend, therefore; that a systematic program of observations be made before, during, and after construction to determine the effects (if any) of construction on the existing structures. We believe that this is necessary for two reasons: first, if excessive movements (i.e., more than '/z-inch) are detected early enough, remedial measures can be taken which could possibly prevent serious damage to the existing structure; and, second,the responsibility for damage to the existing structure can be determined more equitably if the cause and extent of the damage can be determined more precisely. Monitoring should include the measurement of any horizontal and vertical movements of both the existing structures and the shoring and/or bracing. Locations and type of the monitoring devices should be selected as soon as the total shoring system is designed Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 File:e:\wp9\4300\4395a1.gu Page 10 GeoSoiils, Inc. and approved. The program of monitoring should be agreed upon between the project team, the site surveyor and the Geotechnical Engineer of Record, prior to excavation. Reference points on the existing structures should be placed as low as possible on the exterior walls of buildings adjacent to the excavation. Exact locations may be dictated by critical points within the structure, such as bearing walls or columns for buildings; and surface points on roadways and sidewalks near the top of the excavation_ The points on the shoring should be placed under or very near the points on the structures. For a survey monitoring system, an accuracy of a least 0.01 foot should be required. Reference points should be installed and read initially prior to excavation. The readings should continue until all construction below ground has been completed and the backfill has been brought up to final grade. The frequency of readings will depend upon the results of previous readings and the rate of construction. Weekly readings could be assumed throughout the duration of construction with daily readings during rapid excavation near the bottom and at critical times during the installation of shoring or support. The reading should be plotted by the Surveyor and then reviewed by the Geotechnical Engineer. In addition to the monitoring system, it would be prudent for the Geotechnical Engineer and the Contractor to make a complete inspection of the existing structures both before and after construction_ The inspection should be directed toward detecting any signs of damage, particularly those caused by settlement_ Notes should be made and pictures should be taken where necessary. Observation It is recommended that all excavations be observed by the Geologist or Geotechnical Engineer_ Any fill which is placed should be approved, tested, and verified if used for engineered purposes. Cut slopes and temporary trench excavations should be observed by the Geologist or Geotechnical Engineer. Should the observation reveal any unforseen hazard,the Geologist or Geotechnical Engineerwill recommend treatment. Please inform us at least 24 hours prior to any required site observation. FOUNDATIONS Preliminary Foundation Recommendations The foundation design and construction recommendations are based on laboratory testing and engineering analysis of onsite earth materials in preparation of GSI (2004). Updated recommendations for foundation systems are provided in the following sections. The foundation systems may be used to support the proposed structures, provided they are Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 f=ile:e:\wp9\430014395a1.gu Page 11 GeoSoiis, Inc. founded in competent bearing material (unweathered terrace deposits or properly compacted fill). The proposed foundation systems should be designed and constructed in accordance with the guidelines contained in the UBC/CBC (ICBO, 1997 and 2001). The following foundation construction recommendations are presented as a minimum criteria from a soils engineering viewpoint. The expansion potential of near-surface,onsite soils discussed in GSI (2004) are generally in the very low expansive range (E.I. 0 to 20) with plasticity indices less than 15. The conventional foundation recommendations provided in GSI (2004) may be used for these types of soil conditions. However, based upon the limited subsurface data, medium to highly expansive soils may exist within the influence of the basement foundations and should be further evaluated by advancing several hand-auger borings at least 5 feet below the lowest, bottom-of-footing elevation once the excavations for the basement floors have been completed. If medium or higher expansive soils (E.I. >51) or soils with plasticity indices greater than 15 are encountered within the influence of basement floor foundations, the foundations for the proposed buildings should be designed in accordance with the UBC, Section 1815 or 1816 of the UBC (ICBO, 1997) and CBC (ICBO, 2001). Final foundation recommendations will be provided at the conclusion of grading once laboratory testing of soils within the influence of foundations are complete. All foundations should be properly embedded into competent terrace deposits or compacted fill. If Alternative Earthwork Recommendation, Option 2 is selected, the structural engineer should provide a construction joint between foundations supported by compacted fill and terrace deposits to permit relative movement. In addition to the anticipated differential settlement provided in the "Foundation Settlement" section of this report, the structural engineer should design the foundations on both sides of the construction joint to accommodate for at least 1/2-inch of differential movement between similar elements. Foundation design and construction recommendations for post-tensioned and mat slabs are also provided in case expansive and/or plastic soil conditions warrant their use or if increased foundation performance is desired. In light of the limited subsurface data, GSI recommends designing foundations for the most onerous ("worst-case") soil conditions during preliminary planning. Preliminary Post-Tensioned Slab Design The recommendations presented below should be followed in addition to those contained in GSI (2004). The information and recommendations presented in this section are not meant to supersede design by a registered structural engineer or civil engineer familiar with post-tensioned slab design or corrosion engineering consultant. Post-tensioned slabs should be designed using sound engineering practice and be in accordance with local and/or national code requirements. Upon request, GSI can provide additional data/consultation regarding soil parameters as related to post-tensioned slab design. Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 Fi1e:e:\wp9\4300\4395a1.gu Page 12 GeoSoiils, Inc. . ........ . ......................... . From a soil expansion/shrinkage standpoint, a common contributing factor to distress of structures using post-tensioned slabs is a significant fluctuation in the moisture content of soils underlying the perimeter of the slab, compared to the center, causing a"dishing" or "arching" of the slabs. To mitigate this possible phenomenon, a combination of soil presaturation and construction of a perimeter "cut-off' wall grade beam should be employed. Perimeter cut-off walls should be a minimum of 12, 18,or 24 inches deep below the lowest adjacent grade for very low to low, medium, or highly expansive soils, respectively. The cut-off walls may be integrated into the slab design or independent of the slab. The walls should be a minimum of 6 inches wide. Concrete slab underlayment should consist of a 10-mil to 15-mil vapor retarder,or equivalent,with all laps sealed per the UBC(ICBO, 1997) and the manufacturer's recommendation. The vapor retarder should comply with the ASTM E-1745 Class A or B criteria and be installed per the recommendations of the manufacturer, including all penetrations (i.e.,pipe, ducting,rebar,etc.). The manufacturer shall provide instructions for lap sealing, including minimum width of lap, method of sealing, and either supply or specify suitable products for lap sealing (ASTM E-1745). In order to break the capillary rise of soil moisture,the vapor retarder should be underlain by 4 inches of fine to coarse, washed, clean gravel (80 to 100 percent greater than #4 sieve) and be overlain by at least 2 inches of clean, washed sand (SE >30) to aid in concrete curing. It should be noted that these slab underlayment recommendations do not entirely preclude the transmission of water vapor through the slab. The recommendations provided in the "Alternative Slab Underlayment" section of this report are intended to further reduce the potential for water vapor transmission through the slab. Specific soil presaturation is required for medium or highly expansive soils_ The moisture content of the slab subgrade soils should be equal to, or greater than, 120 percent of the soil's optimum moisture content to a depth of 12, 18, or 24 inches below finish grade for very low to low, medium or highly expansive soils, respectively. Post-tensioned slabs, if utilized, should be designed in accordance with the recommendations of the Post-Tensioning Institute Method. The slabs should be designed based on the settlement and angular distortion data, provided previously, and a 40-foot span. Based on review of laboratory data for the onsite materials, the average soil modulus subgrade reaction K, to be used for design, is 75 pounds per cubic inch (pci). This is equivalent to a surface bearing value of 1,000 psf. Post-Tensioning Institute Method Post-tensioned slabs should have sufficient stiffness to resist excessive bending due to non-uniform swell and shrinkage of subgrade soils. The differential movement can occur at the corner, edge, or center of slab. The potential for differential uplift can be evaluated using the 1997 UBC, Section 1816, based on design specifications of the Post-Tensioning Institute. Table 3 presents suggested minimum coefficients to be used in the Post-Tensioning Institute design method. Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 File:e:\wp9\4300\4395a1.gu Page 13 GeoSoiits, Inc. TABLE 3 Thornthwaite Moisture Index -20 inches/year Correction Factor for Irrigation 20 inches/year Depth to Constant Soil Suction 7 feet Constant soil Suction (pf) 3.6 Modulus of Subgrade Reaction (pci) 75 Moisture Velocity 0.7 inches/month The coefficients are considered minimums and may not be adequate to represent worst case conditions such as adverse drainage and/or improper landscaping and maintenance. The above parameters are applicable provided structures have positive drainage that is maintained away from structures. Therefore, it is important that information regarding drainage, site maintenance, settlements, and effects of expansive soils be passed on to future owners_ Based on the above parameters,the value indicated in Table 4 were obtained from figures or tables of the 1997 UBC, Section 1816. The values may not be appropriate to account for possible differential settlement of the slab due to other factors. If a stiffer slab is desired, higher values of ym may be warranted. TABLE 4 EXPANSION INDEX OF VERY LOW E.I. LOW E.I. MEDIUM HIGH SOIL SUBGRADE (0-20) (21 -50) E.I. (51 -90) E 1 (91 em center lift 5.0 feet 5.0 feet 5.5 feet 5.5 feet e,,, edge lift 2.5 feet 3.5 feet 4.0 feet 4.5 feet ym center lift 1.0 inch 1.7 inches 2.7 inches 3.5 inches y edge lift 0.3 inches 0.75 inches 0.75 inches 1.2 inches Deepened footings/edges around the slab perimeter must be used to minimize non-uniform surface moisture migration (from an outside source) beneath the slab. An edge depth of 12 inches should be considered a minimum. The bottom of the deepened footing/edge should be designed to resist tension, using cable or reinforcement per the structural engineer. Other applicable recommendations .presented under conventional foundation and the California Foundation Slab Method should be adhered to during the design and construction phase of the project. Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 Fi1e:e:\wp9\4300\4395a1._gu Page 14 GeoSoiits, Inc. Mat Slab As an alternative to Section 1815/1816 code compliant slabs and foundations, a mat-slab foundation may be used to supportthe proposed structure and/or additions,in accordance with the UBC (ICBO, 1997). The geotechnical design parameters provided in the "Preliminary Post-Tensioned Slab Design" section of this report should also be applied to mat slab construction. The mat slab should beat least 10 inches thick and should be provided with a double mat of reinforcements near the top and near the bottom of the slab. The reinforcements should consist of minimum number 5 bars placed at 18 inches on center. Concrete slab underlayment should consist of a 10-mil to 15-mil vapor retarder, or equivalent, with all laps sealed per the UBC (ICBO, 1997) and the manufacturer's recommendation. The vapor retarder should comply with the ASTM E-1745 Class A or B criteria and be installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). The manufacturer shall provide instructions for lap sealing, including minimum width of lap, method of sealing, and either supply or specify suitable products for lap sealing (ASTM E-1745). In order to break the capillary rise of soil moisture, the vapor retarder should be underlain by 4 inches of fine to coarse, washed,clean gravel (80 to 100 percent greater than#4 sieve) and be overlain by at least 2 inches of clean,washed sand (SE >30)to aid in concrete curing. It should be noted that these slab underlayment recommendations do not entirely preclude the transmission of water vapor through the slab. The recommendations provided in the "Alternative Slab Underlayment" section of this report are intended to further reduce the potential for water vapor transmission through the slab_ Mat Slab Allowable Bearing Capacity Mat slabs supported by compacted fill or competent (unweathered) terrace deposits may be designed for an allowable bearing capacity of 1,500 pounds per square foot (psf). A one-third increase in the bearing value can be used for wind or seismic loads. A vertical modulus of subgrade reaction (Ks) of 75 pounds per cubic inch (pci) may be used in the design of mat foundations. This value is a unit value for a one-foot square footing and should be reduced in accordance with the following equation when used with the design of larger foundations. B +1 z Ka = KS 2B_. where: KS = unit subgrade modulus KR = reduced subgrade modulus B = foundation width (in feet) Red Point Homes W_O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 File:e:\wp9\4300\4395al.gu Page 15 GeoSoiits, Inc. Foundation Settlement - Structural Loads Provided that the recommendations contained in GSI (2004) and this update are properly incorporated into final design and construction phases of site development, a majority (>50 percent) of the anticipated foundation settlement is expected to occur during construction. Maximum settlement is not expected to exceed approximately 1-inch and should occur below the heaviest loaded columns. Differential settlement is not anticipated to exceed'/2-inch between similar elements, in a 20-foot span.As previously indicated,the structural engineer should design foundations to accommodate for at least 1/2-inch of differential movement for similar elements on both sides of construction joints when construction joints are used to permit relative movement for foundations simultaneously supported by compacted fill and competent terrace deposits.Settlements due to structural loads may be mitigated by reducing foundation loads. The above settlement evaluation is for footings embedded into terrace deposits as approved by the geotechnical consultant. If loose spoil generated from footing/wall excavation should be handled per the recommendations in the following sections of this report_ To reduce settlements to the above stated values, wall backfill located below and within 5 feet of footings to support upper floors should be compacted to 95 percent of the laboratory standard (ASTM D 1557) and should consist of select backfill (i.e., very low to low expansive, granular soils with a sand equivalent [SE] > 30). Alternative Slab Underlayment Considering the anticipated typical water vapor transmission rates (Kanare,2005) and the anticipated floor coverings and improvements (to be chosen by the Client) that can tolerate those rates without distress, the following slab-underlayment and concrete-mix alternatives are provided: • Concrete slab underlayment should consist of a 10-mil to 15-mil vapor retarder, or equivalent, with all laps sealed per the UBC/CBC (ICBO, 1997 and 2001) and the manufacturer's recommendation. The vapor retarder should comply with the ASTM E-1745 - Class A or B criteria, and be installed in accordance with ACI 302.1 R-04. • The 10-to 15-mil vapor retarder (ASTM E-1745-Class A or B) shall be installed per the recommendations of the manufacturer, including all penetrations, i.e., pipe, ducting, rebar, etc. • If medium or higher expansive and/or rocky subgrade soils are present, slab underlayment should include a 4-inch layer of fine to coarse, washed, clean gravel (80 to 100 percent greater than #4 sieve) between the vapor retarder and the Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 File:eawp9\4300\4395a1.gu Page 16 GeoSoits, Inc. subgrade soils. The vapor retarder should be overlain by a 2-inch thick layer of washed sand (SE >30). • Concrete should have a maximum water/cement ratio of 0.50. This does not supercede Table 19-A-4 of the UBC/CBC (ICBO, 1997 and 2001) for corrosion or other corrosive requirements. Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workablity should be addressed by the structural consultant and a waterproofing specialist. • Where slab water/cement ratios are as indicated above, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection. • The property owner(s) should be specifically advised which areas are suitable for tile flooring, wood flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed per the manufacturers recommendations. • Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverings indicated by the architect. Regardless of the mitigation, some limited moisture/moisture vapor transmission through the slab should be anticipated. Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized product(s) should be approved by the slab designer and water-proofing consultant. A technical representative of the flooring contractor should review the slab and moisture retarder plans and provide comment prior to the construction of the residential foundations or improvements. The vapor retarder contractor should have representatives onsite during the initial installation. If Water or vapor transmission through garage slabs is not mitigated,this information should be provided to all homeowners,any homeowners association, and all interested/affected parties_ Wall Design Parameters (Including Basement Walls) Considering Expansive Soils Conventional Retaining Walls The design parameters provided below assume that either very low expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or gravel is used to backfill any retaining walls. Select material should be placed above the cantilever wall footing and at least 2H (H = wall height) behind the wall. The type of backfill, should be specified by the wall designer, and clearly shown on the plans. Building walls, below Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 Fi1e:e:lwp9\4300\4395a1.gu Page 17 GeoSoils, Inc. grade, should be water-proofed. The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections of this report, as appropriate. Footings should be embedded a minimum of 24 inches below adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e.,crib,earthstone,geogrid,etc.) can be provided upon request, and would be based on site specific conditions. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pcf, plus any applicable surcharge loading. For areas of male or re-entrant corners,the restrained wall design should extend a minimum distance of twice the height of the wall (21-1) laterally from the corner. Temporary loads of stockpiled goods/supplies adjacent to the wall, should be applied to wall pressures. GSI recommends that 40 percent of these temporary loads should be added to the lateral pressures in order to account for these transient loading conditions. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superceded by City and/or County standard design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given in Table 5 for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic,structures,seismic events or adverse geologic conditions. When wall configurations are finalized,the appropriate loading conditions for superimposed loads can be provided upon request. For earthquake loads (i.e.,increase in active pressure)on the retaining wall due to the acceleration of the backfill during seismic shaking, a seismic increment of 1 OH should be added to the active wall pressures for level backfill. This value should be added as a uniform pressure at and above a point equal to 0.61-1, where H is the height of the backfill behind the wall. For sloping backfill the seismic increment should be added as 15H for slopes up to but not exceeding 2:1 (horizontal to vertical). Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 File:e:\wp9\4300\4395a1.gu Page 18 GeoSoiis, Inc. TABLE 5 SURFACE SLOPE OF EQUIVALENT RETAINED MATERIAL FLUID WEIGHT P.C.F. HORIZONTAL:VERTICAL SELECT BACKFIL! ** Level* 45 2 to 1 F 60 ' level backfill behind a retaining wall is defined as compacted earth materials, properly drained,without a slope for a distance of 2H behind the wall,where H is the height of the wall. **Select backfill is all the fill above the cantilever wall footing and at least 2H behind the wall. Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of a gravel- encased, perforated pipe wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1, 2, and 3, present the backdrainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or 3/4-inch to 1'/2-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). Backdrains should be constructed to drain toward a suitable outlet via gravity. If conditions do not allow for gravity flow, a sump pump will be necessary. The sump pump should be designed to not allow the surrounding ground to become saturated. The structural engineer should design below grade walls for the build-up of hydrostatic pressures in case sump pumps are not permitted or if the sump pumps fail. This can be done by adding an additional 62.4 pcf(unit weight of water)to the equivalent fluid weights provided in Table 5. For select low expansive backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. Native backfill that has medium or higher expansion potential is not recommended. Thus, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (Le., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Expansive soils should not be used as backfill for retaining walls. Backfill and drainage behind the retaining wall should conform with Detail 3(Retaining Wall and Subdrain Detail Clean Sand Backfill). If any detail other than Detail 3 is utilized, more onerous equivalent fluid weights in the table above will need to be provided. Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ±100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E.I. <_90)_ Proper Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 File:e:\wp9\4300\4395a1.qu Page 19 GeoSoils, Inc. DETAILS N T . S 2 Native Back-fill 1 Provide Surface Drainage Slope or Level 12" Native Backfll �— +12" 0 Rock Z Filter Fabric OWaterproofing 1 Membrane(optional) 1 or Flatter Weep Hole Native Backfll Finished Surface 4 Pipe r 0 WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. © ROCK: 3/4 to 1-1/2" (inches) rock. ® FILTER FABRIC: Mirafi 140N or approved equivalent; place fabric flap behind core. ® PIPE: 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point (Perforations down). sO WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface (No weep holes for basement walls.). _ TYPICAL RETAINING WALL BACKFILL / C,�J AND DRAINAGE DETAIL �qs S DETAIL 1 Geotechnical • Coastal • Geologic • Environmental DETAILS N T S . 2 Native Backfi►1 1 Provide Surface Drainage Slope or Level 6" Native Backfill OWaterproofing Membrane(optional) Drain 1 Weep Hole 1 or Flatter Filter Fabric Finished Surface _ ® Pipe P WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. © DRAIN: Miradrain 6000 or]-drain 200 or equivalent for non-waterproofed walls. Miradrain 6200 or]-drain 200 or equivalent for waterproofed walls (All Perforations down). O FILTER FABRIC: Mirafi 140N or approved equivalent; place fabric flap behind core. ® PIPE: 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point. ©WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. (No weep holes for basement walls.) RETAINING WALL BACKFILL - ,j AND SUBDRAIN DETAIL S •�s�� GEOTEXTILE DRAIN I DETAIL 2 Geotechnical • Coastal • Geologic a Environmental DETAILS N T S . 2 Native Backfill 1 Provide Surface Drainage Slope or Level H/2 min. +12" Waterproofing 1 Membrane(optional) 1 or Flatter H Weep Hole Clean Sand Backfill . 03 Filter Fabric Finished Surface ® Roc Pipe -) Heel Width �-- WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. OO CLEAN SAND BACKFILL: Must have sand equivalent value of 30 or greater; can be densified by water jetting. (3) FILTER FABRIC: Mirafi 14ON or approved equivalent. ® ROCK: 1 cubic foot per linear feet of pipe or 3/4 to 1-112" (inches) rock. 0 PIPE: 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point (Perforations down). © WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. (No weep holes for basement walls.) RETAINING WALL AND SUBDRAIN DETAIL CLEAN SAND BACKFILL DETAIL 3 Geotechnical • Coastal • Geologic • Environmental surface drainage should also be provided. For additional mitigation,consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill or across soils with different expansion potentials, the civil designer may specify either: a) A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designer's recommendations,regardless of whether or not transition conditions exist. Expansion joints should be sealed with aflexible,non-shrink grout. C) Embed the footings entirely into native formational material (i.e., deepened footings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view),then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. Top-of-slope Walls/Fences/Improvements and Expansive Soils Expansive Soils and Slope Creep Soils at the site may be expansive and therefore, become desiccated when allowed to dry. Such soils are susceptible to surficial slope creep, especially with seasonal changes in moisture content. Typically in southern California, during the hot and dry summer period, these soils become desiccated and shrink,thereby developing surface cracks. The extent and depth of these shrinkage cracks depend on many factors such as the nature and expansivity of the soils,temperature and humidity, and extraction of moisture from surface soils by plants and roots. When seasonal rains occur,water percolates into the cracks and fissures, causing slope surfaces to expand, with a corresponding loss in soil density and shear strength near the slope surface. With the passage of time and several moisture cycles, the outer 3 to 5 feet of slope materials experience a very slow, but progressive, outward and downward movement, known as slope creep. For slope heights greater than 10 feet, this creep related soil movement will typically impact all rear yard flatwork and other secondary improvements that are located within about 15 feet from the top of slopes, Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 Fi1e:e:\wp914300\4395a1.gu Page 23 GeoSoils, Inc. such as concrete flatwork, etc., and in particular top of slope fences/walls. This influence is normally in the form of detrimental settlement,and tilting of the proposed improvements. The dessication/swelling and creep discussed above continues over the life of the improvements, and generally becomes progressively worse. Accordingly, the developer should provide this information to any property owner, and/or other interested/affected parties. Top of Slope Walls/Fences Due to the potential for slope creep for slopes higher than about 10 feet, some settlement and tilting of the walls/fence with the corresponding distresses, should be expected. To mitigate the tilting of top of slope walls/fences, we recommend that the walls/fences be constructed on a combination of grade beam and caisson foundations. The grade beam should be at a minimum of 12 inches by 12 inches in cross section, supported by drilled caissons, 12 inches minimum in diameter, placed at a maximum spacing of 6 feet on center, and with a minimum embedment length of 7 feet below the bottom of the grade beam. The strength of the concrete and grout should be evaluated by the structural engineer of record. The proper ASTM tests for the concrete and mortar should be provided along with the slump quantities_ The concrete used should be appropriate to mitigate sulfate corrosion, as warranted_ The design of the grade beam and caissons should be in accordance with the recommendations of the project structural engineer,and include the utilization of the following geotechnical parameters: Creep Zone: 5-foot vertical zone below the slope face and projected upward parallel to the slope face. Creep Load: The creep load projected on the area of the grade beam should be taken as an equivalent fluid approach, having a density of 60 pcf. For the caisson, it should be taken as a uniform 900 pounds per linear foot of caisson's depth, located above the creep zone. Point of Fixity: Located a distance of 1.5 times the caisson's diameter, below the creep zone. Passive Resistance: Passive earth pressure of 300 psf per foot of depth per foot of caisson diameter, to a maximum value of 4,500 psf may be used to determine caisson depth and spacing, provided that they meet or exceed the minimum requirements stated above_ To determine the total lateral resistance,the contribution of the creep prone zone above the point of fixity, to passive resistance, should be disregarded. Red Point Homes W.O- 4395-Ai-SC 1066 Gardena Hoad, Encinitas May 30, 2007 File:eAwp9\4300\4395at.gu Page 24 GeoSoiiis, Inc. Allowable Axial Capacity: Shaft capacity : 350 psf applied below the point of fixity over the surface area of the shaft. Tip capacity: 4,500 psf. EXPANSIVE SOILS, FLATWORK (NON-TRAFFIC), AND OTHER IMPROVEMENTS The soil materials on site are likely to be expansive. The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements. On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements_ The resulting potential for distress to improvements may be reduced, but not totally eliminated. To that end, it is recommended that the developer should notify any property owners and/or other interested parties of this long-term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork: 1. The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction,and then be presoaked to 2 to 3 percentage points above (or 120 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevation. The moisture content of the subgrade should be proof tested within 72 hours prior to pouring concrete. 2. Concrete slabs should be cast over a relatively non-yielding surface, consisting of a 4-inch layer of crushed rock, gravel,or clean sand,that should be compacted and level prior to pouring concrete. The layer should wet-down completely prior to pouring concrete, to minimize loss of concrete moisture to the surrounding earth materials. 3. Exterior slabs should be a minimum of 4 inches thick. Slabs should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab. 4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No_ 3 bars placed at 18 inches on center, in each direction. The exterior slabs should be scored or saw cut, Y2 to 3/8 inches deep, Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2001 Fi1e:e:\wp9\4300\4395a1.yu Page, ?5 GeoSoils, I»c. often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. 5. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. 6. Sidewalks, and exterior slabs adjacent to the house should be separated from the house with thick expansion joint filler material. In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), all joints should be additionally sealed with flexible mastic. 7. Walls should not be tied to the structure. 8. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. 9. Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long. These segments should be keyed or doweled together. 10. Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. 11- Positive site drainage should be maintained at all times. Finish grade of the pad should provide a minimum of 1 to 2 percent fall to the street, as indicated herein. It should be kept in mind that drainage reversals could occur, including post-construction settlement, if relatively flat yard drainage gradients are not periodically maintained by the property owner and/or other interested parties. 12. Due to expansive soils, air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste water lines should be drained to a suitable non-erosive outlet. 13. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2.007 File:e:\wp9\4300\4395a1.gu Page 26 GeoSoilts, Inc. Preliminary Concrete Brick Paver Recommendations 1. Within the driveway subgrade areas, all surficial deposits of loose soil material should be removed and recompacted as recommended in this report. After the loose soils are removed, the bottom is to be scarified to a depth of approximately 12 inches, moisture conditioned as necessary,and compacted to 95 percent of the maximum laboratory density, as determined by ASTM test designation D-1557. 2. Deleterious material, excessively wet or dry pockets, concentrated zones of oversized rock fragments, and any other unsuitable materials encountered during grading should be removed. The compacted fill material should then be brought to the elevation of the proposed subgrade for the pavement. The subgrade should be proof-rolled in order to ensure a uniform firm and unyielding surface. 3. All grading and fill placement should be observed by the project soil engineer and/or his representative. 4. Due to the porous nature of the concrete brick pavers, much of the water that falls on the surface will pass through to the subgrade. Therefore, a minimum of 6.0 inches of the soil subgrade should be removed and replaced with compacted aggregate base. Compaction tests are required for the recommended base section. Minimum relative compaction required will be 95 percent of the laboratory maximum density as determined by ASTM test designation D-1557. Base aggregate should be in accordance to the "Standard Specifications for Public Works Construction" (green book) 1997 edition, or standard Caltrans Class 2 base rock (minimum R-value=78). 5. It should be noted that appropriate drainage practices should be implemented to limit the surface run off over the proposed concrete pavers. If excessive water is introduced to the underlying subgrade, it will yield, resulting in increased maintenance and repair. 6. R-value testing should be performed in general accordance with the latest revisions to the Department of Transportation, State of California, Material & Research Test Method No. 301 at the conclusion of rough grading. 7. The concrete brick pavers shall be designed for appropriate vehicles loads and should be designed in accordance with manufacturer's recommendations for such vehicle loads and drainage_ Red Point Homes W.O. 4395-Al-SC 1066 Gardena Road, Encinitas May 30, 2007 Fi1e:e:\wp9\430014395a1.gu Page 27 GeoSoiis, Inc. DEVELOPMENT CRITERIA Slope Deformation Compacted fill slopes designed using customary factors of safety for gross or surficial stability and constructed in general accordance with the design specifications should be expected to undergo some differential vertical heave or settlement in combination with differential lateral movement in the out-of-slope direction, after grading. This post-construction movement occurs in two forms: slope creep, and lateral fill extension (LFE). Slope creep is caused by alternate wetting and drying of the fill soils which results in slow downslope movement. This type of movement is expected to occur throughout the life of the slope, and is anticipated to potentially affect improvements or structures (e.g., separations and/or cracking), placed near the top-of-slope, up to a maximum distance of approximately 15 feet from the top-of-slope, depending on the slope height. This movement generally results in rotation and differential settlement of improvements located within the creep zone. LFE occurs due to deep wetting from irrigation and rainfall on slopes comprised of expansive materials. Although some movement should be expected, long-term movement from this source may be minimized, but not eliminated, by placing the fill throughout the slope region, wet of the fill's optimum moisture content. It is generally not practical to attempt to eliminate the effects of either slope creep or LFE. Suitable mitigative measures to reduce the potential of lateral deformation typically include: setback of improvements from the slope faces (per the 1997 UBC and/or adopted California Building Code), positive structural separations (i.e., joints) between improvements, and stiffening and deepening of foundations. Expansion joints in walls should be placed no greater than 20 feet on-center, and in accordance with the structural engineer's recommendations. All of these measures are recommended for design of structures and improvements. The ramifications of the above conditions, and recommendations for mitigation, should be provided to all interested/affected parties. Slope Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided as it adversely affects site improvements,and causes perched groundwater conditions. Graded slopes constructed utilizing onsite materials would be slightly erosive until a substantial vegetation cover is established. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Jute-type matting or other fibrous covers may aid in allowing the Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 Fi1e:e:\wp9\4300\4395a1 gu Page 28 GeoSoils, Inc. establishment of a sparse plant cover. Utilizing plants other than those recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. Irrigation of natural (ungraded) slope areas is generally not recommended. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to the property owner(s). Over-steepening of slopes should be avoided during building construction activities and landscaping. Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations, hardscape,and slopes. Surface drainage should be sufficient to prevent ponding of water anywhere on a lot,and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading,landscaping,and building construction. Therefore,care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within the lot should be provided and 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 and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures,and whenever possible,should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices, should outlet a minimum of 5 feet from structure or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to the existing residence and proposed additions be eliminated for a minimum distance of 10 feet_ As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from the structure or any exterior concrete flatwork. If planters are constructed adjacent to the structure, the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 Fi1e:eAwp9\4300\4395a1_9u Page 29 GeoSoiis, Inc. irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e.,some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section,the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structure. If utilized,the downspouts should be drained into PVC collector pipes or other non-erosive devices (e.g., paved swales or ditches; below grade, solid tight-lined PVC pipes; etc.), that will carry the water away from the house,to an appropriate outlet, in accordance with the recommendations of the design civil engineer. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop,this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Pools and/or spas should not be constructed without specific design and construction recommendations from GSI, and this construction recommendation should be provided to all interested parties. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills, flatwork, etc. Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 Fi1e:e:\wp9\4300\4395a1.gu Page 30 GeoSoils, Inc. Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile,although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street, driveway approaches, driveways, parking areas, and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and ptLor to concrete form and reinforcement placement. The purpose of the observations is to evaluate that the excavations have been made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenching/Temporary Construction Backcuts Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees [except as specifically superceded within the text of this report]), should be anticipated. All excavations should be observed by an engineering geologist or soil engineer from GSI, prior to workers entering the excavation or trench, and minimally conform to CAL-OSHA, state, and local safety codes. Should adverse conditions exist, appropriate recommendations would be offered at that time. The above recommendations should be provided to any contractors and/or subcontractors,or owners, etc.,that may perform such work. Red Point Homes �� W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 File:eAwp9\4300\4395a1.gu Page 31 GeoSoits, Inc. Utility Trench Backfill 1_ All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to evaluate the desired results. 2. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to evaluate the desired results. 3_ All trench excavations should conform to CAL-OSHA, state,and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: • During grading/recertification. • During excavation. • During placement of subdrains, toe drains, or other subdrainage devices, prior to placing fill and/or backfill. After excavation of building footings, retaining wall footings,and free standing walls footings, prior to the placement of reinforcing steel or concrete. • Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel,capillary break (i.e.,sand, pea-gravel, etc_), or vapor retarders (i.e., visqueen, etc.). Red Point Homes W.0. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 File:e:\wp9\4300\4395a1.gu Page 32 GeoSoiits, Inc. • During retaining wall subdrain installation, prior to backfill placement. • During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. • During slope construction/repair. • When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. • When any developer or property owner improvements, such as flatwork, spas, pools, walls, etc., are constructed, prior to construction. GSI should review and approve such plans, prior to construction. • A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. • GSI should review project sales documents to property owners for geotechnical aspects, including irrigation practices, the conditions outlined above, etc., prior to any sales. At that stage, GSI will provide property owners maintenance guidelines which should be incorporated into such documents. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer,structural engineer, post-tension designer, architect, landscape architect, wall designer, etc_, should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs,foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. Please note that the recommendations contained herein are not intended to preclude the transmission of water or vapor through the slab or foundation_ The structural engineer/foundation and/or slab designer should provide recommendations to not allow water or vapor to enter into the structure so as to cause damage to another building component, or so as to limit the installation of the type of flooring materials typically used for the particular application. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 File:e:\wp9�4300\4395a1.gu Page 33 GeoSoiis, Inc. consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums,the minimums presented herein should be adopted. It is considered likelythat some, more restrictive details will be required. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency,in writing,thatthe proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and other design criteria specified herein. Plan Review Final project plans(grading,precise grading,foundation,retaining wall,landscaping,etc.), should be reviewed by this office prior to construction, so that construction is in accordance with the conclusions and recommendations of this report_ Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards-of-practice, and no warranty, either express or implied, is given. Standards-of-practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30, 2007 File:elwp9\4300\4395a1_gu Page 34 GeoSoiis, Inc. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully submitte oQPC`�SSlpy�` S�pNAL�,F �wcz<� ��U W. Sf;�� GeoSoils, Inc. �Q,S�p. FR,qol� Gq Via. IBC: 4 7857 � No. 1340 --� Ex p. Certified Engineering David W. Skelly o n ran Geologist �.g. Civil- � �� A�-��`a Engineering Geo t�s Us 0 Civil Engineer, RCE 478 O�C RB/DWS/JPF/jk Attachment: Appendix A - References Appendix B - Boring Logs (GSI, 2004) Appendix C - EQFAULT, EQSEARCH, and FRISKSP Appendix D - Laboratory Data (GSI, 2004) Distribution: (4) Addressee Red Point Homes W.O. 4395-A1-SC 1066 Gardena Road, Encinitas May 30,2007 File:eAwp9\4300\4395ai.gu Page 35 GeoSoils, Inc. APPENDIX A REFERENCES APPENDIX A REFERENCES ACI Committee 302, 2004, Guide for concrete floor and slab construction,ACI 302.1 R-04, dated June. ASTM E 1745-97,2004,Standard specification for water vapor retards used in contact with soil or granular fill under concrete slabs_ California, State of, 2001, Senate Bill 800, Burton. Liability: construction defects, February 23; approved by Governor September 20, 2002; filed with Secretary September 20, 2002; effective January 1, 2003. GeoSoils, Inc. 2004, Preliminary geotechnical evaluation, 1066 Gardena Road, Encinitas, San Diego County, California, W.O. 4395-A-SC, dated July 23. International Conference of Building Officials, 2001, California building code, California code of regulations title 24, part 2, volume 1 and 2. 1998, Maps of known active fault near-source zones in California and adjacent portions of Nevada. ____-, 1997, Uniform Building Code: Whittier, California, International Conference of Building Officials, volumes 1, 2, and 3: especially Chapter 16, Structural Forces (earthquake provisions);Chapter 18, Foundations and Retaining Walls;and Chapter A-33, Excavation and Grading. Kanare, Howard, 2005, Concrete floors and moisture, Portland Cement Association, Skokie, Illinois. Lovelace Engineering, Inc., 2007, Structural and foundation plans, Gardena Street Residences, Gardena Road, Encinitas, CA 92025, Sheets S1, S2, S3, S6, S8, S9, S10, S14, S15, Scale: 1/4-inch = 1 foot, Job No. J07013, dated February 12, 2007, by Lovelace Engineering, Inc. Rodriguez Associates,Architects and Planners,2007,Sections, Gardena Street, Red Point Homes, Sheets A1.7, A2.10, A 2.11, Scale 1/4-inch = i foot, dated March 23. Tait Consulting, Inc., 2007, Grading plan for: Red Point Homes - Gardena Road, APN 258-272-67-00, Sheet 2 of 4, 10-scale, dated January 16. GeoSoils, Inc. APPENDIX B HAND AUGER BORING LOGS d- af O T' Q -E o in I.f) w Co O O D O F- c E W >, C — O Q O L Q L 'U) J CL c O N O cr CL co co "O 3:: p O Q- 0 a) CD -a O -2 -0 -0 cu O Z, Z Z > N fn ?i Cl) C: a p C T > O J C J J U o W in ❑ � cu w Z rn Q E W < t1: C J < ❑ F U- } > J U o ❑ LLJ J O a�i U CIS o (n W C') a) 0 F- (n d o ca .❑ C II CO ui ❑ II c0 C6 CS j U ° [icy ❑ W act z D Q E o a °-' U > a E (D o m p W O C) J E O v F°- z° m U � m F-° zm lr w d -jW a X iL O a uj o No CL 0 w LL O C) J = o a . aIL s ai co U) U) U) tS � N LL LLJ p T N \ , ❑ O \ N O U U En (n C N 0 N Q C N i m ai " C6 Ul LO d m Ew > c 0 O c o Q o ° a, m-2 o cc W ° o ° CD o p c� °- Z¢ c � N o _0 U V z O J_ C W W < N 0) O° H > i 3 � (n � co � U N ` O a. E � � ui W Q II c0 � p p cn �_ o z W C E o ti Q Q U N N Z U) o 3 O U U) -0 F°- z m cr- w �. Z ° Z a Q Wo :. CC O F- `W ' � D . , O o CL x w W O O J _ J a I-- CL -� QW (n a,JO � m U) U) U) 00 � E- cY) in W cr) t � a ( ) ° W `? _ > _ � Z a Storage ��? Concrete of Concrete Driveway Storage 7 (3HA-1\ Garage 7 a f Existing Residence Concrete_ Patios/ D planters t QO HA-3 z W 0 at ? of 0 ® HA-2 r Grass Yard Grass Yard at LEGEND a f Artificial fill atQuaternary terrace deposits RIVERSIDE COl SAN DIEGO CO ®� r? Approximate location of geologic contact,queried where uncertain BORING L4�ATION MAe oc Figure HA-3 Appro;om. �.;•:.�#art w�fi stand auger �.boring with total depth in feet " ;4395 A SC7DgTE:T/04 ,SCAL . APPENDIX C EQFAULT, EQSEARCH, AND FRISKSP MAXIMUM EARTHQUAKES RED POINT HOMES, INC. 1 x x x � x O x i G1 — V .01 .001 1 .1 1 10 100 Distance (mi) W.O. 4395-A-SC Plate C-1 GeoSoils, Inc. EARTHQUAKE RECURRENCE CURVE RED POINT HOMES, INC. 100 10 Y as �.. 1 Z h AL `. U) a) w 4- 0 L .Q E 3 Z w �F+ w .01 E - E IF U .001 1111 Jill 1111 . 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 Magnitude (M) W.O. 4395-A-SC Plate C-2 GeoSoiis, Inc. EARTHQUAKE EPICENTER MAP RED POINT HOMES, INC. 1100 1000 900 \ 800 700 600 soo 1 400 \ 300 -- � ` ) 200 LEGEND �^ � M = 4 100 `? M = 5 ! JM = 6 M = 7 sl O �> M = g ) - . -100 -400 -300 -200 -100 0 100 200 300 400 500 600 W.O. 4395-A-SC Plate C-3 GeoSoiils, Inc. PROBABILITY OF EXCEEDANCE CAMP. & BOZ. (1997 Rev.) SR 1 25 yrs 50 yrs 100 75 yr s 100 rs 90 80 01 0 >, 70 60 0 50 v 40 ca z3 30 CD a> X0 20 - uw 10 0 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (g) W.O. 4395-A-SC Plate C-4 GeoSoils, Inc. z TT_ 1 -11"11 0 0 r T Y+ W CV J cn r ♦W '^ v a) cr o � CO) T �� LO co W ® p ° ® m v � oQ EE - Lo W C; Q. Q U U') N O W O O O O Q O O O ,-- O O r o T_ (s.iA) p®iaad minja� W.O. 4395-A-SC Plate C-5 GeoSoils, Inc. APPENDIX D LABORATORY DATA 3,000 - i 2,500 - - 2,000 I N I n S F- C7 Z 1,500 - En QK W 1,000 -- — 500 I 0 0 500 1,000 1,500 2,000 2,500 3,000 NORMAL PRESSURE, psf _ I Sample DepthfEl. Primary/Residual Shear Sample Type `d MC% C ® Samp 6118 0.0 Primary Shear Remolded 1152 10.0 83 29 8 Samp 6118 0.0 Residual Shear Remolded 115.2 10.0 73 29 a m N -- Note:Sample Innundated prior to testing Geosoils, Inc. DIRECT SHEAR TEST 5741 Palmer Way Project: MJD PARTNERS GeoS6sls, Ienc. Carlsbad, CA 92008 Telephone: (760) 438-3155 Number. 4395-A-SC Fax: (760) 931-0915 Date: July 2004 Figure: : D-1