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2008-857 G/SG/CN
C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT r 505 S . VULCAN AVE. I ENCINITAS, CA 92024 Y' GRADING PLAN PE IT NO. : 857SG PARCEL NO. 260-071-3700 PLAN NO. : 857SG JOB SITE ADDRESS : 1252 RUBENSTEIN AVENUE CASE NO. : 07178 / CDP APPLICANT NAME SUZANNE W.GERE PHONE NO. : 760-815-8585 MAILING ADDRESS : 1674 VIA CORVO CITY: SAN MARCOS STATE : CA ZIP: 92078- CONTRACTOR : COMMUNITY CONTRACTORS PHON N 6 53-3531 LICENSE NO. : 337789 LICENS P ENGINEER : SAMPO ENGINEERING P PERMIT ISSUE DATE: 4/22/08 PERMIT EXP . 22/09 PERMIT ISSUED BY: INSPECTO N OLIV -- - - --- - -- - - - --- - - -- -- - -- PERMIT FEES & DEPOSITS -- - - - -- - - -- --- -- - ------ --- 1 . PERMIT FEE 900 . 00 2 . GIS MAP FEE . 00 3 . INSPECTION FEE . 00 4 . INSPECTION DEPOSIT: . 00 5 . NPDES INSPT FEE . 00 6 . SECURITY DEPOSIT . 00 7 . FLOOD CONTROL FE . 00 8 . TRAFFIC FEE 00 9 . IN-LIEU UNDERGRN . 00 10 . IN-LIEU IMPROVMNT . 00 1'1---PLAN CHECK FEE . 00 12 . PLAN CHECK DEPOSIT: 00 - - -- - - - - - - - - - - - - - - -- - - - - - DESCRIPTION OF WORK - - - - - - - - - - -- - - - - - -- - -- - - - - -- -- - IMPLIFIED GRADING PERMIT ISSUED TO INPSECT GRADING AND DRAINAGE AS SHOWN ON APPROVED PLAN. APPLICANT SHALL MAINTIAN TRAFFIC CONTROL PER W.A. T. C. H . STD OR CITY APPROVED TRAFFIC CONTROL PLAN. A SEPERATE R/W CONSTRUCTION PERMIT MUST BE PULLED FOR THE IMPROVEMENTS IN R/W. MUST CONTACT ENGINEERING INSPECTOR BEN OLIVER AT 760-633-2807 48 HOURS PRIOR. _ _ _ INSPECTION -- - - -- ----- -- - - - DATE - -- - -- -- INSPECTOR' S SIG ATURE ---- INITIAL INSPECTION C Z COMPACTION REPORT RECEIVED / ENGINEER CERT. RECEIVED 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 STATE LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF IT ISS ED PURSUANT TO THIS APPLICATION. • GN TURE DATE SI NED 'INT NAME TELEPHONE NUMBER �E ONE: 1 . OWNER 2 . AGENT 3 . OTHER - SOIL E TESTING,INC. San Diego Office Indio Office PHONE P.O. Box 600627 P iM O N E 83-740 Citrus Avenue (619) 280-4321 San Diego, CA 92160 0627 (760) 5983 :. Suite G Q TOLL FREE 6280 Riverdale Street TOLL F R E E Z (877) 215-4321 (877215-4321 Indio, CA 92201-3438 K San Diego, CA 92120 r F'AX FAX Z ► (619) 280-4717 www.scst.com (760) 775-8362 , www.scst.com O a January 21,-2008 T No. 0711161 Report No.`2 Ms, Suzanne Gore FEB 6 2008 1252 Rubenstein Avenue Cardiff by the Sea, California 92024 Subject: UPDATE LETTER GERE RESIDENCE ADDITION 1252 RUBENSTEIN AVENUE ENCINITAS, CALIFORNIA References: 1. "Report of Soil Investigation, Gere Residence Addition, 1252 Rubenstein Avenue, Encinitas, California", Southern California Soil and Testing, In No. 0511161-1,. , dated August 3, 2005. Dear Ms. Gere: This update letter has been prepared to confirm that recommendations contained in the referenced soil investigation report are still applicable and should be implemented. This opportunity to be of professional service is sincerely appreciated. Respe - g d, INC IA SOIL &TESTING, . SOU � � .;,, , O No 3 a E r 7 1� �TF()F.CA�\Fj DBA:sd — APf, 2 (2)Addressee (2)Saunders and Wiant Architects N i W® �E Samuo Enuineering, Inc. Land Planning,Civil Engineering, Surveying, Mapping 1 S November 10, 2009 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA 92024 Re: Engineer's Final Grading Verification for Simplified Grading Permit Number 857-SG, Gere Residence, 1252 Rubenstein Avenue Encinitas, Ca. The simplified grading under permit no. 857-SG has been performed in substantial conformance with the approved grading plan, or as shown on the attached `As Graded' plan. Final Grading Inspection has demonstrated that lot drainage conforms to the approved grading plan and that swales drain at a minimum of 1% to the street and/or an appropriate drainage system. The Law Impact Development, Source Control and/or Treatment Control Best Management Practices as shown on the approved drawing and required by the Best Management Practice Manual Part Il were constructed and are operational, together with the required maintenance covenant(s). Engineer of Record: 'moo Vincent L. Sampo, PE, PLS for Sampo Engineering, Inc. CO 0�y q � Dated: 011 b/�/ No.44173 0 C CC Exp.6-30-11 s�9rF CNIL OF Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stamped and will not relieve the Engineer of Record of the ultimate responsibility: Engineering Inspector• Dated: �-- Al 1034 Second Street ♦ Encinitas CA 92024 ♦ phone: 760-436-0660 ♦ fax: 760-436-0659 info @sampoengineering.com N -• --E Sampo Engineering, Inc. W Land Planning, Civil Engineering,Surveying,Mapping 1034 Second Street, Encinitas, CA 92024 s Tel:760-436-0660 Fax:760-436-0659 info@sampoengineer ng.com March 13, 2008 page 1 of 1 Andrew Maynard City of Encinitas 505 S. Vulcan Avenue Encinitas, CA 92024 Subject: 857-SG, Topography for Simplified Grading Plan for: 1252 Rubenstein Avenue, Encinitas Dear Andrew, In response to your plan check comments dated 2-11-08, Item No. 4, the reason why there is a discrepancy of 2' + in elevation between the topography used for the conditionally approved site plan and the topography used for the Simplified Grading Plan prepared by our office is because the site plan is based on the "NGVD 29" vertical datum and the Simplified Grading Plan is based on the city required "NAVD 88" vertical datum. Please contact me if you have further comments or questions. Sincerely, Vincent Sampo, PE, PLS President 1034 Second Street ♦ Encinitas, CA 92024 ♦ phone:760-436-0660 ♦ fax:760-436-0659 info @sampoengineering.com W ® , Sampo Engineering, Inc. Land Planning,Civil Engineering, Surveying, Mapping 1 S November 10, 2009 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA 92024 Re: Engineer's Final Grading Verification for Simplified Grading Permit Number 857-SG, Gere Residence, 1252 Rubenstein Avenue Encinitas, Ca. The simplified grading under permit no. 857-SG has been performed in substantial conformance with the approved grading plan, or as shown on the attached `As Graded' plan. Final Grading Inspection has demonstrated that lot drainage conforms to the approved grading plan and that swales drain at a minimum of 1% to the street and/or an appropriate drainage system. The Low Impact Development, Source Control and/or Treatment Control Best Management Practices as shown on the approved drawing and required by the Best Management Practice Manual Part II were constructed and are operational, together with the required maintenance covenant(s). � ,RQgFES 1ptiq Engineer of Record: Q�O� T L Vincent L. Sampo, PE, PLS for Sampo Engineering, Inc. 00 p y Dated: 1 f �9 No m CD .44173 `L Exp.6-34-11 . ctjgrF OFCIVti Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stamped and will not relieve the Engineer of Record of the ultimate responsibility: Engineering Inspector: Dated: 1034 Second Street ♦ Encinitas CA 92024 ♦ phone: 760-436-0660 ♦ fax: 760-436-0659 info @sampoengineering.com Y THE ORIGINAL OF THIS DOCUMENT WAS RECORDED ON APR 15.2008 RECORDING REQUESTED BY AND, ) DOCUMENT NUMBER 2008-0199944 WHEN RECORDED MAIL TO: ) GREGORY J.SMITH.COUNTY RECORDER SAN DIEGO COUNTY RECORDER'S OFFICE TIME 3 41 PM 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. 1-�L A.P.N.: 260-071'37 Project No: 07.1711Ao An encroachment permit is hereby granted to the Permittee designated in paragraph one, Attachment°A", as the owner of the Benefited property described in paragraph two, Attachment A, to encroach upon City Property described in paragraph three, Attachment"A", as detailed in the diagram, Attachment "B". Attachments "A" and "B" are hereby incorporated herein by this reference as though fully set forth at length. In consideration of the issuance of this encroachment permit, Permittee hereby covenants and agrees, for the benefit of the.City, as follows: 1. This covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees, and assigns of the respective parties. 2. Permittee shall use and occupy the City Property only in the manner and for the purpose described in paragraph four, Attachment"A". 3. By accepting the benefits herein, Permittee acknowledges title to the City Property to be in the City and waives all right to contest that title. 4. The term of the encroachment permit is indefinite and may be revoked by the City and abandoned by Permittee at any time. The city shall mail written notice of revocation to Permittee, addressed to the Benefited Property which shall set forth the date upon which the benefits of encroachment permit are to cease. 5. City is entitled to remove all or a portion of the improvements constructed by Permittee in order to repair, replace, or install public improvements. City shall have no obligation to pay for or restore Permittee's improvements. 6. Permittee agrees to hold harmless, defend and indemnify from and against all claims, demands, costs, losses, damages, injuries, litigation, and liability arising out of or related to the use, construction, encroachment or maintenance to be done by the Permittee or Permittee's agents, employees or contractors on City Property. 7. Upon abandonment, revocation, completion, or termination, Permittee shall, at no cost to the city, return City Property to its pre-permit condition within the time specified in the notice of revocation or prior to the date of abandonment. 8. If Permittee fails to restore the City Property, the City shall have the right to enter upon the City Property, after notice to the Permittee, delivered at the Benefited Property, and restore the City Property to its pre-permit condition to include the removal and destruction of any improvements and Permittee agrees to reimburse the city for the costs incurred. Notice may be given by first class mail sent to the last known address of the Permittee, which shall be deemed effective three calendar days after mailing, or by any other reasonable method likely to give actual notice. g. 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 3/5rday of 2000 Dated: Own /Permittee Signature SV,4tn W. Gx f!t Owner/Permittee Print Dated: Owner/Permittee Signature Owner/Permittee Print (Notarization of PERMITT i natur ta Dated: v��3� T 4A t/✓Peter Cota-Robles Engineering Service Director, City of Encinitas MARCH 13, 2008 ATTACHMENT `A' TO COVENANT REGARDING ENCROACHMENT PERMIT NO. $37•PL PERMITTEE: SUZANNE W. GERE,AN UNMARRIED WOMAN AS HER SOLE PROPERTY BENEFITTED PROPERTY: THAT PORTION OF LOT 23, RIDGEWAY HEIGHTS, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 2163, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, JULY 3, 1923, MORE PARTICULARLY DESCRIBED IN DEED RECORDED DECEMBER 3, 1998 AS DOCUMENT NO. 1998-0782179 OF OFFICIAL RECORDS. CITY PROPERTY: PORTION OF THE WESTERLY RIGHT-OF-WAY OF RUBENSTEIN AVENUE ABUTTING THE BENEFITTED PROPERTY. WIDTH OF ENCROACHMENT BETWEEN RIGHT-OF-WAY LINE AND EXISTING EDGE OF PAVEMENT VARIES FROM 9.5 TO 10.5 FEET. PURPOSE: ENCROACHMENT SHALL BE 6' WIDE MODULAR CONCRETE REINFORCED GRASS SWALE, 6" x 16" DEEP PCC FLUSH CURB AND 5' WIDE PEDESTRIAN PATH WITH 2" x 10"REDWOOD HEADER. N T 'B ' A T TA CHME SCALE : 1' = 30 N U E RUB ENSTEIN " .� N - ' 01117$50 E '8'$6 LEGEND o� DESCRIPTION SYMBOL. -+N PROPERTY LINE -- v AREA OF ENCROACHMENT (6' WIDE MODULAR CONC Q I REINFORCED GRASS SWALE, co 6" WIDE x 16" DEEP PCC `~ FLUSH CURB, 5' WIDE Z I N PEDESTRIAN PATH WITH t� W Q rN 2-X10- REDWOOD HEADER) L I9 I " o Q � p N o N 1- Ivo. N `� N N074' 71.35' N APAJ ; 260-011-39 •-® SAMPO ENGINEERING, INC. I7EL: (760)436-0660 FAX (760)436-0659 JN, 08-101 WMIRLAWVS1QN AbE 03-13-08 _ ACKNOWLEDGMENT State of Californ a ) County of ' On before me, (insert name and title of the offic personally appeared U 2A n 4!L- f-e— who proved to me on the basis.of satisfactory evidence to be the person(s) whose name(s re subscribed to the within instrument and acknowledged to me that h sh hey executed the same in his i'ie heir authorized capacity(ies), and that by �e 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. WITNESS my hand and official seal. OFFICIAL SEAL ARTHUR P ARQUILLA • NOTARY PUBLIGCALIFORNIA� COMM.NO.162801 SAN DIEGO COUNTY MY COMM.EXP.JAN:7,2010 Signature State of California ) CALIFORNIA ALL-PURPOSE County of o ) CERTIFICATE OF ACKNOWLEDGMENT On 3� �d� before me, �� (here insert name and title of the officer) personally appeared 64,-1724e 4oyV- 6145 - who proved to me on the basis of satisfactory evidence to be the person(s)whose name( is/ re subscribed to the within instrument and acknM�*sZ ed to me tha he/ he/they executed the same i his er/their authorized capacity(ies), and that er/thei r 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. x RANDA G. MILLJOtlR - WITNESS my hand and official seal. Commission$1709"4 Notary Pu" 0 San t1111 ; Myv mission Exp.Jan:,111,2011 Signature 'q-t'�� (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 Information The preceding Certificate of Acknowledgment is attached to a document Method of signer Identification Proved to me on the basis of satisfactory evidence: titled/for the purpose of Q form(s)of identification O credible witness(es) Notarial event is detailed in notary journal on: containing pages,and dated Page# Entry# 3 The signer(s) capacity or authority is/are as: Notary contact: ❑ Individual(s) Other ❑ Attorney in Fact ❑ Additional Signer(s) ❑ Signer(s)Thumbprint(s) ❑ Corporate Officer(s) Title(s) ❑ ❑ Guardian/Conservator ❑ Partner-Limited/General ❑ Trustee(s) R ❑ Other: representing: Name(s)of Person(s)or Entity(ies)Signer is Representing 0 Copyright 2007 Notary Rotary,Inc.925 29th St.,Des Moines,IA 50312„3612 Forma ACK03. 1r0/07Y�3 To re-order,call toll-free 1-877-349-6588 or visit us on the Internet at http://www.notaryrotary.c om N f W _E Sampo Engineering, Inc. Land Planning, Civil Engineering, Surveying, Mapping 1 s September 12, 2008 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA 92024 RE: Engineer's Pad Verification for Simplified Grading Permit No. 857-SG, 1252 Rubenstein Avenue, Encinitas, APN: 260-071-37 Pursuant to section 23.24.3 10 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Verification Letter for the subject grading plan. As the Engineer of Record for the subject project, I hereby state all rough grading for the pad of the new residential building has been completed in substantial conformance with the approved plans, and the requirements of the City of Encinitas, Codes and Standards. The following list provides the pad elevations as field verified and shown on the approved grading plan: Plan Approved Field Measured Pad Elevation Pad Elevation Garage Pad 177.6 177.6 Main Residential Pad 177.9 177.9 Main Residential Pad (under crawl space) 173.2 173.3 LSD 8tj Sincerely, G �y Na 7W Bqx tm un Vincent Sampo,PE,PLS President 4�Op CALIF ...,AL.M a 1034 Second Street ♦ Encinitas, CA 92024 ♦ phone: 760-436-0660 ♦ fax: 760-436-0659 info@sampoengineering.com SO+l i T[STING,INC San Diego Office India Office P H O N E P.O. Box 600627 P HO N 1- 83-740 Citrus Avenue O (619) 280-4321 (760) 775-5983 San Diego, CA 92160-0627 Suite G K T O L L F R E E St TOLL F R E E w S 6280 Riverdale Street (g77) 215 4321 (877) 215-4321 Indio, CA 92201-3438 N San Diego, CA 92120 F A x z F A x 775-8362 www_scst.com (619) 280-4717 www.sr_st.com (760) O N GEOTECHNICAL TESTING GERE RESIDENCE ADDITION 1252 RUBENSTEIN AVENUE CARDIFF, CALIFORNIA PREPARED FOR: MS. SUZANNE GERE 1252 RUBENSTEIN AVENUE CARDIFF, CALIFORNIA 92024 PREPARED BY: SOUTHERN CALIFORNIA SOIL&TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO,CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 TABLE OF CONTENTS SECTION PAGE I.l I. SITE GRADING.........................................................................................................................1 1.2. FIELD AND LABORATORY T ESTING...................................................................................1 1.3. CONCLUSIONS.........................................................................................................................2 1.4. LIMITATIONS............................................................................................................................2 ATTACHMENTS PLATES Figure 1 Field Density Test Locations Figure 2 Field Density and Laboratory Compaction Test Results < SOIL R TESTING, INC. Scan Diego Office Indio Office = PHONE P.O. BOX 600627 P H 0 N E 83-740 Citrus Avenue � ,O. (619) 280-4321 (760) 775-5983 San Diego, CA 92160-0627 Suite G T O L L TOLL F R E E F R E E v 6280 Riverdale Street (877) 215 4321 (877) 215-4321 Indio, CA 92201-3438!VT San Diego, CA 92120 E A X X F A X 760 775 8362 www.scst.com (619) 280-4717 www.scst.com ( ) O N September 16, 2008 SCS81T No.0711161 Report No.4 Ms. Suzanne Gere 1252 Rubenstein Avenue Cardiff by the Sea,California 92024 Subject: SUMMARY OF TESTING AND OBSERBATIONS GERE RESIDENCE ADDITION 1252 RUBENSTEIN AVENUE CARDIFF, CALIFORNIA References: 1."Report of Soil Investigation, Gem Residence Addition, 1252 Rubenstein Avenue, Cardiff Californlall prepared by Southern California Soil and Testing, Inc.; dated August 3, 2005.(SCS&T 0511161-1) Dear Ms. Gere: This report has been prepared to summarize the results of the in-place density test performed on the residence addition at the subject site by Southern California Soil and Testing,Inc.,(SCS&T),Testing was performed on September 12,2008. I.J. SITE GRADING The potentially compressible old fill was excavated from beneath settlement-sensitive improvements until dense terrace deposits were encountered. The excavation extended approximately 12 to 18 inches below the final grade. The excavated soil was then replace as compacted fill. Field density test taken on the fill indicated a minimum of 90% relative compaction. All references to optimum moisture and relative compaction are base on the ASTM D 1557 laboratory test method. 1.2. FIELD AND LABORATORY TESTING Field density test were performed by a representative of SCS&T at the locations shown on Figure 1. The density test were performed according to ASTM D 6938 (nuclear gauge ) procedures. The results of these tests are shown on Figure2.The accuracy of the in-site density test locations and elevations is a function of the accuracy of the survey control provided by other than SCSBT representatives.Unless otherwise noted,their locations and elevations were determined by pacing and hand level methods and should be considered accurate only to the degree implied by the method used.An assumed pad finished grade elevation of 99.5 feet(mean sea level)was used for testing and observation purposes. As used herein,the term"observation"implies only that we observed the progress of worts we were invnivad with anti*narfnrmarl fiaiti tlanaity tact which in r11nh Inrtinn with no it nhcranmfinnc warn tho urie Gera September 16, 2008 Ms. S Gera uzie Gore e SCS&T No. 0711161-4 Page 2 basis for our opinion as to whether the work was performed in substantial conformance with the geotechnical recommendations and the requirements of the applicable agencies. Maximum dry density determinations were performed on representative samples of the soils used in the compacted fills according to ASTM D 1557. The results of these tests,presented on Figure 2, were used in conjunction with the field density tests to determine the degree of relative compaction of the compacted fill. 1.3. CONCLUSIONS Based on our field in-place density test results,it is the opinion of SCSST that the grading work was performed substantially in accordance with the recommendations contained in the referenced geotechnical report, the City of Encinitas Grading Ordinance and the California Building Code. 1 A. LIMITATIONS This report covers only the services performed on September 12, 2008. Our opinions presented herein are based on our observations and the relative compaction test results and are limited by the scope of the services that we agreed to perform. Our services were performed in accordance with the currently accepted standard of practice and in such a manner as to provide a reasonable measure of the compliance of the grading operations with the job requirements. No warranty, express or implied, is given or intended with respect to the services which we have performed,and neither the performance of those services nor the submittal of this report should be construed as relieving the contractor of the responsibility to conform with the job requirements. Our services were generally performed on an"on-call"basis. Therefore,the in-place density tests performed by our field representative can only be construed as representative of the areas tested, which are shown on the attached plates. If you have any questions after reviewing this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTH RN CALIFORNIA SOIL AND TESTING, INC y r 2'52 :t r XP. 4-30- J S en T. a Ga ntai r 52 ils Field Supervisor Senio neer N C Al GBF:sw:gf (4) Addressee ,,r, m I b�Z3 (D i 1 a: W ; In.i t�� 7�=itrw,jc,T'y,P,�Yt� czl n t :tj-'r 4r; I it yo M �1%•4''�T,<:5�.':;;.km?:T'i'F; � MM -------- ---- m '0 r G) M w z c m m w n Date:9/15/08 `OC GERE RESIDENTIAL ADDITION m SOUTHERN CALIFORNIA By:Sw/EL SOIL&TESTING,INC. Job No.:07111 61-4 Scale:1"=80' JOB NAME: Gere Residence JOB NUMBER: 0711161-4 TEST ELEVATION MOISTURE DRY DENSITY SOIL RELCOMP. NO DATE LOCATION (feo,MSL)_ (percent) p.c.f.) TYPE (percent 1 9/12/08 Proposed Garage 97.5 FG 6.8 123.1 1 93.3 2 9/12/08 Proposed Library 97.5 FG 7.2 121.7 1 92.2 F- MAXIMUM DENSITY AND OPTIMUM MOISTURE SUMMARY ASTM 01557) Maximum Optimum soil Density,Dd Moisture,% Type soil Descirliption Red to Brown Silty Sand 132.0 8.0 N I W_ _E Sampo Engineering, Inc. Land Planning, Civil Engineering, Surveying, Mapping S September 12, 2008 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA 92024 RE: Engineer's Pad Verification for Simplified Grading Permit No. 857-SG, 1252 Rubenstein Avenue, Encinitas, APN: 260-071-37 Pursuant to section 23.24.3 10 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Verification Letter for the subject grading plan. As the Engineer of Record for the subject project, I hereby state all rough grading for the pad of the new residential building has been completed in substantial conformance with the approved plans, and the requirements of the City of Encinitas, Codes and Standards. The following list provides the pad elevations as field verified and shown on the approved grading plan: Plan Approved Field Measured Pad Elevation Pad Elevation Garage Pad 177.6 177.6 Main Residential Pad 177.9 177.9 Main Residential Pad (under crawl space) 173.2 173.3 LAND 8p�,y Sincerely, 4 T L No.Teas Bqx,2a,ffls Vincent Sampo,PE,PLS President Op CL ALTF .4�� . 1034 Second Street ♦ Encinitas, CA 92024 ♦ phone: 760-436-0660 ♦ fax: 760-436-0659 info @sampoengineering.com < SOIL & TESTING. INC. .Y s, w y° P H O N E P.O. BOX 600627 (619)280-4321 San Diego,CA 92160-0627 i r 77)215-4321� F a E E (877 6280 Riverdale Street Fax San Diego, CA 92120 x t ; a (619)280-4717 www.scst.com — o a REPORT OF SOIL INVESTIGATION GERE RESIDENCE ADDITION 1252 RUBENSTEIN AVENUE ENCINITAS,-CALIFORNIA PREPARED FOR: MS. SUZANNE GERE 1252 RUBENSTEIN AVENUE ENCINITAS, CALIFORNIA 92024 PREPARED BY: SOUTHERN CALIFORNIA SOIL&TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 SOIL & TESTING, INC. rc P H O N E PO. Box 600627 C LL (619)280 4321 San Diego,CA 92160-0627 ..:.f , TOLL FREE $ (877)215-4321 6280 Riverdale Street W Fax San Diego,CA 92120 (619)280-4717 www.scst.com c R; ; W August 3, 2005 SCS&T No. 0511161 Report No. 1 Ms. Suzanne Gere 1252 Rubenstein Avenue T Encinitas, Califomia 92024' Subject: REPORT OF SOIL INVESTIGATION GERE RESIDENCE ADDITION 1252 RUBENSTEIN AVENUE - ENCINITAS, CALIFORNIA Dear Ms. Gere: In accordance with your request we have completed a soil investigation for the subject project. Thefindings and recommendations of our study are presented herewith. In general, the findings of this study indicate that the site is suitable for the proposed development. The subject site is underlain by 1 to 3 feet of fill. This condition will require special site j reparation and foundation considerations. If you have any questions after reviewing the findings and recommendations contained in the _. atlached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN C IFORNIA SOIL &TESTING, INC. t Da dler CE 3603' - Vice Pres ent f • DBA:sd (6) Addressee TABLE OF CONTENTS SECTION PAGE 1. INTRODUCTION...»..»..................................................................................»................................I 2. PROJECT SCOPE»..:........................................... ....1 3. FINDINGS.............................................»...........»..............................................................................2 3.1 SITE D CRIPTION......................................................................... ...........................::...................2 3.2 SOIL D CRIPTION......................................................................... .......................................:........2 3.3 'GROUNDSHAKING......................................................................... ................................................2 3.4 LI UEF{A�CTION...............................................................................................................................2 3.5 GRUZWATER..................................................... ...............2 4. CONCH.USIONS............................................................»............»»....................................................3 5. RECOMMENDATIONS......................................... .............................. ..............................3 5.1 GRADING...............................................:........................................................................................3 5.1.1 Site Preparation ........................... .. ...................................................................................3 5.1.2 Surface Drainage.........................................................................................:........................3 5.1.3 Earthw ork.........................................................................................................:. ...................4 5.2 FO NDATIONS................................................................................................................................4 5.2.1 General...........................................................................................................r......................4 5.2.2 Existing Footings........................................:...........:............:..............:. ............:..................4. 5.2.3 Reinforcement........................................................................................................................4 5.2.4 Foundation Excavation Observation.....................................................................................5 5.2.5 Expansion Characteristics....................................................................................................5 5.2.6 Settlement Characterist ics.....................................................................................................5 5.3 FOUNDATION PLAN REVIEW...........................................................................................................5 5.4 SLABS-0N-GRADE.................................:...................................................................................:....5 5.4.1 Interior Concrete Slabs=on-Grade.........................................................:..............................5 5.4.2 Exterior Concrete Slabs=on-Grade..................................................................................:.....6. 5.5 EARTH RETAINING WALLS .............................................................................................................7 5.5.1 Foundations........................................................:..................................................................7 5.5.2 Passive Pressure...........................................:........................................................................7 5.5.3 Active Pressure.......................................................................................................................7 5.5.4 Waterproofing and Subdxain Observation............................................................................7 5.5.5 Backfil l..................................:....................................................... ....................................7 5.5.6 Factor of Sae . ................................................................................8 6. LIMITATIONS...............................»...... ................... ............».»..........:...».................»......»...8 6.1 REVIEW;OBSERVATION AND TESTING...........................................................................................8 6.2 UNIFORMITY OF CONDITIONS........................................................................................................:8 6.3 CHANGE IN SCOPE............................................................................:..............::.............................8 7. FIELD EXPLORATION................................:..................................»...............................................9 8. LABORATORY TESTING..........»....................................................................................................9 TABLE OF CONTENTS (Continued) ATTACHMENTS FIGURES Figure 1 Site Location Map PLATES Plate 1 Site Plan Plate 2 Unified Soil Classification Plates .3-5 Test Pit Logs Plates 6-7- Sieve Analysis Plate 8 Direct Shear Tests Plate 9 Subdrain Detail APPENDICES Appendix A Grading Recommendations ' Appendix B Technical Bulletin ST SOIL & TESTING, INC- P N 0 N E P.o. BOX 600627 o (619)280-4321 San Diego, CA 92160-0627 TOLL FREE - (877)2154321 6280 Riverdale Street —o� FAX San Diego, CA 92120 W (619)280-4717 www.scst.com SOIL INVESTIGATION GERE RESIDENCE ADDITION 11252 RUBENSTEIN AVENUE ENCINITAS, CALIFORNIA 1. INTRODUCTION This report presents -the results!, of our soil investigation, for a proposed residential structure addition to be constructed at 1252 Rubenstein in the city of Encinitas, California. The site location is shown on Figure No. on the.following page.. We understand that the project gonsists of the construction of a two-story lateral addition and a second story addition to an existing residential structure. The addition will also include raising _ elevations inside portions of the existing structure by about 3 feet and constructing interior retaining walls. The addition Will be of wood-frame and masonry construction: Shallow foundations,, raised floors and conventional concrete slab-on-grade floor systems, are anticipated. To assist in the preparation of this report we were provided with architectural drawings prepared by-Saunders & Wyant, Architects, dated May 26, 2005. The site configuration and locations of our test pits•are shown on Plate No. 1. 2. PROJECT SCOPE The investigation consisted of: sub,rface reconnaissance, review of appropriate information in our — files,'and preparation of this report. More specifically, the intent of this investigation was to: a) Evaluate the subsurface conditions to the depths influenced by the proposed construction. b) Evaluate the pertinent engineering properties of the various strata that can influence the proposed construction, including bearing capacities, expansion characteristics and settlement potentials. c) Address potential construction considerations- that may be encountered due to subsurface conditions, or. groundwater, and provide preliminary recommendations concerning these conditions. d) Develop geotechnical engineering criteria for site preparation. e) Recommend an appropriate foundation system for the type of structure anticipated and develop preliminary soil engineering design criteria for the recommended foundation type. >4 J 1 Z�C 7 1�3�aJ•' 3 ce E�'c wo°cly °C U.O` o .AAS 3691 uj O� o r J zQ J V d J O'.�� Z � �• � m r BONITA OR �' � '`I c�i 3�� "i r Ba �' �- I 2Ki W 3 V1INO8 021 �� <v 4 �- E i W ON NI snr Jam., d z �1 o _B6 ERO Rte_ saaceao �I tch �'' © o i E i QO -r f V oe ti Z L. .._ W r Q Z � i u Uf �ry y O j DC j m �C Q Y' Q n LL. �NARDO RU LL I .ti .. i 021 �. I71OHW AV N' t1y r ¢ AV a MODS" 021 3 ——� GAMEKA f - Z cs ►-" o Q AV ¢ o plem RD LL. M ORO 4ALLE AV°{ 0 or L�� 3 icy REGAL �_ � 021 N3(nOJ 'J < � s a cra ;REGAL RD _i"f v o m a c Oa ivem W w 21U 1H9I121H1S J S ' 1 oQ v _ c H ,CS�� IU11fAIA -µt�N¢t O CL 0 co � _ � A� �s 0 W z 1 v t4 W C7 C-4 m � a s. � t1 y` 't N N Lu at 2I©- 3bIHSNOA3O (FORD DR _ ° OOOT 700 210 O21O31V211S �i y G OR a ,?4 N3(RlV r JITO OR 210 OlIn93I0 NITS AV �► K3IA3TU9 DR d 2H1 o W� NSIN21OO. U 7 AV kv z V az 101 tsr Y U 0� � x a -�- �, -• H 5 0 O LLI z `n 2 v w o;°- m _� � a 3� y W a UJ40 3 °`S 3 Q t/r�N ►-r CL LLJ ti N — Ms. Suzanne Gere August 3,2005 Gore Residence Addiidon SCS&T No.0511161-1 Page 2 3. FINDINGS 3.1 SITE DESCRIPTION The subject site is a near, rectangular shaped, flat lying parcel of land located at 1252 Rubenstein Avenue in the city of Encinitas, California: The site is presently occupied by a residential structure and an associated driveway. The property is, bounded on the east by Rubenstein Avenue and is otherwise surrounded by residential structures. A private driveway is located:along the north property line. The footing for the existing structure was.exposed in Test Pit No. 1. The footing is 12 inches deep and 11 inches wide. 3.2 SOIL DESCRIPTION The subject site is underlain primarily by fill and terrace deposits. The fill consists of brown, dark brown and reddish-brown, moist, loose to medium dense, silty sand. Fill thickness encountered in the test pits ranged from about 1 foot to 3 feet. Terrace deposits underlie the fill. This material consists of reddish-orange and orangish=tan, moist, medium dense, silty sand. 3.3 GROUNDSHAKING The most likely geologic hazard to affect the site is groundshaking as a result of movement along one of the fault zones mentioned above. As per the 2001 CBC for active near-source fault zones, the following is presented for the subject site. Seismic Zone 4: Z=0.40 Source Fault: Rose Canyon Fault Zone Seismic Source Type: B _ Soil Profile Type: So Distahce to Seismic Source: 4.0 kilometers Near-Source Factor N,=1.1 Near-Source Factor N„=1.3 3.4 LIQUEFACTION Based on our findings, and our experience with similar sites in the vicinity, it is our opinion that the potential for soil liquefaction is negligible. 3.5 GROUNDWATER No groundwater was encountered in the test pits. Typically, minor groundwater seepage can occur after development of a site even where none were present before development. This is usually minor and often the'result of alteration of the permeability characteristics of the soil, Ms. Suzanne Gere August 3,2005 Gere Residence Addition SCS&T No.0511161-1 Page 3 L alteration in drainage patterns and increases in irrigation .water.. Seepage can be most effectively handled on an individual basis if and when it develops. 4. CONCLUSIONS In general, no geotechnical conditions were encountered which would preclude the construction of the proposed addition provided the recommendations presented herein are followed. The proposed addition area is underlain by-1 to 3 feet of fill. This material is considered unsuitable, - in its present condition, for the support of _settlement .sensitive improvements. It is recommended that this material be removed in areas to receive the proposed improvement and replaced as compacted fill. If this is not considered feasible, new footings extending into terrace deposits, as well as thicker than usual concrete slabs with increased reinforcement are recommended. 5. RECOMMENDATIONS 5.1 GRADING . 5.1.1 Site Preparation Site preparation should begin with the removal of any existing vegetation and deleterious matter from the areas of the site to support new improvements. It is recommended that the existing fill deposits underlying settlement sensitive improvements be removed, moisture conditioned, and replaced as uniformly compacted fill where needed to meet planned final grades. The removal depths are not expected to exceed 3 feet below existing grade. Actual removal depths will be determined by our representative during grading. Removal operations should be extended to a minimum horizontal distance of 5 feet beyond the perimeter of the improvements. However, no removals should be performed within 3.feet - from existing improvements. The soils exposed at the bottom of the excavation should be scarified to a depth of 12 inches, moisture-conditioned and compacted to at least 90 percent relative compaction prior to replacing the excavated material. All fill.should be placed in 6- to &inch thick, loose, lifts and compacted to at least 90 percent relative compaction. The. maximum dry density and. optimum moisture content of fill-should be determined. in -- accordance with ASTM D 1557-00, Method A or C. 5.1.2 Surface Drainage Site drainage should be designed to collect and direct surface water away from proposed structure and -improvements toward appropriate drainage facilities.. Rain gutters that discharge runoff away from the building are recommended. The ground around.the proposed improvements-should be graded-so that surface water flows rapidly away from the improvements without ponding. In general, we recommend that — Ms.Suzanne Gene August 3,2005 . Gere Residence Addition SCS&T No.051.1 161-1 Page 4 the ground adjacent to structures slope away at a gradient of at least 2 percent. . Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least 5 percent within the first 5 feet from the structure. Drainage patterns approved at the time of fine grading should be maintained throughout the — life of the proposed improvements.: Site irrigation. should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, saturated zones of perched groundwater may develop. 5.1.3 Earthwork All earthwork and grading should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation , recommendations presented in the sections above will supersede thosg in the standard Recommended Grading Specifications. All embankments, structural fill and fill should be compacted to at least 90 percent relative compaction at or slightly over optimum moisture _ content. Utility trench backfill within 5 feet of the proposed structures and beneath pavements should be compacted to a minimum.of 9 percent of its maximum dry density. The maximum dry density of each soil type should be determined in accordance with ASTM Test D 1557, Method A or C. 5.2 FOUNDATIONS 5.2.1 General Conventional shallow foundations may be utilized for the support of the proposed addition. — The footings should have a minimum depth of 18 inches below lowest adjacent finish pad grade. If existing fill soils are not removed and replaced as compacted fill, all footings should also extend at least 6 inches into terrace deposits. Minimum width for cbntinuous-and isolated footings should be 15 inches and 24 inches, respectively. A soil bearing capacity of 2000 pcf may be assumed for said footings. This value may be increased by 1/3 when considering wind or seismic loads. 1 5.2.2 Existing Footings Existing footings should not.be utilized to support new loads unless they are.underpinned. Underpinning design should be provided by the project structural engineer based on the - general recommendations contained in this report. 5.2.3 Reinforcement-: Both exterior and interior continuous footings should be reinforced with at least one No. 5 bar positioned near the bottom of the footing and at least one No. 5 bar positioned near the F Ms. Suzanne Gere August 3,2005 Gere Residence Addition SCS&T No.0511161-1 Page 5 top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. 5.2.4 Foundation Excavation Observation It is recommended that all foundation excavations be approved by a representative from this office prior to forming or placement of reinforcing steel. 5.2.5 Expansion Characteristics The prevailing foundation materials were judged to be non-detrimentally expansive. The ;foundation recommendations presented in this report reflect this condition. -- 5.2.6 Settlement Characteristics The anticipated total. and differential settlements may be considered'to be within tolerable limits provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations,due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. 5.3 FOUNDATION PLAN REVIEW The foundation plans should be submitted to this office for review to ascertain that the recommendations contained in this report are implemented and no revised recommendations are necessary due to changes in the development scheme. 5.4 SLABS-ON-GRADE 5.4.1 Interior Concrete Slabs-on-Grade. Concrete slabs-on-grade should have a thickness of 5 inches and be reinforced with at least No. 4 reinforcing bars.placed at 18 inches.on-center each way. For slabs underlain by existing fill, .minimum reinforcement should, consist of No. 4 bars placed at 12 inches on center each way. ,Slab reinforcement should be placed approximately at mid-height of the slab and should extend at least 6 inches into the footings. These slabs-on-grade should be underlain by a 4-inch thick blanket of clean, poorly graded, coarse sand (sand equivalent = 30 or greater) or crushed rock. This blanket should consist of no more than.20 percent and 10 percent passing the #1.00 and #200 sieves, respectively. Where moisture sensitive floor coverings are planned, vapor retardant should be placed over the sand layer. An additional 2 inches of sand should be placed over the vapor retardant. Typically, visqueen is used as a vapor retardant. If visqueen is used, a minimum 10-mil is recommended. It is our understanding that the moisture protection layer described above will allow the transmission of 6 to 12 pounds of moisture per 1000 square feet per day through the slab -Y Ms.Suzanne Gere August 3,2005 Gere Residence Addition SCS&T No.0511161-1 Page 6 under normal conditions., Moisture emissions may vary widely depending upon factors such as concrete type and subgrade moisture conditions. If this dmount of moisture is excessive, additional recommendations will be provided by this office. It is recommended that moisture emission tests be performed prior to the placement of floor coverings to ascertain whether moisture emission values are within the manufacturer's specifications. In addition, over- watering should be avoided, and good site drainage should be established and maintained to prevent the build-up of excess sub-slab moisture. 5.4,2 Exterior Concrete Slabs-on-Grade Exterior.slabs should have a minimum thickness of 4 inches and should be reinforced with at least No. 3 bars at 18 inches on center each way. All slabs should be provided with weakened plane joints. Joints should be placed in accordance with the American Concrete Institute (ACI) guidelines Section 3.13. Joints should be placed where cracks are anticipated to develop naturally. _ Alternative,patterns, consistent with ACI guidelines also can be used. The landscape architect can be consulted in selecting the final,joint patterns to improve the aesthetics of the concrete slabs-on-grade: A 1-inch maximum size aggregate mix is .recommended for concrete for exterior slabs. A water/cement ratio of less than 0.6 is recommended in order to reduce the amount of water in the, mix. A lower water content will decrease the potential for shrinkage cracks. It is strongly suggested that the driveway concrete mix have a minimum compressive strength of 3,000 pounds per square inch (psi). This suggestion is meant to address early driveway use prior to full concrete curing. Both coarse and fine aggregate should conform to the "Greenbook" Standard Specifications for Public Works Construction. Special attention should be paid to the method of curing the concrete to reduce the potential 'for excessive shrinkage and resultant random cracking. It should be recognized that minor cracks occur normally in concrete slabs and foundations due to.shrinkage during.curing and redistribution of stresses. Some shrinkage cracks may be expected. Such cracks are not necessarily an indication of vertical movements or structural distress. Factors that contribute to the amount of shrinkage that takes place in, a slab-on.-grade include joint spacing, depth, and design; concrete mix components; water/cement ratio and surface finishing techniques. According to the undated 'Technical Bulletin" published by the Southern California Rock Products Association and Southern California Ready Mixed Concrete Association (Appendix B), flatwork formed of high-slump concrete (high water/cement ratio) utilizing 3/8-inch maximum size aggregate ("Pea Gravel Grout' mix) is cu- Ms.Suzanne Gere August 3;2005 Gera Residence Addition SCS&T No.05111 61-1 Page 7 likely to exhibit extensive shrinkage and cracking. Cracks most often occur in random patterns between construction joints. 5.5 EARTH RETAINING WALLS 5.5.1 Foundations The rec6 mmendabons provided in the foundation section of this report are also applicable to earth retaining structures. 5.5.2 Passive Pressure i The passive pressure for the retaining walls can be considered to be 300 psf per foot of depth up to a maximum of 1500 psf. This pressure may be increased by 1/3 for seismic loading. The'coefficient'of friction for concrete to soil may be assumed to be 0.3 for the resistance to lateral movement. When combining frictional and passive resistance, the former should be reduced by 1/3. The upper 12 .inches of exterior -retaining wall footings. should not be included in passive pressure calculations unless abutting paved areas. 5.5.3 Active Pressure The active soil pressure for the design of unrestrained and restrained earth retaining structures (basement walls) with level,backfills may be assumed"to be equivalent to the pressure of a fluid weighing 39 pounds per cubic foot (pcf) and 58 pcf, respectively. These �- values assume a granular and drained backfill condition, and do not consider any surcharge loads. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. Waterproofing specifications and details should be provided by the ,project architect. A typical wall subdrain detail is provided on the attached Plate No. 9. 5.5.4 Waterproofing and Subdrain Observation The geotechnical engineer should be requested to. verify that waterproofing has been applied and that the subdrain has been properly installed. However, unless specifically asked to do so, we will not verify proper application of the waterproofing. SCS&T does have a waterproofing division which can provide this service under separate-scope of services. 5.5.5 Backfill _ All backfill soils should be compacted to at least 90 percent relative compaction. Expansive and/or clayey soils should not be used for backfill material. The wall should not be backfilled until the grout has reached an adequate strength. Ms.Suzanne Gere August 3,2005 Gere Residence Addition SCS&T No.0511161-1 Page 8 5.5.6 Factor of Safety The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of.safety should .be incorporated into the design to prevent the walls from overturning and sliding. 6. LIMITATIONS 6.1 REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final-plans and specifications. Such plans and specifications should be made available to the geotechnical engineer and engineering geologist'so that they may review and verify their compliance with this report and with Appendix Chapter 33 of the Uniform Building Code. It _is recommended that SCS&T be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts,. specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. 6.2 UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be' influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so •that he may make modifications if necessary. 6.3 CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. Disturbed samples of typical and representative soils were obtained and returned to the laboratory for testing. SP Ms. Suzanne Gere August 3,2005 Gore Residence Addition SCS&T No.0511161-1 Page 9 7.. FIELD EXPLORATION Three hand dug test pits were excavated on July 20, 2005 at the locations indicated on the attached Plate,No. 1. The fieldwork was conducted under the observation of our engineering geology personnel. The test pits were carefully logged when made. These logs are presented on the following Plate. Nos. 3 through 5. The soils are described' in accordance with the Unified Soil Classification System as illustrated on the attached simplified chart on Plate No. 2. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency _ are provided. The density of granular soils is given as very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given-as very soft, soft, medium stiff, stiff, very stiff, or hard. Disturbed and "undisturbed" samples of typical and representative soils were obtained and returned to the laboratory for testing. 8. LABORATORY TESTING Laboratory.tests were.performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests performed is presented below: — - a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. b) GRAIN SIZE DISTRIBUTION: The grain size distribution was determined for representative samples of the native soils in accordance with ASTM D 422. The results of these tests are presented on Plate Nos. 6 and 7. Sample Description Maximum Optimum Density Moisture P2 @ V -3' Reddish-Brown, Silty Sand 132.2 pcf 8.5% c) DIRECT SHEAR TEST: A direct shear test was performed in accordance with ASTM D 3080. The shear stress was applied at a constant rate of strain of approximately 0.02 inch per minute. The results of these tests are presented on Plate No. 8. y2i ~ O ----------- =------- __- z I I oz c w T a J 1 r 0 TAE 1 J wH a E y a V r . 0 c 'N' Z1 ri t i T J SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP TYPICAL NAMES _ — SYMBOL I. COARSE GRAINED,more than half of material is larger than No.200 sieve size. (TRAVELS CLEAN GRAVELS GW Well graded gravels,gravel-sand mixtures, More than haft of es,tittle or no fines. coarse than N o.4 fraction is GP larger than N Poorly graded gravels,gravel sand mixtures,little or no fines. sieve size but GRAVELS WITH FINES GM Silty gravels,poorly graded gravel-sand-silt matures, smaller than 3'. (Appreciable amount of fines) GC Clayey gravels.Poorly graded gravel-sand,clay mixtures. SANDS CLEAN SANDS SW Well graded sand, rave More than half of gravelly sands,tittle or no fines. coarse fraction is SP Poorly graded sands, smaller than No.4 gravelly fty sands,tittle or no fines. - sieve size. SANDS WITH FINES SM Silty sands,poorly graded sand and (Appreciable amount of fines) silly mi�dures SC Clayey sands,Poorly graded sand and day mixtures. II. FINE GRAINED,more than half of material is smaller than No.200 sieve size. SILTS AND CLAYS ML Inorganic sills and very fine sands,rock flour,sandy sift _ Liquid Limit less than 50 or clayey-sit-sand mixtures with slight plasticity. CL Inorganic days of low to medium plasticity, gravelly days,sandy days,silty days,lean days. OL Organic silts and organic silty days or low plasticity. SILTS AND CLAYS MH Inorganic silts,micaceous or diatomaceous fine Liquid Limit greater than 50 sandy or shy soils,elastic sifts CH Inorganic days of high plasticity,fat days. OH Organic days of medium to high plasticity. _ III. HIGHLY ORGANIC SOILS PT Peat and other highly organic sots. Q - Water level at time of excavation or as in CK - Undisturbed chunk sample US - Undisturbed,driven ring sample or tube sample ® - Bulk Sample SC - Sand Cone SP - Standard CON - Consolidation penetration sample El - DS- Direct Shear _ Expansion Index SA - Sieve Ana MS - Maxknurn of Particle PI - Plastic Index MAX - Maximum Density RC - Relative Compaction ST - Shelby Tube UC - Unconfined Compression SPT - Standard Penetration Sample TX - Triaxial Compression PH pH&Resistivity RS - Ring Shear SF/CL - Sulfate&Chloride AL - Atterberg Limits Sc SOUTHERN CALIFORNIA GERE RESIDENCE ADDITION ST. SOIL& TESTING, INC. BY: D13A DATE: 8/3/2005 JOB NUMBER: 0511161-1 PLATE NO.: 2 i LOG OF TEST PIT NUMBER P-1 Date Excavated: 07-20-05 Logged by: CB Equipment: Hand tools Project Manager: DBA Surface Elevation (ft): N/A Depth to Water(ft): N/A SAMPLE Wm a Cr = V Q Y W 0 0 U) n~. SUMMARY OF SUBSURFACE CONDITIONS Z � (0 m Cl) ca QmQ ~ � M Q J SM FILL: Dark brown, moist, loose, SILTY SAND 1 -- —-—-—-—-—-—-—-—-—-—-—-—-—-—-—-— SM Reddish-orange, moist, medium dense, SILTY SAND 2 3 SM TERRACE DEPOSITS: Orange tan, moist, medium dense, SILTY SAND 4 Pit ended at 4 feet Existing footing 12"deep by 11"wide 5 SOUTHERN CALIFORNIA GERE RESIDENCE ADDITION S.G. SOIL&TESTING, INC. BY: DBA DATE: 08-03-05 JOB NUMBER: 0511161-1 PLATE NO.: 3 LOG OF TEST PIT NUMBER P-2 Date Excavated: 07-20-05 Logged by: CB 1— Equipment: Hand tools Project Manager: DBA Surface Elevation (ft): N/A Depth to Water(ft): WA snMeu` W 00, Q } ca Cr = U a: Y W — w SUMMARY OF SUBSURFACE CONDITIONS m M Q w 0 co D m F- Q - o SM FILL: Reddish-brown, moist, loose, SILTY SAND 1 gM TERRACE DEPOSITS: Reddish-orange, moist, medium dense, SILTY SAND,weathered --- 2 - 3 -- ------------ Less weathered 'y 4 Pit ended at 4.5 feet 5 SOUTHERN CALIFORNIA GERE RESIDENCE ADDITION S.`T:' SOIL&TESTING,INC. BY: DBA DATE: 08-03-05 JOB NUMBER: 0511161-1 IPLATE NO.: 4 LOG OF TEST PIT NUMBER P-3 -" Date Excavated: 07-20-05 Logged by. C13 Equipment: Hand tools Project Manager: DBA Surface Elevation(ft): N/A Depth to Water(ft): N/A saM W o c >_ t a: = U Y Q 5 O (n a. D SUMMARY OF SUBSURFACE CONDITIONS F- D H � ¢ W 0 0 m co � m ~ a g SM FILL: Reddish-brown, moist, loose, SILTY SAND 1 SM TERRACE DEPOSITS: Reddish-orange, moist, medium dense, SILTY SAND,weathered -- 2 3 -- ------------- Less weathered 4 Pit ended at 4 feet -- 5 SOUTHERN CALIFORNIA GERE RESIDENCE ADDITION SOIL&TESTING, INC. BY: DBA DATE: 08-03-05 JOB NUMBER: 0511161-1 PLATE NO.: 5 o � o i - U ZO `5 H- (D a mD { `n °¢ i o a w w _ w r - $ ° w m w n i c C o LL w Ln - j U) E — O LL C7 z V m Z v o 0 _ Z t °o a VN `O W o a m O U N N I i j S o co ° ( ° ° N ° ° tA3/f 145leM Aq jeulci lueojed Sn o � o U p to O iu c. o n. w A W _ LM r LL co I m W U*) LL LU o C E i j m E m 18 x m 12 a . ca � C m W m O C7 U- Cf Q Z U 0 J Z a U E- 4-4- o Z W Z � wca x { o ° O QO1 CO 0 co Cl to Itt COO N O N Vf _ T 146!aM Aq jau!d luaojed i DIRECT SHEAR SUMMARY 5000 - 4500 - - 4000 I 3500 - -- — — -- u 3000 I W 2500 - i 2000 ---- — -- -- - - ca 1500 - --- --- -- - - — - - 1000 --- 1 500 -- � I I 0 i , � I I I 1 1 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 NORMAL STRESS[PSF](2 318" SAMPLE) ANGLE OF COHESION INTERNAL INTERCEPT SAMPLE DESCRIPTION FRICTION (°) (PSF) P2 @ 1'-3' Remolded to 90% 330 200 s G- SOUTHERN CALIFORNIA GERE RESIDENCE ADDITION ST' SOIL&TESTING, INC. 108 Y: DBA DATE: 08-03-05 NUMBER: 0511161-1 1 PLATE NO.: 8 F" min. mpacted Typical Retaining g wall • 3/4 4 Subdrain Detail crushed Not to Scale rock 2J3'wall • height 5 -- --------- 3 r1iv2'n Miradrain 6000 or equivalent, Compacted 213 wall height Fill 4 2 IF, 1 r- i�- 5 1Q Floor Slab Q Filter Fabric between rock and soil 0 Backcut ® Waterproof back of wall following architect's specifications Q 4- minimum perforated pipe, SDR35 or equivalent, holes down, 1% fall to outlet, top of pipe below top of slab, encased in 3W crushed rock. Provide 3 cubic feet per linear foot crushed rock minimum. Crushed rock to be surrounded by filter — fabric (Mirafi 140N or equivalent), with 6" minimum overlap. Provide solid outlet pipe at suitable location. SOUTHERN CALIFORNIA GERE RESIDENCE ADDITION I`. T' SOIL&TESTING, INC. BY: DBA DATE: 08-03-05 JOB NUMBER: 0511161-1 PLATE NO.: g APPENDIX A Ms. Suzanne Gene August 3,2005 Gere Residence Addition SCS&T No. 0511161-1 Appendix A, Page 2 PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations skull be removed, and-legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested_for the-specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground, which is defined as natural soils which possesses an in-situ density of at Ieasf90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soils. The lower bench shall be at least 10 feet wide or 1'h times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less. than two percent. All other benches should be at least 6 feet wide. The horizontal portion of each :bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. " Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within,10 feet of the structure and properly capped off. The resulting depressions from the above-described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is-not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and waterlines. Any buried structures or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine• if any special recommendation will be necessary. All water wells, which will be abandoned, should be backfilled and capped in accordance-to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and.'should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free.of vegetable matter and other deleterious substances. Granular soil shall contain sufficient ST Ms. Suzanne Gere August 3,20o5 Gere Residence Addition SCS&T No. 0511161-1 Appendix A, Page 3 fine material to fill the voids. The definition and"disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other .soils. to provide satisfactory fill material, but only with- the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be-placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall-be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven'.reliability. The minimum degree of compaction to-be achieved is specified in.either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rooks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction.test indicates that a particular layer is at less than the "required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and' until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers -or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than 4 feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cutback to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material 6 or more inches inward- from the finished face of the slope having a relative compaction. of at least W percent of maximum dry density or the degree of compaction specified in the Special-Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will.be surficiallyrstable. Ms. Suzanne Gere August 3,2005 Gere Residence Addition SCS&T No.0511161-1 Appendix A, Page 4 Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine ff the required compaction is being achieved. Where failing tests occur or other field'problems arise, the Contractor will be notified that.day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to . produce the necessary results, the-Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in -rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his,representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with;acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified'degree of compaction. SEASON LIMITS Fill,shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired.before acceptance of work. Ms.Suzanne Gere August 3,2005 Gere Residence Addition SCS&T No. 0511161-1 APPendix A,Page 1 GERE RESIDENCE ADDITION 1252 RUBENSTEIN AVENUE ENCINITAS, CALIFORNIA RECOMMENDED GRADING SPECIFICATIONS-GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural — ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the- accompanying report and/or the attached Special provisions are a part of the Recommended Grading Specifications and shall supersede the provisions, contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING SCS&T shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to.whether 1 . _ or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him apprised of work schedules, changes and new information and data so that he may provided these opinions. In the event that'any unusual , conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations.The Geotechnical, Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommended rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum.Density &Optimum Moisture Content - ASTM D 1557 Density of Soil In-Place -ASTM D 1556 or ASTM D 2922 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. Ms.Suzanne Gere August 3,2005 Gere Residence Addition SCS&T No. 0511161-1 Appendix A, Page 5 RECOMMENDED GRADING SPECIFICATIONS-SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, 'compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE- SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building"Code Standard 29-C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps. Of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material are provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions-between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. APPENDIX E Southern Southern TECHNICAL California California Rock Readv Mixed Products Concrete BULLETIN -- Association Association 3/8" AGGREGATE "PEA GRAVEL GROUT" MIX FOR USE IN FLATWORK "Pea Gravel" pump mixes are being used in many locations in Southern California for slabs on grade. Many complaints of`poor' concrete, mainly cracking, are due to the use of these mixes. The ease of placing this "concrete" at long distances from the ready-mix truck with minimum manpower has been the primary reason for the increased use of small line grout pumps. Slabs made of high slump concrete improperly cured in any environment, with or without reinforcement, will shrink excessively and crack extensively. These mixes tend to shrink more than conventional 1" aggregate concrete mixes because of the need for more sand or fines and water to make the mix more fluid or pumpable. This increased shrinkage will cause more _ cracking. Minimum cement contents are usually ordered for economy. This makes for a higher water/cement ratio that also leads to lower strengths and more cracking. Freedom from random cracking is desired for all concrete floors. The degree to which random shrinkage cracking can be reduced is improved by using concrete with a minimum shrinkage potential that contains the maximum size of coarse aggregate and the maximum amount of coarse aggregate consistent with placing and finishing methods. A larger aggregate size permits a lower water content in the concrete which results in less shrinkage of the cement paste. Suggested Spacing of Control Joints Slab Less than Larger than Slump less Control Joint thickness 3/.-in.aggregate 3/.-in.aggregate than 4-in. Min.depth inches spacing,ft spacing,ft. spacing,ft. Inches 3 6 8 9 0.75 4 8 10 12 1.00 5 10 13 15 1.25 6 12 15 18 1.50 7 14 18 21 1.75 �J Crack control of concrete slabs on grade is dependent upon slab thickness, shrinkage potential of the concrete, curing environment and suggested joint spacing as demonstrated by the above table. Building • • Driveways, Sidewalks • Patios Southern California Concrete is an excellent building material for residential LAYOUT - JOINTS construction. In addition to its superior overall appearance,it can TU first task of the planning process is to determine th be molded to many shapes and finished with many texts m. location and slope of the concrete. The concrete should be slope) Concrete may be colored or combined with stone,brick,or file so that water drains away from buildings and does not accumulaU paving in many interesting patterns. Concrete is a good material to use for ground cover. Concrete slabs are low-maintenance, is generally tt slop ded.in low spots. A slope of 1 to 296(or 1/8 tol/4 inch per linear foot e long-lasting home additions,especially when compared to other Concrete shrinks as it dries out and therefore will crack. h materials order to control cracks into straight lines and to minimize thI With carefull planning the average homeowner can construct his own patio or sidewalk. or he may choose to employ an occurrence of cracks,"contraction"and"isolation"joints are cup or tool grooved into concrete slabs. "Joints" are simply experienced contractor. In either case the homeowner should weakened cross sections in slabs resulting in good looking familiarize himself with these guidelines so that the end result weakened cross s.(figure i will be consistent with the homeowner's desires. -- Par' b Service stoop a° walk 9 a 4 9 Hou" e 9 .e — Porch Isolation joints Steps 0 0 9 O VVI Front walk Oab6 kW Double-car V �t driveway �� � O D � Control joints, Isolation joints Sidewalk ' Flar Cwb Fig. 1 Corxxete walks,driveways.and patios should be provided wlth properly- placed Joints. Control joints SAWED TOOLED SLAB THICKNESS - REINFORCING .' Most walks and driveways are constructed approximately 4" SLAB-� '•`> v^ - :J:,,^.�� DLAZ thick unless vehicles heavier than cars frequently pass over the concrete. If the slab ab is subjected to heavier loads,a thickness of " y important the slabs are SOIL ll-1U u�r �I 'IV D uUll I Sal_ 5 is usually [ec�mmended. It is l t that CONCRETE CRACKS sEIOW JOIRM uniformly thick. They should be as thick in the middle as they are Fig. 2 at the edges. Wine fabric or other types of steel reinforcing are generally not needed or recommended for walks,patios,and driveways. — A) "Contraction Joiats"are grooves (wilt into slabs which allow the concrete to break in a straight line. The maximum distance between contraction joints should generally be held down to about 10 feet. Slab sections should be approximately square and should not be L-shaped. 'Ilse length of a slab should not exceed 13 times the width. Driveways which are two cars FORMWORK AND SUBGRADE PREPARATION wide should be provided with a joint down the middle of the It is important that the soil beneath the slab is cut to a uniform driveway(figure 1). Joints should be cut to a depth equal to at depth,is firm and compacted,and is moist but not wet. This soil least 1/4 of the thickness of the slab (e.g. 1"deep in a 4" thick must be stable or the concrete will crack. It is usually not slab). If the joint is to be created by saw-cutting rather than by necessary to place plastic sheeting under exterior concrete slabs grooving with a tool before the concrete has hardened, the saw and it is never recommended that the concrete is placed directly cutting should be done no later than the day after the concrete is onto plastic sheeting. If plastic sheeting is to be used,place a 2" placed(especially during hot weather),the same day,if possible. layer of damp, not wet, sand on top of the plastic so that the concrete can dry out uniformly throughout its depth. Formwork must be sturdy and adequately braced. 2 x 4-inch B) "Isolation Joints"which separate the slab from adjacent boards are generally used and should be staked no more than 4 fixed structures such as house footings and plumbing fixtures feet aparL All "butt joints"in the lumber should be backed up will allow the concrete to shrink back from those structures with a stake (figure 4). Remember, you will not have time to instead of cracking out in the middle of the slab. In order to construct or reconstruct the formwork when the concrete arrives prevent the new slab from bonding to existing structures and so do the necessary work now! pipes, the slab should be isolated by placing premolded joint material or building paper between the new slab and those structures(figure 3). Either avoid installing drains cast into the new slab,or allow for slab movement around the drain. A wide joint space may be filled with caulking later. Put stake at all butt joints. Attar nailing,cut off stake for easier finishing. �^ 2X4 T isolation joints i 1— �•� 42- 1 l • Ill -SOIL— Isolation joint ^. ^ i►.• � When the slab shrinks.it is free to Fig.4 o,.'G ::° '• moue.thus preventing a crack. • n •� ,• '� SLAD ' '�• ^'.�.� SOIL _O -_,, ,!I TOOL UP FIRST! If the foundation settles, the stab Now is the time to line up the necessary tools,or to[flake sure is not affected. the contractor has the tools he needs. Fig. Sturdy wheelbarrows or buggies are needed if the concrete _ g.3 can not be placed directly from the truck chute,and if the concrete Use isolation joints between concrete sections that treed to move relative can not going to be A sturdy"wheelbarrow operator"or to each Omer. g g pumped. y Pe two would be a nice addition to the labor crew. B)Short-handed,square-ended shovels are used to spread out H)A semi-stiff bristled push-broom may be used to creab the concrete in the forms,and to tamp down the concrete along roughened non-slip surface. in addition to providing an excel,, the edges of the slab. non-slip surface, the use of a "broom finish" reduces C)A straightedge(usually.a 2 x 4 board) is used to strike off eliminates the need for troweling(figure 7). and level the concrete using a sawing style motion. 1)A heavy spray application of liquid suing compound is i D)A wood or metal float is used to further level the concrete most practical method to prevent rapid drying and cracking of 1 without sealing the surface(figure 5). slab. Water may be used istead but the concrete must be kt continually wet for three to seven days. The use of plas sheeting may cause strong discoloration of the concrete surfac ORDERING YOUR CONCRETE If you order your own concrete,consult with your local reac - mixed concrete producer to select the correct concrete mixtt for your needs. Unless your house is located at high elevatie Fig.5 t'u'b Ong and thawing occurs regularly,there is no need use air-entraining admixtures. Be sure to tell the supplier if the concrete is to be pumped it Bun floats may be either wood or magnesium. For non-air-entrained place. Be sure that the truck has access to the point at which y, concrete, wood a,p boner may to best used for got ri rain the�e, want him to discharge his load. Check the width of driveways a� _ metal Gill floats�better. Bt�l floats are used to get rid of the � low spots after stalghtedging. the height of overhead power and telephone lines. Be advis, that concrete trucks are heavy and may crack existing walks ai driveways. The use of pea gravel (34n pump mix is not recommended 1 E)Edger tools should be used all the way around the exposed residential use. This type of concrete shrinks more when it dri edges so that a rounded edge is formed. In addition to making the than concrete made with I" gravel. Because it shrinks more concrete look good,rounded edges are safer is case of trips and also cracks more. If the homeowner must use a 3/8"pump mi falls. please refer to the technical bulletin,3/8"Aggixgate Tea Gray F) Jointing tools are used to cut straight grooves into the Grout" Mix for Use in Flatwork published by the Technic concrete. The jointing tool should have a blade depth of at least Committee of the Southern California Ready Mixed Concre one-fourth the depth of the slab(figure 6). A contractor may elect Aeon. to saw-cut joints the next day or may use premolded plastic strips. Cow is sold in routs of cubic yards(I cubic yard equals G)A trowel is used to seal and compact the top surface of the cubic feet). Order quantities small enough so that you can plac concrete. Repeated troweling will create a hard smooth slippery and finish the concrete before it hardens. An experience surface which usually is not desirable for exterior concrete homeowner should order no more than 3 cubic yards at one tin exposed to rain or other water. and should have at least one other person to help. Avoid placin IMEMMELEW Fig.6 Fig.7 A straightedge such as a board, 1 loch thick and at least 6 inches wide. Broomed finish can be obtained by pulling damp brooms across freshly. is recorrvrtended as a guide when scoring with a groover. floated or troweled surfaces. concrete during very hot and windy weather,or at least get more REFERENCES help. Concrete placed during hot weather will dry sooner and has a tendency to crack. 1. "Concrete in Practice (CIP) Series. Available from National When placing your order remember to include an allowance Ready Mixed Concrete Association, 900 Spring Street, Silver for an additional 10%. This should prevent you from coming up Springs.Maryland 20910. just short of what you need due to waste,spillage,and variations 2. "Cement Mason's Guide," Publication No. PA122.02H, Portland in measurements. Cement Association, 5420 Old Orchard Road, Skokie, Illinois 60077 3. "Residential Concrete," National Association of Home Builders, � 15th&"M"Streets,N.W.,Washington,D.C.20005. SAFE� i/ 4. "Concrete Craftsman Series - Slabs on Grade,"American Concrete Exercise crowd control Over children,dogs,neighbors and the Institute, P.O. Box 19150 Redford Station, Detroit, Michigan like. Beware of trucks as they back into position. Wear protective 48219• clothing like rubber gloves to keep the wet concrete off of your 5. "Finishing Concrete Slabs, Exposed Aggregate, Patterns, and skin. People with sensitive skin can have their skin irritated by Colors" Publication No. IS206.01T, Portland Cement Association, wet concrete. 5420 Old Orchard Road,Skokie,Illinois 60077. The Pwdmd Cameat Awaciadooad de soudera Caafomiaaady Mtued ConeivoAmomboodbddm any and as respoosilakr fame appkedon of de staled prI k ksor fordo aceorsey of the saute"oiler _ SUMMARY �n dr.ak performed a�fbl r developed by the A,wd douL Further information including advice on special finishes is contained in the list of references in this publication. Building Phone (818) 441-3107 for a list of our preferred ready mixed residential driveways,sidewalks and patios of concrete is a good concrete providers. outdoor project for the homeowner. Hopefully these guidelines will assist you in completing a successful and satisfying job. — — (Illustrations in this publication courtesy of the National Association of Horne Builders, the American Concrete Institute, and Portland Cement Association.) C CPC P 60UM Southem California Ready Mixed Concrete Association o Recording Requested By: ) 1 HE ORIGINAL_OF THIS DOCUMENT City of Encinitas ) WAS RECORDED ON MAR 13.2007 DOCUMENT NUMBER 2007-0170450 _ -- GREGORY J.SMITH,COUNTY RECORDER When Recorded Mail to: SAN DIEGO COUNTY RECORDER'S OFFICE City Clerk \ TIME 2.02 PM City of Encinitas /) 505 South Vulcan Avenue ) Encinitas, CA 92024 ) FOR THE BENEFIT OF THE CITY ) SPACE ABOVE FOR RECORDER'S USE EASEMENT FOR CITY HIGHWAY Assessor's Parcel No. Project No. 05-1492 260-071-37-00 SUZANNE W. GERE AN UNMARRIED WOMAN, hereinafter called GRANTOR(S), do(es) hereby grant, convey and dedicate for valuable consideration to the City of Encinitas, State of California, hereinafter called GRANTEE, the right of way and incidents thereto for a public highway upon, over and across that certain real property in the City of Encinitas, County of San Diego, State of California, described as follows: SEE EXHIBITS "A" and "B" ATTACHED HERETO AND MADE A PART HEREOF BY THIS REFERENCE, The Grantor hereby grants to the City of Encinitas (CITY, hereinafter) the privilege and right to extend drainage structures and excavation and embankment slopes beyond the limits of the herein described right-of-way where required for the construction and maintenance of said CITY highway. Reserving unto the GRANTOR of the above described parcel of land, his successors or assigns, the right to eliminate such slopes and/or drainage structures or portions thereof, when in the written opinion of the City Engineer of Grantee, the necessity therefore is removed by substituting other protection, support and/or drainage facility, provided such substitution is first approved in writing by the City Engineer. 1 The Grantor hereby further grants to the Grantee all trees, growths, (growing or that may hereafter grow), and road building materials within said right-of-way, including the right to :take. water, together with the right to use the same in such a manner and at such locations as said Grantee may deem proper, needful, or necessary, in the construction, reconstruction, improvement, or maintenance of said highway. The Grantor, for himself/herself, his/her successors and assigns, hereby waives any claim for any and all damages to Grantor's remaining property contiguous to the right-of-way hereby conveyed by reason of the location, construction, landscaping or maintenance of said highway. Dated this I day of o u-: , 2006 Suza W. Gere Owne Signature of Owner to be notarized. Attach the appropriate acknowledgments. This is to certify that the interest in real property conveyed by deed or grant to the City of Encinitas, a Municipal Corporation, is hereby accepted by the undersigned agent on behalf of the City Council of the City of Encinitas pursuant to authority conferred by Resolution of the City Council of the City of Encinitas adopted on November 9, 1994 and the grantee consents to recordation thereof by its duly authorized officer. DATE: 3 D MPeter Cota-Robles Director of Engineering Services City of Encinitas 2 SUBORDINATION AGREEMENT WHEREAS, those parties concerned, desire to have the Deed of Trust recorded July 30, 2004, as Instrument No. 2004-0716045 of official records, subordinated to Easement for City Highway for PUBLIC RIGHT OF WAY ("DOCUMENT' hereinafter). Now, therefore, for valuable consideration, the receipt of which is hereby acknowledged, the undersigned. BENEFICIARY or TRUSTEE hereby waives the priority of said Deed of Trust in favor of said DOCUMENT to the same extent as if said DOCUMENT had been executed prior to said [deed of Trust. BENEFICIARY or TRUSTEE Signature: Print Name: �J U Title: V l 0 :( t' r n4 Dated: Signature of Beneficiaries/Trustees to be notarized. Attach the appropriate acknowledgments. certify on behalf of the City Council of the City of Encinitas, pursuant to authority conferred by Resolution of said Council adopted on November 9, 1994 that the City of Encinitas accepts and consents to the making of the foregoing Subordination Agreement and consents to recordation thereof by its duly authorized officer. DATE: Peter Cota-Robles Director of Engineering Services City of Encinitas 3 EXHIBIT "A" OCTOBER 12,2006 THE EASTERLY 2.00 FEET OF THAT PORTION OF LOT 23, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 2163, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, JULY 3, 1929. EXCEPTING THE SOUTHERLY 216.89 FEET OF THE ABOVE DESCRIBED LAND. TO BE ADDED TO THE ATTACHED LEGAL DESCRIPTION: AS MORE PARTICULARLY SHOWN ON EXHIBIT "B" ATTACHED HERETO AND BY THIS REFERENCE MADE A PART HEREOF. BRIAN POLLEY PLS 4670 EXPIRATION DATE: SEPTEMBER 30, 2007 \-PN D P OL, �Gfio 4670 ♦r EXP. 9-30-07 \Q 9�,of c�-�F��� EXHIBIT "B" ASE Lo N R ' I N 1 �`�3�22"E �a'g0 o N -7 8 g S +22"E � 0' 5 �1°13 o J N Cr ui ` Z O Cr N N O J LOT 23 R I D G EWAY w w I v Z N HEIGHTS MAP 2163 z Z w Z w LL- N.T.S. o 216.89' N U O APN 260-071 -37 I o 00 tD z ° � 0) O cO rn cV w 00 w F-I � ND o—�N P v p �o 00 = �Q �� F� z 0 L U Q �< O J � ENO .4670 70 _ O v Z Z N EXP. 9-30-07 Cr 0!— Q O LL- �9F 4F CAS-� � U p I N Z V) V) W ~Q Q U U 0 p L Z Z Z W CD N N J (n S 00°24'1 TV 77.30' 010 z N N I010~ 30 0 30 60 90 J J GRAPHIC SCALE - FEET SCALE: 1 ' 30' CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT r State of California ss. County of before dt,zC. On �r , �� ,Z(jQ�p , ,me, Name ,�Tlttle of Offcer(e.g., ne Doe,Notary Public') Date U Z i 1 A '"� I• (-'7 "/� E personally appeared Na,ne(g)of signer(S) ❑ personally known to me roved to me on, the basis of satisfactory evidence to be the person(s) whose na e(s)( sand subscribed to the withrn acknowledged to me that Ph ey executed o the same in hi a auter ized My` "tool capacity(ies), and that by hi signatures) on the instrument the person(s), or the entity upon behalf of which the person(s) r, acted, executed the instrument. l: ) r' WI SS my hand and official seal. Sign or Notary Public Place Notary Seal Above OPTIONAL Though.th and could prevent nt fraudulen�remo�al and reattachment of this form to another ydocument. document Description of Attached Document Titie or Type of Document: Number of Pages: Document Date: Signer(s)Other Than Named Above: !Capacity(16s) Claimed by Signer Signer's Name: Top or thumb here ❑ Individual ❑ Corporate Officer—Title(s); ❑ Partner—❑ Umited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: ry gssodation•9350 De Soto Ave.,P.O.Box 2402•Chatsworth;GA 91313-2402 Prod.No.5907 Reorder.Call Toll-Free 1-800-878.6827 0 1997 National Nota