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2010-10658 GLine: zl8 09,k. A q 7 I � i l 1 y r 6 N 1_ 1 v 1 '1' N yl� �� INEERING SERVICES DEPARTMF'j ` " 1f/ i 505 S. VULCAN AVE. lqrJ� f, ENCINITAS, CA 92024 GRADING PERMIT PERMIT NO.: 106588 GI Q - - 1 PARCEL NO. 254- 222 -2600 PLAN NO_: 10658G JOB SITE ADDRESS: JASON ST & COAST HWY 101 CASE NO.: 10084 / CDP APPLICANT NAME GLORIA JANE MAIR MAILING ADDRESS: 935 CAMINO DEL ARROYO DRIVE PHONE NO.: 760 - 736 -4311 CITY: SAN MARCOS STATE: CA ZIP: 92078 - CONTRACTOR : OLSON CONSTRUCTION COMPANY PHONE NO.: 760 - 452 -5099 LICENSE NO.: 9409 LICENSE TYPE: A ENGINEER PA 0 LAR SUITER & ASSOCIATES PHONE 858- 259 -8212 PERMIT IS UE TE: 4/0 /11 PERMIT E ATE: 4/0 /12 PERMIT ISSUED BY INSPECTO : R BRADY ----- - - - - -- - - -- --- PERMIT FEES & DEPOSITS ---------------------------- 1. PERMIT FEE .00 2. GIS MAP FEE .00 3. INSPECTION FEE 5,280.00 4. INSPECTION DEPOSIT: .00 5. NPDES INSPT FEE 1,056.00 6. SECURITY DEPOSIT 109,338.00 7. FLOOD CONTROL FE .00 8. TRAFFIC FEE .00 9. IN -LIEU UNDERGRN .00 10.IN -LIEU IMPROVMT .00 ll.PLAN CHECK FEE .00 12.PLAN CHECK DEPOSIT: .00 ------------------- - - - - -- DESCRIPTION OF WORK ------------------------- - - - - -- PERMIT TO GUARANTEE BOTH PERFORMANCE AND LABOR /MATERIALS FOR EARTHWORK, DRAINAGE, PRIVATE IMPROVEMENTS, AND EROSION CONTROL PER APPROVED PLAN 10658 -G. CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER APPROVED TRAFFIC CONTROL PLAN. LETTER DATED MARCH 7, 2011 APPLIES. - - -- INSPECTION ---------- - - - - -- DATE -- - - - - -- INSPECTOR'S hGNATURE - - -- INITIAL INSPECTION COMPACTION REPORT RECEIVED ENGINEER CERT. RECEIVED -I ROUGH GRADING INSPECTION - y -I -L- FINAL INSPECTION L4 -t-,I-1 -L- ----------------------------------------------------- w - - - - - - - - - --- -- � 1 - -- I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF ANY PERMIT ISSUED PURSUANT TO THIS APPLICATION. �� r SIGNATUR Q_ VV. F' PRINT NAME CIRCLE ONE: 1. OWNER 2. AGENT 3. OTHER DATE SIGNED - 1(Q.0- +X5z-' cD�� TELEPHONE NUMBER 10'x¢ Order No. 400- 1174374 -37 California Title Company 9915 Mira Mesa Blvd 4110 San Diego, CA 92131 858- 437 -0714 FT PRELEM NARY REPORT Prudential California Realty 1299 Prospect Street La Jolla, CA 92037 Attention: Scott Appleby Your no.: N. Coast Hwy Property address: N. Coast Hwy(a) W. Jason St., Encinitas, CA 92024 Order no.: 400 - 1174374 -37 Dated: June 1, 2010 In response to the above referenced application for a policy of title insurance, California Title Company hereby reports that it is prepared to issue, or cause to be issued, as of the date hereof, a policy or policies of title insurance describing the land and the estate or interest therein hereinafter set forth, insuring against loss which may be sustained by reason of any defect, lien or encumbrance not shown or referred to as an exception below or not excluded from coverage pursuant to the printed Schedules. Conditions and Stipulations of said policy forms. The printed Exceptions and Exclusions from the coverage and Limitations on Covered Risks of said policy or policies are set forth in Exhibit B attached. The policy to be issued may contain an arbitration clause. When the Amount of Insurance is less than that set forth in the arbitration clause, all arbitrable matters shall be arbitrated at the option of either the Company or the Insured as the exclusive remedy of the parties. Limitations on Covered Risks applicable to the CLTA and ALTA Homeowner's Policies of Title Insurance which establish a Deductible Amount and a Maximum Dollar Limit of Liability for certain coverages are also set forth in Exhibit B. Copies of the policy forms should be read. They are available from the office which issued this report. Please read the exceptions shown or referred to below and the exceptions and exclusions set forth in Exhibit B of this report carefully. The exceptions and exclusions are meant to provide you with notice of matters, which are not covered under the terms of the title insurance policy and should be carefully considered. It is important to note that this preliminary report is not a written representation as the condition of title and may not list all liens, defects, and encumbrances affecting title to the land. This report (and any supplements or amendments hereto) is issued solely for the purpose of facilitating the issuance of a policy of title insurance and no liability is assumed hereby. If it is desired that liability be assumed prior to the issuance of a policy of title insurance, a binder or commitment should be requested. Dated as of May 25, 2010 at 7:30 AM Eric Beveridge, Title Officer Ph: 858- 437 -0714 Email: ericb@caltitle.com Fax: 858 -437 -0733 Page 1 Order No. 400-1174374-37 SCHEDULE "A^ The estate or interest in the land hereinafter described or referred to covered by this report is: a fee Title to said estate or interest at the date hereof is vested in: Gloria June Mair, Trustee of the Gloria June Mair Revocable Living Trust dated October 4, 2005 The land referred to in this report is situated in the County of San Diego, State of California, and is described as follows: Lots I and 2, of Block 2, of South Coast Park Unit No. 4, in the County of San Diego. State of California, according to map thereof No. 2049, filed in the office of the County Recorder of San Diego County, July 26, 1927. Excepting from said Lots I and 2, the interest in and to the Easterly 20 feet of said Lots, as conveyed to the State of California in the deeds recorded as follows: Lot 1, on January 6, 1934, in Book 267, page 190, of Official Records, Lot 2, on August 20, 1934, in Book 320, page 226, of Official Records. Assessor's Parcel Number(s): 254 -222- 26,254 - 222 -49-00 Page 2 Order No. 400-1174374-37 SCHEDULE `B" At the date hereof exceptions to coverage in addition to the printed exceptions and exclusions contained in said policy form would be as follows: General and Special taxes for the fiscal year 2010 -2011, including any assessments collected with taxes. A lien not yet payable. First installment due and payable November 1, 2010, delinquent if not paid by 12/10/10 Second installment due and payable February 1, 2011, delinquent if not paid by 4110/11 The following taxes have all been paid and are reported for proration purposes only. General and Special taxes for the fiscal year 2009 -2010. Total amount 53,031.08 Ist installment $1,515.54 2nd installment S1,515.54 Code area 19084 Parcel No. 254222 -26-00 Exemption $0 Said matter affects Lot 1. Supplemental taxes including special assessments and/or personal property taxes if any, for the fiscal year 2009 -2010. 1 st installment: 543.29 paid 2nd installment: $43.29 paid Parcel no. 899- 265 -06 -89 Said matter affects Lot I. The following taxes have all been paid and are reported for proration purposes only. General and Special taxes for the fiscal year 2009 -2010. Total amount $2,690.88 Islinstallment $1,345.44 2nd installment $1,345.44 Code area 19084 Parcel No. 254- 222 -49 -00 Exemption s0 Said matter affects Lot 2. Supplemental taxes including special assessments and/or personal property taxes if any, for the fiscal year 2009 -2010. Ist installment: 5 -66.95 paid 2nd installment: 5 -66.95 paid Parcel no. 899- 265 -06 -99 Said matter affects Lot 2. The Lien of supplemental taxes if any, assessed pursuant to the provisions of section 75,et seq of the revenue and taxation code of the state of California The privilege and right to extend drainage structures and excavation and embankment slopes beyond the limits of Highway 101, where required for the construction and maintenance thereof, as granted to County of San Diego (no representation is made as to the present owenrship of said easement), in deed Recorded: January 6, 1934 in Book 267, Page 190 of Official Records. Said matter affects Lot 1. Page 3 Order No. 400-1174374-37 The Privilege and right to extend drainage structures and excavation and embankment slopes beyond the limits of Highway 101, where required for the construction and maintenance thereof, as granted to County of San Diego (no representaiton is made as to the present owenrship of said easement), in deed Recorded: August 20, 1934 in Book 320, Page 266 of Official Records. Said matter affects Lot 2. 9 An Instrument upon the terms and conditions therein Entitled: Agreement Executed by: Albert and Eveline Lartigua, as Trustees of the Lartigau Trust I dated April 7, 1990 and Jason Street Properties Two Recorded: January 22, 1991as Instrument no 1991- 0030361, Official Record 10 "NOTE: Please be advised that our search did not disclose any open Deeds of Trust of record. If you should have knowledge of any outstanding obligation, please contact your title officer immediately for further review ". It The requirement that we be fumished a copy of the Gloria June Mair, Trustee of the Gloria June Mair Revocable Living Trust dated October 4, 2005 and any amendments thereto. A certification of said trust is acceptable if made pursuant to probate code section 18100.5 and qualified as a trust under section 82 of probate code. 12 The effect of documents, proceedings, liens, decrees or other matters which do not specifically describe said land, but which, if any do exist, may effect the title or impose liens or encumbrances thereon. The name search necessary to ascertain the existence of such matters has not been completed and will require a statement of information from all parties in order to complete this report. 13 Applicant has requested California Title Company (The Company) to issue a preliminary report of the property described herein. Applicant is aware that Title Insurance may be available for the contemplated transaction, but may not request the company to issue or cause to be issued a policy therein. Applicant agrees that this report is issued for the exclusive use of applicant and that said preliminary report is issued pursuant to section 12340.11 of the insurance code of the State of California. By acceptance of this report, applicant understands and agrees that said report is not an abstract of title, nor are any of the rights, duties or responsibilities applicable to the preparation and issuance of an abstract of title applicable to the issuance of this report. This report shall not be construed as, nor constitute, a representation as to the condition of the title to real property, but shall contribute a statement terms and conditions upon which the issuer is willing to issue a title policy, if requested to do so. End Schedule B Page 4 Order No. 400-1174374-37 "NOTES AND REQUIREMENTS SECTION" Note No. 1 Califbmia Revenue and Taxation Code Section 18662, effective January 1. 1994 and by amendment effective January 1, 2003, provides that the buyer in all sales of California Real Estate may be required to withhold 3 and 1/3% of the total sales price as California State Income Tax, subject to the provisions of the law as therein contained. NOTE NO.2 PAYOFF INFORMATION: Note: this company does require current beneficiary demands prior to closing. I f the demand is expired and a correct demand cannot be obtained, our requirements will be as follows: If this company accepts a verbal update on the demand, we may hold an amount equal to one monthly mortgage payment. The amount of this hold will be over and above the verbal hold the lender may have stipulated. it. If this company cannot obtain a verbal update on the demand, will either pay off the expired demand or wait for the amended demand, at the discretion of the escrow. In the event that a payoff is being made to a servicing agent for the beneficiary, this company will require a complete copy of the servicing agreement prior to close. Note No. 3 I I this company is requested to disburse funds in connection with this transaction, chapter 598, statutes of 1989 mandates hold periods for checks deposited to escrow or sub -escrow accounts. The mandatory hold is one business day after the day deposited. Other checks require a hold period from three to seven business days after the day deposited. Notice Regarding Your Deposit of Funds California Insurance Code Sections 12413 et. Seq. Regulates the disbursement of escrow and sub -escrow funds by title companies. The law requires that funds be deposited in the title company escrow and sub - escrow accounts and be available for withdrawal prior to disbursement. Funds deposited with the Company by wire transfer may be disbursed upon receipt. Funds deposited with the Company via cashier's checks drawn on a California based bank may be disbursed the next business day after the day of deposit. If funds are deposited with by other methods, recording or disbursement may be delayed. All escrow and sub -escrow funds received by the Company will be deposited with other funds in one or more non - interest bearing escrow accounts of the Company in a financial institution selected by the Company. The Company and /or its parent company may receive certain direct or indirect benefits from the financial institution by reason of the deposit of such funds or the maintenance of such accounts with the financial institution, and the Company shall have no obligation to account to the depositing party in any manner for the value of, or to pay such party, any benefit received by the Company and/or its parent Company. Those benefits may include, without limitation, credits allowed by such financial institution on loans to the Company and/or its parent company and earnings on investments made on the proceeds of such loans, accounting, reporting and other services and products of such financial institution. Such benefits shall be deemed additional compensation of the Company for its services in connection with the escrow or sub - escrow. If funds are to be deposited with California Title Company by wire transfer, they should be wired to the following bank/accoanb Wiring Instructions for This Office: Comerica Bank Financial Services Division 2321 Rosecrans Avenue, Suite 5000 El Segundo, CA 90245 Account# 1893133692 Routing# 121137522 Credit California Title Company Reference Title Order No. 400 - 1174374 -37 and Eric Beveridge, title officer Note No. 4: The premium for the requested title work shall be split between the agent and underwriter 90 %-10 %. Page 5 Order No. 400-1174374-37 Attention Please note that this preliminary report now has an extra copy of the legal description on a separate sheet of paper. There are no markings on the page. The idea is to provide you with a legal description that can be attached to other documents as needed. Thank you for your support of California Title Company. We hope that this makes your job a little easier. Page 6 Order No. 400-1174374-37 Exhibit "A" LoLe I and 2, of Block 2, of South Coast Park Unit No. 4, in the County of San Diego. State of California, according to map thereof No. 2049, filed in the office of the County Recorder of San Diego County, July 26, 1927. Excepting from said Lots I and 2, the interest in and to the Easterly 20 feet of said Lots, as conveyed to the State of California in the deeds recorded as follows: Lot I. on January 6, 1934, in Book 267, page 190, of Official Records, Lot 2, on August 20, 1934, in Book 320, page 226, of Official Records. Page 7 Order No. 400-1174374-37 Exhibit B (Revised 01- 01 -08) CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLICY— 1990 EXCLUSIONS FROM COVERAGE it's lidbnmg manes are eoansn eNCluded ham she cma.ye of mu poll, and fh ronqum nill wl pa ru .I damage ......n.0 ect w o, Perimm.h.or wo, M reaso of I I I Arq Iv ,uwan'' or gene -1mW regossu m I IUJa, lour nn burled o throw! 01 racork, lawn of mwxa m re nulauunl rnmcbnkpWwtw prombo v or refining hl the —We or co non of ter lard ldrds, dimmvmu onlacelon.d.m7 , whae.ler meteton die lad hnl as Twvm ao, mwrp or a change alinew Ord r area land or npwdof„luch llulardlsow- pnn r Irvl m renal prolecpan.. r the 1�'f of rwm nuho of N P its main - ar gin, nrculd luilmu s , qu In Ibe tm1 IIW a moor of he mlo¢orrml thereof or a Wha of a Jel'er hm o w vee ressnrhm, Irorna vmivim o, allegBed •wlation affecting the land has born ucorded in me pobbc sands. Date of Pobn 11: \n gu%e I�t I a111c power nor IWed M (a) above. ncem m the rant my a nascent th[ermttu lhaeof of Dina of a deer. hen nl 1nwbr g reading limn a nhlvuo.m wiclyed.mlauon affecting the land has hmrcordod in lite public lapin m Date of Polln s 3 R"Ins OF oiunem domwn unle, nonce .[the enmcu[ Ih[Ieul h. been recorded n she wbba ramds at Dam OI Parr but not oaclndm, hum cmeeoge wW okl., xhuba has accred prow m Date of Puller ranch n fuld ve Em dnlg f n the rg,Ins ufir Wm uas,, 1111 value nnhout knnoleJge Dd:d. hen br ache a ow or who, name lo) oLWgf co nut mgr ded In the I,iNO resorts. Ilene of Pu11v,. ben s eaed suffered. as ulned err areed - b, lite mswed dumwl. hI not knoxn to the f o 1yw,n n t r mdnl In In puNm lemrds m Dale al PaIIL1 but knmst 1. 1111 naswed dainwt wall ram docIr,wJ In Orion, to the I ..,am Mme Ilwued olmm ll Palo 1. me dalr the Insured clmnwn became WE Inured undo hs p.1 I l l l res d., iii nom loss m dar,oge m the rowed do—, td). aching OF created sobsaloa,l to D.ve of Pole, n, lei reading in loin ,, damage xbuch xm id not have the cuon.aumd d Lite ImmeJ dames, had paid solve rut the usW etl mnnyeye m Ion the esmm or interest ]ringed M this Polo, I Doodorceablm of the be, of the , -tired me,age because of IFS Iaklm or fadne of the moved it Date of Puhn or the Inabbn w ]allure at must sulwepu lm o•ea of ter adebedness tO compl, ,nth the applicable .1 two busmen Ian's at m, some In Mitch the land w s mired Invbdn, twondw holu, of the IIm Of 111, rnmed m,nga6e 1 clam we em vouch aura mini of Ili l,vrtadmn nWmecd b, the Immed Warsaw, and I band upon most at inn ew,smmer credit pm ttOf,m 0, with In ndn, ten 'kill dwr c"bu11 a Ol me"..'Dan , corm m the msorN (h, e,tae it ineren ..ad M dual pour or she barwammn noun, for metres nl we wearod laver . m le -lit of m[ awl of lNaa bankwuo, . eve nuol•mn u1 notify —old inshu I'am EXCEPTIONS FROM COVERAGE - SCHEDULE R, PART i I lm polio toil a against Inds n damage lend ll,c I morwan raw not W, c aS free evpeues) ohm .se m name Of Tu tmohch ore ram croon u eve'..µ IIm b, the records of am honglmdro). tow le•,o Isom .1 said me an rid m open, .1 b, the puNoe remits Plecedilgs' 1 a pubic agan which env, rear m wince, of sub pro esdurn, xlme or wl th.10 ., aivaadrrud� m�the iibardssafsrcr ageri. or M the puma recent. Am fans ueIL1 all IN damn nhd, au ram moon In the public records b, wLoh could hoc maned m an mpeelnn of the land or nhch ran h.uned b pascals. poonnon dereol Eau m,(s few IF entwolawrices OF clarm thaeul "holly od dw "n IN da PUNIC ends J Discmppmnnes. contllcn In bowdar, lines. chat In men enroacAmnts. o con mho Caere nhuh a corm sul vo "11Wd disclose. ,d "hch we not fionn m the public rmwda In fine public reoordsm, sow -. Ibl rnmva.- or excepums In pins a m Arils emhonnn, the wUl ohaeull I,) n.w nsln, . don- no ude to xaa, onemer w an, the lrsv"n e,00,ded Finer (v). Ili] or Id me chow CLTA HOMEOWNER'S POLICY OF TITLE INSURANCE (01101 1118) ALTA HOMEOWNER'S POLICY OF TITLE INSURANCE EXCLUSIONS In Earldom to ore ENueptiwo in Schedul[ R. You re ant 1-uldl agand low. costa. allorme,i f,. and c%pe -es rmulUng front I(ia venal poh„pm. and he,nslmm OF wrwrm of wry 1— .1 eovemnv "IeyW.1— TI IocluJn Iodnaon hove" regulations concerning a huddtng . benog c Lwdlice d nrym entering, on the I and eLand donoW Ie mnna problon To, Ecdmwn does not 'piv o, vmlahow or the mho amen of(fuaenawanaf lwle of lite o mlanbl, no enln,inna appears on lite Pudic Records v the Po11n ,ae ILO EWuvon Jots nor boa W, eon cage dambed In(bmeJ Risk 11.. 171x. 10 ol N ]The allal all Yaw 1.11111 s1 opal all ohm m bl camn nwd Invcordaner nrah applcable lnuldnd• code, Does ,,cludwdon nut appn"I I'olal..' of will sales ll lwuce of me IHADman ,mmon m the Public Records v the It Dow , The Eight n, talc We Land In cmJemung n, Fileas v u nmwe of enercmng the right sMm s in me 1'WNc Records m N< Polio Dove a1 IF the gkmg wplol bel the PuLo [)we aml Is binding an You 1f Yuu Lowell, for Lard a ulmol Minn Ins .1 the Mane. I Rleks 0 ma a,, OeO,ul alcoved o, afire d m b•' Yuu a,nafun m me,' a,— err the Pubw Records It mm art Rllapn w You v the P1111n Dve but nut to Us unless ma Wpev in Lite Public Records. the IhNO Dam c ]hot r.WE to nu fuss to You of J chat find Ott" after the Pol n Dale - this dues nor ]IIm the coverage described IF ConaeJ RO L 7. 9 it 22. 23. 24 m 25 c Fvl-e la gm , A- I., N nut Tare c Lak M a Eight a o Fin Lan wends me wo spw,leab decnhd and mold m In gr all 3 of Schedule A. and b in sours ohm's or na aoat5 mm loud, me Lod This Exdwal dues 1101 unit me I LIMITATIONS ON COVERED RISR.S I Yow Insmanre fur Ne all—nit Catered Risks n ]mulct pct Me Gone,, Caner,, S laria l as tattoos • Fw I'm'mrd Ill 14 11 V. and OF Your Deductible Anomn inn On Motown Doll. Lmmid o(Livdld, sllmm In Schedule A 1 he deductible w,uors and nmvmon, doll. hinds Odmn on Sehal A ere w hullos Your Dedmubl, Anw,n law Mammon Dollar Lam of Liabsid, Imam Risk lb: _ at. or 1I Anwmn ari libldrOlr lessl S I m:rrd Risk ll: _' /• of Policy Lmunl nrf IvM<he..1is kul f Ir,,ogJ Risk Its : a Pmw, Ameunl IS Inhicherer D mas, S_ 4 W, trod Rhk 31: or Potiry Amaral.15_r"hhever is It s_ AMERICAN LAND TITLE ASSOCLATIONRESIDENTIAL TITLE INSURANCE. POLICY (6-1 -87) EXCLUSIONS III addnlon 10 ,he E ce..O mStLedule R., no me of Insured ya1-1 lass ca nu.nw,I fees. and ecDe -es sullen'room sae nicalal pnllU pmt and one a \ulmu or isolation of am' ten or gain ml regulation Thls l-lndes building and coningS. at dnunca and also loos aW rryWVm- cn..cons, -land •Inyrovminls m the Imam'IVud dot e,W ova n The adaon don.1 Dppn rl. .F.1.lms.. the ado cement of met nester nthid,.,,. mine Dnbhlr cc ds a Puhn'Date The c,olucom does nut him the oblong daaibed in hit - •1.1 wit 13 of CmerW Title 21TI,o mfit to sake We Ind m tondmwlg it Unless -a white of nactwg me right appears in me pubes rnasds•.n ILe Putt, Dve'di ukm, lo,o dPorm me Paler, Dee and Is bmdm, on If... lanwl me I.ud xnMW kmwn, of the momµ .'rate gral -lw me created Llon[d mapttJlaM♦ 'teal ytkno,snm,ou WE ..1 tom on me YNin DVe-- unl¢sdia yY, ouJ in Jieliubbcarni ds'msslauh inm late loIOU 'thv lien allnn Out title Mm iLe Pnlo, hour — the dun of final me labor and raleuW ltm w,aage m lien Y al Casrra Tide ILJs J padw[ to p- value '.I •Lt. role c look of a right 'to Fir lend woad, die saga spalliwill Jncnbed and award ma Ill.,J of Scluirde.A OR 'm Wrens, age• s a x mornift s had ImA InFEW land Tag eedlnwn Jon net limit bit aeons co voce In firm s all I'm sued Title Ruks. ALTA LOAN POLICY (10- 17 -92) NTTH ALTA ENDORSEMENT -FORM 1 COVERAGE EXCLUSIONS FROM COVERAGE the lollo.un, maven are evpessh ridded fro him mo le of p.I,, Ford dm Cnn,.n and me, InJam Jam,,. cans, or ni fen ur-pw hlx wine m're.an all'. 11.1 Ain la, otdwn or gnv menial ".1 1'.. (mcl.th, bun nor limited lu bwldwg and.omens la" mdmar aSWmiws)¢tilmg. rtgWalmg DrnlnMfm, or rtl.m, In lit the ocnlpti onjet of the land of me sn.uacler dwwunns a rouunn Of vw metro meal nom or hereafter aereJ on be land aW asepwM tali Dnnnebm as a dmige,a the I---am m ace w de land u am .let all ulach the land is or %w apow or (o) emounrowl ro of me edges of am nolorion of he,, 'all mdoansaIII pod in,v wgUlklow cqn to the n(ml(hill a mum uflhe mlomermn iaml or nonce of a defect ben w mcmllana 1nWumi limn a ndmron of LIt, W isolation aaivow, die ban has fin wdW in the Dubin Imord, al Dae of Porn (b) Am , small police pow, NdwN th ml ahn rem m rue nine Fibs, a wuu afde rmcae burenfoe, note' of a dchn Lon ur mcwMrnce roWwy loon a aWanoo err dllq:ed nWaui,n affulLaIg the lid hoc been mended in the puhLe a<nrds at Done of Pain Rudd, nl enumm donew wlleu nmuce of the o,o—, thereof h -lien rzcui ded in do, Public mmNS at flat, DI POLO hot ramelfwwo from mamas' am ldLwg nhid had uc'wioJ Prior to lice of Rod— whreh oaWd be Mndac w, me light, .1 a DwAUm for ,'slue w,mom Won u Dd" a ho 1wnba ad, I, <,I.. olhm i IWe fated suffered arsumM o led la by the Emitted da11al ( IMw, Ann o lite Cmnpwn ordW in the public recads of Dole of Pobn'. Inn kwon to ore mined daamwl Mid snor disclosed m xru rag m me Congeal In me mW donna pna ni me date me i-w d tivnwl home an how WE under ihsrpolueO to) resulting in o Ins or damage to ateuved tan Wl.nuchig n,c ved subseairn a UVe of Par. f eumf m iLe eemn that flat MFIoOn n lM pnonn M me lim a( the Doom ed too$cue fa er,uns nLm (or DA I rc 66wo d Or w(Im non inswatons vinrdW wern v to asscamatls ow nreel output menu coda cimsunmm OF cwriplead At Dne of POLO logo r esuhme on 1.11 Or damage rah :h n cold not ha, a been suvaned I the towel d.ncnl had paid vane for the unt nynsag< J 1 funfinowabilln of the Ire, of the vugW mortgage become of the tail or red., it oheunwed at Due, ofPulon 'wthe nMlbn of EMU of arcwouquenf o"nv of the mdelaem,ms, to comps, xnh applicable doing ass oeo Ina .1 he sale no nmch the IyW as summed bra a11dnv o ongnfnrcvabihe'.1'(he IIm all lbe insumd Innngage. or If.. the , nf. nhch uses up, mm, tie o.n. a den ,u] lid',u, inatred mortgage and is resod upon own' or xv consumer cri du Its mecttan err u alb In lend Iry n son solo.,' Ilan far 'cruces labor Or mourraw(.r the down oflumw of. ,.,Dr., 11.1 for Fellltes Iva of rwmats ulec the run or die Insured nargogei wising from an 1lnplovenoot OF n'ork I Baled a me IoW Much A cwmacted la and cuna ed subuaumf I. Dve of Polln and n nut faancetl at "mule m in part h, p-I-& w fhe indebtedness sem-d to he t omul wonease whicL al Doug of PoLn the mod h. amanml w n affiliated 1. wl an nsAln tai 1111 as ..I rm, ardac,w orating the lmeren artful wer" ,be coutrod b was a.bm m lemm.1 me uperv.0 Ol federal bwlkmDln owe ... Il'mn ca spinithe .tLmK nghs rata llwu Laud aft O) the tra- ate, creang me wmreo of the nswW ralgapa bane dcarcdaframmitim cmvname or fntldWmt trawa. mUtl the subordawton of the aloes of lie abured mongagx WE amsWl ofnh .,dowcn of the dacmne o1 m W able.mbadirmoot dmal dte valosecuon creating due umeral of (Le aswed worgagee Leap deemed a metamtia tra -ter except others, me prefemua uwfa blacks from me I.ihue logo Irwin land the instrument at up -fer mtbl nf,uoh—und.wn1.mRw1swucgm. potentials lol,vlke or allswl or lien nMlml he above DOLn farm wren' be asked 10 afford cubed St"Ead I'm, Figs.1 Ell w(A('.mage. In admum to he At Fxdmiws fr.m(b,osaw the EceDUmw from fcvecagei o aSwldyd Co lake pOhn -11 .11. mdad[ the fall., ,, El...... film Comnm. EXCEPTIONS FROM COVERAGE The lard dun me wwrw I.s or damage land Ju CmDro n all wl 11 case. ammnt urn ram rpm ,, writ, a -c In rc or tTwes IF sssessail whin me wl srw,n mi nmagrtes m' merecords of am Nmg aumw1mat to meal weal ptaptrn 111 m flue Inihh Fee Pin -d�gs M . Palle agar, ohodi ma'raw...... a., sessmme.. mutes of such pro mdwgs nnem r Or net h.un m dm ,cords at suds agent, a, In fh pubic records I Am mcs ugJw Butt- which are nor stoop In due pool rands hall Filch could to axmw,ed In an -pee ten dine Iva or whw into h asened In perso- in amession mereof F.ymnwle. Ire. inn mcnmbimoea m dorm Ihreal '. not moon d the public rands J ihscwporkro .Doll,., in bound., lam shortage. ova emmxhlline. or an, oma facts aduch a Curren ter ia' would dlscluse and ,h,ch hen., Friona b he puhLe records IW tu,rlemcd iwmnc olwis pct usenalons ar ewePlm- In Date, of In Acts ado l /ing the Issance fhwof. (4 offer signs. dw era or fide IF) woes whodW or not the nuders to,wPl W wider oak (b) or (c) are Page 8 Order No. 400-1174374-37 hono In he pulam I¢ards 2006 ALTA LOAN POLICY (06-17 -06) EXCLUSIONS FROM COVERAGE :In liok -ore Igloo a re exPressh- twitot ran lire omnagen(Iho niL -it are I guaum'dirul Va, to, mdmogec s' teesu np.^ses Flo®r mrea u, —.of lnn am la, odmona. Pn or bu nmtal reb'Wunml (mdudirg Jame let., m MUldrnN OM znow,f) oulcunS grWating rO rAtIrlmg c lelwmg la In the occuVVln. us [nlo!nlml of ILe l.mM. lul I1—ficia rJinx Firlocyion ergo lmDro coed m, the Lvrd. ow J¢•ubdnu nfland or 11 \'I mummn'ntsl Prase nlM1e[liccl ulvs ,wL.anoflhsela—,,do- -or8m,narre l ,egodatrwarI her Fxchmon Jet, JOalaw nmkih or Lml the amnage pmWd under Cmaed R.k 5 lb Ain g mnrnlW police power Exclusion lFb) does nor raor ter I Inv nhe ca•emge podded codes (armed Rlsl6 1 Rich., of armor, ductal This Exduron does law rroWly or l.mt lb, tic cage p.,.tied mWFu Cm law Rush 7 or 8. I Dmhc s I.a .n,wn to whose Lion or other nwnas (.I created. me emd axotrowd . of speed m b the lnwred Clarwi ebl ore K.. In tho Csnryan our recorded Ire the PON., Records w Ding of Vole but KOmn,Fr, the Imrhed t'laupmn and or dtdmed In "For. I Ip he COmpain M the Insured ('Imriwt pllor to the dale ILe Inured (Iwmaa became an Wured undo the ploy Jet Iaublon or no Iwu of dw.yla to IM1e Insured ClmnwF, Of read,og or n,med wbsego[tn 1,. Dae of Patin ILl . thn doe nut ntNlh or time the car entire pm 'tried under ('oxvred Risk I 1 13, or dal or le) resWteg In less or danaN Flit' "uuld Foe has, bem emlain[d If the IFrural Clmnwll had fa J rW.c Ihr the Insured Menage J 1ln[n(oreaulax of the Lm of the LLSeJ Mortgage Isom col' the lnabilin or future ofm Insured to con,11,nd, apphtvLic Junking inms ons of die owe esJoan J¢IaW It enmld e hnandm m uanfoemb hex In tol I u, pan of the Into the cored Mortgage for you our of the transaction endmced b the formed Mortgage and Is hued upon man or an consunar [rdn protection or uodrm-laideg law I . Ae door b Fe on of the upowen uI Wrath hirkrupin. stale insnl—ax u I suNver cradows ugh, Wvs. new Jr va.acuon cr mmg the IF of Jr formed Mmlgage is (a) a translation ewinesrine or .nrdulmt oaufer or the a pNamual ti .er fur stated In Covered Risk l 31b0 ofthn vote' 7 Am' Lan on the Tale for mw Owe taecrr, assessmm,�rrgasd M vcocona ltal autharm' and nemaJ or credible, it. Dye of Paco and the dale of recording of Ire Im,ed Mortgage in lire Public Records 'I). E\c61ston dues not madni or hour the m, eur a p .... Jed order Cm red Risk 1 1(100 no ane,a puLn lbnn.m„ be usaed 1. alard nlM1n Stmdard C.1 aage or Ex,oWed Cmerage In aJdmm m the above Exclwem nom COVeroge We Eharptiomfrae CO,esagrm a Standard( merapr paLgntll WsO reduce the fullman>E tscepnolufrom Coecoge EXCEPTIONS FROM COVERAGE. flat pdfc7 cue I.at .m wf lass ,,, da,dgr land thc ('o.pa, ,rill oaf pn [ s fns err,xpnnal the ame b n of roes ➢kxa w sous- sarnvnts rhw ve ooI shaxn:u exuunp tvw b. the records of mot taxing ynhunn that lens uses or oseu regan on ,cal poparn Fr, In the Pn1Am RewNS. ILl In„veNmgs M a puLL[ agvx anal non'temll tin uric or assennvins, a nw.m of sued procttdu,gs. nLether or noI doxn b the records 01 such agmn' orb the battle Records An, look ntlhls futorsl .ter dyne Iba1 y[ non sLoxn b, ILe PuLLa Rods W Ion could be u[<rlau.ed Ix a...mM000n al IM1e L.nN or del ew he a,00,od b permm In pussurm ul the Land 1 Firmram, . lens m ancuMxanca, hr almrm thereof. nut shorn tn'the Public RweJs F Ao etuevLmern n cuoNonci, v.olwtnn vy,aton. or Frd,elm nmoralNm aResultg Ilr'frtle ILe o'aWd Le dlsLlmed b' un owmpre and canyklne lard solo oflee La,d and lam etiusn b' the YubLa Reswds. i IA I1g,uieo ed au111111 c1ara Fh) ranvneau a exaRUn. m pomn. Fir m AC. authhn¢Ing thnnuunce Fhnmf (g wyer nghls cknns a nl6 ro nale, nheJler or nauhe mallee eeaeped order (FrL (M or (c) ve shorn Fr the Pobbo Noow de ALTA OWNER'S POIJCV (1047-92) EXCLUSIONS FROM COVERAGE I he ballooning ounces are espessh exclul Lan the cut eI of thn palm -and die Commit, A one Dr loss or console co ylaha,' Ica or expenses worth error, bx ¢wan of I dal An, Into at deoue nu Suvannarul regWwmn Iydudeg blo nut homed to budding and anenR lens ordinances or regWynmsl roin sating regulating tuoulaUng or mlw,ng to 1.1 the mLup 's me of elm ome of Ins Lmd. Da the chyacta dn,rrmm. or I«mmn Of a,n ong,overearso poo or hanwlo vewed on the Land Inn asepeatmFi in ownersaip a a stwge on the donmms at area of Jon land or m paced of much Jr Imd. at „ as apar. or o I nou ourni puss lathe eRecf of me, olwmn of tbae lax, uAnanca of gov n tal regWyons except In the mteohthat a notice of the mforcemnn thereof or a notice of a defect low o, ueuobfe,Ne cWteng learn u a.lmon or rWleNed solosurn wleceng llm land has been recorded m die pahlnFi words at Dow: al Pulia. (b) AFrrgm rn1W pAm pax o I c1LLgi by l d nlo,'e. F,c u1. We carnet thaa nouce of he cloo goo heeof o, of a dell hat I tonnevaree ouhwg Lmm Lw. ull o, alleged noLu affecting the land no bem ruodW or Jon public usair. U Uz,e.f Ir ] Hill,. of Hann durwn wdess France OI he execute therm, hex Mm remrdd m the polo marls a1 One .1 Polo but lad excluding from coinage con uGng xNN ha a.currmd Dna to Dwe of Palm MIA sold be biding on the Fine, of a urtnaso, For , Wue nMUw lour ledge I Deldle. runs .en Un,bilt ad, 'asedean he whet natters d a) created sulfeid•eeaOW or agreed to In ee Insured eta t I b1 nor knasn to not C oopan. FOI ,ecordd in but public tesarde, w Owe of Poln. Inn known 1u fire Insured at. Fr and 11w d.dosed in omog to the Convert b the nomad dalirmil por la lhn date Ifee.ruurd cLnewo became aI untied nWer this poLq (&.WUnN 1n net loss or dwcvNe IO he urcJ dylwnF.(dl moron, ter crewed mbnonmno Due of Polo, here)caWong an lass aI Jeeogcs1Uchritdd not hne been strsmped If the Insured clannnl had pad letter fur the estate or Ronal Insuredb Flux no I Alex it... heir ln.ee our of Fhe I ... it...nn WN m,e lnswed the exist, or olarsl lmoed In thn polo, to 1".. of the oposti ll Fit fedeW 11ydmlro z, a ug.1xnwx of uoJal mednad .,his Islas. that ., based wl tit floe Hiorsynon nmtng the e,lme w ,noun cowed to flux poll" being deenW a Iiadulaa en,morle or fiadr..rynlel. ,r (Fr) 111, 1ru.aeon [riches, the whale or inlelal u.ated In his pnluav bcang J=IIW A preferential range oregin "nine IM1e piernmW transfer resWU from Ne faflwe lot to burtu,mdfile inaroron uF nargla tin eel nl soon l caedauoma organ retwer, to apurchma ...,,IroFiraiudeenmmnm tarn crouton, The aIxo a pnLo to,. inn ba uamd to alfeld who Sladod Coma,,, Exlrnld Clortwo In durum to Jon alrne E,dm,mc Jrom('marage thc E,[gmmns ram I n,magr.a a Standard I ulel ge Poo,." ,,.II also mdWle the fullnnwg Eu:epmrt Lom l'o•vage EXCEPTIONS FROM COVERAGE Iles pnLo does cia .n, caywna loss u. danuge Fund the Con4ryn null not pa altornei lea or expenses l nhnh wrsc to c el Tax' n uofi¢M1 n cut hoe xutmg Lms In We mmids of am' Immg.,boll, IM1w laic Ones m wtessmmis ailaew Piapem or M the pubic records Proceedues b' a public ago nfi[h 2�noodle OF lines ," v,mmeell not iced pocadngs. nhetbe,n,nw,axn In the joi Ul such agmn or bs the wait ands Arn tar tell,. Ire 1 dun us Nds v na3 wn,m In Ihr pubhc records but olio, nwid b<mcenynN b OF nspalon of Like lard of „ tad, ran be auened us persons in pas as,on coolant 1 Ewcoens time mf o,usyMra,.••or clans therm[ oesan are nor shorn d' the public imords a Dnwepanaac vonOtn o baa,m' henm shortage uduirn.o 'other facts north a thereof sumo nook disclose . and nn.h we not shown b the pubLCauwdri i Ian I telo ented nunmg clan¢: (b) esnalwas or ncepmns at pule,., n At. awhoniung the.suorce thw'ml (11 '.let nuns. Limn. Or trade to n'aner xhdher Or not the Fauns esapled under in. Do or (c) we all On the public no,ours, 2006 ALTA OWNER'S POLICY (06- 17416) EXCLUSIONS FROM COVERAGE 11. k4tolo, u.nefs we all else, exeltil from Jr cut a,, of the, p.ho, and Joe ('umym'x,If nor pen loss at d'arnal coss,omns' reel .a explores that more M reason of III Am fall ndinmceme or gmerlvirnlW regulaono(indudeg�auze relating to budding and zwnng l inslncung rrgWao� gLohung. rdwu,g la ulINucwlnau, use ,,pamml of the lath. L), era emd oat or lowevn of inn lMr., one. vm,edm the L tl. I) he suWl Ill- of lmd.t()enonmmlal yymnecuan. or he these of am v,dmen m them laxs dmaees. o mental tegWaWm no E¢Imoo I c. does our rmdm or Lan, the m, mge exuded undo ('.,Fund Risk i the Am on nnal Pohce pool TM1. Exd.. fell) does nor -Coal o runic the <-oug , no ,tried ode, Comld Rick o n c Nights ofernnmt choices Thu Exdmon does not modlh or ono IM1e ca, or.q prodded under Cm reed Risk 7 or X t Drc( wsn Lava v - mhrw a we, e u dams , other mmren dal crewed. suffered. "+tied. ter anord m M the Insured Cla.oan 16) not Kamm to the I DMIy'm Feces ,eroded .n the Public Remf d, at Date of Pales, . bur error m m the Inroral Clmnunf d nor dmlomd In 11 to the C.11'. OF The Imeant I'I nmll Poo oJon Jac tee homed Clumin, begins, an In. Fall on wihu ach,.Id Four m on loss or dams •rte the limned Itatnw,. Id) ntudFIFf aced wine, of to Date of I'd.n than exec 1In does nor ,rod., Fir Lml llhe m, stage pu,Wed.Wes ('client 0.uk ` eW 111) or (e) ulu.g .a loss c double Ibw mend nor Kno Bern .1 Use Imurd Clm[mvn had 11.4 ,a1ue Ins Ibe Tole neAnn FWm In nxxaFn 11 the nye.0 1[delW Wnkfup, rrnl•me ,u Ices e,.Jno.i .FI„ luxx at .Fix. IF— „ a use line m n.,, .0 Sou,ewe A, .n al x IrauJWn,I ..a..- roe or LawlWmi u:a.fn a IN a pcfetmhal oaufl for an reu yid In Cooeled R.k`1 of less poux - '.n a - v Ain llm or the Tale lo, reed a .n Wood In N, mm,W aWuinl, and a .oil I, well notnem Date 11 Pnh, and toe date ul mnrdmg of the deed Of nWer nmvkrnl of transfer in the Public NemWs Ihar •esL, Tale u shorn at NcMdut, At IheaaWw polio form been be Issued to Nu.d c,n Novel laveruge OF E.,owded I'u•nage In Annul to the aWw E\JUVim lion Cox cage the Extent— (ran, I'OV g ,a Simulated ('overage pupa wdl,fee include the fullnwng Exceptions frho I average EX( EPTIONS FROM COY ERAGF, I hie Lobo doe n e ay.um loo to Januye (and tee 1 grumn' Oad nor Pm' rllonnn5 fees w expert al that one M ne of (at Tax anet,onene, thin ne nil shown m el si ng Imo, to the records of tin' lasing inferno that revs Ina or ass rn. oa eeW pcoprn or to the Puaim Records. the pah[eedopa M o pnboc agony that emh Fir lox. Fir asttumen. w a of man pm[rdmgs, nbrJm or a., shaven in the receds of such agora o In the P.N,e Records Am boas ngu.. elera,. w Slums 11r. me Ilw delves in die Pubic Records but Jkul could be aeleru,d to an lmpecwwn of the Land or that am h me b, persons in p lvesnm of Jw LefW P.mennm Lau o, emw$...... or do— Ihereof nnl Jw , In Ne PuW[ Resoadr a Ain' a cumcb ml. metemtaan a nolooac. vmyoh or d,er , mmhwurce wr the True IM1w would be lsclmed M an accurate Just mmplae IoW sun n of the Laid aid thri we not shorn b' Joe liable Rernde f al ('npmened Inoeg dutm (of nu na.wn or exceptions in resign. or m Aco owhorwng the.ma.ce thread to) me, ugh.. cWw. or see mover. ofe,v Or not the mwlns accpled undo Int, . lbl. err Id ere ehmvn In the Public Records, ALTA EXPANDED COVERAGE RESIDENTIAL LOAN POLICY (10 /IJ/100EXCLUSIONS FROM COVERAGE I her Ialluxog maters are n V el excluded (corn dr co a.ye u(Jn. at and the ('onRwam null cwt pa, lute or durell cans. amen, fees or e,pmsm x1rAn y.e d' realm of I dal Ain 1:11, it dmorce a ocuanmmW regulation bercludulg We not Ilmred to building arW zowrg Rss ..remmlaa. o, regWatms)¢nn,hng ccgWatong proh,hing in relating to (I) the occupurl m mloymnal of the Lmd in lbe[hwmtel an,am.nn oa to[a1w ofm,'Irgninnerrcnl ne, or ho Wer onoun] on Jr LnJ I. u1a- poor— mm,nenup err a change pit flit dmv.Imes or areas at the Land or con turner of,M,A be Land. n . a part or UN mmaurrnFW I ... leatooerr the dim of Iry notation Of these lots .erwaaec or No, embeamd n rdalium. ncepl to lhemtml That awaste.1d o anlorwmml Ihesad on re rwtee he a defm. Intel m n..dwxel.W... Iran, a,'inbunn or alleged x,olwum aRa'ung for Land ins been rw,ed In I)w PUN. He —&wUwe al Vhha Ta.tWumaF does we Lolnhe coverage provided under Cmeal Risks 12. H. 14. and 11. of Fluor policy (Ill Ain box ourni Ftihce get not excluded In l a) won: except to the etenl film attn,n al the exence thereon al a notice of a daecl. 1141 or encuobraoce rsulimg(rani 3% Fulfil or alleged vmlwion alloug, the LaUW has 1•enm«mNeA In the Public Reswds tit Dom ul Pnlicv I h. euln,w, does not Wont the axo,aLo pa,Wed ,edit I egad forks 12. 13. N Fred 11. .1 this pubes 2 Rglas of enmem Jonsom unless None of Ile exercise thereof less bem recoNed w to PUTAIL Records a Due of Pdin but lint cWUJing fawn icneiege met taking rood; Lm ommrol if lo, to Dun of Polln „ huh "auk her hurl ", ell the High. Old pwLog a IJn'WUe x. ft., Knnn ledge Deftt. Inss . vicagularmic,x deem [Lc. of olhec nanen ,a, neared mlfefed auorW a agleed lO In the Insured Clyeml IN no Klm d. la tLC lbrrgan not ruo,drd n Jr Probho Records al Dale of Putan late Kunvan a 11r Insurd Cla,u and non JualosN In oning to the Can,pwn In tire Insured Cla nw, pu, o the drag the I.M C lunmm bearing an lr.,M wdo IM pdrm.lq eaWwg In ro lust or Jamu;e In the Insured I weamnL(Al attaching or Cleared mbseQomr to [)me of J nlin ,,his pwag, ape does no, LmF ere cmnuyc pmuld ounces C.,aed R.ks X 11. IN 19. 20, 21 E! 23. 24 n vW 261. ,ne), nWUnu In Ims or danule ninth when not Lave bem sustained it ft ]argued ('lUCrwt had path vwue lone Iomed Mot [gage Page 9 Order No. 400 - 1174374 -37 Ih :'ulomonbtbt, of the It or al the loswed Ma<tgaye be<nnu of the nwblin' or faure of the Ins wed m Uure of Polm. or IM1e rise It ..I I.toIe of ant wdswdwnl annn al the Webood e.cs or conyth xAI 'WVhtuble J I, bush.... lox, of the Nate In or the I.md o snumed + Im olalnt r•I I oriomeabllin ot'th"limol dun lower Mullob", or dorm therm! vdl 11 wises out of doe Inetsneum I,fte ad In the maned Mon,a,e and. hared upon Iuor, Inapt u Prnmded in Catered 11.4".r— Iianoure, ledn ryatecllon lo or ut, :o lend., lati It'll Prod, msh mhstnmu oram',m rtnnnN twhonn ablet become a hen on the Lard subsequent to Dart of Par, This ndamn doesnon how lhecmno5e pmt WW under l toned lode). xlel Am be Ojew orot.1 tires oondorceadhn or lots of Mannar Th. Ircnsetwo Lowell Mono,e ss Ioopeto se I. Catered rrWC dta IM1C Inswcd has AuoNed6•e thn he t<it¢ilwxn :n Sdt<tluk Arun L•nx. Ioe amm m Iha hoar" nr Ihour <m coed M Ihts patio Tots t Is �oo wars add aft the co..gr , and darn Catered Nlsl x v alow.e1 uleKIImofthee dilutd.(a) Tu wl.faeswraowxx Trod'alleyarm'ofParisead all heetdarthed w rrterns. uchlo, heJ other maters fharwog thepde..9 ttnlenc"altvbcbew iLtmvnmeanow uetato) Th"ne beer' oodd The, Itwelfimhon is modem t dow eoviafth< Irooked Mnnx'are nhlrh �han,essthe r.w(tmnat cM1Sxed.RNerateof limo. :e The fa as a Ifthe titre rrodlfionan lM1A a could w the rem before the rmarsor yet behove cluvao dal ntte hurl the wvuao pmvlded . CotedN 0.lsl x •IThelwlw ofthe retdmuNn warspar n @neatohate teen<msolies befwe. onmalter hate ollbrn muwtdorce n'nh apprcable hwlJ.xcWes Th¢esdnam Jucx nm oppb to vtalaeam of Lwldatg Lades II Imuce of the nnlanan appears m oM1eaPublm 0.ranws m Date of Pahw Page 10 Order No. 400-1174374-37 California Title Company PRIVACY POLICY We Are Committed to Safeguarding Customer Information In order to better serve your needs now and in the future, we may ask you to provide us with certain information. We understand that you may be concerned about what we will do with such information — particularly any personal or financial information. We agree that you have a right to know how we will utilize the personal information that you provide to us. Therefore, we have adopted this Privacy Policy to govern the use and handling of your personal information. Applicability This Privacy Policy governs our use of the information which you provide to us. 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We will use our best efforts to train and oversee our employees and agents to ensure that your information will be handled responsibly and in accordance with this Privacy Policy. We currently maintain physical, electronic, and procedural safeguards that comply with federal regulations to guard your nonpublic personal information. Opting Out We may also share the information we collect about you within our family of companies (our "Affiliated Companies "). We may also provide this information to companies that perform marketing or other services on our behalf, or on behalf of our Affiliated Companies ("Service Providers "). However, we will not share this information with our Affiliated Campanies or our Service Providers if you choose to opt out, in writing. To opt out, please use the form entitled "Request Not to Share Nonpublic Personal Information °, which is attached hereto. This form provides instructions on how to request us not to share information with third parties. Please be aware that California Title Cam any and its Affiliated Companies maintain high standards to safeguard nonpublic, personal information, and do not rent or sell such information. Please note, however, that unless you opt out in writing, our Affiliated Companies and Service Providers will have access to the information in our files. Other Important Information We reserve the right to modify or supplement this Privacy Policy at any time. If our Privacy Policy changes, we will provide the new Privacy Policy and the ability to opt out (as required by law) before the new policy becomes effective. Page 11 Order No. 400- 1174374 -37 REQUEST NOT TO SHARE NONPUBLIC PERSONAL INFORMATION Please read the following information carefully. Calit'omia Title Company may share nonpublic, personal information we collect about you within our family of companies (our "Affiliated Companies "). We may also provide this information to companies that perform marketing or other services on our behalf, or on behalf of our Affiliated Companies ("Service Providers'). By sharing this information, we can better understand your service needs. We can then send you notification of new products and services offered by California Title Company, its Affiliated Companies or its Service Providers that you may not otherwise know about. I lowever, you may prohibit the sharing of non - public personal information within our Affiliated Companies, or with any third patties at any time. It' you would like to limit disclosures of non - public, personal information about you as described herein, please check the appropriate box or boxes to indicate your privacy choices, and return this form to us at the address below. Please do not share personal information about me with non - affiliated third parties. Please do not share personal information about me with any of your Affiliated Companies except as necessary to effect, administer, process, service or enforce a transaction requested or authorized by me. Please do not contact me with offers of products or services by mail. Please do not contact me with offers of products or services by e-mail. Please do not contact me with offers of products or services by telephone. Name Company Name Address Address City, State, Zip City, State, Zip Phone Number Phone Number E-mail address F -mail address California Title Company 9915 Mira Mesa Blvd #I 10 San Diego, CA 92131 858437 -0714 Page 12 Order No. 400-1174374-37 CERTIFICATION OF TRUST PURSUANT TO CALIFORNIA PROBATE CODE SECTION 18100.5 I (We), trustee(s) confirm the following facts: 1. The (Name of Trust) is currently in existence and was created on (Date of Creation of Trust). 2. The settler(s) of the trust are as follows: 3. The currently acting trustee(s) of the trust is (are): 4. The power of the trustee(s) includes: (a) The powers to sell, convey and exchange [ ] YES [ ] NO (check one) (b) The powers to borrow money and encumber the trust property with a deed of trust or mortgage [ ] YES I ] NO (check one) 5. The trust is: (check the applicable box) (a) revocable[ ]; (b) irrevocable [ ] and the following party lies), if any, is (are) identified as having the power to revoke the trust: 6. The trust: (check the applicable box) (a) does have multiple trustees [ ], (b) does not have multiple trustees [ ]; If the trust has multiple trustees, the signatures of all the trustees or of any of the trustees is required to exercise the powers of the trust. 7. The trust identification number is as follows: (Social Security No. /Employee ID) 8. Title to trust assets shall be taken in the following fashion: The undersigned trustee(s) hereby declare(s) that the trust has not been revoked, modified, or amended in any manner, which would cause the representations, contained herein to be incorrect. The certification is being signed by all currently acting trustee(s) and is being executed in conformity with the provision of California Probate Code Section 18100.5, Chapter 530, Statutes of 1993. Document Date: by: State of California County of On personally appeared } S.S. before me, by who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her /their authorized capacity (ies), and that by his /her /their signature(s) on the instrument the person(s) or the entity upon behalf of which the person(s) acted, executed this instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS MY HAND and OFFICIAL SEAL Signature: (Notary Seal) Page 13 Order No. 400 - 1174374 -37 California Title Company 9915 Mira Mesa Blvd #110 0 San Diego, CA 92131 858- 437 -0714 .tune I, 2010 Prudential California Realty 1299 Prospect Street La Jolla, CA 92037 Congratulations on your recent listing. On behalf of California Title Company, I would like to take this opportunity to thank you for allowing us to provide you with the attached report. To offer the best service you and your client deserve, please reference the order number below when an offer has been accepted and you are ready to open escrow: 400 - 1174374 -37 Should you need anything, please do not hesitate to contact me at: Eric Beveridge, Title Officer Ph: 858-437-0714 Email: ericb@caltitle.com Fax: 858 -437 -0733 Page 14 �d R N. n A r 19 e N SHT I 254-22 n SHT 1 OF 3 �l w•u^ n +w O1 1 .... r.� A,.slm''r° r` CHANGES O fi n I�y � °.A „ \- '•-4ez O , UK OLD NEWT CUT - O 12 i .• '� 3 1 -= ... fi 3 POR A r. DIM Y rn.n' -, I O rxJ• O n BLK b's, u eM 4! s7s Y J i3 ” i !C• t 2 3 S y O POR 10 ]i . O- �� t# n F IM! 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Wi8li r' fL`87 �Oei°io -bNT My O 11• �... t �.J'•' APfIP VMf IYfY' 1 -Y2]N o MAP 13641- ENCINITAS TCT NO. 92 -002 Ixr R"'I MAP 3257 - EXCLUSIVE ACRES 12'r°•R° \^ w slEw ran+ issfsssns Nil es zsi ro as.n IfFZ MAP 2049 -SOUTH COAST PARK NO. 4 ROS 6629, 11829,13449,15915,16467,16491 ISff sent N b /465 -6:� ENGINEERING DESTGN GROUP - In ::'!W { M[WIf[llpt LfNSW W'S ui ei4:pR1141C,N, 2121 Monliel Road, San Marcos, California 92069 • (760) 839 -7302 • Fax: (760) 480 -74 77_r wwW_deslgngrouPCa epm Date: May 19, 2011 To: Gloria June Mair MAY 2 4 2010 L) 935 Camino Del Arroyo San Marcos, California 92078 Phone: 1.760.736.4311 cmwiciis Email: mauimairs(aaaol.com Cc: Brian Church Architecture Attn: Brian Church 1650 Camino Del Mar, Building B Del Mar, California 92014 Phone: 1.858.793.3437 Fax: 1.858.793.3473 Email: brian(b)brianchurcharchitecture com Re: Dos Palmas Bakery Project: New Development Located at Northwest Corner of West Jason Street and North Coast Highway (Hwy 101) in the city of Encinitas, California. Subject: Compaction Report INTRODUCTION In accordance with your request and authorization we have provided limited earthwork observation and compaction testing services in association with the rough grading of the proposed commercial structure to be located at the site referenced above. A summary of grading operations and the results of our quality control and compaction testing operations are summarized below. GRADING OPERATIONS For the purposes of this report the front of the property is assumed to face east. The scope of grading operations for this project consists of the removal and re-compaction of existing fill and weathered soil profiles beneath the proposed new buildings, the excavation and installation of one gravel - filled detention basin and associated drainage and pump facilities, and placement of fill in the new sewer trench lines. Rough grading operations, as described herein, were performed in April thru May 2011. Grading procedures of the formation of the building pads consisted of removal of fill 8 weathered profiles to depths between 7 to 9 feet below pre -existing grade into competent material, per the recommendations of the soils report as determined in the field. Subsequent to the removal the excavation bottom was scarified to a depth of approximately 12 to 18 inches, moisture conditioned and fill soils re- compacted to a minimum distance of 5 feet outside the building footprint. Onsite soil was utilized as graded fill for the building pad. Import base material was utilized in the upper 6 to 8 inches in the proposed sewer trenches. Prior to re- compaction soil was cleaned of any vegetative debris and roots and moisture conditioned with a fire hose. Onsite soil consisted of light brown, slightly Page No. 1 Project No. 104680 -1,4 N�120101CHURCH - DOS PALMAS. 104680- 1,41RE PORTS, LETTER=OMPACTION REPORTICOMP REPORT 001 REPORT 8 TABLES.wpd silty sands. Based upon our visual observation onsite soils possess potential for expansion in the low range. Soil was mixed onsite, moisture conditioned with a fire hose and placed utilizing an excavator, backhoe, front wheel loader, and wacker. Please note all foundation excavations and building pad subgrade shall be pre- soaked to a minimum depth of 18 inches below grade, prior to placement of vapor barriers and pouring of slab. FIELD AND LABORATORY TESTING Limited field density tests were performed in accordance with D2922 -96 (Nuclear Gauge Method). Our test results indicate that, in the locations tested, soils have been compacted to at least 90% relative compaction, as determined by ASTM D1557, (Procedure A). The reported test results are representative of the soil conditions at the locations tested. Our observation and field density testing methods are in accordance with normally accepted procedures. The accuracy of the relative compaction values are subject to the precision limitations of the ASTM test methods. The accuracy of the maximum dry density determination (ASTM D1557) is discussed in the 2010 Annual Book of ASTM Standards, Section 4, Volume 04.08, entitled, Soil and Rock. Variations of relative compaction values should be expected, laterally and vertically, from actual test locations. TESTING SUMMARY In general, it is our opinion, based on the placement procedure and the test data collected, the fill soils tested, at the locations tested, were compacted to a minimum of 90% relative compaction (based on ASTM D1557, Procedure A). If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with the necessary information to continue with the development of the project Sincerely, E Est EET#65122 N GROUP E California Attachments: 1) Tables 1 2) Figure 1 R 2: "Laboratory and Field Test Results" "Approximate Location of Compaction Tests" Page No. 2 Project No. 104680 -1,4 N:120101CHURCH -DOS PALMAS, 104680 -1,4 \REPORTS, LETTERSICOMPACTION REPORTICOMP REPORT 001 REPORT & TABLES.wpa LABORATORY AND FIELD TEST RESULTS TABLE NO. 1 Laboratory Test Results SOIL SOIL TYPE MAXIMUM DENSITY OPTIMUM U.S.C.S. TYPE RELATIVE COMPACTION ( %) (PCF) MOISTURE CLASSIFICATION M 121.4 5.8 ( %) 2 1 ONSITE - Light brown 125.5 9.6% SWSM 98% slightly silty sand 4 -13 -11 7 FT 1 2 IMPORT-BASE 134.6 8.1% GW -SW TABLE NO. 2 Field Test Results TEST NO. DATE FINISH GRADE MINUS SOIL TYPE M DRY DENSITY (PCF) FIELD MOISTURE (%) RELATIVE COMPACTION ( %) 1 4 -13 -11 5 FT 1 121.4 5.8 97% 2 4 -13 -11 6 FT 1 122.8 7.8 98% 3 4 -13 -11 7 FT 1 116.2 10.1 93% 4 4 -14 -11 3 FT 1 122.7 8.1 98% 5 4 -14 -11 3 FT 1 124.2 7.9 99% 6 4 -15 -11 1.5 FT 1 125.9 7.4 100% 7 4 -15 -11 8 FT 1 123.9 9.3 99% 8 4 -15 -11 8 FT 1 122.8 9.4 98% 9 4 -15 -11 6 FT 1 122.5 8.7 98% 10 4 -15 -11 6 FT 1 114.1 8.1 91% 11 4 -15.11 6 FT 1 120.8 9.8 96% 12 4 -18 -11 3 FT 1 123.7 6.4 99% 13 4 -18 -11 2 FT 1 116.8 72 93% 14 4 -18 -11 2 FT 1 121.4 9.3 97% 15 4 -19 -11 1 FT 1 122.6 6.5 98% 16 4 -19.11 1 FT 1 115.8 5.1 92% 17 4 -20 -11 1 FT 1 125.9 5.4 100% 18 1 4 -20 -11 1 FT 1 117.2 5.6 93% TEST NO. DATE FINISH GRADE MINUS SOIL TYPE M DRY DENSITY (PCF) FIELD MOISTURE (%) RELATIVE COMPACTION (%) 19 5 -3 -11 3 FT 1 107.6 6.9 86% RETEST AT 19R 19R 5 -3 -11 3 FT 1 108.6 6.8 87% RETEST AT 20 20 5 -3 -11 4 FT 1 112.4 9.7 90% 22 5 -3 -11 F.G. 1 111.1 7.0 89% RETEST AT 25 23 5 -3 -11 F.G. 1 109.0 5.8 87% RETEST AT 25 24 5 -3 -11 0.5 FT 1 117.4 6.8 94% 25 5 -4 -11 F.G. 1 115.7 7.1 92% 26 5-4 -11 3 FT 1 125.9 8.3 100% 27 5 -10 -11 5 FT 1 119.8 12.5 95% 28 5 -10 -11 5 FT 1 119.0 9.9 95% 29 5 -10 -11 2 FT 1 122.0 12.9 97% 30 5 -13 -11 1.5 FT 1 126.9 6.7 101% 31 5 -13 -11 1.5 FT 1 127.0 6.4 101% 32 5 -16 -11 0.5 FT 2 127.0 6.3 95% 33 5 -16 -11 0.5 FT 2 127.0 5.0 95% 34 5 -16 -11 F.G. 1 125.5 6.9 100% 35 5 -16 -11 F.G. 1 125.1 6.0 100% 36 5 -16 -11 F.G. 1 113.6 5.2 91% °t7PEfs r1f i I i I I i I j in✓.;'S�`APPR6k!� JTF_ •i � I ,F Df �.I j � F o7PF�1J � i I i I ( I I T App2oX. roc pF T2frJCr -I � I l5 �/ © APPROY.. QOM L j�F - r i GP MOVAL a' rAPPItnXiMAT% QF- CuMFAr *Ip,U J--pthof rvl F2TY j ,r L:NEf �/FST SA S0 ST�Ec` i N APPROXIMATE LOCATION OF COMPACTION TESTS - N fvoT A Svr�rYr Not 70 5!A, -E PROJECT NAME Church -Mair - Dos Palmas Bakery PROJECT ADDRESS Northwest Corner of West Jason Street and North Coast Highway, Encinitas, California EDG PROJECT NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL, CIVIL. STRUCTURAL CONSULTANTS 104680 -1,4 2121 Montiel Road, San Marcos. CA 92069 1 Phone: (760)839-7302 Fax. (760)480-7477 A-141C March 7, 2011 Gloria Jane Mair 935 Camino Del Arroyo Drive San Marcos, CA 92078 Re: Permit issuance requirements for: Application 10658 -G Case #: 10-084 DR/BA/CDP Site Address: Jason Street and Coast Highway 101 APN: 254- 222 -26 & 49 This letter summarizes the requirements for pulling your Engineering Permit for drawing 10658 -G. Your approved plan will remain valid for one year. If the permit is not issued within six months from the date of approval of the drawings, the plans will be subject to review by City staff for compliance with current codes and regulations before a permit can be issued, and changes to the approved plans as well as additional fees may be required. Please read through this letter carefully and contact the City with any questions you may have. It contains information about many requirements that may apply to your project and can make the process clearer and easier for you. In order to obtain the permits to construct the work shown on your approved plans, you will need to satisfy the requirements below. All of the items listed below must be submitted to the Engineering front counter in one complete package at the time the applicant comes in to pull the permit Partial submittals of any kind will not be accepted. Your project planchecker will not accept any of the documents listed on behalf of the Engineering front counter staff; all items must be submitted to the front counter directly together and at one time. The correct number of each of the requested documents must be provided; copies of documents submitted to the City during plancheck do not reduce the necessary quantities listed below. (1) Provide 4 print sets of the approved drawing 10658 -G Provide 2 copies of soils report titled "Limited Geotechnical Investigation for the Proposed Mixed Use Development at W. Jason Street and Coast Highway 101, City of Encinitas, California" prepared by Engineering Design Group dated September 20, 2004 and "Updated Geotechnical Report" prepared by Engineering Design Group dated May 10, 2010. Submit 2 copies of the approved, signed (not draft) Resolution of Approval or Notice of Decision for Planning Case # 10 -084 DR/BA/CDP, to be routed by the City to inspector and file. (2) Post Security Deposits to guarantee all of the work shown on your approved drawings. The amounts of security deposits are determined directly from the Approved Engineer's Cost Estimate generated by your engineer according to a set of predetermined unit prices for each kind of work shown on your plans. You will be required to post security deposit(s) as follows: (a) Security Deposit for Grading Permit 10658 -G: in the amount $109.338.00 to guarantee both performance and labor/ materials for earthwork, drainage, private improvements, and erosion control. (b) N/A (c) N/A (d) N/A A minimum of 20% and up to 100% of the amount listed in item(s) 2(a) must be in the form of cash, certificate of deposit, letter of credit, or an assignment of account. Up to 80% of the amount listed in item 2(a) may be in the form of auto - renewing Performance and Labor and Materials Bonds issued by a State of California licensed surety company. Up to 100% of the amount(s) listed in item(s) 2(b), 2(c), and/or 2(d) may be in the form of auto - renewing Labor and Materials bonds issued by a State of California licensed surety company. Cash, certificates of deposit, letters of credit, and assignments of account are also acceptable financial instruments. If a certificate of deposit (CD) will be obtained to secure the entire amount(s) listed in item(s) 2(a) and /or 2(b), two separate CD's for 25% and 75% of the amount(s) listed in item(s) 2(a) and /or 2(b) should be obtained in order to facilitate any future partial release of those securities. CD's posted may be of any term but must be auto - renewing and must specify the City of Encinitas as a certificate holder and include a clause that until the City of Encinitas provides a written request for release of the CD, the balance shall be available to the City upon its sole request. The format of any financial instrument is subject to City approval, may be in the owner's name only, and must list the City of Encinitas as a Certificate Holder. For any questions regarding how to post securities, bonding, or the required format of securities, please contact Debra Geishart at 760 - 633 -2779. (3) Pay non - refundable fees as listed below: Fee Type Amount Grading Inspection 5,280.00 NPDES Inspection (Grading) $1,056.00 The grading and improvement inspection fees are calculated based on 5% of first $100,000.00 of the approved Engineer's cost estimate dated October 8, 2010 and 3% of the cost estimate over $100,000.00. The NPDES inspection fee is assessed as 1% of the first $100,000.00 of the approved Engineer's cost estimate and 0.6% of the cost estimate over $100,000.00. The Flood control fee is assessed at a rate of $0.21 per square foot of net new impervious surface area for driveway and parking areas as created per the approved plan. (4) Provide the name, address, telephone number, state license number, and license type of the construction contractor. The construction of any improvements within the Public right -of -way or public easements is restricted to qualified contractors possessing the required state license as listed in the table below. The contractor must also have on file with the City current evidence of one million dollar liability insurance listing the City of Encinitas as co- insured. Additional requirements are described in the handout "Requirements for Proof of Insurance" available at the Engineering front counter. Type Description Work to be Done A General Engineering any & all C -8 Concrete a ronlcurb/ ufter /ram /sidewalk C -10 Electrical lighting/signals C -12 Grading & Paving any surface, certain drain - basinslchannels C -27 Landscaping plantinglirrigation /fencing & other amenities C -29 Masonry I retaining walls C -32 Parking &Highway Improvement signage /striping /safety C -34 Pipeline sanitary sewer /storm drain (5) Permits are valid for no more than one year from the date of issuance and may expire earlier due to expirations of letter of credit and /or insurance policies. (6) This project does not propose land disturbance in excess of one acre and is exempt from the State Storm Water Pollution Prevention Plan (SWPPP) requirement. An erosion control plan shall be implemented per the approved grading plan. Preconstruction Meeting: A preconstruction meeting at the project site is mandatory for all projects. The preconstruction meeting may not be scheduled until the Engineering pennit(s) have been issued, and the applicant/contractor must give the assigned Engineering inspector a minimum of 48 hours advance notice prior to the scheduled meeting time. Right-of-Way Construction Permit: A separate right -of -way construction permit will be required for any work in the public right -of -way or public easements. Typically, this work may include construction or reconstruction of a portion of the driveway within the public right -of -way, excavation, backfill, and resurfacing to install electric, gas, telephone, and cable television lines, or water and sewer connections. A permit fee of $300.0 0 per application and a site plan, preferably the work order issued by the public utility, will be required. Contractor license and insurance requirements apply. Permits must be issued at least 48 hours in advance of the start of work. Haul Routes, Traffic Control Plans, and Transportation Permits: These separate permits may be required for your project and are handled by the Traffic Engineering Division. A fee of $250.00 is required for traffic control plans. For more details, contact Raymond Guarnes, Engineering Technician, at (760) 633 -2704. Release of Project Securities: The partial or complete release of proiect securities is initiated automatically by the City after submission of satisfactory as -built drawings to the City and approval by the oroiect Enaineerino inspector. ADolicant requests cannot be addressed without release approval from the proiect inspector. The processing and release of securities may take up to 4 weeks after the release process is initiated by the project Engineering inspector. Any cash releases will be mailed to the address on this letter unless the City is otherwise notified, and all letters mailed to a financial institution will be copied to the owner listed hereon. Satisfactory completion of Final Inspection certified by the project Engineering inspector is a prerequisite to full release of the Security Deposit assigned to any Grading Permit. A sum in the amount of 25% of the securities posted for improvement permits will be held for a one -year warranty period, and a release is automatically initiated at the end of that warranty period. Construction Changes: Construction changes prepared by the Engineer of Work will be required for all changes to the approved plans. Requests for construction change approval should be submitted to the Engineering Services Department front counter as redlined mark -ups on 2 blueline prints of the approved Drawing. Changes are subject to approval prior to field implementation. Substantial increases in valuation due to the proposed changes may be cause for assessment and collection of additional inspection fees and security deposits. Construction change fees of $200.00 and $350.00 will be assessed for minor and major construction changes, respectively. Construction changes necessitating a new plan sheet will be assessed the per -sheet plancheck and NPDES plancheck fees in lieu of the construction change fee. Construction changes not previously approved and submitted as as -built drawings at the end of the construction process will be rejected and the securities release will be delayed. Change of Ownership: If a change of ownership occurs following approval of the drawing(s), the new owner will be required to submit to the City a construction change revising the title sheet of the plan to reflect the new ownership. The construction change shall be submitted to the Engineering front counter as redline mark -ups on two blueline prints of the approved drawing together with two copies of the grant deed or title report reflecting the new ownership. Construction change fees apply. The current owner will be required to post new securities to replace those held by the City under the name of the former owner, and the securities posted by the former owner will be released when the replacement securities have been received and approved by the City. Change of Engineer of Work: If a change in engineer of work occurs following the approval of the drawing(s), a construction change shall be submitted for review and approval by the Engineering Department. Two copies of the forms for the assumption of responsibility by the new engineer and the release of responsibility by the former engineer shall be completed and submitted to the City. Construction change fees apply. As•builts: Project as -built drawings prepared by the Engineer of Work will be required prior to Final Grading acceptance by Engineering Services. Changes to the approved plans reauire a construction change to be submitted to the City prior to field implementation Construction changes may not be submitted as as- builts at the end of the construction process. This letter does not change owner or successor -in- interest obligations. If there should be a substantial delay in the start of your project or a change of ownership, please contact the City to request an update. Should you have questions regarding the posting of securities, please contact Debra Geishart, who processes all Engineering securities, at (760) 633 -2779. Should you have any other questions, please contact me at (760) 633 -2780 or visit the Engineering Counter at the Civic Center to speak with an Engineering Technician. Sincerely, �j� P.lv ;/tvea Ruben Macabitas Assistant Civil Engineer cc PLSA Inc., Brian Ardolino Debbie Geishart, Engineering Technician Greg Shields, Senior Civil Engineer Masih Maher, Senior Civil Engineer permittfile Enc Application Requirements for Proof of Insurance Security Obligation Information HYDROLOGY STUDY OCT 8 2010 FOR PROPOSED BAKERY LOCATED AT THE NW CORNER OF N. COAST HIGHWAY 101 AND JASON STREET 10 -084 DRBA/CDP CITY OF ENCINITAS, CA PREPARED FOR: Gloria June Mair 935 Camino del Arroyo Drive San Marcos, CA 92078 19111:17161001-0-A'A PASCO LARET SUITER & ASSOCIATES, INC. QPpFESSlpy 535 N. HIGHWAY 101, SUITE A c�0 SOLANA BEACH, CA 92075 c (858)259 -8212 m N o711651 DATE: October 8, 2010 FOF rAi +FAQ RCE 71651 DATE PLSA 1803 TABLE OF CONTENTS Executive Summary Introduction Existing Conditions Proposed Project Detention Volume Determination Hydrologic Unit Contribution Post - Developed Anticipated Pollutants On -site Hydrology Calculation Summary Conclusions References Methodology Introduction County of San Diego Criteria City of Encinitas Standards Runoff coefficient determination Hydrology Model Output Pre- Developed Hydrologic Model Output (100 Year Event) Post - Developed Hydrologic Model Output (100 Year Event) Detention & Hydraulic Calculations Attachments Isopluvial Maps Runoff Coefficients Off -Site Basin Maps SECTION 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 3.0 3.1 3.2 3.3 4.0 PLSA 1803 1.0 EXECUTIVE SUMMARY 1.1 Introduction This Hydrology Study for this project has been prepared to analyze the hydrologic and hydraulic characteristics of the existing and proposed project site. This report intends to present both the methodology and the calculations used for determining the runoff from the project site in both the pre - developed (existing) conditions and the post- developed (proposed) conditions produced by the 100 year 6 hour storm. In addition this report will propose the sizing of all necessary storm drain facilities and storm drain piping necessary for the storm drain system to safely convey the runoff from the 100 -year rainfall event. This report will address the issues of flood storage as a portion of the existing project site is located at an elevation below the previously defined 10 year flood elevation for that area. 1.2 Existing Conditions The subject property is physically located at the northwest comer of N. Coast Hwy 101 and Jason Street, Encinitas, California. The site is bounded by developed land to the north, an alley to the west, Jason Street to the south, and N. Coast Hwy 101 to the east. Existing drainage improvements located in the Alley and Jason Street adjacent to the site prohibit offsite runoff from flowing on to the subject property. There is an existing AC parking lot that is relatively flat and covers the entire the site. Runoff from the site generally flows from the northwest comer of the properly toward the intersection of N. Coast Hwy 101 and Jason Street at a slope of approximately 1%. As defined per previous drainage studies, the water surface elevations at the proposed site for the 10 -year storm was determined to be 54.6 NAVD 88, and 55.6 NAVD 88 for the 100 -year storm. The City of Encinitas requires that proposed development compensates for displaced flood water of a 10 -year storm as a result of fill grading. Therefore, the volume of flood water that is displaced must be redirected to an on -site detention basin in addition to the volume of any increased runoff due to the development. Furthermore, the finished floors of all habitable structures must be designed at or above the water surface elevation of the 100 -year storm, or 55.6. The pre - development 100 year peak flow runoff from the site has been determined to be 1.13 cfs. 1.3 Proposed Project The proposed project requires the removal of the existing ac parking lot onsite. 2 detached commercial buildings and a new parking area are proposed to be constructed onsite. The proposed finished floor elevations of the proposed buildings are 56.0, which is above the previously determined 100 year flood elevation of 55.6 for this area. PLSA 1803 The post- development 100 year peak flow runoff from the site has been determined to be 1.09 cfs. 1.4 Detention Volume Determination The volume of the proposed onsite detention system is based on the volume of flood water that collects on site as a result of the 10 -year storm event, in addition to the volume of any increased runoff due to the development. As noted above, the surface elevation of this water was determined to be 54.6. The existing topography drops to a minimum elevation of 53.3 along the southerly property line, resulting in an area of "ponded" water during this storm. The volume of this surface water was calculated to be approximately 300 CY or 8,100 CF using Terramodel Version 10.5 technology, a Trimble software product. Calculations for detention volume can be found in section 3.3. The total peak runoff based on a 100 year storm event were calculated and compared for both the pre and post development site conditions to determined the potential drainage impacts of the proposed development and need for additional stormwater mitigation measures in order to mimic the pre development hydrologic site condition. Results of these calculations can be found in section 3.3. The amount of runoff discharged by the pre- development site is 1.13 cfs. The amount of runoff discharged by the post development site is 1.09 cfs. The total change in peak runoff was determined to be -0.04 cfs. The slight decrease in peak runoff can be attributed to the fact the existing site conditions are completely impervious and the proposed site conditions have incorporated landscape areas which result in a reduction in the site runoff rate. Therefore, the total volume required to be detained by the onsite detention system is equal to the volume of the 10 year surface water displaced by the proposed development which has been determined to be 8100 cf. 1.5 Hydrologic Unit Contribution As identified by the San Diego Basin Plan, the proposed project site drains within San Marcos Hydrologic Unit, specifically the Batiquitos Hydrologic Sub Area (904.51). According to the California 1998 and 2002 CWA 303d list published by the San Diego Regional Water Quality Control Board, there are impaired water bodies that are associated with the Pacific Ocean Shoreline in this basin. The pollutant and stressor listed are bacterial indicators. The bacterial indicators are most likely the result of water fowl and migrating bird species that make the Moonlight State Beach area a nesting and foraging area. The proposed project has a relatively low concern for bacterial pollutants and therefore will have a low impact. Any impact will be adequately handled by the project stone water treatment system. Drainage from the site ultimately discharges to the Pacific Ocean, but the site does not directly discharge into the ocean itself. The path of discharge from the pre - developed PLSA 1803 and post- developed is as follows: initially collected in a storm drain inlet in Highway 101, conveyed in, conveyed in a public storm drain and discharged into the ocean. 1.6 Post - Developed Anticipated Pollutants The proposed project will most closely resemble the anticipated pollutants associated with commercial developments. Table 1.0 included at the end of this section, illustrates the pollutant categories typically associated with various categories of development. In this case the commercial development priority project category has been highlighted to illustrate the pollutant categories that will be addressed by the post - construction BMPs proposed for this project. Pollutants of concern, listed in Table 1.0, are grouped in the following categories: Sediment — sediment is defined as rock or soil particles that characterized as materials that are susceptible to erosion and are then transported and or deposited by wind, water, ice, or gravity. Sediment becomes a condition of concern when the concentration of sediment in a liquid causes the turbidity (concentration of suspended solids in a liquid) to increase. The potential results of high turbidity in our rivers, streams, and other receiving waters include the reduction of spawning habitat, smothering bottom dwelling organisms, the suppression of aquatic vegetative growth, and fish kills due to clogging of fish gills. Nutrients — nutrients are defined as substances that an organism must obtain from its surroundings for growth and the sustainment of life. Nutrients are typically inorganic substances, which are most commonly found as mineral salts such as nitrogen and phosphorous. The primary sources of nutrients in urban runoff are eroded soils and fertilizers. High concentrations of nutrients can result in loss of dissolved oxygen in water, the release of toxins from sediment, decay of organic matter at an accelerated rate all which can be detrimental to aquatic life. Another result of the discharge of nutrients to receiving water is excessive aquatic plant and algae growth, which is also defined as eutrophication. Metals — metals are defined as chemical elements that are various opaque, fusible, ductile, and typically lustrous substances; which are good conductors of electricity and heat, form cations by loss of electrons, and yield basic oxides and hydroxides. Metals of concern are lead, copper, mercury, zinc, chromium and cadmium. Primary sources of metals of concern are raw materials that are constituents of non -metal products such as adhesives, paints, other coatings and fuels. High metal concentrations in storm water can interfere with reproduction and be toxic to aquatic organisms and other wild life. Trash and Debris — trash and debris are defined as substances such as paper, plastics, food and or yard wastes that have been haphazardly discarded. Trash and debris can be forms of organic matter and the degradation of which can result in a high biochemical oxygen demand (BOD). Water with a high concentration of BOD result in low water quality and in worst case scenarios can result in septic conditions. PLSA 1803 Oxygen Demanding Substances — oxygen demanding substances are defined as anything that can be oxidized in the receiving water with the consumption of dissolved molecular oxygen. These materials are usually biodegradable organic matter but also include certain inorganic compounds. The consumption of dissolved oxygen (DO) poses a threat to higher forms of aquatic life that must have oxygen to survive. The levels at which the DO concentration becoming threatening to aquatic life varies drastically between various species. Oil and Grease — oil and grease are defined as organic compounds with high molecular weight. Primary sources of oil and grease as pollutants of concern are motor oils, waxes, and fats and grease from restaurants and food processing operations. High concentrations of oil and grease result in low water quality as well as poor water aesthetics. Table 1.0 - Anticipated and Potential Pollutants from the Project Area PLSA 1803 General Pollutant Cate ones Priority Trash Oxygen Bacteria Project Heavy Organic & Demanding Oil & & Categories Sediments Nutrients Metals Compounds Debris Substances Grease Viruses Pesticides Detached Residential X X X X X X X Development Attached X Ptu pm p X Residential X X Development Commercial Pt'? X X P(S) X Pt' P(s Development PI" >100,000 W Automotive X X(4XS) X X Repair Shops Restaurants X X X X Hillside Development X X X X X X >5,000 ft Parking Lots PM pm X X P t't X » Streets, Highways & X Pt X X° X pc3l X Freeways Retail Gas X Xcu X X Outlets PLSA 1803 X = anticipated P = potential (1) A potential pollutant if landscaping exists on -site. (2) A potential pollutant if the project includes uncovered parking areas. (3) A potential pollutant if land use involves food or animal waste products. (4) Including petroleum hydrocarbons. (5) Including solvents. 1.7 On -site Hydrology Calculation Summary The existing 100 year peak discharge from the site is 1.13 cfs, and is associated with a time of concentration (Tc) of 4.02 minutes and a total area of 0.9 acres. The post - developed condition peak discharge is 1.09 cfs, and is associated with a Tc of 4.43 minutes (conservative) and the same total area as the existing conditions. 1.8 Conclusions The proposed development and proposed storm drain design will be capable of not only safely conveying the 100 -year storm runoff flow, but has included many instruments into the storm drain system design to ensure that the discharge from the project site is of the best possible quality and will not pose any significant impact or threats to the water quality of the Pacific Ocean, or the public storm drain system. In addition, the proposed development and storm drain improvements will not significantly alter the existing drainage patterns. Any increase in storm water runoff will be detained and will not increase the potential for flooding or create an increase in erosion. The peak discharge determined in post - developed conditions is a conservative number since the majority of the drainage from the site will be collected, conveyed to the pipe storage system, detained, and then pumped back to the public street at lesser flow than the existing condition. This process will help to attenuate the discharge. In addition the peak discharge from the proposed project site will not be a function of simply calculating the tributary area of the site and modeling it with its associated runoff coefficients and intensity, but more a function of the pumping system and its associated piping. It is with these above reasons that it can be concluded that there will be no negative impact to the downstream storm drain facilities or an increased potential of flooding. Since a major goal of this project is to ensure that all storm water quality issues are addressed to the maximum extent practical, the peak discharge for the proposed site will be utilized to adequately size the components of the storm drain system for this project. In particular the peak discharge as modeled by this report, will be relied upon to ensure that the treatment methods, i.e. the bioretention IMP areas, will be sized adequately to ensure that not only the 850' percentile runoff flow and volume are treated, but a flow much greater than the first flush condition. PLSA 1803 1.9 References "San Diego County Hydrology Manual ", revised June 2003, County of San Diego, Department of Public Works, Flood Control Section. "Grading, Erosion and Sediment Control Ordinance /Chapter ", City of Encinitas, Engineering Services and Community Development Department, revised November 2002. "California Regional Water Quality Control Board Order No. 2001 -01, " California Regional Water Control Board, San Diego Region (SDRWQCB). "City of Encinitas Storm Water Best Management Practices Manual, Part A Storm Water Manual for New Development and Redevelopment, " City of Encinitas, Revised April 9, 2003. "City of Encinitas Storm Water Program Best Management Practices Manual. " City of Encinitas. "Chapter 20.08, Storm Water Management, Ordinance 2002 -14, " City of Encinitas. "Hydrologic and Hydraulic Study for Leucadia Drainage Improvement Alternatives, Encinitas, California, " Rick Engineering Company, June 14, 2004. PLSA 1803 2.0 METHODOLOGY 2.1 Introduction The hydrologic model used to perform the hydrologic analysis presented in this report utilizes the Ration Method (RM) equation, Q=CIA. The RM formula estimates the peak rate of runoff based on the variables of area, runoff coefficient, and rainfall intensity. The rainfall intensity (I) is equal to: I= 7.44xP6 xD -0 .64' Where: I = Intensity (in/hr) P6 = 6 -hour precipitation (inches) D = duration (minutes — use Tc) Using the Time of Concentration (Tc), which is the time required for a given element of water that originates at the most remote point of the basin being analyzed to reach the point at which the runoff from the basin is being analyzed. The RM equation determines the storm water runoff rate (Q) for a given basin in terms of flow (typically in cubic feet per second (cfs) but sometimes as gallons per minute (gpm)). The RM equation is as follows: Where: Q = CIA Q= flow (in cfs) C = runoff coefficient, ratio of rainfall that produces storm water runoff (runoff vs. infiltration /evaporation/absorption/etc) I = average rainfall intensity for a duration equal to the Tc for the area, in inches per hour. A = drainage area contributing to the basin in acres. The RM equation assumes that the storm event being analyzed delivers precipitation to the entire basin uniformly, and therefore the peak discharge rate will occur when a raindrop that falls at the most remote portion of the basin arrives at the point of analysis. The RM also assumes that the fraction of rainfall that becomes runoff or the runoff coefficient C is not affected by the storm intensity, I, or the precipitation zone number. 2.2 County of San Diego Criteria As defined by the County Hydrology Manual dated June 2003, the rational method is the preferred equation for determining the hydrologic characteristics of basins up to approximately one square mile in size. The County of San Diego has developed its own tables, nomographs, and methodologies for analyzing storm water runoff for areas within the county. The County has also developed precipitation isopluvial contour maps that show even lines of rainfall anticipated from a given storm event (i.e. 100 -year, 6 -hour storm). PLSA 1803 One of the variables of the RM equation is the runoff coefficient, C. The runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. Each of the categories listed has an associated runoff coefficient, C, for each soil type class. The County has also illustrated in detail the methodology for determining the time of concentration, in particular the initial time of concentration. The County has adopted the Federal Aviation Agency's (FAA) overland time of flow equation. This equation essentially limits the flow path length for the initial time of concentration to lengths under 100 feet, and is dependent on land use and slope. 23 City of Encinitas Standards The City of Encinitas has additional requirements for hydrology reports which are outlined in the Grading, Erosion and Sediment Control Ordinance. Please refer to this manual for further details. 2.4 Runoff Coefficient Determination Runoff coefficients used in this study were calculated using the percent imperviousness of the site in accordance with section 3.1.2 of the June 2003 revision of the San Diego County Hydrology Manual. PLSA 1803 3.0 HYDROLOGY MODEL OUTPUT 3.1 Pre - Developed Hydrologic Model Output (100 Year Event) •tHtr!!!•tMq Hti Mttitt4litH!! ltttiratl Rlkl H ttNRtti Rlrttitirltirttkt!! RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Referen= SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04 /01/2008 License ID 1452 Analysis prepared by: tattrttttsrrntsartiiu• DESCRIPTION OF STUDY ••trs «lRta »ttatrstnwtt • HYDORLOGIC ANALYSIS FOR ' • PROPOSED BAKERY Q N. HWY 101 & JASON STREET ' • ENCINIT AS, CA tNMtittirHH•MttttHYl RRMtttgHH NYRitt t1 HHq HttbHHq }tt N«!a FILE NAME: 1803PRE.DAT TA4E/DATE OF STUDY: 15:48 07/142010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (NICHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADINNTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL'C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUFIER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- /OUT - /PARK - HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY ITT) (FT) (FT) (FI) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET es (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)-(Velocity) Constraint= 6.0 (FT•FT /S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* MitttRtHiYHRYHtt «rtt RRRYrtttttF «!Mt «rtrtttRRRr•tYRt R }trie4i1Yi1tttRt•aii#R FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< *USER SPECIFIED(SUBAREA): GENERAL COMMERCIAL RUNOFF COEFFICIENT =.9000 S.C.S. CURVE NUMBER (AMC I) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET)= 55.80 DOWNSTREAM ELEVATION(FEET)= 53.40 ELEVATION DIFFERENCE(FEET)= 2.40 SUBAREA OVERLAND TIME OF FLOW (MIN.)= 1.757 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.41 PLSA 1803 tttttt lift• lilt••• YitftYiittttttttftiYiiitttiiiiitttttltltitYltttYiiti !Mitt FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 51 » »>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< » »>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)—«< ELEVATION DATA: UPSTREAM(FEET) = 53.40 DOWNSTREAM(FEET) = 53.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 65.00 CHANNEL SLOPE = 0.0015 CHANNEL BASE(FEET) - 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 100.00 CHANNEL FLOW THRU SUBAREA(CFS) - 0.41 FLOW VELOCTTY(FEET /SEC.) = 0.48 FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 2.26 To".)= 4.02 LONGEST FLOWPAT H FROM NODE 1.00 TO NODE 3.00= 125.00 FEET. N tUt Migpp tt HlMtit•YitikMgiHttMpHppHgf iifliglliptNttNtY FLOW PROCESS FROM NODE 3.00 TO NODE 3.00IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW—«< 100 YEAR RAINFALL INTENSITY(INCHMOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): GENERAL COMMERCIAL RUNOFF COEFFICIENT =.9000 S.C.S. CURVE NUMBER (AMC B) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.9000 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 1.13 TC(MIN.)= 4.02 END OF STUDY SUMMARY: TOTAL AREMACRES) = 0.2 TC(MIN.)= 4.02 PEAK FLOW RATE(CFS) = 1.13 END OF RATIONAL. METHOD ANALYSIS PLSA 1803 3.2 Post - Developed Hydrologic Model Output (100 Year Event) rwrrrrwwr wws s♦ ss rrwwssrrwwws wsssrsrsss rs sssssssssss ssssssrwwssssssssrsswrsss RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2008 Advanced Engineering Software (acs) Va. 15.0 Release Date: 04 /012008 License m 1452 Analysis prepared by: wssrssswwwn:ssrrsr +rrsrws DESCRIPTION OF STUDY rrrr +rfrsaasrsssfsfsssss • HYDROLOGIC ANALYSIS FOR ' PROPOSED BAKERY ® N. HWY 101 & JASON STREET • ENCINITAS, CA susws as q s ssssu nr s n sr r r w srrwss s ss w sums ::::asst ass s r r sots: n sirn FILE NAME: 1803POST.DAT TRAE/DATE OF STUDY: 15:48 07/142010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREETCROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- /OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (TopofCurb) 2. (Depth)-(Velocity) Constraint = 6.0 (FT•FT /S) *SIZE PIPE WTrH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - HrrrHibHi** itiiHiiiiHiitiiwiiiilliiiitiili !!liliiiiri•i!lifliiiiiiiiii FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE= 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< *USER SPECIFIED(SUBAREA): GENERAL COMMERCIAL RUNOFF COEFFICIENT =.8700 S.C.S. CURVE NUMBER (AMC [I)= 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET)= 55.90 DOWNSTREAM ELEVATION(FEET) = 55.00 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.801 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES)= 0.06 TOTAL RUNOFF(CFS) = 0.34 . rwiirrttirrrtririirirrtww.• iwwrrir* wrtiwwiw3wirrrwsiirrswtwiriisritfrwirrM PLSA 1803 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 LS CODE = 51 » »>COMPUTE TRAPEZOIDAL CHANNEL FLOW ««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 53.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00 CHANNEL SLOPE = 0.0142 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 100.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.34 FLOW VELOCTTY(FEET/SEC.)= 1.23 FLOW DEPTH(FEET)= 0.03 TRAVELTIME(MIN.)= 1.63 Tc(MIN.)= 4.43 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00= 180.00 FEET. rrrsrrr+s »rrr rsrwrrssr +rssrsrrw anrrnsasrusrr +errsrr•+rnsnrtssrarrs FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. 'USER SPECIFIED(SUBAREA): GENERAL COMMERCIAL RUNOFF COEFFICIENT =.8700 S.C.S. CURVE NUMBER (AMC B) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.8700 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS)= 0.74 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 1.09 TC(MRJJ= 4.43 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 4.43 PEAK FLAW RATE(CFS) = 1.09 END OF RATIONAL METHOD ANALYSIS PLSA 1803 3.3 Detention & Hydraulic Calculations PLSA 1803 SURFACE TO SURFACE VOLUME REPORT Pasco Engineering, Inc. 535 N. Highway 101, Suite A Solana Beach, CA 92075 (8 58) 259 -8212 Project: N: \1803 CDP.pro Report Generated: Monday, September 27, 2010 9:32:23 AM ----------------------------------------------------------------------- Where the second surface is above the first the volume is reported as fill. Where the second surface is below the first the volume is reported as excavation. ------------------------------------------------- ---- ----------- ------ ---- - - - - -- Shrinkage /swell factors: Excavation 1.0000 Fill 1.0000 First Surface Number Second Surface Number Layer Name ------ --- ----------- - - - - --- of Points - ---- - - - - -- Layer Name - ------- ------ -- of Points ---- ----- ---------- TO_DTM 199 DTM 10 YR 59.6 27 Excavation Volume (Cu. ------ --- ----------------- Yd.) - - - - -- Fill Volume (Cu. ---------------------------- Yd.) 0.9 306.3 Net Difference: 305.9 Cu. Yd. Borrow 33'15 meow � e a F a Rainfall lsopluvials 3Y15 fO Year Rainfall Event - 6Hours l ' ., a � s isopluNe� (incites) — 4.0 ATTACHMENTS PLSA 1803 Orange' Court - P'r• .• :.. g m Pive(Slde County o County of San Diego Hydrology Manual Rainfalllsopluvials 33'15' • 25 100 Year Rainfall Event - 6 Hours E• EMCIN 10.5 _ .. �' t 33.00' • � o Ox r 30... 32•4b '. uu� Irp W -,.'- -Q�-.GIS GIS q z. M e x i c �1 _-E= 3 0 3 Miles 33'00' 3r4v -- s a m m — 3370' �5 32.45 County of San Diego Hydrology Manual 0 Rainfall Isopluvials 100 Year RminfnU Even[ - 74 Hoop _._... Isaplwial (inNea) DPW -WGIS GIS WL 16.. Wi ITgc•�' N S 3 0 3 Mflea rQ� San Diego County Hydrology Manual Date: June 2003 NRCS Elements Undisturbed Natural Terrain (Natural) Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Residential (HDR) CommerciallIndustrial (N. Com) Commercial/Industrial (G. Com) Commercial /Industrial (O.P. Com) Commercial/Industrial (Limited 1.) Commercial /Industrial (General 1.) Section: 3 Page: 6 of 26 Table 3 -1 RUNOFF COEFFICIENTS FOR URBAN AREAS Runoff Coefficient "C" Soil Elements I % C D Permanent Open Space 0' 0.20 0.25 0.30 0.35 Residential, 1.0 DU /A or less 10 0.27 0.32 0.36 0.41 Residential, 2.0 DU/A or less 20 0.34 038 0.42 0.46 Residential, 2.9 DU /A or less 25 0.38 0.41 0.45 0.49 Residential, 4.3 DU /A or less 30 0.41 0.45 0.48 0.52 Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Residential, 14.5 DU /A or less 50 0.55 0.58 0.60 0.63 Residential, 24.0 DU /A or less 65 0.66 0.67 0.69 0.71 Residential, 43.0 DU /A or less 80 0.76 0.77 0.78 0.79 Neighborhood Commercial 80 0.76 0.77 0.78 0.79 General Commercial 85 0.80 0.80 0.81 0.82 Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Limited Industrial 90 0.83 0.84 0.84 0.85 General Industrial 95 0.87 0.87 0.87 0.87 'The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU /A - dwelling units per acre NRCS = National Resources Conservation Service 3-6 PRE DEVELOPMENT HYDROLOGY MAP 10-084 CDP /DR/BA JASON STREET & COAST HIGHWAY 101 APN-- 254- 222 -26 & 49 PREL.AHIVARY HYDROLOGY STUDY . -gyp 00WH1GHWAY101 Y M 'G 6 G —5—G 6 -R JID RAY -. -. R{II1W4' il0l!➢E -eb'� —1I WYb,A k4 1_ ��a • WrAMAMAGEAREA � `- A=$180SF /0.19AC in.r6FACANA6EAW y�slF .__i - --+b mmao )M#OFFW 1. ^.>r.C&WA Qr.47a f A$aC2 h u s R s I A$-6V7 AC Af-0OI AI TO�i5LF.178( PRAPIAGEAPMA A91W10YE4YRLbDEIA'AlKAVi 4 __ - I', j MR•D�AtAff1DAfCF W005F/0.3AC f7,EARH.CCnF3EYA7p,alD�_'_+ ; j -- • roru E1S76,V3 DRAPUGEAREA I.m. maw ADOYEf0Y6VCflLq &"An% — — / I arr.l. nml xxv -ax_ _ _ `jam, PRE DEVELOPNMW HYDROLOGYMAP 'I 0. IPNN -. —M S } G✓ap 1-N®91 k' ^J: 4 Rl3P 4d'.dty R M1i.J p� RAUE a ��a • WrAMAMAGEAREA � `- A=$180SF /0.19AC in.r6FACANA6EAW y�slF .__i - --+b mmao )M#OFFW 1. ^.>r.C&WA Qr.47a f A$aC2 h u s R s I A$-6V7 AC Af-0OI AI TO�i5LF.178( PRAPIAGEAPMA A91W10YE4YRLbDEIA'AlKAVi 4 __ - I', j MR•D�AtAff1DAfCF W005F/0.3AC f7,EARH.CCnF3EYA7p,alD�_'_+ ; j -- • roru E1S76,V3 DRAPUGEAREA I.m. maw ADOYEf0Y6VCflLq &"An% — — / I arr.l. nml xxv -ax_ _ _ `jam, PRE DEVELOPNMW HYDROLOGYMAP 'I 0. IPNN -. —M S } G✓ap 1-N®91 J/ PASCO LARET SUITER - 1, ASSOCIATES 0 30 20 30 am uol,lmlw.ul,orwl,lw.uw rwmw 555 K Ceu� MO.e1101 ..a. CA 910)5 yE ,5,.""1111 r',S,.159AW I pl.....I...n...... RAUE I qq Tj.. J/ PASCO LARET SUITER - 1, ASSOCIATES 0 30 20 30 am uol,lmlw.ul,orwl,lw.uw rwmw 555 K Ceu� MO.e1101 ..a. CA 910)5 yE ,5,.""1111 r',S,.159AW I pl.....I...n...... POST DEVELOPMENT HYDROLOGY MAP 10-084 CDP /DR/BA JASON STREET & COAST HIGHWAY 101 APN.' 254- 222 -26 & 49 PRELIMvMVARY HYDROLOGY STUDY `EM1 WEl5AMWnEn MV R=&EVAnM pm tlL.'0.• 1] —y r 1 sl rmes r -¢•msl \ L f I s rt.�n �ff ^�y • .:. RWl � RrtiA m d LW FORAIIAC]EAJEA— -....1 . - N I W T MODEW ¢d7D 1 ] I MAM Ab"AC !� /W(•L�Ey 1 -LW OFMV06EAIEA can% r a< COAST HIrHWAY 101 e . _ -__ � -R9c R41.e ::" fAAI]11ff' fLL1UlE� 1: 7i ms i �j . _yrrwa I ..., 5 A3'16E 69M ' Ki. AI 1 �• TOTAL IMAIMOE AREA A»AC A= 8,1805F/0.19AC J `EM1 WEl5AMWnEn MV R=&EVAnM pm tlL.'0.• 1] —y r 1 sl rmes r -¢•msl \ L f I s rt.�n �ff ^�y • .:. RWl � RrtiA m d LW FORAIIAC]EAJEA— -....1 . - N I W T MODEW ¢d7D 1 ] I MAM Ab"AC !� /W(•L�Ey 1 -LW OFMV06EAIEA W157R . ffFSM a< tl4 NWW � !rARMW ..., n w ; 1 A»AC � `EM1 WEl5AMWnEn MV R=&EVAnM pm tlL.'0.• 1] —y r 1 sl rmes r -¢•msl \ L f I s rt.�n �ff ^�y • .:. RWl � RrtiA m d LW FORAIIAC]EAJEA— -....1 . - N I W T MODEW ¢d7D 1 ] I MAM Ab"AC !� /W(•L�Ey 1 Pad.! - 4' 988' B�3A m.g_^ POST DEVELOPMENT HYDROLOGY MAP �., F. 1110 I x m� n� 6� GFACNIC SCALE V-0 PASCO LARET SUITER & ASSOCIATES 0 10 20 30 OmLEMVINmIIi. WIV PL111NIM0. m0 w.rmrw ]]fN C._, M.1h, 01 ]u A]oW A.. .CA 91011 PI81A.M.1M 16]11]A.YU P4.eap�rny.wm 4] BAfO t101S FM R.L IH13 I W157R . ffFSM a< � J R AYw f Pad.! - 4' 988' B�3A m.g_^ POST DEVELOPMENT HYDROLOGY MAP �., F. 1110 I x m� n� 6� GFACNIC SCALE V-0 PASCO LARET SUITER & ASSOCIATES 0 10 20 30 OmLEMVINmIIi. WIV PL111NIM0. m0 w.rmrw ]]fN C._, M.1h, 01 ]u A]oW A.. .CA 91011 PI81A.M.1M 16]11]A.YU P4.eap�rny.wm 4] BAfO t101S FM R.L IH13 ENGINEERING MDESIGN GROUP 2121 Montiel Road, San Marcos. California 92069 • (760) 839 -7302 • Fax: (760) 480 -7477 - www.designgroupca.com Dale: May 10, 2010 To: Mr. Brian Church � I � ii Leucadia Lofts D 152 27' Street Del Mar, Ca 92014 w 858.793.3437 ; h 858.481.3437 OCT 8 2M Re: Proposed new project located at the northwest corner of W. Jason StreeFBnd t Coast Highway 101, City of Encinitas, California Subject: Updated Geotechnical Report Site Specific References: 1, "Limited Geotechnical Investigation for the proposed Mixed Use Development, to be located at the Corner of Jason Street and Coast Highway 101 (APN 254- 222 -26 and 254 - 222 -49), Encinitas, California ", prepared by Engineering Design Group September 20, 2004, Project No. 043427 -1. 2. First Floor Plan, prepared by Brian Church Architecture, dated 3- 22.10. In accordance with your request we have provided the following updated geotechnical report for the proposed mixed use development at the above referenced site. This report is based upon our original investigation (Reference No. 1) and our review of the proposed floor plan (Reference No. 2). Based on our conversations with the project owner and review of the architectural plan we understand the proposed new improvements will consist of the following: Construction of new commercial space with associated parking lot and site improvements. SITE AND PROJECT DESCRIPTION Based upon our most recent site visit the subject site appears to be in the same approximate condition as observed during our initial field investigation. For the purpose of this report, the "front" of the property is assumed to face east. The properly is bordered to the south by Jason Street, to the west by an alley, to the north by a mixed -use development and to the east by Coast Highway 101. The overall topography of the site area consists of gently rolling coastal terrain. The topography of the lot is generally flat, with a gentle slope from west to east. The site is presently vacant. SUBSURFACE INVESTIGATION Our original subsurface investigation of the site consisted of the excavation of two exploratory trenches in the approximate area of the proposed building improvements, logging of soil types encountered in the proposed pad area and sampling of soils for laboratory testing. Excavations were logged by an engineer from our firm. The locations of the original trench excavations are given in Figure No. 3, "Approximate Location of Exploratory Trenches The logs of our exploratory test pit excavations are presented in Test Pit Log Nos 1 -2 Page 1 EDG Project No. 1046841 200101CHLIRCH - 6U11R. 104680.1,REPORTS. LETTERSUPOATED GEOTECHNICAL REPORT 5- 7010,,1id SUBSOIL CONDITIONS Materials consisting of fill, topsoil and weathered sands (hereafter "Unsuitable Soil ") underlain by sandstone were encountered during our subsurface investigation of the site. Soil types within our trench excavations are described as follows: Unsuitable Soil These materials were found to extend to depths ranging between 4 -6 feet below adjacent grade in the area of the proposed improvements. These materials consists of rust brown to tan, dry to moist, loose, slightly silty sand with some small roots. These materials are not considered suitable for the support of structural or cosmetically sensitive improvements, but materials may be used as re- compacted fill during mitigative grading. These materials classify as SW according to the Unified Classification System and, based on visual observation and our experience, possess expansion potentials in the low range. Sandstone Sandstone materials were found to underlie unsuitable soil within our test pit excavations. Sandstone materials consisted of rust brown, moist, dense to very dense, sandstone. Sandstone materials are considered suitable for the support of structures and structural improvements, provided the recommendations of this report are followed. Sandstone materials classify as SW according to the Unified Classification System, and based on visual observation and our experience, possess expansion potentials in the low range For detailed logs of soil types encountered in our test pit excavations, as well as a depiction of our lest pit locations, please see Figure No. 3, "Approximate Location of Exploratory Trenches' and Test Pit Log Nos. 1 -2. GROUND WATER Ground water was not encountered as part of our subsurface investigation. Groundwater is not anticipated to be a significant concern to the project provided the recommendations of this report are followed. However, in our experience groundwater conditions can develop where no such condition previously existed. Proper surface drainage and irrigation practices will play a significant role in the future performance of the project. Please note in the "Concrete Slab on Grade' section of this report for specific recommendations regarding water to cement ratio for moisture sensitive areas should be adhered. The project architect and /or waterproofing consultant shall specifically address waterproofing details. LIQUEFACTION It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the faults in the Southern California region. However, the seismic risk at this site is not significantly greater than that of the surrounding developed area. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils underlain by a near - surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion Because of the dense nature of the soil materials underlying the site Page 2 EDG Project No. 104680 -1 Z`X10iCMURCH.1,1A1R 104680.1.1REPOP.TS LETTERS• UPDATEDGEOTECHI4ICALREPORT5- 2DIDvi[I and the lack of near surface water, the potential for liquefaction or seismically- induced dynamic settlement at the site is considered low. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers Association of California. UPDATED CONCLUSIONS AND RECOMMENDATIONS We have provided the following updated recommendations to the above referenced report (Reference No 1). GENERAL In general it is our opinion the proposed construction, as described herein, is feasible from a geolechnical standpoint, provided the recommendations of the original soils report (Reference No. 1) and this update are followed. Unsuitable soil profiles found to mantle the upper 5 -6 feel are not suitable for the support of settlement sensitive improvements. We anticipate excavations in the area of [tie structure will extend through unsuitable soil profiles into sandstone material. We also anticipate shallow removals and recompaction in the area of the new parking lot. The following recommendations should be considered as minimum design parameters, and shall be incorporated within the project plans and utilized during construction, as applicable. EARTHWORK We anticipate site grading will include removal of unsuitable soil profiles in the areas of settlement sensitive improvements. Where removals cannot be made as described above the non- conforming condition should be brought to the attention of the Engineering Design Group, in writing, prior to construction of the building foundations so modified recommendations may be provided. 1. Site Preparation Prior to any grading areas of proposed improvement should be cleared of surface and subsurface debris (including organic topsoil). Removed debris should be properly disposed of off -site prior to the commencement of any fill operations. Holes resulting from the removal of debris, existing structures, or other improvements which extend below the undercut depths noted, should be filled and compacted using on -site material or a non - expansive import material. 2. Removals Unsuitable soil found to mantle the site in upper approximately 5 -6 feet, is not suitable for the structural support of buildings or improvements in their present stale. In general grading should consist of the removal of unsuitable soil to competent subgrade materials, scarification of subgrade to a depth of 12 -18 inches, and the recomapction of fill materials to 90 percent minimum relative compaction. Surficial, loose or soft soils exposed of encountered during grading (such as any undocumented or loose fill materials) should be removed to competent material. Excavated materials are suitable for re -use as backfill material, provided they are cleaned of debris and oversize material in excess of 6 inches in diameter (oversized material is not anticipated to be of significant concern) and are free of contamination Page 3 EDG Project No. 104680.1 Z12010,CHURCH- 1.14IR 104680-1 REPORTS LETTERS- UPDATED GEOTECHNICAL REPORT 54010 t•.p0 3. Transitions Any structural sensitive improvements should be constructed on a uniform building pad. We anticipate all new foundations will be constructed on recompacled fill material. Where cut -fill transitions may occur area shall be undercut a minimum of one foot below the foundation or Engineering Design Group contacted for additional detailing. 4. Fills All backfill and fill material, prior to recompaclion, should be cleaned of loose debris, oversize material in excess of 6 inches, brought to +2% of optimum moisture content, and re- compacled to at least 90 percent relative compaction (based on ASTM D1557) Fills should generally be placed in lifts not exceeding 8 inches in thickness. If the import of soil is planned, soils should be non - expansive (El<30) and free of debris and organic matter. Prior to importing, soils should be visually observed, sampled and tested at the borrow pit area to evaluate soil suitability as fill. Where new foundations extend across a retaining wall backfill wedge footings shall be deepened through fill to competent sandstone. 5. Slopes Permanent slopes may be cut to a face ratio of 2:1 (horizontal to vertical). Permanent fill slopes shall be placed at a maximum 2:1 slope face ratio. All temporary cut slopes shall be excavated in accordance with OSHA requirements. Subsequent to grading planting or other acceptable cover should be provided to increase the stability of slopes, especially during the rainy season (October thru April). FOUNDATIONS The following design parameters may be utilized for new foundations founded on recompacted competent sandstone material. Footings bearing in competent material or compacted fill material may be designed utilizing maximum allowable soils pressure of 2,000 psf. Seismic Design Parameters: Site Class D Spectral Response Coefficients Sos (9) 0.902 So, (g) 0.508 Bearing values may be increased by 33% when considering wind, seismic, or other short duration loadings. 3 The following parameters should be used as a minimum for designing new footing width and depth below lowest adjacent grade. Page 4 EDG Project No. 104680 -1 Z �7o,0•CHURCH -WHIR. IOf680- rW.EPORT$ LETTERS'�uPnATEn GEOTECHnICA REPORT 1Dwpd No. of Floors Supported Minimum Footing Width 'Minimum Footing Depth Below Lowest Adjacent Grade 1 15 inches 18 inches 2 15 inches 18 inches 3 18 inches 24 inches 'Footing depths to be confirmed in the field by a representative of Engineering Design Group prior to the placement of steel and removal of excavation equipment. Footings may need to be locally deepened in the field. 4 All footings founded into competent sandstone should be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground)For footings over 30 inches in depth, additional reinforcement, and possibly a stemwall system will be necessary, and should be reviewed by project structural engineer prior to construction. 5. All isolated spread footings should be designed utilizing the above given bearing values and fooling depths, and be reinforced with a minimum of #4 bars at 12 inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width and depth of 24 inches. 6. For footings adjacent to slopes, a minimum of 10 feet horizontal setback in competent material or properly compacted fill should be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the footing to slope daylight. Where this condition can not be met it should be brought to the attention of the Engineering Design Group for review. 7. All excavations should be performed in general accordance with the contents of this report, applicable codes, OSHA requirements and applicable city and/or county standards. 8. All foundation subgrade soils and footings shall be pre - moistened to 2% over optimum to a minimum of 18 inches in depth prior to the pouring of concrete CONCRETE SLABS ON GRADE We anticipate new slab on grade floors for the development. Concrete slabs on grade should use the following as the minimum design parameters: Concrete slabs on grade of the building should have a minimum thickness of 4 inches and should be reinforced with #3 bars al 18 inches D.C. placed at the midpoint of the slab. Concrete slabs on grade of garage and traffic areas should have a minimum thickness of 5.5 inches and should be reinforced with #4 bars at 18 inches o.c. placed at the midpoint of the slab. Slump: Between 3 and 4 inches maximum Aggregate Size: 3/4 - 1 inch Air Content: 5 to 8 percent Non - Moisture Sensitive Areas. Compressive Strength = 2,500 psi minimum Moisture Sensitive Areas: Water to cement Ratio - D.5 maximum Compressive Strength = 4,000 psi minimum (No special inspection required for water to cement ratio purposes, unless otherwise specified by the structural engineer) Moisture retarding additive in concrete at concrete slab on grade floors and moisture sensitive areas. In moisture sensitive areas (i.e. interior space where slab vapor emission is a concern), the slab concrete should have a a minimum water to cement ratio of 0.5, maximum. This Page 5 EDG Project No. 104680 -1 :110 CHURCH. MAN 104683-n.REPORTS. LETTERS1UPDATED GEOTECHNICAL REPORT 5 -2o1n w,d recommendation is intended to achieve a low permeability concrete. 3. All required fills used to support slabs, should be placed in accordance with the grading section of this report and the attached Appendix B. and compacted to 90 percent Modified Proctor Density, ASTM D -1557. A one inch layer of coarse sand material, Sand Equivalent (S E.) greater than 50 and washed clean of fine materials, should be placed beneath the slab. Sand should be rounded to avoid puncture of visqueen vapor retarder. In moisture sensitive areas, a visqueen layer (15 mil) should be placed below the upper one inch of sand to act as a vapor retarder. The visqueen layer should extend down the interior edge of the footing excavation a minimum of 12 inches. The visqueen layer should lap a minimum of 6 inches, sealed along all laps with the manufacturer's recommnded adhesive, and extend down the interior edge of the footing excavation a minimum of 12 inches. Beneath the vapor retarder a uniform layer of 4 inches of pea gravel is recommended under the slab in order to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. 5 Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. 6. All subgrade soils to receive concrete Flalwork are to be pre - soaked to 2 percent over optimum moisture content to a depth of 18 inches. 7. Brittle Floor finishes placed directly on slab on grade floors may crack if concrete is not adequately cured prior to installing the finish or if there is minor slab movement. To minimize potential damage to movement sensitive flooring, we recommend the use of slip sheeting techniques (linoleum type) which allows for foundation and slab movement without transmitting this movement to the floor finishes. 8. Exterior concrete flatwork and driveway slabs, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete cracking. To minimize expected concrete cracking, the following may be implemented: • Concrete slump should not exceed 4 inches. Concrete should be poured during "cool' (40 - 65 degrees) weather if possible. If concrete is poured in hotter weather, a set retarding additive should be included in the mix, and the slump kept to a minimum. • Concrete subgrade should be pre - soaked prior to the pouring of concrete. The level of pre- soaking should be a minimum of 2% over optimum moisture to a depth of 18 inches. Concrete may be poured with a 10 inch deep thickened edge. Flatwork adjacent to top of a slope should be constructed with a outside footing to attain a minimum of 7 feel distance to daylight. Concrete should be constructed with tooled joints or sawcuts (1 inch deep) creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular shapes of concrete, the ratio of length to width should generally not exceed 0.6 (i.e., 5 ft. long by 3 fl. wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with industry standards. • Drainage adjacent to concrete flatwork should direct water away from the improvement. Concrete subgrade should be sloped and directed to the collective drainage system, such that water is not trapped below the flatwork. The recommendations set forth herein are intended to reduce cosmetic nuisance cracking The project concrete contractor is ultimately responsible for concrete quality and performance, and should pursue a cost- benefit analysis of these recommendations, and other options available in the industry, prior to the pouring of concrete Page 6 EDG Project No. 104680 -1 Z'2010.CHUPDH -MAiR 104600.1 REPORTS LETTERS' UPDATED GEOTECHNICAL REPORT 5- 2910wpo RETAINING WALLS Retaining walls are not anticipated for the proposed construction, but where may be necessary retaining walls may be designed and constructed in accordance with the following recommendations and minimum design parameters: Retaining wall footings should be designed in accordance with the allowable bearing criteria given in the "Foundations" section of this report, and should maintain minimum fooling depths outlined in "Foundation" section of this report. Retaining walls shall be designed for lateral forces due to earthquake, where required by code, utilizing the following design parameters The peak ground acceleration at the subject site is estimated using California Geological Survey Probabilistic Seismic Hazards Mapping Ground Motion Page, with a 10% probability of being exceeded in 50 years. For the subject site the peak ground motion is estimated to be 0.34 g. For design purposes, peak acceleration may be reduced by 0.5 (Reference No. 3), to obtain a design horizontal ground acceleration value, which for this site is equal to 0.178 (k „). General engineering practice recognizes the Mononobe -Okabe /Seed - Whilman equation for the calculation of additional lateral earth pressure. The resultant seismic load should be applied as an inverted triangular distribution from the bottom to lop of wall. The resultant force should be applied at a distance of 0.6 times the height (H) of the wall above the base. For yielding walls (designed utilizing active pressure coefficient), which are not restrained, the seismic load may be determined as follows Yielding Walls: PAr= (3/8) kH (gamma) H'W here : k,,,=0.1 7 g. gamma =unit weight of soil For restrained walls (designed utilizing of rest pressure coefficient) which are restrained from movement, the seismic load may be determined as follows Non - Yielding Walls: PAr= k„ (gamma) H'Where : k„ =0.17 g ; gamma =unit weight of soil Retaining wall designs for sites with a hydrostatic pressure influence (i.e groundwater within depth of retaining wall or waterfront conditions) will require special design considerations beyond the scope of this letter. 3. Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 35 pcf. This assumes that granular, free draining material with low potential for expansion (E.I. X50) will be used for backfill, and that the backfill surface will be level. For sloping backfill, the following parameters may be utilized: Backfdl Sloping Condition 2.1 Slope 1 5 1 Slope Active Fluid Pressure 50 pcf 65 pcf Any other surcharge loadings shall be analyzed in addition to the above values. Page 7 EDG Project No 104680 -1 Z 2010 CHUPCH. k1A1R 101680 1 REPORTS. LET7ERS,UPCFTE7 GEOTECH 41CAL REPORT 5- 2010,vvd 4. If the tops of retaining walls are restrained from movement, they should be designed for an at rest soil pressure of 65 psf. 5. Passive soil resistance may be calculated using an equivalent fluid pressure of 300 pcf. This value assumes that the soil being utilized to resist passive pressures, extends horizontally 2.5 times the height of the passive pressure wedge of the soil. Where the horizontal distance of the available passive pressure wedge is less than 2.5 times the height of the soil, the passive pressure value must be reduced by the percent reduction in available horizontal length. 6 A coefficient of friction of 0.35 between the soil and concrete footings may be utilized to resist lateral loads in addition to the passive earth pressures above. 7. Retaining walls should be braced and monitored during compaction. If this cannot be accomplished, the compactive effort should be included as a surcharge load when designing the wall. B. All walls shall be provided with adequate back drainage to relieve hydrostatic pressure, and be designed in accordance with the minimum standards contained in the 'Retaining Wall Drainage Detail ", Appendix D. 9. Retaining wall backfll should be placed and compacted in accordance with the "Earthwork" section of this report. Backfill shall consist of soil with a very low expansion potential, granular, free draining material. SURFACE DRAINAGE Adequate drainage precautions at this site are imperative and will play a critical role on the future performance of the dwelling and improvements. Under no circumstances should water be allowed to pond against or adjacent to foundation walls or tops of slopes. The ground surface surrounding proposed improvements should be relatively impervious in nature, and slope to drain away from the structure in all directions, with a minimum slope of 2% for a horizontal distance of 7 feel (where possible). Surface area drains should not be tied to retaining wall backdrains or slab underdrains. Area drains or surface swales should be provided to accommodate runoff and avoid any ponding of water. Roof gutters and downspouts shall be installed on the new and any existing structures and tightlined to the area drain system. All drains shall be maintained to be kept clean and unclogged, including gutters and downspouts. Area drains should be kept free of debris to allow for proper drainage. Over watering can adversely affect site improvements and cause perched groundwater conditions. Irrigation should be limited to only the amount necessary to sustain plant life. Low (low irrigation devices as well as automatic rain shut -off devices should be installed to reduce over watering. Irrigation practices and maintenance of irrigation and drainage systems are an important component to the performance of onsile improvements. During periods of heavy rain, the performance of all drainage systems should be inspected. Problems such as gullying or ponding should be corrected as soon as possible. Any leakage from sources such as water lines should also be repaired as soon as possible. In addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements, should be strictly controlled or avoided CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface conditions disclosed by our investigation of the project area. Interpolated subsurface conditions should be verified in the field during Page 8 EDG Project No. 104680.1 7 1010• {HUPCH- 1.IAIR 10451iG- PREPORTS LETTERS, 1PDATEDGEOTECHNICAL REPORT 520innyd construction. The following items shall be conducted prior /during construction by a representative of Engineering Design Group in order to verify compliance with the geolechnical and civil engineering recommendations provided herein, as applicable. 1. Review of final approved structural plans prior to the start of work for compliance with geolechnical recommendations, 2. Attendance of a pre - grade /construction meeting prior to the start of work. 3. Testing of any fill placed, including retaining wall backfill and utility trenches. 4. Observation of pad subgrade prior to scarification. 5. Testing of any fill placed, including retaining wall backfill and utility trenches. 6 Observation of fooling excavations prior to steel placement and removal of excavation equipment. 7. Field observation of any "field change" condition involving soils. 8. Walk through of final drainage detailing prior to final approval The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site observations. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting the above observation and testing protocol. Before commencement of grading the Engineering Design Group will require a separate contract for quality control observation and testing. Engineering Design Group requires a minimum of 48 hours notice to mobilize onsite for field observation and testing. MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plaster or interior brittle slab finishes. Data for this report was derived from surface observations at the site, knowledge of local conditions, and a visual observation of the soils exposed in the exploratory test pits. The recommendations in this report are based on our experience in conjunction with the limited soils exposed at this site and neighboring sites. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed structure. however, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. Man -made or natural changes in the conditions of a property can occur over a period of time. In addition, changes in requirements due to stale of the art knowledge and /or legislation, are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as slated above are altered It is the responsibility of the owner or his representatives to ensure that the information in this report be incorporated into the plans and /or specifications and construction of the project. It is advisable that a Page 9 EDG Project No. 104680 -1 Z 40101CHURCH. 1,141R. 104680- VREPORTS LETTERS UP04TEC GEGTECHNICAL REPORT 5- 2010apo contractor familiar with construction details typically used to deal with the local subsoil and seismic conditions, be retained to build the structure. If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project. Respectfully Submitted, ENGINEERING V< Erin E. Rist California RCE # No. 65122 Exp, 9/30/11 Attachments: 1. Figures 1 -3 2. Test Pit Logs 1 -2 (Original Investigation) 3. Appendix A: General References 4. Appendix B: General Earthwork and Grading Specifications 5. Appendix C: Testing Procedures 6. Appendix D: Retaining Wall Drainage Detail Page 10 EDG Project No 104680 -1 X10 CHURCH : Wr 1046FO -1 REPORTS LETT ERF UPCATE6 GEOTECHHiCAL PE POP T 5 -:010 .:TKI APPROXIMATE SITE PROJECT NAME Dos Palmas Bakery PROJECT ADDRESS Northwest comer of Jason Street 8 North Coast Highway 101, Encinitas, California EDG PROJECT NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 104680 -1 2121 Monffel Road, San Marcos, CA 92069 2 Phone (760)839-7302 Fax.(760)460 -7477 Nt LOCATION OF TEST PITS PROJECT NAME Dos Palmas Bakery PROJECT ADDRESS Northwest comer of Jason Street 8 North Coast Highway EDG PROJECT NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 104680 -1 2121 Montiel Road, San Marcos, CA 92069 3 Phone:(760)839 -7302 Fax:(760)480 -7477 1 of - yl i l✓•" �� ' •. it 1t. r 77 u . k o 1p ® B ": ►n L. Coast High.-.a W .ay,101 8 Jason9St, Encinitas. C4'91 r �s, 1 f7 4 9 r 0 VIE 22010 Eumps Tech Z 2010 GOog lI, �/� 1 ImegeU S GeoloOice: So .r7.' '��)�,� Data CSUYBSFUL. CAdA FC,�'�,L Imagery Date Fee 29 2008 33 Ua -11 70' N 117 la-52--VV Ie'e+ ; : I, ., .. .. v Project Name: LARRY RICHARDS DEVELOPMENT TEST PIT LOG NO. 1 EDG Project Number: Groundwater FIGURE NO. 4 Location: See Figure 3, Highway 101 and Jason Street Sheet 1 of 1 Date(5) 9/3104 Total Depth: a ft. Groundwater None Excavated: Level: Logged By: ER Approx. Surface Backfilled Yes Elev. Excavation Backhoe Method: Soil Type Depth Material Description and Notes UCSC Sample 1 0 - 6 ft. TOPSOIL/FILL/WEATHEREDMATERIAL: SW Rust brown to tan, slightly moist to moist, medium dense, slightly silly sands with many small roots. 2 6 ft. - 8 ft. SANDSTONE Rust brown to tan to grey, moist, dense, slightly silty SW sandstone. GRAPHIC REPRESENTATION: 0 -- 1 2 _ 3 4 5 6 7 8 9 10 — 11 12 Z. 'W RICHARDS.JASON 5T.. NN2I.NLARRY RICNARDSJASON STREET, TP NO. 1 "d Project Name: LARRY RICHARDS DEVELOPMENT TEST PIT LOG NO. 2 EDG Project Number: Groundwater FIGURE NO. 5 Location: See Figure 3, Highway 101 and Jason Street Sheet 1 of 1 Date(s) 9/3/04 Total Depth: 11.5 ft. Groundwater None Excavated: Level: Logged By: ER Approx. Surface Backfilled Yes Elev. Excavation Backhoe Method: Soil Type Depth Material Description and Notes UCSC Sample 0 - 6 ft. TOPSOILJFILL/WEATHERED MATERIAL: SW Rust brown to tan, slightly moist to moist, medium dense, slightly silty sands with roots and debris. 2 6 ft. - 11.5 ft. SANDSTONE Rust brown to tan to grey, moist, dense, slightly silly SW sandstone. GRAPHIC REPRESENTATION- 0 — 1 2 4 6 8 i 9 10 12 Z.206 %Wftg=D .WSON ST.. 013427.1W Y RICH DS JASoN ST., TP NO 2 .v d APPENDIX A APPENDIX A REFERENCES 1. California Geological Survey, Probabilistic Seismic Hazards Mapping Ground Motion Page. 2. California Department of Conservation, Division of Mines and Geology, Fault Rupture Zones in California, Special Publication 42, Revised 1990. 3. Day, Robert W. "Geotechnical and Foundation Engineering Design and Construction." 1999, McGraw Hill. 4. Engineering Design Group, unpublished in house data. 5. Franklin, A.G. and Chang, F.K. 1977, 'Permanent displacements of Earth embankments by 6. Newmark sliding block analysis, Report 5, Miscellaneous Paper, S 71 -17, U.S. Army Corp of Engineers, Waterways Experiment Station, Vickburg, Mississippi." 7. Greensfelder, R.W., 1974 Maximum Credible Rock Acceleration from Earthquakes in California Division of Mines and Geology, Map Sheet 23. a. Lee, L.J., 1977. Potential foundation problems associated with earthquakes in San Diego, in Abbott, P.L. and Victoria, J.K., ads. Geologic Hazards in San Diego, Earthquakes, Landslides, and Floods: San Diego Society of Natural History John Porter Dexter Memorial Publication. 9. Ploessel, M.R. and Slossan, J.E., 1974 Repealable High Ground Acceleration from Earthquakes: California Geology, Vol. 27, No. 9, P. 195 -199 10. State of California, Fault Map of California. Map No. 1, Dated 1975. 11. State of California, Geologic Map of California, Map No. 1, Dated 1977. 12. Structural Engineers Association of Southern California (SEAOSC) Seismology Committee, Macroseminar Presentation on Seismically Induced Earth Pressure, June 8, 2006. 13. Tan, Siang S. And Kennedy, Michael P. "Geologic -Maps of the Northwestern Part of San Diego County, California. Plate 2 Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, San Diego County, California ", dated 1996. 14. U.S. Army Corps of Engineers, 1985, Coast of California Storm and Tidal Waves Study, Shoreline Movement Data Report, Portuguese Point to Mexican Border, dated December 15. U.S. Army Corps of Engineers, 1985, Coast of California Storm and Tidal Waves Study, Coastal Cliff Sediments, San Diego Region (CCSTWS 87 -2), dated June. 16. Van Dorn, W.G., 1979 Theoretical aspects of tsunamis along the San Diego coastline, in Abbott, P.L. and Elliott, W.J., Earthquakes and Other Perils: Geological Society of America field trip guidebook. 17. Various Aerial Photographs APPENDIX B General Earthwork and Grading Specifications 1.0 General Intent These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testing Prior to commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with the applicable grading codes and agency ordinances, recommendations in the geotechnical report and the approved grading plans not withstanding the testing and observation of the geotechnical consultant If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction shouls be performed in general accordance with the latest version of the American Society for Testing and Materials test method ASTM 01557. 3.0 Preparations of Areas to be Filled 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant. The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which would inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, organic -rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land surveyor / civil engineer should be utilized. 3.4 Moisture Conditioning: Overexcavated and processed soils should be watered, dried back, blended and / or mixed, as necessary to attain a uniform moisture content near optimum. 3.5 Recomoaction: Overexcavaled and processed soils which have been properly mixed, screened of deleterious material and moisture - conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant. 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant. Other benches should be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas and toe -of -fill benches, should be evaluated by the geotechnical consultant prior to fill placement. 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant or mixed with other soils to achieve satisfactory fill material. 4.2 Oversize: Oversize material, defined as rock or other irreducible material with a maximum dimension of greater than 6 inches, should not be buried or placed in fills, unless the location, materials and disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. 4.3 Imoor : If importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe (and test, if necessary) the proposed import materials. 5.0 Fill Placement and Compaction 5.1 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near - horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout. 5.2 Moisture Conditioning: Fill soils should be watered, dried -back, blended and /or mixed, as necessary to attain a uniform moisture content near optimum. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture - conditioned and mixed, it should be uniformly compacted to no less than 90 percent of maximum dry density (unless otherwise specified). Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and uniformity of compaction. 5.4 Fill Slopes: Compacting of slopes should be accomplished in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. Al the completion of grading, the relative compaction of fill out to the slope face would be at least 90 percent. 5.5 Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed at the consultant's discretion based on file dconditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and /or 1,000 cubic yards of compacted fill soils. In addition to, on slope faces, as a guideline approximately one test should be taken for every 5,000 square feel of slope face and /or each 10 feet of vertical height of slope. 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor / civil engineer for line and grade after installation. Sufficient time shall be allowed for the survey, prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation and refilling of cut areas and/or remedial grading of cut slopes (i.e stability fills or slope buttresses) may be recommended. 0.0 Quantity Determination For purposes of determining quantities of materials excavated during grading and /or determining the limits of overexcavation, a licensed land surveyor / civil engineer should be utilized. SIDE HILL STABILITY FILL DETAIL EXISTING GROUND SURFACE FINISHED SLOPE FACE / PROJECT t TO t LIRE FINISHED CUT PAD / / / FROM TOP OF SLOPE TO OUTSIDE EDGE OF KEY r =_r =_r -- ,ail .✓i,�ii- _�ir_i i. i COMPACT_E_Q — ___- OVERBURDEN OR -- - PAO OVEREXCAVATION DEPTH UNSUITABLE -_ =- -yE?r= __�,�^I: AND RECOMPACTION MAY BE MATERIAL -_ = =_ _ - -� = =_ =_- _ - -_ ----- RECOMMENDED - "'= RECOMMENDED BY THE ---- STABILITY FILL / BUTTRESS DETAIL OUTLET PIPES -4' m NONPERFORATED PIPE, 100' MAX. O.C. HORIZONTALLY, 30' MAX. O.C. VERTICALLY KEY DEPTH , _ -- 2Y MIN... KEY WIDTH AS NOTED ON GRADING PLANS 1D' MIN. e' MIN. OVER 3/4'-1 -112' CLEAN GRAVEL (31t3 /ft. MIN.)_�J / /� 4-0 NON - PERFORATED PIPE, l FILTER FABRIC —� ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT)" 5� MIN. SEE T- CONNECTION DETAIL B' MIN. COVER 4' m PERFORATED PIPE 4' MIN. BEDDING N TRENCH DETAIL —BACK CUT 1:1 OR FLATTER BENCH SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS P0331BLE TO ALLOW SUITABLE OUTLET 1 \ PERFORATED 10' MIN. PIPE � 4j EACH SIDE CAP HON - PERFORATED OUTLET PIPE T— CONNECTION DETAIL x IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4'- 1.1/2' GRAVEL, FILTER FABRIC MAY BE DELETED SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Site % Passinq 1" 100 3/4" 90 -100 3/3" d0 -100 No. 4 25 -40 No. 8 18 -33 Pit. 30 5 -15 No. 50 0 -7 No. 200 0 -3 Sand Equivalent >75 NOTES: For buttress dimensions, see geolaChnical report /plans. Actual dimensions of buttress and Subdrain may be changed by the geotechnical consultant based on field conditions. SUBDRAIN INSTALLATION - Subdrain pipe should be Installed with perforations down as depicted. At locations recommended by the geotechnical consultant, nonperforated pipe should be Installed SUBDRAIN TYPE - Subdrain type should be Acrylon trite Butadlene Styrene (A.B.S.), Polyvinyl Chloride (PVC) or approved equivalent. Class 125,SDR 32.5 should be used for maximum fill depths of 35 feet. Class 200,SDR 21 should be used for maximum fill depths of 100 feet. BENCHI CANYON SUBDRAIN DETAILS - EXISTING GROUND SURFAC! MP M SUBDRAIN TRENCH SEE BELOW I REMOVE UNSUITABLE MATERIAL SUBDRAIN TRENCH DETAILS FILTER FABRIC ENVELOPE �8' MIN. OVERLAP 3' MIN. OVERLAP\ (MIAAFI 14ON OR APPROVED 1 J y / EOUIVALENT)* \ 1�'�y R� 3/4'-1.112' CLEAN GRAVEL (91131ft. MIN.) 3' MIN. C COVER COVEa - 4' MIN. BEDDING - e' of MIN. - PERFORATED PIPE DETAIL OF CANYON SUBDRAIN TERMINAL DESIGN FINISH SUBDRAIN GRADE -- _____ TRENCH _SEE ABOVE 15' MIN. 15 'MIN� PERFORATED 9 0 MIN. PIPE NONPEAFORATED 9' 0 MIN. 3/4'- 1-1/2' CLEAN GRAVEL (910/ft. MIN.) *IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4'- 1.1/2" GRAVEL, FILTER FABRIC MAY BE DELETED SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size % Passing 1" 100 3/4" 90 -100 3/8" 40 -100 No. 4 25 -40 No. 8 18 -33 No. 30 5 -15 No. 50 0 -1 No. 200 0 -3 Sand Equivalent >75 momis Subdraln should be constructed only on Competent material as evaluated by the 9eotechnical consultant. SUBDRAIN INSTALLATION Subdraln pipe should be Installed with perforations down as depicted. At locations recommended by the peotechnical consultant, nonperforated pipe should be Installed. SUBDRAIN TYPE - Subdraln type should be Acrylonitrlle Butadiene Styrene (A.B.S.), Polyvinyl Chloride (PVC) or approved equivalent. Class 125,SDR 32.5 should be used for maximum fill depths of 33 feet. Close 200,SDR 21 should be used for maximum fill depths Of 100 lest. KEY AND BENCHING DETAILS FILL SLOPE PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL EXISTING GROUND SURFACE 2' MIN KEY DEPTH FILL— OVER —CUT SLOPE •15' MIN -+1 LOWEST BENCH (KEY) EXISTING GROUND SURFACE - 2 i i i i T �-1 S' MIN.. 2' LOWEST MIN. BENCH DEPTH (KEY) CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) CUT — OVER —FILL SLOPE PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TO COMPETENT ` MATERIAL f s' MIN .�y 2' MIN. LOWEST KEY DEPTH BENCH (KEY) BENCH REMOVE UNSUITABLE MATERIAL BENCH — REMOVE UNSUITABLE MATERIAL EXISTING GROUND SURFACE---.,/// l i CUT SLOPE (TO BE EXCAVATED / PRIOR TO FILL PLACEMENT) ENCH —REMOVE UNSUITABLE MATERIAL NOTE: Back drain may be recommended by the geotechnical consultant based on actual field conditions encountered. Bench dimension recommendations may also be altered based on field conditions encountered. . / ROCK DISPOSAL DETAIL SLOPE FACE PINLBM GRADE /� e X. OVERSIZE WINDROW _ GRANULAR BOIL (S.E.>30) TO BE _ _ DENSIFIED IN PLACE BY FLOODING DETAIL TYPICAL PROFILE ALONG WINDROW 1) Rock with maximum dimensions greater than 6 inches should not be used within 10 feet vertically of finish grade (or 2 feet below depth of lowest utility whichever Is greater), and 15 feet horizontally of slope faces, 2) Rocks with maximum dimensions greater than 4 feet should not be utilized in fills. 3) Rock placement, flooding of granular soil, and fill placement should be observed by the geotechnical consultant. 4) Maximum size and spacing of windrows should be in accordance with the above details Width of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). 5) Rock should be placed in excavated trenches. Granular soil (S.E. greater than or equal to 30) should be flooded in the windrow to completely fill voids around and beneath rocks. APPENDIX C LABORATORY TESTING PROCEDURES Direct Shear Test Direct shear tests are performed on remolded and /or relatively undisturbed samples which are soaked for a minimum of 24 hours prior to testing. After transferring the sample to the shearbox, and reloading, pore pressures are allowed to dissipated for a period of approximately 1 hour prior to application of shearing force. The samples are sheared in a motor - driven, strain controlled, direct -shear testing apparatus. After a travel of approximately 1/4 inch, the motor is stopped and the sample is allowed to "relax" for approximately 15 minutes. Where applicable, the "relaxed" and "peak" shear values are recorded. It is anticipated that, in a majority of samples tested, the 15 minutes relaxing of the sample is sufficient to allow dissipation of pore pressures set up due to application of the shearing force. The relaxed values are therefore judged to be good estimations of effective strength parameters. Expansion Index Tests: The expansion potential of representative samples is evaluated by the Expansion Index Test, U.B.C. Standard No. 29 -2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation. The prepared 1 -inch thick by 4 -inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water for 24 hours or until volumetric equilibrium is reached. Classification Tests: Typical materials were subjected to mechanical grain -size analysis by wet sieving from U.S. Standard brass screens (ASTM D422 -65). Hydrometer analyses were performed where appreciable quantities of fines were encountered. The data was evaluated in determining the classification of the materials. The grain -size distribution curves are presented in the test data and the Unified Soil Classification is presented in both the test data and the boring logs. A r i . APPENDIX D w • a MINIMUM RETAINING & DRAINAGE DETAIL (NOT TO SCALE) TOP OF WALL �o END RETAN" MALL (CONC OR LXN) WALL FOOTING a de o PROJECT NAME PROJECT ADDRESS JOB NUMBER �a �1F: TN1S DETAA REPRESENT5 THE MINIMUM WALL DRAINAGE AND WATERPROOFING APPLIfATION TO SATISFY THE STRUCTURAL DESIGN INTENT OF THE RETAINING WALL THE ARCHITECT OR DESIGNER OF RECORD FOR THE PROJECT SHALL BE RESPONSIBLE FOR THE DESIGN I. AND SPECITTCATION OF THE WATERPROOFING ASSEMBLY. WHERE APPLIES O COMPACTED B4CKFILL -0 90X MIN. RElA1TVE COMPACTION M 5000 INSTALLED PER MANUFACTURER'S SPECIFICATIONS k 41volHL PROTECTED WTTH PROTECTION BOARD (ABOVE MIRADRAIN) MASTIC NOT TO BE DnSED TO SUNLIGHT MIRADPAIN (OR EOLL4L) INSTATJ.ED PER MANUFACTURER'S SPECIFICATIONS OVER U45W WATERPROOFING FILTER FABRIC 4 0MIRNT W/ 6' LAP 3 05 314' Gil (1 SF / FT) 4" DA PERFORATED DRAIN LINE (SCH 40 OR EOUIV.) PERFMnONS ORIDI DOWN 2 X GRADIENT TO SUFUBLE OUTLET - EXACT PIPE LOCATION TO BE DETEIMNED SRf l'J OONSTRAINTS� OPROPOSED SLOPE BACKCLIT PER OSHA STMOARDS OR PER ALTS MTK SLOPING PLAN, OR PER APPROVED SHORING PLAN 6 40W (45) CONCRETE CANTO FTG/WALL CONNECTION (UNDER --08 WATERPROOFING) O FO M PROTECTION BOARD BELOW GRADE B W PROTECTION BOARD ABV GRADE PER MFR SPECIFICATION MANUFACTURER'S CERTIFIED INSTALLERS ONLY. APPLICAWNS TO BE ALT LOCATION CONFIRMED BY MANUFACTURER'S REPRESENTATIVE ENGINEERING DESIGN GROUP 2121 WNTIR RD SAN UVC05, CA 920ES (760) 639 -7302 FAY (760) 'W -2177 FIGURE dG COST ESTIMATE FOR 1312 N. COAST HWY 101 LEUCADIA, CA IP DRAWING NO, PREPARED FOR: GLORIA JUNE MAIR PE 1803F PREPARED BY: PASCO LARET SUITER & ASSOCIATES 535 N. HIGHWAY 101, SUITE A SOLANA BEACH, CA 92075 (858) 259 -8212 DATE: 10 -8 -10 V w 72, BRIAN ARDOLINO, RCE 71651 > No. 7'C` I Exp 1Z S 1 11 / C 1302 & 1312 N. COAST HWY 101 GRADING PLAN PE 1803 F GRADING BONDING ESTIMATE CITY OF ENCINITAS ITEM QTY UNIT @ UNIT PRICE TOTAL ONSITE IMPROVEMENTS: 5" PCC 2300 SF @ $ 5.00 $11,500.00 RETAINING WALLS 66 SF @ $ 29.65 $1,956.90 3" PVC & 4" PVC 572 LF @ $ 20.00 $11,440.00 6" CLEANOUTS 4 EA @ $ 29.00 $116.00 TYPE A -4 CLEANOUT I EA @ $ 3,980.00 $3,980.00 SUMP PUMP 1 EA @ $ 500.00 $500.00 8" CHANNEL DRAIN 1 EA @ $ 250.00 $250.00 AC REMOVAL 539 SF @ $ 2.00 $1,078.00 AC PAVING (4" SURFACE) 539 SF @ $ 1.75 $943.25 6" AGGREGATE BASE 539 SF @ $ 1.00 $539.00 18" PVC 90 LF @ $ 95.00 $8,550.00 D -27 SIDEWALK UNDERDRAIN 2 EA @ $ 500.00 $1,000.00 MOD. D -25 CURB INLET 1 EA @ $ 2,500.00 $2,500.00 DECORATIVE PAVERS 2500 SF @ $ 5.00 $12,500.00 24" X 24" CLEANOUTS 2 EA @ $ 100.00 $200.00 GREASE INTERCEPTOR 1 EA @ $ 10,000.00 $10,000.00 6" AC BERM 45 LF @ $ 9.50 $427.50 4" SEWER LATERAL 1 EA @ $ 1,335.00 $1,335.00 2" WATER SERVICE 1 EA @ $ 2,866.00 $2,866.00 GRAVEL 250 CY @ $ 50.00 $12,500.00 BMP LANDSCAPE AREAS 360 SF @ $ 1.38 $496.80 EROSION CONTROL: STABILIZED CONST. ENTRANCE 200 SF @ $ 5.25 $1,050.00 GRAVEL BAGS 200 EA @ $ 1.10 $220.00 GRADING: EXCAVATION AND FILL 500 CY @ $ 20.00 $10,000.00 REMEDIAL 300 CY @ $ 11.50 $3,450.00 TOTAL $99,398.45 10% CONTINGENCIES $9,939.85 GRAND TOTAL $109,338.30 ENuINBERING DESIGN GROUP umaxNCn. Mx newiWe, a ucm,[auxu wnwu.Nis 2121 Montiel Road, San Marcos, California 92069 • (760) 839 -7302 • Fax: (760) 480 -7477 • vMW.de APR 5 2011 LIMITED GEOTECHNICAL INVESTIGATION FOR THE PROPOSED NEW DEVELOPMENT, TO BE LOCATED AT THE CORNER OF PHOEBE STREET AND COAST HIGHWAY 101 (APN 254 - 230 -18 AND 254 - 230 -19), ENCINITAS, CALIFORNIA EDG Project No. 043424 -1 September 20, 2004 PREPARED FOR: SAWTOOTH DEVELOPMENT GROUP Attention: Clay Sammis P.O. Box 1121 Rancho Santa Fe, CA 92067 TABLE OF CONTENTS Page SCOPE................................... ............................... 1 SITE AND PROJECT DESCRIPTION ............. ............................... 1 FIELD INVES TIGA TION ........................ ............................... 1 SUBSOIL CONDITIONS ....................... ............................... 1 GROUNDWATER ............................ ............................... 2 LIQUEFACTION.............................. ............................... 2 DETENTION BASIN ........................... ............................... 3 CONCLUSIONS AND RECOMMENDATIONS ....... ............................... 4 GENERAL............................. ............................... 4 EARTHWORK.......................... ............................... 4 FOUNDATIONS ........................ ............................... 5 CONCRETE SLABS ON GRADE ........... ............................... 7 RETAINING WALLS ..................... ............................... 9 SURFACE DRAINAGE .................. ............................... 10 CONSTRUCTION OBSERVATION AND TESTING .. ............................... 11 MISCELLANEOUS........................... ............................... 11 FIGURES Site Vicinity Map ...................... ............................... Figure No. 1 Site Location Map ..................... ............................... Figure No. 2 Location of Exploratory Trenches ......... ............................... Figure No. 3 Logs of Exploratory Test Pits ......... ............................... Figures No. 45 Gl�l�i�fi7filZ.� References .......................... ............................... Appendix A General Earthwork and Grading Specifications .............................. Appendix B Testing Procedures .................... ............................... Appendix C Retaining Wall Drainage Detail ........... ............................... Appendix D SCOPE This report gives the results of our geotechnical investigation for the property located at the corner of Jason Street and Coast Highway 101, (APN 254 - 230 -18 and 254- 230 -19) in the City of Encinitas, California. (See Figure No. 1, "Site Vicinity Map ", and Figure No. 2, "Site Location Map'). The scope of our work, conducted on -site to date, has included a visual reconnaissance of the property and neighboring properties, a limited subsurface investigation of the property, review of in -house documents, field analysis, and preparation of this report presenting our findings, conclusions, and recommendations. SITE AND PROJECT DESCRIPTION For the purposes of this report, the "front' of the property is assumed to face east. The property is bordered to the south by a similar project, to the north by a commercial development, to the east by Coast Highway 101 and to the west by an alley. The overall topography of the site area consists of gently rolling coastal terrain. The topography of the lot is generally flat, with a gentle slope from west to east. The site is presently vacant. Based upon our conversations with the owner, it is our understanding the proposed new improvements will consist of the following: 24- New (2) and (3) story mixed use construction founded on a conventional shallow foundation system. The project may use either slab on grade, structural concrete or raised wood floor system. A detention basin will be incorporated within the project. FIELD INVESTIGATION Our field investigation of the property, conducted September 3, 2004, consisted of a site reconnaissance, site field measurements, observation of existing conditions on -site and on adjacent sites, and a limited subsurface investigation of soil conditions. Our subsurface investigation consisted of visual observation of two exploratory test pits in the approximate area of the proposed building improvements, logging of soil types encountered in the proposed pad area, and sampling of soils for laboratory testing.. The locations of the test pits are given in Figure No. 3, "Approximate Location of Exploratory Trenches ". The logs of our exploratory test pit excavations are presented in Figures No. 4 -5, " Test Pit Logs ". SUBSOIL CONDITIONS Materials consisting of fill, topsoil and weathered formational soil (hereafter "Unsuitable Soil ") SAW-TOOTH DEVELOPMENT Page No. 1 PHOEBE STREET AND COAST HIGHWAY 101, ENCINITAS, CALIFORNIA Job No. 0434241 ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL 8 ARCHITECTURAL CONSULTAMS underlain by sandstone were encountered during our subsurface investigation of the site. Soil types within our test pit excavations are described as follows: Unsuitable Soil : These materials were found to extend to depths ranging between 4 -6 feet below adjacent grade in the area of the proposed improvements. These materials consists of rust brown to tan, dry to moist, loose, slightly silty sand with some small roots. These materials are not considered suitable for the support of structural or cosmetically sensitive improvements, but materials may be used as re- compacted fill during mitigative grading. These materials classify as SW according to the Unified Classification System and, based on visual observation and our experience, possess expansion potentials in the low range. Sandstone Sandstone materials were found to underlie unsuitable soil within our test pit excavations. Sandstone materials consisted of rust brown, moist, dense to very dense, sandstone. Sandstone materials are considered suitable for the support of structures and structural improvements, provided the recommendations of this report are followed. Sandstone materials classify as SW according to the Unified Classification System, and based on visual observation and our experience, possess expansion potentials in the low range. For detailed logs of soil types encountered in our test pit excavations, as well as a depiction of our test pit locations, please see Figure No. 3, "Approximate Location of Exploratory Trenches ", and Figures No. 4 -5, "Test Pit Logs ". GROUND WATER Ground water was not encountered during our subsurface investigation of the site. Ground water is not anticipated to be a significant concern to the project provided the recommendations of this report are followed. LIQUEFACTION It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the faults in the Southern California region. However, the seismic risk at this site is not significantly greater than that of the surrounding developed area. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils underlain by a near - surface ground SAWTOOTH DEVELOPMENT Page No. 2 PHOEBE STREET AND COAST HIGHWAY 101, ENCINITAS, CALIFORNIA Job No. 043424 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CNIL STRUCTURAL A ARCHITECTURAL CONSULTANTS water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the dense nature of the soil materials underlying the site and the lack of near surface water, the potential for liquefaction or seismically- induced dynamic settlement at the site is considered low. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers Association of California. DETENTION BASIN It is our understanding a below grade detention basin will likely be incorporated into the project design. At this point in time, the design of the detention basin, allowing for determination of impact on the building foundation, has not been completed. The proposed detention basin design should be reviewed by Engineering Design Group, to determine potential soil related impacts on the building foundation, prior to finalizing the building design. SAWTOOTH DEVELOPMENT Page No.3 PHOEBE STREET AND COAST HIGHWAY 101, ENCINITAS, CALIFORNIA Job No. 043424 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CNIL, STRUCTURAL 6 ARCHRECTURAL CONSULTAWS CONCLUSIONS AND RECOMMENDATIONS GENERAL In general, it is our opinion the proposed construction, as described herein, is feasible from a geotechnical standpoint, provided that the recommendations of this report and generally accepted construction practices are followed. Unsuitable soil profiles found to mantle the upper 5 -6 feet of the lot, should be removed and re- compacted. If below grade detention facilities are incorporated into the foundation, the extent soil replacement and re- compaction may be limited. The design should recognize that building foundations should lie entirely on a compacted fill pad, or on suitable cut sandstone. Foundation transitions from cut to fill should be avoided The following recommendations should be considered as minimum design parameters, and shall be incorporated within the project plans and utilized during construction, as applicable. EARTHWORK In areas of settlement sensitive improvement, unsuitable soil will require removal and re- compaction. Where removals cannot be made as described above, the non - conforming condition should be brought to the attention of the Engineering Design Group, in writing, prior to construction of the building foundations so modified recommendations may be provided. 1. Site Preparation Prior to any grading, areas of proposed improvement should be cleared of surface and subsurface debris (including organic topsoil). Removed debris should be properly disposed of off -site prior to the commencement of any fill operations. Holes resulting from the removal of debris, existing structures, or other improvements which extend below the undercut depths noted, should be filled and compacted using on -site material or non - expansive import material. 2. Removals In general, grading should consist of the removal of unsuitable soil to competent subgrade materials, scarification of subgrade to a depth of 12 inches, and the re- compaction of fill materials to 90 percent minimum relative compaction. Excavated fill materials are suitable for re -use as fill material during grading, provided they are cleaned of debris and oversize material in SAWTOOTH DEVELOPMENT Page No. 4 PHOEBE STREET AND COAST HIGHWAY 101, ENCINITAS, CALIFORNIA Job No. 043424 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS excess of 6 inches in diameter (oversized material is not anticipated to be of significant concern) and are free of contamination. Any structural sensitive improvements should be constructed on a uniform building pad. We anticipate the new structure will be founded on footings bearing on competent formational sandstone, or on a uniform compacted fill pad . 3. Fills All fill soils should be brought to +2% of optimum moisture content, and re- compacted to at least 90 percent relative compaction (based on ASTM D1557 -91). Compacted fills should be cleaned of loose debris, oversize material in excess of 6 inches in diameter, brought to near optimum moisture content, and re- compacted to at least 90% relative compaction (based on ASTM D1557 -91). Surficial, loose or soft soils exposed or encountered during grading (such as any undocumented or loose fill materials) should be removed to competent formational material and properly compacted prior to additional fill placement. Fills should generally be placed in lifts not exceeding 8 inches in thickness. If the import of soil is planned, soils should be non - expansive (EI <30) and free of debris and organic matter. Prior to importing, soils should be visually observed, sampled and tested at the borrow pit area to evaluate soil suitability as fill. FOUNDATIONS The following design parameters may be utilized, assuming all foundations are founded on competent formational materials. Footings bearing in competent formational materials, may be designed utilizing maximum allowable soils pressure of 2,000 psf. 2. Seismic Design Parameters: Seismic Zone Factor 4 Soil Profile Type (Table 16 -J) Sd SAWTOOTH DEVELOPMENT Page No. 5 PHOEBE STREET AND COAST HIGHWAY 101, ENCINITAS, CALIFORNIA Job No, 043424 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL STRUCTURAL & ARCHFECTURAL CONSULTANTS Near Source 3.8 km Distance Rose Canyon Fault (Distance to Closest 18 inches* Active Fault 15 inches Seismic Source Type B Table 16 -U 24 inches* Bearing values may be increased by 33% when considering wind, seismic, or other short duration loadings. 3. The following parameters should be used as a minimum, for designing footing width and depth below lowest adjacent grades: No. of Floors Supported Minimum Footing Width Minimum Footing Depth Below Lowest Adjacent Grade 1 15 inches 18 inches* 2 15 inches 18 inches* 3 24 inches 24 inches* * Foundations may require deepening in the field, beyond that identified above to bear into competent formation material. 4. All footings should be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground). 5. All isolated spread footings should be designed utilizing the above given bearing values and footing depths, and be reinforced with a minimum of #4 bars at 12 inches D.C. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width of 24 inches. 6. Forfootings adjacentto slopes, a minimum 10 feet horizontal setback in a formational material or properly compacted fill should be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the footing to slope daylight. Where this condition cannot be met, it should be brought to the attention of the Engineering Design Group for review. 7. All excavations should be performed in general accordance with the contents of this report, applicable codes, OSHA requirements and applicable city and /or county standards. SAWTOOTH DEVELOPMENT Page No. 6 PHOEBE STREET AND COAST HIGHWAY 101, ENCINITAS, CALIFORNIA Job No. 043424 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CML, STRUCTURAL d ARCHITECTURAL CONSULTANTS 8. All foundation subgrade soils and footings shall be pre- moistened a minimum of 18 inches in depth prior to the pouring of concrete. CONCRETE SLABS ON GRADE Concrete slabs on grade are anticipated for the proposed office building addition. The following design parameters should be utilized as minimums for slab on grade floors founded on recompacted fill material. 1. Concrete slabs on grade of the building should have a minimum thickness of 4 inches (5 inches at garage and driveway locations) and should be reinforced with #4 bars at 18 inches D.C. placed at the midpoint of the slab. All concrete shall be poured per the following: • Slump: Between 3 and 4 inches maximum • Aggregate Size: 3/4 - 1 inch • Air Content: 5 to 8 percent • Moisture retarding additive in concrete at moisture sensitive areas. • Non Moisture Sensitive Areas: Compressive Strength = 2500 psi minimum. • Moisture Sensitive Areas: Water to cement Ratio - 0.5 maximum Compressive Strength = 4000 psi mix. 2. All required fills used to support slabs, should be placed in accordance with the grading section of this report and the attached Appendix B, and compacted to 90 percent Modified Proctor Density, ASTM D -1557. 3. Where remedial grading is not performed in areas of settlement sensitive improvements a structural slab should be designed by the structural engineering consultant, and all foundations deepened to formational sandstone. 4. A uniform layer of 4 inches of clean sand is recommended under the slab in order to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. In moisture sensitive areas, a visqueen layer (10 mil) should be placed mid - height in the sand bed to act as a vapor retarder. SAWTOOTH DEVELOPMENT Page No.7 PHOEBE STREET AND COAST HIGHWAY 101, ENCINITAS. CALIFORNIA Job No. 043424 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL. CMI, STRUCTURAL 8 ARCHITECTURAL CONSULTANTS 5. Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. 6. All subgrade soils to receive concrete flatwork are to be presoaked to 2 percent over optimum moisture content to a depth of 18 inches. 7. Brittle floor finishes placed directly on slab on grade floors may crack if concrete is not adequately cured prior to installing the finish or if there is minor slab movement. To minimize potential damage to movement sensitive flooring, we recommend the use of slip sheeting techniques (linoleum type) which allows for foundation and slab movement without transmitting this movement to the floor finishes. 8. Exterior concrete flatwork, parking lot and driveway slabs, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete cracking. To minimize expected concrete cracking, the following may be implemented: • Concrete slump should not exceed 4 inches. • Concrete should be poured during "cool' (40 - 65 degrees) weather if possible. If concrete is poured in hotterweather, a set retarding additive should be included in the mix, and the slump kept to a minimum. • Concrete subgrade should be presoaked prior to the pouring of concrete. The level of presoaking should be a minimum of 2% over optimum moisture to a depth of 18 inches. • Concrete may be poured with a 10 inch deep thickened edge. Where concrete flatwork is poured along the top of a slope, a footing should be excavated along the outside edge to achieve a minimum of 7 feet distance to daylight. • Concrete should be constructed with tooled joints or sawcuts (1 inch deep) creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular shapes of concrete, the ratio of length to width should generally not exceed 0.6 (i.e., 5 ft. long by 3 ft. wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with industry standards. SAWTOOTH DEVELOPMENT Page No. 8 PHOEBE STREET AND COAST HIGHWAY 101, ENCINITAS, CALIFORNIA Job No. 043424 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL 8 ARCHITECTURAL CONSULTANTS • Drainage adjacent to concrete flatwork should direct water away from the improvement. Concrete subgrade should be sloped and directed to the collective drainage system, such that water is not trapped below the flatwork. • The recommendations set forth herein are intended to reduce cosmetic nuisance cracking. The project concrete contractor is ultimately responsible for concrete quality and performance, and should pursue a cost- benefit analysis of these recommendations, and other options available in the industry, prior to the pouring of concrete. RETAINING WALLS Retaining walls up to 9 feet may be designed and constructed in accordance with the following recommendations and minimum design parameters: 1. Retaining wall footings should be designed in accordance with the allowable bearing criteria given in the "Foundations" section of this report, and should maintain minimum footing depths outlined in the "Foundations" section of this report. It is anticipated that all retaining wall footings will be placed on competent formational material. Where cut -fill transitions may occur footings may be deepened to formational material or alternative detailing may be provided by the Engineering Design Group on a case by case basis. 2. Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 35 pct. This assumes that non - expansive (EI <50), granular, free draining material will be used for backfill, and that the backfill surface will be level. Onsite soils are anticipated for use as retaining wall backfill. For sloping backfill, the following parameters may be utilized: Backfill Sloping Condition 2:1 Slope 1.5:1 Slope Active Fluid Pressure 50 pcf 65 pcf Any other surcharge loadings shall be analyzed in addition to the above values. 3. If the tops of retaining walls are restrained from movement, they should be designed for a uniform soil pressure of 65 psf. SAWTOOTH DEVELOPMENT Page No. 9 PHOEBE STREET AND COAST HIGHWAY 101, ENCINITAS, CALIFORNIA Job No. 043424 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL CIVIL STRUCTURAL 3 ARCHITECTURAL CONSULTANTS 4. Passive soil resistance may be calculated using an equivalent fluid pressure of 300 pcf. This value assumes that the soil being utilized to resist passive pressures, extends horizontally 2.5 times the height of the passive pressure wedge of the soil. Where the horizontal distance of the available passive pressure wedge is less than 2.5 times the height of the soil, the passive pressure value must be reduced by the percent reduction in available horizontal length. 5. A coefficient of friction of 0.35 between the soil and concrete footings may be utilized to resist lateral loads in addition to the passive earth pressures above. 6. Retaining walls should be braced and monitored during compaction. If this cannot be accomplished, the compactive effort should be included as a surcharge load when designing the wall. 7. All walls shall be provided with adequate back drainage to relieve hydrostatic pressure, and be designed in accordance with the minimum standards contained in the "Retaining Wall Drainage Detail ", Appendix "D ". 8. Retaining wall backfill should be placed and compacted in accordance with the "Earthwork" section of this report. Backfill shall consist of a non - expansive granular, free draining material. SURFACE DRAINAGE Adequate drainage precautions at this site are imperative and will play a critical role on the future performance of the building and improvements. Under no circumstances should water be allowed to pond against or adjacent to foundation walls, or tops of slopes. The ground surface surrounding proposed improvements should be relatively impervious in nature, and slope to drain away from the structure in all directions, with a minimum slope of 2% for a horizontal distance of 7 feet (where possible). Area drains or surface swales should then be provided to accommodate runoff and avoid any ponding of water (outside of detention basin). Roof gutters and downspouts shall be installed on the new structures and tightlined to the area drain system. All drains should be kept clean and unclogged, including gutters and downspouts. Area drains should be kept free of debris to allow for proper drainage. During periods of heavy rain, the performance of all drainage systems should be inspected. Problems such as gullying or ponding should be corrected as soon as possible. Any leakage from sources such as water lines should also be repaired as soon as possible. In addition, SAWTOOTH DEVELOPMENT Page No. 10 PHOEBE STREET AND COAST HIGHWAY 101, ENCINITAS, CALIFORNIA Job No. 043424 -1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL 8 ARCHITECTURAL CONSULTANTS irrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements, should be strictly controlled or avoided. CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface conditions disclosed by our investigation of the project area. Interpolated subsurface conditions should be verified in the field during construction. The following items shall be conducted prior /during construction by a representative of Engineering Design Group in order to verify compliance with the geotechnical and civil engineering recommendations provided herein, as applicable. • Review of project grading plan and detention basin detailing prior to finalizing design. • Review of final approved structural plans and foundation plans prior to the start of work, for compliance with geotechnical recommendations. • Attendance of a preconstruction meeting prior to the start of work • Observation of pad subgrade prior to scarification. • Testing of any fill placed, including retaining wall backfill and utility trenches. • Observation of footing excavations prior to steel placement. • Field observation of any "field change" condition involving soils. • Walk through of final drainage detailing prior to final approval. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting the above Construction Observation and Testing protocol. Before commencement of grading the Engineering Design Group will require a separate contract for quality control observation and testing. Engineering Design Group requires a minimum of 48 hours notice to mobilize onsite for field observation and testing. MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plaster or interior brittle slab finishes. Data for this report was derived from surface observations at the site, knowledge of local conditions, and a visual observation of the soils exposed in the exploratory test pits. The recommendations in this report are based on our experience in conjunction with the limited SAWTOOTH DEVELOPMENT Page No. 11 PHOEBE STREET AND COAST HIGHWAY 101, ENCINITAS, CALIFORNIA Job No. 0434241 ENGINEERING DESIGN GROUP GEOTECHNICAL, CNIL. STRUCTURAL 8 ARCHITECTURAL CONSULTANTS soils exposed at this site and neighboring sites. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed structure; however, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. Man -made or natural changes in the conditions of a property can occur over a period of time. In addition, changes in requirements due to state of the art knowledge and /or legislation, are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. It is the responsibility of the owner or his representative to ensure that the information in this report be incorporated into the plans and /or specifications and construction of the project. It is advisable that a contractor familiar with construction details typically used to deal with the local subsoil and seismic conditions, be retained to build the structure. If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the r ovides you wi��ry information to continue with the development of the FESSio, pROFES �„ ' 's �Z �ILVEN B. NORMS C C47672 Z w 2590 e No. 2263 DESIGN GROUP C m m ENGINEERED - *- IXP 12-31-05 a »� c� 12-31-05 L� GEOLOGIST Steve Norris OF CA01 California Registered Civil Engineer: RCE #47672 2*14 uja R�Regisga_i rwmse�al Engineer: RGE #2590 California Certified Engineering Geologist: CEG #2263 SAWTOOTH DEVELOPMENT Page No. 12 PHOEBE STREET AND COAST HIGHWAY 101, ENCINITAS, CALIFORNIA Job No. 043424-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CNIL, STRUCTURAL 8 ARCHITECTURAL CONSULTANTS SIT ul SrrE VICUUTY MAP PROJECT NAME I SAWTOOTH DEVELOPMENT PROJECT ADDRESS I PHOEBE STREET AND COAST HWY 101, ENCINITAS, CA JOB NUMBER ENGINEERING DESIGN GROUP OEOTECW4M. CNR. S1RUC LU A AFCH fWrVP L 00NS TAMS 043424 21 1 �(M)831317302 s.�' h`n� 76?)4 o �T lacilia; SI 4 SITE LOCATION MAP PROJECT NAME I SAWTOOTH DEVELOPMENT PROJECT ADDRESS I PHOEBE STREET AND COAST HWY 101, ENCINITAS, CA JOB NUMBER ENGINEERING DESIGN GROUP C,EOTECM CAL, CML, SfRUCTUPII B MCWTECTUfLLL WO MTM S 043424 �s.�80)93 &7X2N � (M)48a7477 FIGURE APPROXIMATE LOCATION OF EXPLORATORY TRENCHES PROJECT NAME SAWTOOTH DEVELOPMENT PROJECT ADDRESS PHOEBE STREET AND COAST HWY 101, ENCINITAS, CA JOB NUMBER ENGINEERING DESIGN GROUP GEOT CHNr LL, W0., STRUCTURAL 8 ARCIRECTlMK WN SMTNRS 043424 ZPhom: (7W)8 30-T302 pic�(TbOHan FIGURE Project Name: SAWTOOTH DEVELOPMENT TEST PIT LOG NO. 1 EDG Project Number. Groundwater FIGURE NO. 4 Location: See Figure 3 Sheet 1 of 1 Date(s) 913104 Total Depth: 7 ft. Groundwater None Excavated: TOPSOIUFILUWEATHERED MATERIAL: SW Level., Logged By: ER Approx. Surface Backfilled Yes Elev. 5.5 ft. - 7 ft. SANDSTONE Excavation Backhoe Rust brown to tan, moist, dense, slightly silty sandstone SW Method., Soil Type Depth Material Description and Notes UCSC Sample 1 0 - 5.5 ft. TOPSOIUFILUWEATHERED MATERIAL: SW Rust brown to tan, slightly moist to moist, medium dense, slightly silty sands with small roots. 2 5.5 ft. - 7 ft. SANDSTONE Rust brown to tan, moist, dense, slightly silty sandstone SW GRAPHIC REPRESENTATION 0 1 2 3 4 5 - -- 6 y 7 8 9 F WORMS1l FRM0004%SAVVTOOTH DEVELOPMENT, TP NO. 1 wpd Project Name: SAWTOOTH DEVELOPMENT TEST PIT LOG NO. 2 EDG Project Number., Groundwater FIGURE NO. 5 Location: See Figure 3 Sheet 1 of 1 Date(s) 9/3104 Total Depth: 11 ft. Groundwater None Excavated: 3 Level: Logged 8y: ER Approx. Surface Backfil/ed Yes 8 Elev. 10 Excavation Backhoe Method: Soil Type Depth Material Description and Notes UCSC Sample 1 0 - 6 ft. TOPSOIUFILLtWEATHERED MATERIAL: SW Rust brown to tan, slightly moist to moist, medium dense, slightly silty sands with many roots. 2 6 ft. - 11 ft. SANDSTONE Rust brown to tan, moist, dense, slightly silty sandstone SW GRAPHIC REPRESENTATION: 0 2 3 5 6 8 10 11 12 F WORMSI FRM20041SAWTOOTH DEVELOPMENT, TP NO 2 .wpd i APPENDIX -A- ►1 »:;;111FMA REFERENCES California Department of Conservation, Division of Mines and Geology, Fault- Rupture Zones in California, Special Publication 42, Revised 1990. 2. Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration from Earthquakes in California: California Division of Mines and Geology, Map Sheet 23. 3. Hart, Michael, June 17, 1994, Gelogic Investigation, 7505 Hillside Drive, La Jolla,CA, File N0: 153- 94. 4. Engineering Design Group, Un- published In -House Data. 5. Ploessel, M.R. and Slossan, J.E., 1974 Repeatable High Ground Acceleration from Earthquakes: California Geololgy, Vol. 27, No. 9, P.195 -199. 6. State of California, Fault Map of California, Map No:1, Dated 1975. 7. State of California, Geologic Map of California, Map No:2, Dated 1977. APPENDIX -B- GENERAL EARTHWORK AND GRADING SPECIFICATIONS 1.0 General Intent These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testing Prior to the commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes and agency ordinances, recommendations in the geotechnical report, and the approved grading plans not withstanding the testing and observation of the geotechnical consultant. If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction should be performed in general accordance with the latest version of the American Society for Testing and Materials test method ASTM D1557. -1- 3.0 Preparation of Areas to be Filled 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant. The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which would inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, organic -rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated bythe geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land surveyor /civil engineer should be utilized. 3.4 Moisture Conditioning: Overexcavated and processed soils should be watered, dried -back, blended, and /or mixed, as necessary to attain a uniform moisture content near optimum. 3.5 Recompaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material, and moisture - conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant. -2- 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant. Other benches should be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas, and toe -of -fill benches, should be evaluated by the geotechnical consultant prior to fill placement. 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant or mixed with other soils to achieve satisfactory fill material. 4.2 Oversize: Oversize material, defined as rock or other irreducible material with a maximum dimension greater than 6 inches, should not be buried or placed in fills, unless the location, materials, and disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. 4.3 Import: If importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe (and test, if necessary) the proposed import materials. 5.0 Fill Placement and Compaction 5.1 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near - horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout. 5.2 Moisture Conditioning: Fill soils should be watered, dried -back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture - conditioned, and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry density (unless otherwise specified). Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and uniformity of compaction. 5.4 Fill Slopes: Compacting of slopes should be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the fill out to the slope face would be at least 90 percent. -4- 5.5 Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed at the consultant's discretion based on field conditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and /or 1,000 cubic yards of compacted fill soils. In addition, on slope faces, as a guideline approximately one test should be taken for each 5,000 square feet of slope face and /or each 10 feet of vertical height of slope. 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant, however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor /civil engineer for line and grade after installation. Sufficient time shall be allowed for the survey, prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation, and refilling of cut areas and /or remedial grading of cut slopes (i.e., stability fills or slope buttresses) may be recommended. 8.0 Quantity Determination For purposes of determining quantities of materials excavated during grading and /or determining the limits of overexcavation, a licensed land surveyor /civil engineer should be utilized. -5- MINIMUM RETAINING WALL WATERPROOFING & DRAINAGE DETAIL FINAL WATERPROOFING SPECIFICATIONS & DETAILS TO BE PROVIDED BY PROJECT ARCHITECT TOP OF RETAINING NO MIRADRAIN (top) RETAINING WALL Il- MIRADRAN MEMBRANE �. INSTALLED PER MANUFACTURES SPECIFICATIONS OVER MASTIC WATERPROOFING - IILM 5000 • .. -. - OR EQUIVALENT �I I IT-T I I a :OMPACTED F1LL� WALL OR BEDROCK PROJECT NAME PROJECT ADDRESS JOB NUMBER MASTIC TO BE APPUED TO TOP OF WALL MASTIC TYPE WATER PROOFING (HLM 5000 OR EQUIV) INSTALLED PER MANUFACTURES SPECIFICATIONS k PROTECTED WITH BACKER BOARD (ABOVE MIRADRAIN) MASTIC NOT TO BE EXPOSED TO SUNLIGHT SCL BACKFILL COMPACTED TO 90% RELATIVE COMPACTION y� PER REFERENCE /1 PROPOSED SLOPE BACKCUT ER OSHA STANDARDS OR PER ALTERNATIVE SLOPING AREA DRAW PLAN, OR PER APPROVED SYSTEM ..SNORING PLAN FILTER FABRIC ENVELOPE (MIRAFI 14ON OR I APPROVED EQUIVALENT) 12' MIN. LAP T 3/4- - 1 1/2- CLEAN GRAVEL -�I� -- 4- %4- (4U) CONCRETE CANT 00 O FOOTING/WALL CONNECTION (UNDER WATER PROOFING) 4- (MIN.) DIAMETER PERFORATED PVC PIPE I— (SCHEDULE 40 OR EQ.) I WTH PERFORATIONS ORIENTED DOWN AS ,(1y DEPICTED MIN. 2x � �,4 GRADIENT TO SUITABLE OUILET. END MIRADRAIN (bottom) COMPETENT BEDROCK OR FILL MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT SCALE: 1" = l'-O" ENGINEERING DESIGN GROUP GEOTECNMCAL. CIVIL. STRUCTURAL 4 ARCHITECTURAL CONSULTANTS 2121 Mo Rw . S. Ms— CA 02009 Prom: (100103PT302 F. ()00H90-7471 kw.k k01e FIGURE SIDE HILL STABILITY FILL DETAIL EXISTING GROUND SURFACE� � FINISHED SLOPE FACE �� FINISHED CUT PAD PROJECT 1 TO t LINE FROM TOP OF SLOPE TO OUTSIDE EDGE OF KEY CO_MPACTEo-___ OVERBURDEN OR _ -- ==x =_ PAD OVEREXCAVATION DEPTH UNSUITABLE -__- J MATERIAL == =_� - y_= —"' = ti61" AND RECOMPACTION MAY BE - -_ - -_ _ - -_ -- -_= RECOMMENDED BY THE GEOTECHNICAL CONSULTANT BENCH BASED ON ACTUAL FIELD CONDITIONS - ENCOUNTERED. t ui' /0uroinu�� 2� tl 8' MIN. COMPETENT BEDROCK OR MIN. LOWEST MATERIAL AS EVALUATE KEY BENCH BY THE GEOTECHNICAL DEPTH (KEY) CONSULTANT NOTE: Subdrain details and key width recommendations to be provided based on exposed subsurface conditions STABILITY FILL / BUTTRESS DETAIL OUTLET PIPES -4' ¢ NONPERFORATED PIPE. 100' MAX. O.C. HORIZONTALLY, 30' MAX. O.C. VERTICALLY` KEY DEPTH i 2 =2% MIN. MIN. -II ,1' KEY WIDTH AS NOTED ON GRADINGP N9 15' MIN. 8' MIN. OVERLAP 3/4'- 1 -112' CLEAN GRAVEL (3ftp /ft. MIN.)_ L 4-0 NON - PERFORATED .e PIP � ��r FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT)* T-..T O WIL SEE T- CONNECTION DETAIL 8' MIN. COVER 4' PERFORATED PIPE 4' MIN. BEDDING NCH DETAIL —BACK CUT 1 OR FLATTER BENCH SEE SUBDRAIN TRENCH DETAIL LOWEST SUBORAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET 1 10' MIN. PERFORATED 11 EACH SIDE PIPE CAP NON - PERFORATED OUTLET PIPE T- CONNECTION DETAIL ' IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4'- 1 -1/2' GRAVEL, FILTER FABRIC MAY BE DELETED SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size Passing 1., 100 3/4" 40 -100 3/8" 40 -100 No. 4 25 -40 No. 8 18 -33 P10. 30 5 -15 No. 50 0-7 No. 200 0 -3 Sand Equivalent >75 NOTES: For buttress dimensions, see geotechnical report /plans. Actual dimensions of buttress and subdrain may be changed by the geotechnical consultant based on field conditions. SUBORAIN INSTALLATION- Subdrain Pipe should be Installed with perforations down as depicted. At locations recommended by the geotechnical consultant, nonperforated PIPS should be Installed SUBDRAIN TYPE- Subdraln type should be Acrylon trile Butadlene Styrene (A.B.S.), Polyvinyl Chlorlde (PVC) or approved equivalent. Class 125,SDR 32.5 should be used for maximum fill depths of 35 feet. Class 200,SDR 21 should be used for maximum fill depths Of 100 feat. BENCHING CANYON SUBDRAIN DETAILS — EXISTING GROUND SURFACE 'ACT o� SUBDRAIN TRENCH SEE BELOW USDRAIN TRENCH DETAILS REMOVE UNSUITABLE MATERIAL FILTER FABRIC ENVELOPE �6' MIN. OVERLAP 8' MIN. OVERLA (MIRAFI 140 APPROVED EQUIVALENT)* 8' MIN. J�= 6' MIN. _ COVER COVER �_7-/i, l ,I 3 /4'- 1-1 /2'CLEAN „ GRAVEL ° 4' MIN. BEDDING (910/ft, MIN.) 3/4'- 1.112' CLEAN t GRAVEL (9ft3 /ft. MIN.) 8' ef MIN. IF CALTRANS CLASS 2 PERMEABLE PERFORATED MATERIAL IS USED IN PLACE OF PIPE 3/4'- 1-112' GRAVEL. FILTER FABRIC MAY BE DELETED DETAIL OF CANYON SUBDRAIN TERMINAL DESIGN FINISH SUBDRAIN GRADE` -- -___?_ _- TRENCH l � SEE ABOVE 5'MIN PERFORATED 15' MIN. g' fd MIN. PIPE NONPERFORATED 6' 0 MIN. SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size 5 Passing 1.. 100 3/4" 90 -100 3 /8^ 40 -100 No. 4 25 -40 No. 8 18 -33 No. 30 5 -15 No. 50 0 -1 No. 200 0 -3 Sand Equivalent >75 Subdrain should be constructed only on competent material as evaluated by the geotechnical consultant. SUBDRAIN INSTALLATION Subdrain pipe should be Installed with perforations down as depicted. At locations recommended by the 9e0technical consultant, nonperforated pipe should be Installed. SUBDRAIN TYPE - Subdrain type should be Acrylonitrlle Butadiene Styrene (A.S.S.), Polyvinyl Chloride (PVC) or approved equivalent. Class 125,SDR 32.5 should be used for maximum fill depths of 35 feet. Class 200,SOR 21 should be used for maximum fill depths of 100 fast, KEY AND BENCHING DETAILS FILL SLOPE PROJECT I TO t LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL EXISTING GROUND SURFACE 2% MIN.= 2' MIN.�75' MINI KEY LOWEST DEPTH BENCH (KEY) FILL - OVER -CUT SLOPE EXISTING GROUND SURFACE � r i i 1, -15' MIN. 2' LOWEST MIN. BENCH KEY DEPTH (KEY) CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) CUT - OVER -FILL SLOPE PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL -' f S' MIN. 2' MIN. LOWEST KEY DEPTH BENCH (KEY) BENCH REMOVE UNSUITABLE MATERIAL BENCH - REMOVE UNSUITABLE MATERIAL EXISTING GROUND SURFACE �� l i ENCH .i4 CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) ,REMOVE UNSUITABLE MATERIAL NOTE: Back drain may be recommended by the geotechnical consultant based on actual field conditions encountered. Bench dimension recommendations may also be altered based on field conditions encountered. ROCK DISPOSAL DETAIL SLOPE FACE PINIBH GRACE 8', MAX. OVERSIZE WINDROW -- - GRANULAR SOIL DENSIFIED IN PLACE BY FLOODING DETAIL TYPICAL PROFILE ALONG WINDROW 1) Rock with maximum dimensions greater than 8 inches should not be used within 10 feet vertically of finish grade (or 2 feet below depth of lowest utility whichever is greater), and 15 feet horizontally of slope faces, 2) Rocks with maximum dimensions greater than 4 feet should not be utilized in fills. 3) Rock placement, flooding of granular soil, and fill placement should be observed by the geotechnical consultant. 4) Maximum size and spacing of windrows should be in accordance with the above details Width of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). 5) Rock should be placed in excavated trenches. Granular soil (S.E. greater than or equal to 30) should be flooded in the windrow to completely fill voids around and beneath rocks. APPENDIX -C- LABORATORY TESTING PROCEDURES Direct Shear Test Direct shear tests are performed on remolded and /or relatively undisturbed samples which are soaked for a minimum of 24 hours prior to testing. After transferring the sample to the shearbox, and reloading, pore pressures are allowed to dissipated for a period of approximately 1 hour prior to application of shearing force. The samples are sheared in a motor - driven, strain controlled, direct -shear testing apparatus. After a travel of approximately 1/4 inch, the motor is stopped and the sample is allowed to "relax" for approximately 15 minutes. Where applicable, the `relaxed" and "peak" shear values are recorded. It is anticipated that, in a majority of samples tested, the 15 minutes relaxing of the sample is sufficient to allow dissipation of pore pressures set up due to application of the shearing force. The relaxed values are therefore judged to be good estimations of effective strength parameters. Expansion Index Tests: The expansion potential of representative samples is evaluated by the Expansion Index Test, U.B.C. Standard No. 29 -2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation. The prepared 1 -inch thick by 4 -inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water for 24 hours or until volumetric equilibrium is reached. Classification Tests: Typical materials were subjected to mechanical grain -size analysis by wet sieving from U.S. Standard brass screens (ASTM D422 -65). Hydrometer analyses were performed where appreciable quantities of fines were encountered. The data was evaluated in determining the classification of the materials. The grain -size distribution curves are presented in the test data and the Unified Soil Classification is presented in both the test data and the boring logs. APPENDIX -D- RETAINING WALL DRAINAGE DETAIL RETAINING WALL WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS FINISH GRADE xOMPACTED WALL FOO NOT TO SCALE SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size X Passing 1" 100 3/4" 90 -100 3/8" 40 -100 No. 4 25 -40 No. 8 18 -33 No. 30 5 -15 No. 50 0 -7 No. 200 0 -3 Sand Equivalent >75 SOIL BACKFILL. COMPACTED TO 90 PERCENT RELATIVE COMPACTION* I, � off, --__ 0 0' MIN. FILTER FABRIC ENVELOPE OVERLAP ____ (MIRAFI 140N OR APPROVED 1 = = =_ EQUIVALENT)** 0 o , 1' MIN. o ° o o 0 ° I 40- 1 -1/2' CLEAN GRAVEL 4' (MIN.) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET 3' MIN. COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT *BASED ON ASTM 01557 * *IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE GRADATION TO LEFT) IS USED IN PLACE OF 3/4'- 1-112' GRAVEL, FILTER FABRIC MAY BE DELETED. CALTRANS CLASS 2 PERMEABLE MATERIAL SHOULD BE COMPACTED TO 90 PERCENT RELATIVE COMPACTION * NOTE.COMPOSITE DRAINAGE PRODUCTS SUCH AS WRADRAIN OR J —DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 21NSTALLATION SHOULD BE PERFCRMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. PASCO LARET SUITER & ASSOCIATES CIVIL ENGINEERING ♦ LAND PLANNING . LAND SURVEYING April 4, 2012 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA 92024 PLSA 1886 RE: ENGINEER'S FINAL GRADING CERTIFICATION FOR GRADING PERMIT NO. 10658 -G. LOCATED AT COAST HIGHWAY 101 & JASON STREET The Grading Plan permit number 10658 -G has been performed in substantial conformance with the approved grading plan or as shown on the attached "As Graded" plan. Final grading inspection has demonstrated that lot drainage conforms to the approved grading plan and that swales drain a minimum of I% to the street and/or an appropriate drainage system. All the Low Impact Development, Source Control; and Treatment Control Best Management Practices as shown on the drawing and required by the Best Manag . e Manual Part II were constructed and are ope ational, to Cher with the req ' SQ464AA", venant(s). Engineer of Record Brian Ardolino RCE 71651 :rtCF Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stamped and will not relieve the Engineer of Record of the ultimate responsibility: Engineering Inspector Date 535 N Coast Highway 101 Ste A Solana Beach. California 92075 1 ph 858.736.9374 1 Is 858.756.4231 j pl..aengineering.cont