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2006-64 G/CN/PE NGINEERING SERVICES DEPARTMENT city of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering November 24, 2008 Attn: Wells Fargo Bank Attn: Wallace Lockwood, Asst. Vice President 931 Lomas Santa Fe Dr. Solana Beach, CA 92075 RE: Marcia J. Stahovich 647 S. Cedros Ave. APN 216-071-16 CDP 04-171 Grading Permit 0064-GI Final release of security Permit 64-GI authorized earthwork, private drainage improvements,ector has approved the grading all as necessary to build described project. The Field n p and finaled the project. Therefore, a release of the remaining security deposit is merited. The following Certificate of Deposit Account has ment to theld led by e Financial pos tor Services Manager and is hereby released for pay Account# 7732056853 in the amount of$ 16,088.74. The document originals are enclosed. Should you have any questions or concerns,please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sinc ely, 4Fmance bach ebra Geishart Manag er Engineering Technician Financial Services Subdivision Engineering CC: Jay Lembach, Finance Manager Marcia Stahovich Debra Geishart File Enc. recycled paper TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �`p� 1V DEPART �� x "� L ►y�7 c CA 9 2 � +�,C:+x� v�7'� '� a� 1 � �t�3.'_� '�� q• '� �j.1 Aa7�, lr 2� , a 4 ING PERMIT -pFP,I�IT NGF�4C F Al s X71 —1600, NO. , 04171 1 C;DP .il: �' '` ADI? 5;387 SHERIDAN RD i�P£'LI FxNT NAME 'Jb `& tARCIA STFHOVICH PHONE NO. • � AILING; ADDRESS: 647.. S CEDRC3S AVE 'F CA ?IF: 92 ANA BEACH STATE: ' R OR gATLA 'F INC LICENSE TYPE: CQ1 ' �4`3374 P14-ONE NO. 35 MA's' '` ,;.. X 5 3 PERMIT ISSUED HY INPECTOR' AIaT� r FEES .& DEPOSITS OG t c OSIT: „ �; .ef a*fib AN ClItCK +I' 1 :..., , 64 x 3, .4 . 9 Y 6 : PIT .00 OF - - - ` � ">°' , >it � A'S`LRILS FOR - Y0 NR �S -t�Ds f N v �V All4� '" CTOR`Y j'+,g} .Ca � E . HE AP LI£: T`r.Gll€ l AND STATE � A ZTY ORDINANCES AND STAB' _- ,,V H O NS CONDZTI4I S �HE..P�CiVZSZ ��D t wy ,k d, .', t'S y DA,1}fit E Al T7 .'. k}} `%A t'X�� 1�5 h i'6�1?!�;_� Sf'.�.�Y! 4 t'a�(A��Yd 4�••r�..ice{ Q .-�t�, !:.-i4f\1' : FtPS�ii S g ;a3{4 Y yr. g F .+Y `� y 27 P, MO ;,Ag i $ S m`fit , k... ,�p� `>2Y'd L 'yx ! �'" ik f! 'V 'h' �A YbL F `• S 1 LtL MA MS 04-120 November 21, 2008 City of Encinitas Engineering Services Permits 505 S. Vulcan Avenue Encinitas, CA 92024 RE: ENGINEER'S PAD CERTIFICATION 1817 SHERIDAN ROAD—DWG NO. 64-G To Whom It May Concern: Pursuant to Section 23.24.3 10 of the Encinitas Municipal Code,this letter is hereby submitted as a Pad Certification Letter for the above referenced site as the Es giner has Record for the subject property. I hereby state that the rough grading project been completed in conformance with the approved plan and requirements of the City of Encinitas Codes and Standards. Pad Elevation Certification for the foundation was performed by Pasco Engineering. This Certification covers the only the following statements. Construction of line and grade for all engineered drainage devices and/or retaining walls have been field verified and are in substantial conformance with the subject grading plan. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plan. The construction of earthen berms and positive the building pad drainage a in g have been field verified and are in substantial conformance If you should have any questions in reference to the information listed above,please do not hesitate to contact this office. Very truly yours, The Mapsmith, Inc. da Michael Smith,PE " President r 1 r t P 5115 A venida Encinas, Suite L Carlsbad, CA 92008 760-931-8700 mike0th ema Dsm tih.c om MAPSMITH MS 04-120 November 21, 2008 City of Encinitas Engineering Services Permits 505 S. Vulcan Avenue Encinitas, CA 92024 RE: ENGINEER'S FINAL GRADING CERTIFICATION - 1817 $HERIDAN RD. DWG.NO. 64-G To Whom It May Concern: The grading under Permit Number 64-G has been the performed o h d in As Graded" conformance with the approved Grading Plan or as shown Final grading inspection has demonstrated that lot drainage 1nago the street and/or anpproved Grading Plans and that swales drain at a minimum appropriate drainage system. All the Low Impact Development, Source Control and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practice Manual Part II were constructed and are operational. M :t Engineer of Record: No e q Michael H. Smith Dated:November 21, 2008 O . Verification by the Engineering Inspector of this fact is done by the Inspector's not re l eve hereon and will take place only after the above is signed and stamped an the Engineer of Record of the ultimate responsibility. Engineering Inspector: Dated: 5115 Avenida Encinas, suite L Carlsbad, CA 92008 760-931-$%00 mikeiWthemansmtih. M 'rA CHRISTIAN WHEELER FN (-, IN F E R I N C' DAILY REPORT � '^ Project# Project Name Plan File# Y 1, Permit# Project Address r - Architect Contractor Engineer Subcontractor ❑Epoxy Anchors Reinforced Masonry 0 Pre-Stressed Concrete �Fireproofing Reinforced Concrete 0 Field Welding Shop Welding Materiol/Equipment: Weather: Hours Charged: Time Departed: Date Time Arrived: ir- r � i i y *1 Y � r 1 Unless noted other�ise,the yrork obsedved Ssjto the Ifest of my knowledge,in compliance with the approved plans and specifications. s- ! Date Re Superintendent's Signature Reg. Inspector/T hnician's Signature) Ins ector Technician(Print or Type) Mercury Street ♦ San Diego, CA 92111 ♦ 858-496-9760 + FAX 858-496-9758 4925 Y CHRISTIAN WI ILELER d �¢ ENGINEER IN (. AILY REPORT < ' Project# Project Name Permit# Plan File# Project Addres ,t Architect Contractor Engineer Subcontractor Material/Equipma .: Weather: tz*ry Hours Charged: , - Time Departed: Ti �, ., _ r t C > E d N O 6 e a d E a Z d' m c Z w o p o v �_0 O w .d- Ia 2 U _ Q Z J J V r �I t Unless noted otherwise,the work observed is,to the best of my knowledge,in compliance with the approved plans and specifications. `l= Date Supervisor's Signature Technicia s Signature . 4925 Mercury Street ♦ San Diego, CA 92111 ♦ 858-496-9760 + FAX 858-496-9758 CHRISTIAN WHEELER E N G I N F E R I N G DAILY REPORT Project# Project Name Plan File# Permit# Project Address Architect Contractor Engineer Subcontractor ❑Reinforced Masonry ❑Epoxy Anchors ❑Reinforced Concrete ❑Pre-Stressed Concrete El❑Shop Welding ❑Field Welding Fireproofing Material/Equipment: Weather: Time Departed: Hours Charged: Date Time Arrived: r Unless noted otherwise,the work observed is,I the best of my knowledge,in compliance with the approved plans and specifications. Reg.# Superintendent's Signature Date Inspector/Technician's Signature Ins ector Technician Print or Type) 4925 Mercury Street + San Diego, CA 92111 t 858-496-9760 + FAX 858-496-9758 U1 CHRISTIAN WHEELER E N G I N E E R I N G DAILY REPORT Project# Project Name / Plan File# Permit# Project Address �, i Architect Contractor '? Engineer Subcontractor -�Reinforced Masonry Epoxy Anchors Reinforced Concrete ❑Pre-Stressed Concrete Fireproofing ❑Shop Welding Field Welding Moterial/Equipment: Weather. Hours Charged: Time Departed: Date Time Arrived: y� !r work observed is,to the best of my knowledge,in compliance with the approved plans arld specifications. Unless rwt��►wise th4 - r Gs �; Date .Superintendent's Signature Ins pedor/Tedmicion's Signature Ins r edmician Print or Typo) 4925 Mercury Street ♦ San Diego, CA 92111 i 858-496-9760 f FAX 858-496-9758 Recording Requested By: ) City Engineer When Recorded Mail To: ) City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) SP Encinitas, CA 92024 COVENANT REGARDING MLESS FORLDRAINAGE PROPERTY: HOLD CITY H Assessor's Parcel Project No.: 04-171 No. 216-071-16 Work Order: 0064-G A. JOSEPH G. STAHOVICH AND MARCIA STAHOVICH, HUSBAND AND WIFE AS JOINT TENANTS, ("PROPERTY" hereinafter) and which is described as follows: EXHIBIT"A"ATTACHED HERETO AND MADE A PART HEREOF;and B. In consideration of 0064-G By the City of Encinitas ("CITY" hereinafter), OWNER hereby covenants and agrees for the benefit of CITY, to do the following: SEE ATTACHMENT"A"ATTACHED HERETO AND MADE A PART HEREOF. C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and assigns of the respective parties. D. OWNER agrees that OWNER's duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of This Covenant. E. If either party is required to incur costs to enforce the provisions of this Covenant, the prevailing parry shall be entitled to full reimbursement of all costs, including reasonable attorneys'fees, from the other party. F. Failure of OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant. ACCEPTED AND AGREED: T OWNER n . � J57Ld�----' - ~ � O J&Dated 7S4EPG. OV H A Dated AHOVIC H (Notarization of OWNER signature is attached.) CITY OF ENCINITAS Dated by (Notarization not required) Peter Cota-Robles Director of ineeri i Attachment 'A" Legal Description of Real Property APN 216-071-16 THAT PORTION OF LOT 23, AVOCADO CALIFORNIA,ANACCORDING CITY OF ENCINITAS THEREOF NO� COUNTY OF SAN DIEGO, STATE OF 2063, FILED IN THE OFFICE OF THE L OW NG DESCRIBED LINED COUNTY, OCTOBER 3, 1927, LYING WESTER LY OF THE FO BEGINNING AT A POINT IN THE NORTHWESTERLY LINE OF SAID LOT, DISTANT THEREON S 65 D 56' EAST 127.50 FEET FROM THE NORTHWEST CORNER OF SAID IN LOT; THENCE SOUTH 13 D 18' TANT THEREON TO THE D 58' 30 INT EAST 74 39 SOUTHERLY LINE OF SAID LOT, D S FEET FROM THE SOUTHWEST CORNER OF SAID LOT. ATTACHMENT B TO COVENANT REGARDING REAL PROPERTY: HOLD CITY HARMLESS FOR DRAINAGE PROJECT NO. 0064-G OWNER'S DUTIES AND OBLIGATIONS 1. For claims that are alleged to have arisen, directly or indirectly, from drainage or runoff associated with the PROPERTY or the plans, design, construction or maintenance of OWNER' s improvements, OWNER unconditionally waives all present and future claims against CITY and CITY's officers, officials, employees, and agents. This waiver does not apply to claims that are alleged to have arisen out of the sole, active negligence or deliberate wrongful act of CITY. 2. It is further understood and agreed that all of OWNER'S rights under §1542 of the Civil Code of, the State of California and any similar law of any state or territory of the United States are hereby expressly waived. 9 1542 reads as follows: 1542. Certain claims not affected by general release. A general release does not extend to claims, which the creditor does not know or suspect to exist in his favor at the time of executing the release, which if known by him must have materially affected his settlement with the debtor. 3. OWNER agrees to indemnify and hold CITY and CITY's officers, officials, employees and agents harmless from, and against any and all liabilities, claims, demands, causes of action, losses, damages and costs, including all costs of defense thereof, arising out of, or in any manner connected directly or indirectly with, any acts or omissions of OWNER or OWNER's agents, employees, subcontractors, officials, officers or representatives. Upon demand, OWNER shall, at its own expense, defend CITY and CITY's officers, officials, employees and agents, from and against any and all such liabilities, claims, demands, causes of action, losses, damages and costs. OWNER' s obligation herein includes, but is not limited to, alleged defects in the plans, specifications and design of the improvements; but does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of a defect in the plans, specifications or design that is a result of a change required by CITY to the OWNER's proposed plans, specifications or design so long as such change is objected to, in writing, by OWNER, and the writing is filed with the City Engineer more than ten days prior to the commencement of work. OWNER's obligation herein includes, but is not limited to, alleged defects in the construction of the improvements; alleged defects in the materials furnished in the construction of the improvements; alleged injury to persons or property; and any alleged inverse condemnation of property as a consequence of the design, construction, or maintenance of the improvements. By approving the improvement plans, specifications and design or by inspecting or approving the improvements, CITY shall not have waived the protections afforded herein to CITY and CITY's officers, officials, employees and agents or diminished the obligation of OWNER who shall remain obligated in the same degree to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless as provided above. OWNER's obligation herein does not extend to liabilities, claims, demands causes of action, losses, damages or costs that arise out of the CITY's intentional wrongful acts, CITY's violations of law, or CITY's sole active negligence. 4. OWNER hereby agrees not to develop in any manner the PROPERTY except as authorized by CITY's ordinances and then only in accordance with issued permits. Among other things, but without limitation, this shall prohibit the alteration of landforms, removal of vegetation and the erection of structures of any type, except as permitted or authorization by CITY. 5. This Covenant does not Preclude OWNER taking emergency, protective measures as approved by CITY. CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California n ss. County of A Z �b � On ?� `sue before me, W//a ame and Title of officer ry Public") ' Date / G) 'Y / , personally appeared Name(s)of Signer(s) c �. Q,( e7-&zP- { V ❑ personally known to me or roved to me on the basis of satisfactory evidence o be the person(s)whose name(s) is{are subscribed to the within instrument and acknowledged to me that WAUERE PUESCFEL helsbe/they executed the same in his#edtheir Commbston#1499481 authorized capacity(ies), and that by hisL a&Oheir IJotory PubBc-Cagtomla y� signature(s) on the instrument the person(s), or the son Diego County entity upon behalf of which the person(s) acted, My Comm.Expires Jul 9,2008 executed the instrument. WITNESS my hand and off' ' I seal. Place Notary Seal Above Signature ry Public OPTIONAL Though the and could prevent fraudulent removal law, and reattachment of this form to another relying on the document / Description of Attached Document ��EfP Title or Type of Document: v ��/ x 'D Number of Pages: �p Document Date: , Signer(s)Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Individual • Individual ❑ Corporate Officer—Title(s): • Corporate Officer—Title(s): :-- ❑ Partner—❑ Limited ❑General � - ❑ Partner—❑ Limited ❑General -- ❑ Attorney in Fact Top of thumb here ❑ Attorney in Fact Top of thumb here ❑ Trustee ❑ Trustee 4 El Guardian or Conservator y. El Guardian or Conservator ❑ Other: ❑ Other: y ;> S Signer Is Representing: Signer Is Representing: 0 2004 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402 Item No.5907 Reorder:Call Toll-Free 1-800-878-6827 THE ORIGINAL OF THIS DOCUMENT WAS RECORDED ON OCT 12.2006 Recording requested by: ) DOCUMENT NUMBER 2006-0726691 GREGORY J SMITH,COUNTY RECORDER SAN DIEGO COUNTY RECORDER'S OFFICE City of Encinitas ) TIME: 1:54 PM When recorded mail to: ) City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) rct Encinitas CA 92024 ) SPACE ABOVE FUrc c;urcuttt5 u5t vN�r For the Benefit of the City PEDESTRIAN ACCESS, DRAINAGE,AND GENERAL UTILITY EASEMENT Assessor's Parcel No. 216-071-16 W.O. No.:04-171, 0064-G Joseph G Stahovich and Marcia Stahovich husband and wife as joint tenants; hereinafter designated Grantor(s) do(es) hereby grant unto the City of Encinitas herein designated Grantee, its successors and assigns, a perpetual easement upon, through, under, over and across the hereinafter described real property for pedestrian access and use,for drainage, and for the installation, construction, maintenance, repair, replacement, reconstruction and inspection of public utilities, including, but not limited to, electric , gas, telephone, cable television, sewer,water, storm drain, appurtenant facilities, and all structures incidental thereto, together with the perpetual right to remove buildings, structures, trees, bushes, undergrowth, and any other obstruction interfering with the use of said easement by the Grantee, its successors or assigns. To have and to hold said easement unto itself and unto its successors and assigns forever together with the right to grant said easement, or any portion of said easement, to other public agencies. The portion of real property referred to above and made subject to said easement by this grant is situated in the City of Encinitas, County of San Diego, State of California, and is particularly described as follows. See Exhibit"A" and Exhibit"B"attached hereto and made a part hereof by this reference. There is reserved to the Grantor, his successors and assigns, the right and privilege to use the above described land at any time, in any manner and for any purpose provided it does not interfere with the right and privilege of use granted to the Grantee, its successors and assigns. Grantor, for himself, his successors and assigns, hereby waives claim for any and all damages to Owner's remaining property contiguous to the right-of-way hereby conveyed by reason of the location, construction, landsca ing or maintenance of said easement. Marcia Stahovich,Grantor .Jo h G. ovich,Grantor U � -- o Date Date Signature of Owner to be Notarized. Attach Appropriate All-Purpose Notary Acknowledgement. I certify on behalf of the City Council of the City of Encinitas,pursuant to authority conferred by Resolution 94-1-7of said Council adopted on November 9, 1994 that the City of Encinitas accepts the foregoing Grant of Easement granted hereon, and consents to recordation thereof by its duly authorized officer. ny Date: /Dh ��._ By" ---- Peter Cota-Robles Director of Engineering Services CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of Cm,Qep i= r�® �, before me, w�E Za No�9�& Date eme and Title of Officer(e.g.," e Doe,Notary Public") r personally appeared j Name(s)of Signer(s) ❑ personally known to me or (�'�proved to me on the basis of satisfactory evidence to a the person(s) whose name(s) Were subscribed to the within instrument and acknowledged to me that WAt7ER E PUESCHIM helshefthey executed the same in hL-4*Itheir �n on WfgSS #14 authorized capacity(ies), and that by hisaw.4heir cavolInlia San��Cour�Y signature(s) on the instrument the person(s), or the 9g entity upon behalf of which the person(s) acted, qpmy Comm. • executed the instrument. WITNESS my hand and official seal. Place Notary Seal Above Signature otary Public OPTIONAL Though the information below is not required by law,it may prove valuable to persons relying on the document ' ) and could prevent fraudulent removal and r ttachm nt of this form to a er docyrr;e // !! CY Description of Attached DO.Cument Title or Type of Document: /%j Document Date: 7 Number of Pages: Signer(s) Other Than Named Above: Capacity(ies)Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Individual ❑ Individual ❑ Corporate Officer—Title(s): ❑ Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ General ❑ Partner—❑ Limited ❑General I MW •• ❑ Attorney in Fact Top of thumb here ❑ Attorney in Fact Top of thumb here ❑ Trustee i,. ❑ Trustee ❑ Guardian or Conservator El Guardian or Conservator ❑ Other: ❑ Other: ` Signer Is Representing: :f 3 ', Signer Is Representing: '' '. 0 2004 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402 Item No.5907 Reorder:Call Toll-Free 1-800-876-6827 Loan#: S-c13-Wo i 3 Consent of Lienholder Wells Fargo Bank National Association successor by merger to Wells Fargo Home Mortgage, Inc., ("Lienholder"), hereby consents to the grant of the foregoing Pedestrian Access Drainage and General Utility Easement by Josh G Stahovich and Marcia Stahovich, husband and wife to the City of Encinitas and, joins in the execution hereof solely as Lienholder and hereby does agree that in the event of the foreclosure of said mortgage, or other sale of said property described in said mortgage under judicial or non- judicial proceedings, the same shall be sold subject to said Pedestrian Access Drainage, and General Utility Easement. SIGNED AND EXECUTED this 4 day of October, 2006. Wells Fargo Bank,N.A. D t� By: Lorna L. Slaughter Vice President STATE of MARYLAND COUNTY of WASHINGTON BEFORE ME, the undersigned authority, on this day personally appeared Lorna L. Slaughter Vice President, of Wells Fargo Bank, N.A., known to me to be the person and Officer whose name is subscribed to the foregoing instrument and who acknowledged to me that she executed the same for the purposes and consideration therein expressed, in the capacity therein stated, as the act and deed of said Bank. GIVE UNDER MY HAND AND SEAL OF OFFICE THIS 4 day of October,2006 Notary Publ c M. My commission expires: 8-29-2009 _D ,®• ��- cn: ,�� a, • `p Z' ;,tick EXHIBIT"A" GENERAL UTILITY, DRAINAGE AND PEDESRTIAN EASEMENT LEGAL DESCRIPTION AN EASEMENT FOR GENERAL UTILITY PURPOSES OVER, UNDER, ALONG AND ACROSS THE EASTERLY 5.00 FEET OF THE WESTERLY 25.00 FEET OF LOT 23 OF AVOCADO ACRES NO 3, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 2063, RECORDED OCTOBER 3, 1927 IN THE OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY. EXCEPTING THEREFROM THAT PORTION LYING SOUTHEASTERLY OF THE ARC OF A 45.00 FOOT RADIUS CURVE CONCAVE NORTHWESTERLY THE CENTER OF SAID CURVE BEING THE CENTER OF THAT CUL-DE-SAC AS SHOWN ON PARCEL MAP NO. 18250 RECORDED MAY 6, 1999 IN THE OFFICE OF THE SAID COUNTY RECORDER. p LAND SG C LS 5211 Ex . 06/30/ P 4�cwr CALIF EXHIBIT " B " GENERAL UTILITY $ ° DRAINAGE AND z PEDESTRIAN wN o �- � EASEMENT a H = I cn I j I PARCEL 3 / PARCEL MAP / 18250 27 . oo ' I zo . oo ' 5 oo . j` OD � m 3 m CD in v 00 / J C1.1 / ° CZ a- o0 o o < Z z tl 2: 1 I 9 r A=11 . 97 0 15 °14 ' 31" �� LAND SU9 \A C. yG Fro / LS 5211 / p. 06/3 07 rq� OF CM- INDICATES DEDICATION AREA PE 1164 ..............................................................................�......................., CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California 1 ss County of San Diego f On ZW 1(t 242(0 , before me, Randa G Milliour, Notary Public, personally appeared Peter Cota-Robles, personally known to me to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the instrument the person, or the entity upon behalf of which the person acted, executed the instrument. WITNESS my hand and official seal. Bey Ran a G. Milljou " ' " RANpA G.MILLJOUR� $1.389 Q Publk.G�11 DteOo Cdunt>r MYE>ap. Place Notary Seal Above OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the docu- ment and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: a Capacity(ies) Claimed by Signer Signer's Name: lulu RIGHT THUMBPRINT ❑ Individual OF SIGNER o Corporate Officer—Title(s) ❑ Partner—❑ Limited o General Top of thumb here o Attorney in Fact ❑Trustee % o Guardian or Conservator oOther. Signer is Representing: i ............................................................... ........................................ RECORDING REQUESTED BY AND, ) "' WHEN RECORDED MAIL TO: ) CITY CLERK ) CITY OF ENCINITAS ) 505 SOUTH VULCAN AVENUE ) ENCINITAS, CA 92024 ) SPACE ABA— ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT ENCROACHMENT PERMIT NO. 00<0y A.P.N. 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. b p6603/08/22/06/g s a b i n e 7. Upon abandonment, revocation, completion, or termination, Permittee shall, at no cost to the city, return City Property to its pre-permit condition within the time specified in the notice of revocation or prior to the date of abandonment. 8. If Permittee fails to restore the City Property, the City shall have the right to enter upon the City Property, after notice to the Permittee, delivered at the Benefited Property, and restore the City Property to its pre-permit condition to include the removal and destruction of any improvements and Permittee agrees to reimburse the city for the costs incurred. Notice may be given by first class mail sent to the last known address of the Permittee, which shall be deemed effective three calendar days after mailing, or by any other reasonable method likely to give actual notice. 9. If either party is required to incur costs to enforce the provisions of this covenant, the prevailing party shall be entitled to full reimbursement for all costs, including reasonable attorney's fees. 10. Permittee shall agree that Permittee's duties and obligations under this covenant are a lien upon the Benefited Property. Upon 30-day notice, and an opportunity to respond, the City may add to the tax bill of the Benefited Property any past due financial obligation owing to city by way of this covenant. 11. Permittee waives the right to assert any claim or action against the City arising out of or resulting from the revocation of this permit or the removal of any improvements or any other action by the City, its officers, agents, or employees taken in a manner in accordance with the terms of the permit. 12. Permittee recognizes and understands that the permit may create a possessory interest subject to property taxation 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 day of , 20_. AGREED AND ACCEPTED PERMITTEE `- < Dated: 3 Dated: 4A,1 2 c,(, (Notarization of PERMITTEE signature is attached) City of ncinitas hL b p6603/08/22/06/gsa b in e ATTACHMENT `A' TO COVENANT REGARDING ENCROACHMENT PERMIT NO. 00 4OL4 - Pt PARAGRAPH ONE: JOSEPH AND MARCIA STAHOVICH 647 SOUTH CEDROS AVE. SOLANA BEACH, CA 92075 PARAGRAPH TWO:A.P.N. 216-071-16 Benefited Property: Legal Description of Real Property APN 216-071-16 THAT PORTION OF LOT 23, AVOCADO ACRES NO. 3, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 2063, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, OCTOBER 3, 1927, LYING WESTERLY OF THE FOLLOWING DESCRIBED LINE: BEGINNING AT A POINT IN THE NORTHWESTERLY LINE OF SAID LOT, DISTANT THEREON S 65 D 56' EAST 127.50 FEET FROM THE NORTHWEST CORNER OF SAID LOT; THENCE SOUTH 13 D 18' 30" WEST 182.06 FEET TO THE POINT IN THE SOUTHERLY LINE, OF SAID LOT, DISTANT THEREON NORTH 89 D 58' 30' EAST 74.39 FEET FROM THE SOUTHWEST CORNER OF SAID LOT. PARAGRAPH THREE: City Property: Portion of the Easterly V2 of Sheridan Road at the southerly terminus. PARAGRAPH FOUR: For private drainage structures(Discharge Pipes)with the Public Right-of-Way. oc till � V = � � Eb Ao 001a Its Y ,a: Q fe s •4 IV 4� SI Sl Ole H ga�i I LS 11: cc µggth � W z oz ; FLA Ld j jj as E W �� 9 I\�•I �` io U �s iis I a In ik- IN 1 �a CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT J ),y State of California ss. County of ��e a , before me, f On Name and Titte o r .g., J e Doe,Notary ublic") Or personally appeared Wh Name(s)of Signer(s) O personally known to me ) j' proved to me on the basis of satisfactory ' evidence to be the person(s) whose name(s) ,A/are subscribed to the within instrument and r acknowledged to me that f�/they executed Cwfpy�A } the same in h eT/4w/their authorized ) Cons on#1446064 capacity(ies), and that by WsA er/their ) lNoloiyf�ublc-CaROM10 signature(s) on the instrument the person(s), or �' �anDwpoCounN the entity upon behalf of which the persons) *CWVVL&0"0c11A' acted, executed the instrument. TNESS my han an off ici seal. 1 Signature o ry P lic l` Place Notary Seal Above j OPTIONAL ' j Though the information below is not required by law,it may prove valuable to persons relying on the document t and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Documpnt Title or Type of Document t: f Document Date: (�I�-I OL Number of Pages: Signer(s)Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: • ❑ Individual Top of thumb here ❑ Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee ) ❑ Guardian or Conservator ❑ Other: i Signer Is Representing: f. -Free 1-1300-876-6827 0 1997 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth;CA 91313-2402 Prod.No.5907 Reorder:Call Toll r CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT _ s State of California ss. County of �� p before me /tNd�' �' ��Gl.�TDlll2, ,VDy�bPti Pag��c On Name and IMe 01 Officer(e.g., Jane Doe,Notary Public) �t � ale -ZI dL�� t personally appeared PCa Name(s)of S,gnerls) personally known to me ) t- El proved to me on the basis of satisfactory :) evidence I' ) to be the person(s) whose name(s)Lore • RANp�1.G,;*IIIUQUR! subscribed to the wit ' instrument and d, t a x39205 acknowledged to me he/they executed ' N f9�iMc•� the same in er/their authorized f- > ^�� hat b i er/their > �"moo° capacity(ies), and t y f MY ConMnis up.�.- 200y signature(s) on the instrument the person(s), ort i the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. �2 > I Signal r of Notary Public (� Place Notary Seal Above t' I OPTIONAL r Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s)Other Than Named Above: Capacity(ies) Claimed by Signer _ Signer's Name: • ❑ Individual Top of thumb here ❑ Corporate Officer—Title(s): ❑ Partner—❑Limited ❑General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other- Signer Is Representing: t� 1313-2402 Prod.No.5907 Reorder.Call Toll-Free 7-800-878-682 ®1997 National Notary Association•9350 De Soto Ave_P.O.Box 2402•Chatswo CA 9 rth, ' -,MAPS 0 February 8, 2006 ` City of Encinitas 501 South Vulcan Ave. Encinitas, CA 92007 ATTN: STEPHANIE KELLAR/ENGINEERING DEPT. RE: 1817 SHERIDAN ROAD—STAHOVICH HYDROLOGY Dear Stephanie, The purpose of this letter is to formally address the hydrology and hydraulics of the above mentioned site as it relates to the proposed redevelopment. The overall site drainage is overland,and flows downhill from east to west. In the existing condition all surface water is allowed to flow in and over vegetated areas across the subject property. There is approximately 0.5 acres of tributary drainage area that flows toward this site in a sheet flow condition. The overall amount of impervious area in the post re-developed is 8,324sf, as compared to an existing impervious area of 5,075sf. This is an increase of 3,249 sf of impervious area. The detention requirements are 162.45 cf of storage (3,249sf X 0.05ft). The proposed re-development plan proposes to control the drainage by the use of grass lined swales. These swales as depicted on the plan will intercept,contain and convey storm flows from east to west along the side of the new dwelling to the alley discharge point. From these discharge points,the storm flows will be allowed to resume their natural alley gutter flow condition. It is my opinion that the grass lined swales will provide enough infiltration to mitigate the need for additional detention facilities caused by the increase in impervious surface of 3,249sf. (Less than 5,000 sf) If you have any comments or concerns, or if you require any calculations,please feel free to contact me at the number noted below. Ve ly yo Michael H. Smith, R 65090 "'' ';�� 15i°• � 30,4 , 535 North Hip v. 101. Suite L Solana Beach, c"A 9207 5 858-259-25101 themapsmith0cox.net BONDING COST ESTIMATE FOR: 1817 Sheridan Road DWG NO. PREPARED FOR: JOE AND MARSHA STAHOVICH MS O4-120 001 FF `ASS PREPARED BY: THE MAPSMITH 535 N. HIGHWAY 101, SUITE D SOLANA BEACH, CA 92075 (858)259-2510 2/8/2006 NO 6_ OF t- r D MICHAEL H. SMITH,RCE 65090 DATE GP DRAWING No. MS 04-120 PRIVATE GRADING AND DRAINAGE BOND ESTIMATE 2/8/2006 STAHOVICH PROJECT CITY OF ENCINITAS ITEM QTY UNIT @ UNIT PRICE TOTAL GRADING: EXCAVATION/EMBANKMENT 300 CY @ $20.00 $6,000.00 MASONRY RET. WALLS 600 SF @ $29.65 $17,790.00 EXPORT 600 CY @ $8.60 $5,160.00 PRIVATE IMPROVEMENTS 5.5"CONCRETE DWY 1,520 SF @ $5.50 $8,360.00 SEWER LATERAL 1 EA @ $1,335.00 $1,335.00 EROSION CONTROL SILT FENCE 230 LF @ $2.00 $460.00 GRAVEL BAGS 200 EA @ $1.10 $220.00 SUBTOTAL= $39,325.00 10%CONTINGENCIES= $3,932.50 TOTAL= $43,257.50 GRAND TOTAL= $43,257.50 ` ~ W (— �� V�A[A �Q ~_. ...� ^ ^' . . . � . .____ � ~ | 7 �OO AY 7 �� """ ' "'~ � �� y � | .kn6l26, 2007 | | CWE2O60632.0J |ocSm6ovo 647 South Cedm» Solana Beach,California 92O75 SUBJECT: REAR YARD SITE PREPARATION,PROPOSED SINGLE-FAMILY RESIDENCE,1017SHERIDAN ROAD, ENCDNITAS, CALIFORNIA. l<c[czooccs 1\ Revised Report o[Soil Investigation,Stxhoric]lcsi6cncr` l8l7S6ori6xn]lou6, Eociuituo. California,6v Southern California Soil and Testing,dated June 8. 2U0S. 2) Grading Plan for: 18l7 Sheridan Road,APN216'071-16,6r The Mxpsoit6,approval date October l3`2006. Mr. Stu6nric: In accordance with your request,we have prepared this report to u66croo the site preparation for the proposed improvements in the rear yard area on the eastern side of the subject property. We understand that it is proposed to raise the grade in the northern portion of the rear yard by approximately 8 to 9 feet in order to match the second floor elevation of the proposed home as well as the existing grade of the adjacent lot to the east. Wc also understand that iu the process o[raising the grade,itio desired to bury xu existing retaining wall iu place and to place fill against uuoz6crcxiatiug retaining wall located along the property line. The property line retaining wall,which is approximately Sto5/2 feet high and has rotated outward noticeably,islocated along the cuatccu property line and the lower retaining wall,which is approximately 3 feet high,is located x600t 7 feet to the west. The improvements proposed in the rear yard include u new swimming pool, x concrete pu6o, and u Gvc'6not'6ig6 retaining vmD at the northern co6 of the patio. The cu»tccu cd&o of the pool will be situated above and parallel to the existing 3-foot wall while the proposed retaining wall will be situated above and perpendicular to the existing 3'6not retaining wall. 492 5 Mercury *,,,et + su" Diego, CA 92 / / / + 858-496-9760 + FAX 858-496-9758 O E 2060632.03 April 26, 2007 Page 2 As recommended in the referenced report, the site preparation should generally consist of removing the existing compressible fill and upper terrace deposits to the contact with competent terrace deposits and replacing that material as properly compacted fill. This should be done in the area between the existing 3-foot retaining wall and the proposed residence. In the area between the 3-foot wall and property line retaining wall that will support the proposed patio,we recommend that the any vegetation and root material be removed and then the upper 12 inches of existing soil be scarified,moisture conditioned, and compacted in-place as structural fill prior to placing any new fill. Where the proposed retaining wall will cross above the existing 3- foot retaining wall,we recommend that the existing wall be removed for a distance of at least five feet on either side of the proposed wall and that any existing compressible soil be removed and replaced as discussed above. For the proposed pool,provided the bottom of the pool bowl is at least two feet above the top of the existing 3-foot wall,it is our opinion that the existing wall can be left in place below the pool. However,it should be noted that leaving the wall in place below the pool may slightly increase the potential for differential settlement. Although we anticipate that this differential settlement would be relatively minor,if any at all, and would likely result only in minor cosmetic distress in the pool and/or surrounding flatwork, the homeowner must be willing to accept this risk if he decides to leave the wall in place. If you have any questions regarding this letter,please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING QPpf ESS/p Cqi Shawn C. Caya, RCE 62983 (�7 NO.C62983 m Exp.6-30-08 cc: (a) Subinittcd of CA+-�F°� CHRISTIAN WHEELER I N (IINI I RIN <, REPORT OF FIELD OBSERVATIONS AND RELATIVE COMPACTION TESTING PROPOSED SINGLE-FAMILY RESIDENCE -- 1817 SHERIDAN ROAD f --- ENCINITAS,CALIFORNIA NOV 2 9 2007 / _..., -s. PREPARED FOR: MR.JOE STAHOVICH 647 SOUTH CEDROS SOLANA BEACH,CALIFORNIA 92075 PREPARED BY: CHRISTIAN WHEELER ENGINEERING 4925 MERCURY STREET SAN DIEGO,CALIFORNIA 92111 °- 4925 Mercury Street ♦ San Diego, CA 92111 ♦ 858-496-9760 ♦ FAX 858-496-9758 �- CHRISTIAN WHEELER I N (I I N I ( R I N G November 29,2007 - Mr.Joe Stahovich CWE 2060632.04 647 South Cedros Solana Beach,California 92075 SUBJECT: REPORT OF FIELD OBSERVATIONS AND RELATIVE COMPACTION TESTING,PROPOSED SINGLE-FAMILY RESIDENCE,1817 SHERIDAN ROAD,ENCINITAS,CALIFORNIA. References: 1)"Revised Report of Soil Investigation,Stahovich Residence,1817 Sheridan Road, Encinitas,California,"by Southern California Soil&Testing,Inc.,dated June 8,2005. 2)"Rear Yard Site Preparation,Proposed Single-Family Residence,1817 Sheridan Road, Encinitas,California,"by Christian Wheeler Engineering,dated April 26,2007. Dear Mr.Stahovich, In accordance with your request and with the requirements of Section 1701.5.13 of the California Building Code,Christian Wheeler Engineering has prepared this report to summarize our observations of the earthwork operations at the subject site,and to present the results of relative compaction tests performed in the fills that were placed during the grading operations and the backfills for the retaining walls. The observation and testing services addressed by this report were coordinated by the addressee and were provided during the period of January 25,2007 through August 24,2007. INTRODUCTION AND PRQJECT DESCRIPTION SITE DESCRIPTION: The subject site is a rectangular-shaped parcel located at 1817 Sheridan Road in the city of Encinitas,California.The site is bordered by Sheridan Road on the west and developed residential property on the remaining sides.Prior to the earthwork addressed by this report,the site was vacant and the topography was characterized as sloping gently towards the west. NEW CONSTRUCTION:The subject site is currently being developed by the construction of a two-story residential structure of concrete construction. The structure has a conventional foundation system with on- grade concrete floor slabs. 4925 Mercury Street ♦ San Diego, CA 92111 ♦ 858-496-9760 ♦ FAX 858-496-9758 CWE 2060632.04 November 29,2007 Page 2 PLAN REFERENCE:In order to augment our understanding of the designed configuration of the project, our firm was provided with a grading plan for the site prepared by The Mapsmith of Carlsbad,California.Plate No. 1 of this report is a reproduction of the plan,modified to show the approximate locations of our field tests and the relevant limits of contact with the encountered geologic units. SCOPE OF SERVICE Services provided by Christian Wheeler Engineering during the course of the earthwork consisted of the following: • Participation in a pre-grading meeting to address the geotechnical aspects of the work and to coordinate our testing and observation services. • Periodic observation of the earthwork operations. • Providing field recommendations for elements of the earthwork not specifically addressed by the referenced geotechnical report. • Recording the approximate elevations and limits of significant geotechnical elements. • Performing relative compaction tests in the fills and backfills placed. • Performing laboratory maximum density and optimum moisture content determination tests on the soils encountered in the earthwork. • Observation of the footing excavations for the residence and retaining walls,and; • Preparation of this report. SITE PREPARATION AND GRADING GRADING CONTRACTOR:The earthwork addressed by this report was performed by the owner,Mr.Joe Stahovich. The primary equipment utilized during the earthwork operations consisted of the following: __...._.......... __..__.._....-----._......-_ ----- .._..........._......._...._._._.._._......_....... � 1 John Deere 41OG Backhoe w/Sheepsfoot Wheel ... ..... ...................._..._ _ 2 John Deere 320 Skid-Steer Loaders _ .............._...... j 1 Reciprocating Compactor 1 Water Hose . ......_..._........_........................._...._._........._.-..._......_....._........._...__ ..........J SITE PREPARATIONS:Site preparation began with the removals of vegetation and deleterious matter from the portions of the site to receive new fill and/or improvements.The resulting materials were removed from the site.Removal excavations of potentially compressible fill and weathered terrace deposits were performed in most of the areas to receive new fill and/or improvements.Soils generated during this operation were stockpiled for subsequent use during the structural fill operations.The removals were extended to the contact CWE 2060632.04 November 29,2007 Page 3 with the underlying competent portions of the terrace deposits.In addition,the removal excavations were generally extended laterally at least five feet beyond the proposed structures and improvements. With the exception of a relatively small portion of the pre-existing 3-foot retaining wall located in the area of the proposed 5-foot retaining wall in the northeasterly corner of the site,the owner elected to leave in place and bury the pre-existing retaining wall,including a section that underlies the proposed swimming pool.In the area of the 5-foot retaining wall,the pre-existing wall was removed a distance of at least five feet in each direction of the proposed wall.Soils disturbed during this operation were removed to the contact with the underlying competent terrace deposits. In addition,due to the risk of failure of the existing retaining wall located along the easterly property line,which had rotated outward noticeably prior to the earthwork represented by this report,removal excavations were not performed in the area between the pre-existing 3-foot retaining wall and the easterly property line.As such,the existing soils in this area were scarified,moisture conditioned and recompacted in-place prior to placing new fill materials. Prior to the placement of the new fill soils,the floor of the removal excavations were scarified,moisture conditioned and recompacted.Fill materials consisting of the excavated silty sands were placed by means of the backhoe and skid steer loaders in thin,uniform lifts.Moisture conditioning was applied as necessary with _. compactive efforts made by the backhoe equipped with a sheepsfoot compaction wheel and by wheel-rolling with the laden backhoe to attain a minimum of at least 90 percent of the maximum dry density. RETAINING WALL BACKFILL:Prior to the retaining wall backfill operations observed by our firm, subdrains were installed at the base of each of the retaining walls.The subdrains consisted of 4-inch perforated P.V.0 pipe encased in'/e"rock and entirely wrapped in a filter fabric.It is our understanding that the subdrains were to be configured to discharge into a sump area.Our firm was not notified to observe the final connection point.Backfill operations consisted of the native silty sands being placed in thin,uniform lifts with moisture conditioning applied as necessary.Compactive efforts were made by the reciprocating compactor to attain a minimum of at least 90 percent of the maximum dry density.Our firm was not notified to observe the backfill operations for the retaining walls located along the two driveways and therefore,cannot offer an opinion regarding the backfill placement. FOUNDATION EXCAVATION OBSERVATIONS:Foundation excavations for the residential structure and retaining walls were observed by a member of our firm.The excavations were founded on competent bearing materials and minimally dimensioned in accordance with the referenced geotechnical report.The foundation excavations are considered suitable for the support of the residential structure and retaining walls. CWE 2060632.04 November 29,2007 Page 4 FIELD AND LABORATORY TESTING FIELD TESTS:Field tests to measure the relative compaction of the fills and backfills were conducted in accordance with ASTM Test Designation D 2922-91;"Standard Test Methods for Density of Soil and Soil- Aggregate in Place by Nuclear Methods." The locations of the field tests were selected by our technician in areas discerned to exhibit relative compaction that was generally representative of that attained in the fill and backfill. The results and approximate locations of the field tests are shown on the attached plates. LABORATORY TESTS:The maximum dry density and optimum moisture content of the predominate soils encountered in the earthwork were performed in our laboratory by ASTM Test Designation D 1557-91,"Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort." The tests were conducted in accordance with the methodology prescribed for the grain-size distribution of the soils tested. The results of these tests are presented on the attached Plate No.2. CONCLUSIONS GENERAL:With the exception of the retaining wall backfill operations in the driveway areas as well as the area between the buried 3-foot retaining wall and easterly property line,it is the opinion of Christian Wheeler Engineering that the earthwork addressed by this report has been performed in accordance with the recommendations presented in the referenced geotechnical report and the city of Encinitas grading requirements. This opinion is based upon our observations of the earthwork operations,the results of the density tests taken in the field,and the maximum density tests performed in our laboratory. It is our further opinion that,with the exception of the backfill associated with the aforementioned retaining walls located in the driveway areas as well as the area between the buried pre-existing retaining wall and the easterly property line,the site is suitable for the proposed construction. AS-BUILT GEOLOGY: The geologic units encountered during the earthwork operations were generally consistent with those anticipated in our referenced report of geotechnical investigation. The earthwork operations addressed by this report have,in our opinion,satisfactorily mitigated the potentially adverse conditions described in the referenced report. REMAINING WORK As of the date of this report,additional work remains to be done on the site for the proposed improvements along Sheridan Road. Our firm should be contacted when these operations are performed so that we can verify their compliance with the applicable specifications. CWE 2060632.04 November 29,2007 Page 5 LIMITATIONS The descriptions,conclusions and opinions presented in this report pertain only to the work performed on the subject site during the period from January 25,2007 through August 24,2007.As limited by the scope of the services which we agreed to perform,the conclusions and opinions presented herein are based upon our observations of the work and the results of our laboratory and field tests. Our services were performed in accordance with the currently accepted standard of practice in the region in which the earthwork was performed,and in such a manner as to provide a reasonable measure of the compliance of the described work with applicable codes and specifications. With the submittal of this report,no warranty,express or implied,is given or intended with respect to the services performed by our firm,and our performance of those services -- should not be construed to relieve the grading contractor of his responsibility to perform his work to the standards required by the applicable building codes and project specifications. Christian Wheeler Engineering sincerely appreciates the opportunity to provide professional service on this project. If you should have any questions after reviewing this report,please do not hesitate to contact our firm. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING Klicks, ry isor �S H'C = No.GE215 Z m Charles H.Christian,R.G.E.00215 ug v Exp.9-30-09 CHC/DH:dd *Sj cFOCHNNGP� aF CAL�F� cc:(6)Submitted h ue c Y: _ j�tr7 jY 41 i % U fNu rq ' 1SY life EE) { IS `lit . m i v Rif �[] ly _ �k Mgt tg, v _ a / _ N ]k 61 1 Iva Vw loam Olt z � y F., iv r�i-_y��\ .,, i,_ r �`-�� I -_ i..:7_,ii .:Lt 1 rf t,�.1 �•/ O �.,� �Q t• � O r {g O O [� iHa(p @ \ Ash.rn Y - f-y le Jill gill R A4 f f � S i r- F•1 "' q R / k R; �- i , + W3.37 1 oil 44 f ",\ � + c <s TA In x y SUMMARY OF TESTS Project:Stahovich Residence MASS GRADING Test No. Date Location Elev. Soil Type Moisture Dry Max. %Rel. (feet) (%) Density Density Comp. (pco 1 1 2/9/2007 1 Northern Portion of Pad 1 90.0 1 9.9 112.4 124.7 90.1 2 2/9/2007 ' Northern Portion of Pad 92.0 1 9.3 112.4 124.7 90.1 3 2/9/2007 Northern Portion of Pad 94.0 1 9,6 4 2/9/2007 ! Northern Portion of Pad 96.0 1 112.6 124.7 90.3 5 i 4/30/2007 Northeast Comer of Site 101.5 1 110.4 115.7 124.7 92.8 6 4/30/2007 Southern Portion of Pad 91.0 1 9.2 7 4/30/2007 Southern Portion of Pad 93.0 1 10.9 112.9 124.7 9p,0 8 4/30/2007 1 Southern Portion of Pad 95.0 1 1 11.0 113.2 124.7 90.8 9 4/30/2007 Southern Portion of Pad 96.0 1 12.3 1 114.0 124.7 91.4 RETAINING WALL Test No. Date Location Elev. Soil Type Moisture Dry Max. %Rel. (feet) (%) Density Density Comp. (pco RW1 L 4/19/2007 W Side of Home,N of Garage 98.0 1 8.3 112.8 124.7 90.5 RW2 L 4/19/2007 W Side of Home,N of Garage 96.0 1 9.4 113.2 124.7 90.8 RW3 L 4/20/2007 Interior/North of Garage 94.0 1 9.6 119.7 124.7 96.0 RW4 L 4/20/2007 East Side of Home 93.0 1 12.2 112.3 124.7 90.1 RW5 4/20/2007 Between Gar a 93.0 1 9.8 116.0 124.7 93.0 RW6 4/23/2007 East Side of House North 97.5 1 RW7 4/23/2007 East Side of House South 94.5 1 10.4 115.3 124.7 92.5 RW8 4/23/2007 Interior/North of Garage 97.0 1 9.0 115.2 124.7 92.4 RW9 4/23/2007 North of Gar e 98.0 1 9.0 113.2 124.7 90.g 10.4 115.1 124.7 92.3 RW10 4/23/2007 Between Gaza e 95.0 1 12.9 113.0 124.7 90.6 RWI1 4/24/2007 Interior North of Gar e 99.0 1 RW12 4/24/2007 Interior North of Gara e 99.0 1 7.4 117.1 124.7 93.9 7.1 113.1 124.7 90,7 RW13 4/24/2007 East Side of Home 99.0 1 8.9 114.7 124.7 92.0 RW14 4/24/2007 Between Gar es 97.0 1 7.4 117.5 124.7 94.2 RW15 6/19/2007 South RW 95.5 1 10.2 114.8 124.7 92.1 RW16 6/19/2007 SE Basement 94.5 1 7.4 112.5 124.7 90.2 RW17 6/19/2007 SE Basement 95.5 1 9.8 114.5 124.7 91.8 RW18 6/19/2007 South RW 98.5 1 10.1 116.3 124.7 93.3 RW19 8/16/2007 West of Wall iai Pool 103.0 1 RW20 8/16/2007 West of Wall Pool 8 9 117.4 124.7 94.1 103.0 1 7.8 116.0 124.7 93.0 RW21 8/20/2007 Under Pool 101.0 1 5.2 115.7 124.7 92.g RW22 8/20/2007 Under Pool 101.0 1 9.1 120.8 124.7 96.9 Soil Type Description USCS Optimum Moisture Maximum Dry Class N Density co 1 Reddish Brown Silty Sand SM 9.5 124.7 CWE 2060632.04 Plate 2 SOIL &TESTING, INC. San Diego Office Indio Office K P H O N E P.O. Box 600627 PHONE 83 740 Citrus Avenue ►t (619) 280-4321 San Diego, CA 92160-0627 (760) 775-5983 v T O L L F R E E T O L L F R E E Suite G _ r (877) 215 4321 6280 Riverdale Street (877) 215-4321 Indio, CA 92201-3438 FF A x San Diego, CA 92120 F A x a (619) 280-4717 www.scst.com (760) 775-8362 www.scst.com O i N REVISED REPORT OF SOIL INVESTIGATION STAHOVICH RESIDENCE 1817 SHERIDAN ROAD ENCINITAS, CALIFORNIA OU . i i i i31s PREPARED FOR: MR. JOE STAHOVICH 647 SOUTH CEDROS SOLANA BEACH, CALIFORNIA 92075 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 SgIL a TESTING, INC. San Diego Office Indio Office I C - O P H 0 N E P.O. BOX 600627 P H 0 N E 83-740 Citrus Avenue (619) 280-4321 San Diego, CA 92160-0627 (760)775 5983 v �fF„ T 0 L L F R E E 6280 Riverdale Street T 0 L L F R E E Suite G _ (877) 215-4321 (877) 215-4321 W San Diego, CA 92120 Indio, CA 92201-3438 F F A X F A X (619) 280-4717 www.scst.com (760) 775-8362 www.scst.com O Y— N June 8, 2005 SCS&T No. 0511035 ' Mr. Joe Stahovich Report No. 1 R 647 South Cedros Solana Beach, California 92075 Subject: REVISED REPORT OF SOIL INVESTIGATION STAHOVICH RESIDENCE 1817 SHERIDAN ROAD ENCINITAS, CALIFORNIA Dear Mr. Stahovich: In accordance with your request, we have completed a soil investigation for the subject project. The findings 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 main geotechnical conditions affecting construction are the presence of potentially compressible fill and formational deposits underlying the site. This condition will- require special site preparation and foundation considerations as described herein. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of profession s sincerely appreciated. ROFESS/ Resp le SO ' A '10 r OIL & TESTING, INC. rr cc 6 m X . n' Vice Pr CAO� DBA:sd (4) Addressee TABLE OF CONTENTS SECTION- PAGE 1. 1 INTRODUCTION AND PROJECT DESCRIPTION.....................................................................1 2. PROJECT SCOPE....:.........................................................................................................................1 3. FINDINGS...........................................................................................................................................2 3.1. SITE DESCRIPTION..............................:............:...... 2 . ............................................ 3.2. SOIL DESCRIPTION..........................................................................................................................2 3.3. GROUNDWATER........................................... 2 ............ 4. CONCLUSIONS.......................................:.........................................................................................Z 5. PRELIMINARY RECOMMENDATIONS.........................:...........................................................3 5.1. GRADING.................................................................... 5.1.1. Site Preparation...................... 3 .......................................................................................... 5.1 2. Surface Drainage:..:..:.......................................................: 3 ............................... 5.1.3. Earthwork..:...................:............................................................. .....................:..4 5.2. FOUNDATIONS...:................... ,.4 ........................................................................................ 5.21. Genera l.............................. 5.2.2. Reinforcement 4 .............................................................. ..................... . Seismic Design Fact ors........................................: 4 ........................................................ 5.2.4. Settlement Characteristics.............. ' 5 5.2.5. Expansion Characteristics................. S . ................................................ 5.2.6. Foundation Plan Review................ ............................................. S 5.2.7 Foundation Excavation Observation..................................... S ................................... 5.3. INTERIOR CONCRETE SLABS-ON-GRADE................................. 5.4. EXTERIOR CONCRETE SLABS-ON-GRADE 6 5.�. WATER SOLUBLE SULFATE....................................................................: 7 ................. 5.6. EARTH RETAINING WALLS .......:........................... 5.61. Foundations,",............... 7 ....................................... 5.62. Passive Pressure............................. .................. 5.63. Active Pressure.......................... 7 5.6.4. Waterproofing and Subdrain Observation.........:................ 7 ............................................. 5.6.5. Backfll..........:......................................................... Factor o 5.6.6. Sa e :......:........................................8 6. FIELD EXPLORATION....................................................................................................................8 7. LIMITATIONS ..................................................................................................................................8 7.1. REVIEW,OBSERVATION AND TESTING.................................. 7.2. UNIFORMITY OF CONDITIONS.............................................. 7.3. CHANGE IN SCOPE... ........................................................ 7:4. TIME LIMITATIONS............................................................................... 7.5. PROFESSIONAL STANDARD..................:. 8. LABORATORY TESTING..............................»..............................................................................10 SECTION TABLE OF CONTENTS (Continued) PAGE ATTACHMENTS FIGURES Figure 1 Site Location Map PLATES Plate 1 Site Plan Plate 2 Soil Classification Chart Plates 3-5 Test French Logs Plate 6 Grain Size Distribution Plate 7 Subdrain Detail APPENDICES Appendix A Grading Recommendations Appendix B Technical Bulletin 1 SOIL i TESTING, INC. San Diego Office Indio Office z p P H O N E P.O. Box 600627 P H 0 N E 83-740 Citrus Avenue (619) 280-4321 (760) 775-5983 San Diego, CA 92160-0627 W TOLL FREE TOLL FREE Suite _ (877) 215-4321 6280 Riverdale Street (877) 215-4321 ' San Diego, CA 92120 Indio, CA 92201-3438 s (619) 280-4717 www.scst.com F A X ( (760) 775-8362 www.scst.com O N SOIL INVESTIGATION STAHOVICH RESIDENCE 1817 SHERIDAN ROAD ENCINITAS, CALIFORNIA 1. INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our soil investigation for a proposed residential structure to be constructed at 1817 Sheridan Road in the city of Encinitas, California. The site location is shown on Figure No. 1 on the following page. We understand that the project will consist of the construction of a two-story residential structure of concrete construction. Shallow foundations and conventional concrete slab-on-grade floor systems are anticipated. Grading is expected to be minor and for drainage purposes. To assist in the preparation of this report, we were provided with a site plan prepared by Sayer Architecture, dated April 17, 2004. The site configuration, topography and the approximate locations of our exploratory trenches are shown on Plate No. 1. 2. PROJECT SCOPE The investigation consisted of: surface reconnaissance, subsurface exploration, obtaining representative disturbed and undisturbed samples, laboratory testing, analysis of field and laboratory data, and preparation of this report. More specifically, the intent of this investigation was to: a) Explore 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 and provide recommendations concerning these conditions. d) Develop geotechnical engineering criteria for site grading. e) Recommend an appropriate foundation system for the type of structure anticipated and develop preliminary soil engineering design criteria for the recommended foundation system. JIIIIINIII HIIIIIIIIIIIN HIIIIIIIIIIIIIIIIIIIIII)11111111 IIIIIIIIIIIIIIINIIIIINIINIIIHI 11 111 1I 11111 IllxxxlMINNNMMNINMNNINNNI IIINYpINNH1NNNNNNIMNMINMINb :. 1 HNNNINYIyyyIrNINNNNNIMNMINNNINN NNMNWMHWYI •1 ... 1 IIN IIIp1111111111111111N1111111111111111111111 1 11 Off.`'• 1111 _"�"'"1""i"xY��'a"" INNN IwINIYNNYNINNNY,YNNYINNNwYNNN�= _ 'y MNNINMK �NN I SSW MMA HMV J PASS 1`- RD oQ €_ Rp,INgOy,--: Lo o T .� r URANIA 7 � = GpSCON� RD ��-N1 __._ - c .- W° La BURGUNDY_- a _ Z i LL Soo, O1 - F-� tpyt AVM_ cc 1400 >:; Q V •� oo L O v0. Z oi- Qam s _ '- Soo CD ZE a CT v► p+ z V � � 5 � O •- m SHERMAN � � ASR � � a4 ° � � C � m 1900 1801 t1y r row W+� � � � W � r C 2004 lat pv ,� .... N- oo m PV 1N Ids s (/) U) r O wtt5W cn GPI ' I rsf�f3 NI59N� � 0 a Mg6E _3 _, •:P i Y ll LLpM ° N era ' KutEiwLL /! 0 ST VO W V Su�L [D N N � W m Z Oo m _ O e Z N c e uh . L _ I - S i A1111111NNY11NNYNNYYN1111HNNI111NNIIHptlH11NIINN1111N11N411NNHpHNN1111pN1111bYNNNbp11111111HNNNYYNYNNb11N11 p11Y11H11bYlINptlNbIIH11NYYIIYHMIIHYNYNHYHNH1111NbbNNNYNNHbNNan H bNNNHY11.........11 11NYNp1111Y�� Mr. Joe Stahovich June 8,2005 Stahovich Residence SCS&T No.0511035-1 R Page 2 3. FINDINGS 3.1. SITE DESCRIPTION The project site is a vacant, rectangular-shaped parcel located at 1817 Sheridan Road in the city of Encinitas, California. The site is bordered by Sheridan Road on the west and developed residential property on all other sides. The property slopes gently to the west. 3.2. SOIL DESCRIPTION Based upon the findings of our investigation, the site is underlain by artificially-placed fill soils, coLuvium and terrace deposits, Fill Soils: Fill was encountered in all the test,pits;extending to a depth of about 2 feet below existing grade. These deposits consist of brown, moist, loose, silty sand. Terrace Deposits: Terrace deposits underlie the fill. This material consists of light brown, humid, medium dense, silty sand. In Test Pit No. 2, the upper foot of terrace deposits was in a loose condition. 3.3. GROUNDWATER No groundwater was noted during our investigation., However, changes in groundwater levels can occur after development of a site, as a result of alteration of the permeability characteristics of the soil, alteration in drainage patterns, or increases in irrigation water. It is our opinion that seepage can be most effectively addressed 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 residence as currently proposed provided the recommendations presented herein are implemented. The subject site is underlain by about 2 to 3 feet of potentially compressible fill and terrace deposits. These materials are considered unsuitable, in their present condition, for the support of settlement sensitive improvements: It is therefore recommended that these materials be removed. They can be replaced as compacted fill where needed to meet final grades. In addition, terrace deposits are typically low to moderately collapsible.upon saturation. To mitigate this condition„ partial removal and recompaction, as well as increased foundation and slab-on- grade thickness and reinforcement are recommended. N Mr.Joe Stahovich Stahovich Residence June 8,2005 SCS&T No. 0511035-1 R Page 3 5. PRELIMINARY RECOMMENDATIONS 5.1. GRADING 5.1.1. Site Preparation Site preparation should begin with the removal of any vegetation and deleterious matter , from the areas of the site to receive the' proposed structure and any associated improvements. It is recommended that the existing compressible fill and terrace deposits be removed. Based on our findings, the maximum depth of this material is about 3 feet. In addition, terrace deposits within 5 feet from finish pad grade should be removed. Actual removal depth will be determined by our representative during grading. The soils removed should be moisture conditioned, and replaced as uniformly compacted fill where needed to meet proposed, grades. Minimum lateral removal limits should be 5 feet beyond the perimeter of the improvements or property line, whichever is less. 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% relative compaction prior to the placement of fill soils. All fill should be placed in 6- to 8-thick loose lifts and compacted to at least 90% relative compaction. The maximum dry density and optimum moisture content for the evaluation of relative compaction should be determined in accordance with ASTM D 1557-00, Method A or C. 5.1.2. Surface Drainage Drainage around the improvements should be designed to collect and direct surface water' away from,the improvements and toward appropriate,drainage devices. Rain gutters with downspouts that discharge runoff away from the structure into controlled drainage devices ,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 the ground adjacent to structures be sloped 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 provided 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, and over-watering should be avoided. Should excessive irrigation or impaired drainage occurs, zones of wet or saturated soil may develop. Mr. Joe Stahovich Stahovich Residence June 8,2005 SCS&T No. 05 1 1 035-1 R Page"4 5.1.3. Earthwork All earthwork 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 those in the standard Recommended Grading Specifications. 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 90% relative compaction. The upper 12 inches of subgrade beneath paved areas should be compacted to 95% relative compaction. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. 5.2. FOUNDATIONS 5.2.1. General , shallow foundations may be utilized for the support of the proposed, improvements. The. footings,should have a minimum depth of 24 inches below lowest adjacent finish pad grade (below interior stab-on-grade and sand blanket). A minimum width of 12 and 24 inches is recommended for continuous and isolated footings, respectively. A bearing capacity of 2000 pounds per square foot (psf) may be assumed for said footings. The bearing capacity may be increased by 1/3 when considering wind or seismic forces. 5.2.2. Reinforcement Foundation reinforcement recommendations should be provided by the project structural engineer. 5.2.3. Seismic Design Factors Provided below are seismic design factors applicable to the subject project. The seismic design factors were determined in accordance with the California Building Code. Seismic-Zone 4: Z=0.40 Source Fault: Rose Canyon Seismic Source Type: B Soil Profile Type: So Distance to Seismic Source: 5.0 kilometers Near-Source Factor Na=1.0 Near-Source Factor N„-1.2 It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed improvements. low � . W. Joe Stahovich Stahovich Residence June 8,2005 SCS&T No. 0511035-1 R Page 5 5.2.4. Settlement Characteristics The anticipated total and/or differential settlements for the proposed structure 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. 5.2.5. Expansion Characteristics The prevailing foundation soils were judged to be nondetrimentally expansive. The recommendations in this report reflect this condition. 5.2.6. Foundation Plan Review The foundation plans should be submitted to SCS&T for review to ascertain that the recommendations, contained in this report have been implemented, and no revised recommendations are necessary due to change in the development scheme. 5.2.7. 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. 5.3. INTERIOR CONCRETE SLABS-ON-GRADE Interior concrete slab-on-grade floors should have a thickness of at least 5 inches and be reinforced with at least No. 4 reinforcing bars placed at 18 inches on center each way. Slab reinforcement should be placed approximately at mid-height of the slab and extend at least 6 inches down into the footings. Slab reinforcement should be placed approximately at mid-height of the slab and should extend at least 6 inches into the footings. Siabs-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 #100 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 under normal conditions. Moisture emissions may vary widely, depending upon factors such as concrete type and subgrade moisture conditions. If this amount of moisture is excessive, Mr. Joe Stahovich June 8,2005 Stahovich Residence SCS&T No. 0511035-1 R Page 6 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. EXTERIOR CONCRETE SLABS-ON-GRADE Exterior slabs and driveway 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. Exterior slabs adjacent to landscape areas should be provided with cutoff walls designed following the minimum recommendations for dimension and reinforcement provided for continuous footings. Joints should be placed in accordance with the American Concrete Institute (ACI) guidelines Section 3.13. Joints should be placed where cracks are anticipated Ito develop,naturally. i 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 concrete mix is recommended for exterior slabs. A water/cement ratio of less than 0.6 is recommended. 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 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 attached undated 'Technical Bulletin" (see Appendix A) published by the Southern California Rock Products Association and Southern California Ready Mixed Concrete Association, flatwork formed of high-slump concrete (high water/cement ratio) Mr. Joe Stahovich Stahovich Residence June 8,2005 SCS&T No. 0511035-1 R Page 7 utilizing 3/8-inch maximum size aggregate ("Pea Gravel Grout' mix) is likely to"exhibit extensive shrinkage and cracking. Cracks m6st` often occur in random patterns between construction ' joints. 5.5. WATER SOLUBLE SULFATE It is recommended that water soluble sulfate and chloride tests be performed on selected soil samples after grading. 5.6. EARTH RETAININ(a WALLS 5.6.1. Foundations The recommendations presented in the foundation section of this report are also applicable to earth retaining structures. 5.6.2. Passive Pressure The passive' pressure for the portions of the walls and foundations extending into formational soils may be considered to be 300 psf per foot of depth up to a maximum of ` 1500 psf. This pressure may be increased 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 friction should be reduced by 1/3. The upper 12 inches of soil should not be considered when calculating passive pressures for exterior walls. 5.6.3. Active Pressure The active soil pressure for the design of unrestrained earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 35 pounds per cubic foot (pcf). For restrained walls an equivalent fluid pressure of 59 pcf may be assumed. These pressures do not consider any. other surcharge loads. 1f any are anticipated, this office should be contacted for the necessary increase in soil pressure. These values also assume a granular and drained backfill condition. Waterproofing specifications and details should be provided by the project architect. A subdrain detail is provided, on the attached Plate No. 7. i 5.6.4. 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. z Mr. Joe Stahovich Stahovich Residence June 8,2005 SCS&T No.0511035-1 R Page 8 5.6.5. Sackfill All backfill soils associated with interior basement wall construction should be compacted to at least 95% relative compaction. For other walls, a minimum of 90% is recommended. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the grout has reached an adequate strength. 5.6.6. 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. FIELD EXPLORATION Three test pits were excavated on February 9, 2005 at the locations indicated on the attached Plate No. 1. The field work was conducted under the observation of our engineering personnel., The trenches 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 p typical and representative soils were obtained and returned to the laboratory for testing. 7. LIMITATIONS 7.1. 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 California 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. Mr. Joe$tahovich Stahovich•Residence June 8,2005 SCS&T No. 05 1 1 035-1 R Page 9 7.2. 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. 7.3. ' CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading o that we may determine if the recommendations contained herein area g be verified in Writing r modified appropriate. This should 9 by a written addendum. . 7.4. TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can however, occur with the passage of time, whether they are dub to natural processes or the work of man on this or adjacent properties. In addition, changes in the standards-of-practice and/or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. 7.5. PROFESSIONAL STANDARD In the performance of our {professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered-at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely on the in obtained by us. We will be responsible for those data; interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. Mr. Joe Stahovich Stahovich Residehce June 8,2005 SCS&T No. 0511035-1R Pane 10 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), COMPACTION TEST. The maximum dry density and optimum moisture content typical soils were determined in the laboratory in accordance with ASTM Standard Test D 1557-91, Method A.'The results of these tests are presented herein. Sample iption Maxj4;p m De Optimum P1 C� 2'-3' Y Moisture J;;tilty Sand 120f 7.9% C) DIRECT SHEAR TEST: A direct shear test was performed in accordance with 3080. The shear stress was applied at a constant rate of strain of a ASTM D xim inch per minute. The results of these tests are presented on the Plate No.rgately 0.02 N `° o I U ai Lu C ( I _ p x > Ln CL CL V' I +.C' I •y o• mm � U 1 j oar✓ o j 1 \ b m 103.54 CL • I I � it ,,�' IIII •'�. • � un!Illdill 1111'nnll m I 1 tILIIIIIIijill 1IjHfi -!.I!HUIi!a,,Jtlul 1__ I 111 Hill 1ti11(11111111111ht1 I VIII.1111111111111 I I I IIIIIIII�Id1•f1 111VII111111(III it IIIIIIII 111111(1fAll IIIfill kf1j1(IJI'JII IIIIII!'IIII!IIII 111111IIIIIIIIhlI1111 I I _ j-�' _ -' 1 ,JIlU11dIHt�llllll'IIIIIIII1111'lill 1111 Illlliill'III II!1 /. IIII !' 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III 1.75 ._ _ j 1 1:it II II:' !111111111"111 II Illlll - 1" 111:II'. 1 II 11,;111 III Itlfillll IIII 111'111! b III Ilit IWTI 1111 / I 'I nII I'll 111111111111111111111111{ 110.66 - ' I �I I II'IIII I U'.I I1 II VIII IIIJ 111;11'1 I I 111-:II'.11 u 1 I'�Ii II IIII'illlillltl Illil � n , ' .i1 II ". 11111!!111' 1111 n/ 120,1G'i j I �I I 11,'.II 11 I I Itll II 1111,1111!IJIII'II11- I Q I I II!!illl ui 111!11!11111 IIIIIIIIIIIII I !II �;� n I Illlllliilll III II II' ,III tl!!;Illliiflllllll I�il'11111 11 III II:1111 111111111',1111111!!1 '•D I 111!111'1 II IU II'1111 II''llll!Illllill I� ig7.72 III III'!II I1 ill It 111Illlll!lill.111.111111 Illlf F „o-,SF 11',11 111 I ILII' I IInllllif!li. zI �� IIIIIII!,1 111 Ill:;" IIII II'I'll!li11111. 11.'1111 II II'111111 III 11111111011 ' w wl I n11u1 111'111' 11 II 11!11111(' Z OiI I II1111!111 III I'illnl II III".!ill t: I 1� III1 I 11'1711 II 111'111' II II Iliiilll. �� fill' 1 111 IIIIIIII 1111 III!Ilill,l' �I I 11 il!i!III nl 111.11"I 11 I'!IIIIY;Il m IIII wl I-'� III''.IIII II IIII 11''iln III IIII!1i11 /� ' II ll'.;;I I I1 1"III I1`11111. n inl I 1'III'IIIIIII II IIII II'1111'li- SD In '•I F 1111n1 11 III III I IIf / m 1 111!III 111 '111 11 III11 _m w wl I'III1!I'1 11 II nl Iu1 In 111: - /�' ,n 1 T ul II'- II II I'I'.III .111 III'f I —I 1'''Illlll!Ill _ 111'1111' lll n'In 111 II'1 110470 !VIII'IHII II ' I III 11�,III I'I j IIII" il 1n11 I /"� I I In '7111 I 111 n I II 1 III 1111 a I 11111111-ill /•', I II I1 1 - :1111,20 w-- �- 110.50 1N3W VI 133x15.m1,9,1X3 O O O ih g O n v n • 105.39 SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP --- -- -- -- -_ ---- ------ __SYMBOL TYPICAL NAMES _ I. COARSE GRAINED, more than half of material is larger than No.200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels,gravel-sand mixtures,little or no fines. More than half of coarse fraction is GP Poorly graded gravels,gravel sand mixtures,little or no fines. larger than No.4 sieve size but GRAVELS WITH FINES GM Silty gravels,poorly graded gravel-sand-sift mixtures. smaller than 3". (Appreciable amount of fines) —— GC Clayey gravels,poorly graded gravel-sand,day mixtures. SANDS CLEAN SANDS More than half of SW Well graded sand,gravelly sands,little or no fines. _ coarse fraction is smaller than No.4 SP Poorly graded sands,gravelly sands,little or no fines. sieve size. SANDS WITH FINES SM Silty sands,poorly graded sand and silty mixtures. (Appreciable amount of fines) SC Clayey sands,poorly graded sand and day mixtures. 11. FINE GRAINED, more than half of material is smaller than No.200 sieve size. SILTS AND CLAYS ML Inorganic sifts and very fine sands,rock flour,sandy silt Liquid Limit less than 50 or clayey-sift-sand mixtures with slight plasticity. CL Inorganic days of low to medium plasticity, gravelly days,sandy clays,silty days, lean clays. OL Organic sifts and organic silty days or low plasticity. SILTS AND CLAYS MH Inorganic sifts, micaceous or diatomaceous fine Liquid Limit greater than 50 sandy or silty soils, elastic sifts. CH Inorganic days of high plasticity, fat clays. OH Organic days of medium to high plasticity. III. HIGHLY ORGANIC SOILS-- PT Peat and other highly organic soils. Water level at time of excavation or as indicated CK - US Undisturbed,driven ring sample or tube sample Undisturbed chunk sample SC Sand Cone ® - Bulk Sample CON Consolidation SP - Standard penetration sample - EI Expansion Index DS - Direct Shear MS Maximum Size of Particle SA - Sieve Analysis MAX - Maximum Density PI - Plastic Index ST Shelby Tube RC - Relative Compaction SPT - Standard Penetration Sample UC - Unconfined Compression P TX - Triaxial Compression PH pH&Resistivity RS - Ring Shear SF/CL - Sulfate&Chloride AL - Atterberg Limits S C_ SOUTHERN CALIFORNIA STAHOVICH RESIDENCE ST`' SOIL &TESTING, INC. BY: DBA DATE: 03-01-05 JOB NUMBER: 0511035-1R PLATE NO.: 2 LOG OF TEST PIT NUMBER P-1 Date Logged: 02-09-05 Logged by: MM Equipment: N/A Project Manager: DBA Surface Elevation (ft): N/A Depth to Water(ft): N/A SAMPLES w LiJ U _ U) c a >- w SUMMARY OF SUBSURFACE CONDITIONS O H Ic 0 F- Cr V1 Z m O = m ~ D g g SM FILL": Brown, moist, loose, SILTY SAND 1 -— —-—-—-—Plastic pipe PVC pipe 2 TERRACE DEPOSITS: Light brown, humid, medium dense, sM SILTY SAND . 3 Pit ended at 3 feet Gravel on surface 4 5 C C SOUTHERN CALIFORNIA STAHOVICH RESIDENCE $T;,` SOIL &TESTING, INC. BY: DBA DATE: 03-01-05 JOB NUMBER: 0511035-1 R PLATE NO.: 3 LOG OF TEST PIT NUMBER P-2 Date Logged: 02-09-05 Logged by: MM Equipment: N/A Project Manager: DBA Surface Elevation (ft): N/A Depth to Water(ft): N/A SAMPLES _ W c T.�a W W SUMMARY OF SUBSURFACE CONDITIONS --� ~ �-- w Q 0 � D F- Ir W Co m Fw- Cr J 0 SM FILL: Brown, moist, loose, SILTY SAND rA 1 2 TERRACE DEPOSITS: Light brown, humid, loose, SILTY SM SAND Medium dense . 3 Pit ended at 3 feet 4 5 S G J SOUTHERN CALIFORNIA STAHOVICH RESIDENCE SIT,'' SOIL &TESTING, INC. BY: DBA DATE: 03-01-05 JOB NUMBER: 0511035-1 R PLATE NO.: 4 LOG OF TEST PIT NUMBER P-3 Date Logged: 02-09-05 Equipment: N/A Logged by: MM Project Manager: DBA Surface Elevation (ft): N/A Depth to Water(ft): N/A SAMPLES 2 U m X I- W SUMMARY OF SUBSURFACE CONDITIONS ? � ►�-Cn 0 m Z m Cr LU ~ I g o sM FILL: Brown, moist, loose, SILTY SAND 1 TERRACE DEPOSITS: Light brown, humid, loose, SILTY sM SAND 2 3 Pit ended at 3 feet 4 5 S C SOUTHERN CALIFORNIA STAHOVICH RESIDENCE ST, SOIL& TESTING, INC. BY: DBA DATE: 03-01-05 JOB NUMBER: 0511035-1 R PLATE NO.: 5 DIRECT SHEAR SUMMARY 5000 -- — ----—--- -- 4500 - T-----------�——------- -- I 4000 — --- 3500 -- — LL a 3000 -- ---- --- I N ! -- W CC 2500 ---- --—T-- i Q i i 2000 -- -- — i 1500 1000 --- L——_ --- 500 0 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 NORMAL STRESS[PSF](2 3/8" SAMPLE) ANGLE OF COHESION SAMPLE INTERNAL INTERCEPT DESCRIPTION FRICTION (0) (PSF) P1 @ 2'-3' Remolded to 90% 31 100 SOUTHERN CALIFORNIA STAHOVICH RESIDNCE T` SOIL &TESTING, INC. BY: DBA/SD DATE: 6/8/2005 JOB NUMBER: 0511035-1 R PLATE NO.: 6 18" min. Compacted 3 Fill 1►ipPl��ww�A1�1 . Typical Retaining Wall `tt 3/4 Subdrain Detail -'1 crushed Not to Scale rock 2/3`wa 11 height 1 5 ----------- 12" 3 mrn. Miradrain 6000 Compacted or equivalent, Fill 213 wall height 4 2 5 0 Floor Slab Q Filter Fabric between rock and soil Q Backcut Q Waterproof back of wall following architect's specifications 5Q 4' minimum perforated pipe, SDR35 or equivalent, holes down, 1 o fall to outlet, top of pipe below top of slab, encased in 3i4' 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. G._, SOUTHERN CALIFORNIA STAHOVICH RESIDENCE $T- SOIL &TESTING, INC. [BY: DBA DATE: 03-25-05 OB NUMBER: 0511035-1 R PLATE NO.: 7 j APPENDIX A Mr. Joe Stahovich Stahovich Residence June 8,2005 SCS&T No. 0511035-iR Appendix A, Page 1 STAHOVICH RESIDENCE 1817 SHERIDAN ROAD 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 es shown on the accepted plans. The recommendations contained in the acompana nd grad 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. specifications shall only be used in conjunction with the geotechnical report for which they arena part. No deviation from these specifications will be allowed, exce t whey geotechnical report or in other written communication signed by the Geotechnical En find r. the OBSERVATION AND TESTING 9 eer. Southern California Soil & Testing, Inc., shall be retained as the_Geotechnical En in observe and test the earthwork in accordance with these specifications. It will be nece s eer to ary the Geotechnical Engineer or his representative provide adequate observation so that he that Provide his opinion as to whether or not the work was accomplished as specified. It s may responsibility of the contractor to assist the Geotechnical Engineer and to kee hi hall be the p of work schedules, changes and new information and data so that he may r . m apprised s. In the event that any unusual conditions not covered by the special provisions toe opinions. i preliminary geotechnical report are encountered during the grading operations. The Geotechnical Engineer ln shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions as questionable or unsuitable soil, unacceptable moisture content, nadequa eu comps ton red, such adverse weather, etc.; construction should be stopped until the conditions are corrected or he shall recommended rejection of this work. remedied or Tests used to determine the degree of compaction should be performed in following American Society for Testing and Materials test methods: accordance with the 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 ASTM testing procedures. fined by the foregoing • �y Mr. Joe Stahovich Stahovich Residence June 8,2005 SCSI T No. 0511035-1 R Appendix A Page 2 PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall 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 spec f ed 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 least 90 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 1-1/2 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 fr p 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 totall 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 water lines. 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 feast 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 fine material to fill the voids. The definition and disposition of oversized rocks and expansive or Mr.Joe Stahovich { Stahovich Residence June 8,2005 SCS&T No. 05110,35-1 R Appendix A, Page 3 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 e 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 rocks 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 90 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 surf icially stable. vow,Apw , I Mr.Joe Stahovich ' Stahovich Residence June 8,2005 SCS&T No. 0511035-1 R Appendix.A, Page 4 Density tests in the slopes will be made by the Geotechnical Engineer during slopes to determine if the required compaction is being achieved. Where failing test o u the other field problems arise, the Contractor will be notified that day of such conditions nit tests occur or communication from the Geotechnical Engineer or his representative in the fo m by written report. a daily field If the method of achieving the required slope compaction selected b the produce the necessary results, the Contractor shall rework or- rebuild such slopeSOr fails required degree of compaction is obtained, at no cost to the Owner or Geotechnica until the CUT SLOPES Engineer. The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational y conditions material during the grading operations at intervals determined at his discretion. If an not anticipated in the preliminary report such as perched "water, seepage, le ticular , strata of a potentially adverse nature, unfavorably inclined bedding, or confined encountered during grading, these conditions shall be analyzed bythe'Engineering planes Ge l are and Soil Engineer to determine if mitigating measures are necessary, oogist Unless otherwise specified in the geotechnical report, no cut slopes shall,be excavated hi h or steeper than the allowed by the ordinances of the controllin g er g governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be filling and compaction operations so that he can express his opinion regarding made during the of the grading with acceptable standards of practice. Neither the presence of he conformance Engineer or his representative of the observation and testing shall not r l the Geotechnical Contractor from his duty to compact all fill material to the specified degree of lease the Grading 9 compaction. SEASON LIMITS Fill shall not be placed ,during unfavorable weather conditions. When work is heavy rain, filling operations shall not be resumed until the proper moisture cont interrupted by nt and of the fill materials can be achieved. Damaged site conditions resulting,from weather o density God shall be repaired before acceptance of work. acts of RECOMMENDED GRADING SPECIFICATIONS -SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained ' natural ground, compacted fill, and compacted backfill shall be at least go �n compacted percent. For street Mr. Joe Stahovich Stahovich Residence June 8,2005 SCS&T No. 0511035-1 R Appendix A Page 5 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 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 I Of soil over 6 inches in diameter. Oversized materials should not be 'placed in fill ess recommendations of placement of such material is 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 ro pad, the cut portion should be undercut a minimum of one foot below the base of the p op sled footings and recompacted,as structural backfill. In certain cases that would be addressed i geotechnical report, special footing reinforcement or a combination of special f n the reinforcement and undercutting may be required. p opting APPENDIX B r Southern a California TECHNICAL Rock Products BULLETIN Association 3/8" AGGREGATE "PEA GRAVEL GROUT" MIX FOR USE IN FLATWORM "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 Slum less thickness '/.-in.aggregate '/.-in.aggregate p Control Joint inches than 4-in. Min.depth spacing,ft. spacing,ft. spacing, ft. Inches 3 6 8 9 4 8 0.75 10 12 1.00 5 10 13 15 6 12 1.25 7 15 18 1.50 14 18 21 1.75 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 Residential Drivewaysq Sidewalks California and Patios in Southern Concrete is an excellent building material for residential LAYOUT - JOINTS construction. In addition to its superior overall appearance,it can finished with many textures. The first task of the planning process is to determine th be molded to many shapes and Concrete may be colored or combined with stone, brick,or file location and slope of the concrete. The concrete should be slope paving in many interesting patterns. Concrete is a good material so that water drains away from buildings and does not accumulal to use for ground cover. Concrete slabs are low-maintenance, in low spots. A slope of 1 to 296(or 1/8 to 1/4 inch per linear foa long-lasting home additions,especially when compared to other is generally recommended materials. Concrete shrinks as it dries out and therefore will crack. I With carefull planning the average homeowner can construct order to control cracks into straight lines and to minimize th his own patio or sidewalk, or he may choose to employ an occurrence of cracks,"contraction"and"isolation"joints are cu experienced contractor. In either case the homeowner should or tool grooved into concrete slabs. `Joints" are simpl; familiarize himself with these guidelines so that the end result weakened cross sections in slabs resulting in good looking will be consistent with the homeowner's desires. preplanned cracks.(figure 2) Patio e d Service Stoop s� a�v- walk �d O g 0 a � s House u n •� Isolation Porch joints Steps D P Q �r5`7Q 47 rl' C U A� Front walk 4 �aa Double-cor o 0 a Q Qp �w driveway v Control joints 1 Isolation joints Sidewalk Flare Curb Fig. 1 Concrete walks,driveways,and patios should be provided with property- placed joints. Control joints SAWED TOOLED SLAB THICKNESS - REINFORCING —._ Most walks and driveways are constructed approximately 4 SLAB 2, '•i>;'.[� '''v '. = -� =n��.?• sus thick unless vehicles heavier than cars frequently pass over t! concrete. If the slab is subjected to heavier loads,a thickness {I -'�1{{ t11 5" is usually recommended. It is important that the slabs a soa �{ -{� `O JOIX sal uniformly hick. The should be as thick in the middle as they a CONCRETE CRACKS allGW JOINq Y Y Fig.2 at the edges. Wire fabric or other types of steel reinforcing ace generally n needed or recommended for walks,patios,and driveways. A) "Contraction Joints"are grooves built 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. The length of a slab should not exceed 1.5 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 unifon 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 so 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 n( slab). If the joint is to be created by saw-cutting rather than by necessary to place plastic sheeting under exterior concrete slab grooving with a tool before the concrete has hardened, the saw and it is never recommended that the concrete is placed directl 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 th concrete can dry out uniformly throughout its depth. Formwork must be sturdy and adequately braced 2 x 4-inc B) "Isolation Joints"which separate the slab from adjacent boards are generally used and should be staked no more than fixed structures such as house footings and plumbing fixtures feet apart. All `butt joints"in the lumber should be backed u will allow the concrete to shrink back from those structures with a stake (figure 4). Remember, you will not have time b instead of cracking out in the middle of the slab. In order to construct or reconstruct the formwork when the concrete arrive 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. After nailing,cl off stake for easier finishing. 2x4 Isolation joints -HOUSE , I l ' •� Isolation joint � SOIL c "• `;i►.•�� When the slab shrinks,it is free to Fig.4 'Z, •.•° move, thus preventing a crack. (s^ '•"•' =1111 SLAB soIL _�► tt�t'! TOOL UP FIRST! If the foundation settles,the slab Now is the time to line up the necessary tools,or to make sure is not affected. the contractor has the tools he needs. Fig. 3 A)Sturdy wheelbarrows or buggies are needed if the concrete Use isolation joints between concrete sections that need to move relative can not be placed directly from the truck chute,and if the concrete to each other. is not going to be pumped. A sturdy"wheelbarrow operator"or 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 crea 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 trowelin (figure and level the concrete using a sawing style motion. g( �e 7)• n D)A wood or metal float is used to further level the concrete A heavy spray application of liquid curing compound is without sealing the surface(figure 5). most practical method to prevent rapid drying and cracking of slab. Water may be used istead but the concrete must be k continually wet for three to seven days. The use of pla! sheeting may cause strong discoloration of the concrete surfa ORDERING YOUR CONCRETE If you order your own concrete,consult with your local rear mixed concrete producer to select the correct concrete mixti for your needs. Unless your house is located at high elevatic Fig. 5 where freezing and thawing occurs regularly,there is no need use air-entraining admixtures. Bull floats may be either wood or magnesium. For non-air-entrained Be sure to tell the supplier if the concrete is to be pumped it concrete, wood bull floats may be best but for air-entrained concrete, place. Be sure that the truck has access to the point at which y metal bull floats are better. Bull floats are used to get rid of the high and want him to discharge his load. Check the width of driveways a 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 (3B'�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 1" 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"Aeere ate"Pe�v F) Jointing tools are used to cut straight grooves into the Grout" Mix fnr iTcP in Flatwo k, 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 Association. to saw-cut joints the next day or may use premolded plastic strips. Comte is sold in units of cubic yards (1 cubic yard G)A trowel is used to seal and compact the top surface of the cubic feet). Order quantities small enough so that you cart plat 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 tim exposed to rain or other water. and should have at least one other person to help. Avoid placin Fig.6 Fig. 7 A straightedge such as a board, 1 inch thick and at least 6 inches wide, Boomed finish can obtained by pulling damp brooms across freshly- is recommended as a guide when scoring with a groover. floated or troweled surfaces. concrete during very hot and windy weather,or at least get more help. Concrete placed during hot weather will dry sooner and has REFERENCES a tendency to crack. 1. "Concrete in Practice" (CIP) Series. Available from Natio When placing your order remember to include an allowance Ready Mixed Concrete Association, 900 Spring Street, Sil 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, Portia in measurements. Cement Association, 5420 Old Orchard Road, Skokie, Illitn 60077 3. "Residential Concrete," National Association of Home Builde SAFETY r 15th&••M'•Sweets,NX,Washington,D.C.20005. Exercise crowd control over children,dogs,neighbors and the 4 Institute,urte, P.O. Box 19150 Redford Station, Detroit, Michig like. Beware of trucks as they back into position. Wear protective 48219. clothing like rubber gloves to keep the wet concrete off of your skin. People with sensitive skin can have their skin irritated by 5 "Finishing Concrete stabs, Exposed Aggregate, wet concrete. Colors" Publication No. IS206.01T, Portland CementAssociat o 5420 Old Orchard Road,Skokie,Illinois 60077. The Portland Cemetu As ociedon and the Soudwro California SUMMARYany and all reaponaibility for the aWicadon of the stated pindp�for the ,°ta`'� than tbat work performed or informatioa developed by the Aaweiadoa. 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 mixer 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 Home Builders, the American Concrete Institute, and Portland Cement Association.) F OPC EO PI[OAAO COUNCIL Southem California Ready Mixed Concrete Association