Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
CT 01-01; CALAVERA HILLS, VILLAGE L-2, LOTS 1-14; REPORT OF ROUGH GRADING; 2003-06-24
REPORT OF ROUGH GRADING CALAVERA HILLS, VILLAGE L-2, LOT$ 1 THROUGH 14 CARLSBAD TRACT 01-01, (^TY OF CARLSBAD SAN DIEGO COUNTY, CALIFORNIA : FOR • CALAVERA HILLS II, LLC 2727 HOOVER AVENUE NATIONAL cny, CAUFORNIA 91d50 . W.0.34$9-B^G JUNE 24,2003 1 I I I I I I I Geotechnical • Geologic • Environmental , Geotechnical • Geologic • Environmental 5741 PalmerWay • Carlsbad, California 92008 • (760)438-3155 • FAX (760) 931-0915 Uune 24,2003 W.O. 3459-B-SC Calavera Hiils II, LLC 2727 Hoover Avenue Nationat City, Caiifomla 91950 Attention: Mr. Don Mitchell Subject: Report of Rougli Grading, Calavera Hills, Village L-2, Lots 1 through 14, Carlsbad Tract 01-01, City of Carlsbad, San Dlego County, California Dear Mr. Mitchell: This report presents a summary of the geotechnical testing and observation services provided by GeoSoils, Inc. (GSI), during the rough earthwork construction phase of development at the subject site. Earthwori< commenced in January, 2003, and was generally completed in May, 2003. This report does not Include utility and pavement construction testing and observations. A report of obsen/ation and testing services for such work wlll be provided under separate cover. PURPOSE OF EARTHWORK The purpose of grading was to prepare relatively level pads for the constiuction of 14 residentia! structures and access roadways. Cut-and-fill grading and drill-and-shoot blasting techniques were utilized to attain the desired graded configurations. Cut lots and the cut portion of transition lots were overexcavated In order to provide for more uniform foundation support. Existing topsoils and colluvium were removed to suitable bedrock material and recompacted. The grading plan for tills portion of Calavera Hills il, Village L-2, prepared by O'Day Consultants, dated January 29, 2003, Is Included with tills report as Plate 1. EARTH MATERIALS Subsurface geologic conditions exposed during tiie process of rough grading were observed by a representative of GSI. Earth materials onsite generally consist of dense esuap p isjsuoo A|iejaua6 aijsuo siBuaieuj L|}JB3| 'iS9 p aAi^eiuasajdaj e Aq paAjasqo aja/w SujpejS q6noj p ssaoojd eqi 5uunp pasodxa suojiipuoo O!&o|oa6 aocjjnsqns SIVIHSIVW H1UV3 SB podaj Sill) M^M papniouj s] 'eoo2 '6Z Aienuep pa^ep 'siue^insuoQ Asa.O paJBdajd 'Z--] a6Bii!A 'II siiiH ejeAefBO p uoipod sjm JOj UB|d 6ujpaj6 ain 'papBdiuooaj pue leuaiBiu >joojpaq ajqBijns o; paAOUiaj ajdM lunjAniioo pue sijosdo} Suiisixg uoddns uoppunoi ujjo^un ajoui J0| apjAOJd o} japjo uj paisAaoxajaAo aja/w sp\ uoijjsuaj) p uojviod yio pue s|Oi vno 'suojiejnSiiuoo pepej6 pajjsap eq} utene ox pazjip ajoM sanbiuipa} 6ui)se|q looi|s-pue-{|ijp pue BuipeiS im-pue-mo sAeMpeoj sseooe pue sajnpnQS iejiuapisaj t^i. p uo!)on4suoo ai^ J0| sped jdAaj AjaAjiejaj ajedajd oi se/w 6u!pej6 p asodjnd am >IUOMHlUV3 dO 3S0d»nd 'jdAoo ajejedas japun papjAOjd aq njM ){J0M ipns JO) saoiAjas 6u|}sd} pue uojiBAjasqo |o ijodaj v 'suoj)eAJasqo pue 6u|}8a} uoipmisuoo luauidAed pue A)|j|}n apnpuj xou saop }JoddJ sjiu. '£002 'Ae|/^ uj paiajdoioo AijeiauaS seM pue 'eooz 'Aienuep u| paoueuiujoo H^o/Mijijeg 'aijs pafqns aqi }e }uaujdo|dAap p aseqd uojiompuoa >|joML{)jea ijSnoj em 6uunp '(iso) ouj 's|josoao Aq papjAOjd saoiAJas uo!i.eAJdsqo pue Gujisai jeojuqoaioaS Qm p Aieuiuins e s^uasajd ijodaj sjiu. :||aqo}iif^ jeea eiLUOijjeo 'Ajunoo oBajQ ues 'peqs|jeo p Aio' I-O-1-0 P^U peqsijeo >|. LjBnojm I. sion 'g-n aBeniA 'S||!H ejaAejeo 'Sujpejo qSnoy p yoday :p9fqns liaqoi!^ uoQ :uo!iuaiiv 0S6l.6B!UJO|j|Bo 'Alio leuojiefsi anueAV JaAOOH IZIZ on Ml SHIH BJaABiBO 0S-a-69ire O M £002 't'2 eunr^ 91.60-I.S6 (09/) XVd • G9Le-8et'(09/) • 80026 BiujojijBO'peqSMBO • l^^/^iam^d IP19 leiuauiuojiAug • 31601039 • leoiULioaioao •1 *9Uf *SIWS090 Boj-z|-|.q6gfre\0OW\6dM\:9:e|y e002 'VZ 9unr ^.-l aBBiHA 'SHIH BjeABjBO os-g-6Sfre O AA on 'n «IHH BWABIBQ aiBiiipej 01 japjo uj apejS pBd AAOjaq lae^ e P uinuijUjUJ B paiBABoxajaAO ajaM >|ooj ojUBOjOA/ojijuejS asuap Bujsodxa siO| mo -ilH papedujoo m|M apBjB oiiqBnojq uaqi 'apBjB pBd AAOjaq iaa| £ p ijidap uinuijujuj B OI paiBABoxajaAO ajaAA sio| uojijsuBjyo uojijod ino am 'sejnpnJis ^o yoddns ujjoijun ajooi jo) apjAOJd oi japjo u| e -IIU aAjdoaj 01 sBaJB ||B UI ^Dojpaq luaiaduioo asodxa 01 paAoujaj ajaM (ainiAnijoo puB s||osdoi Buiisjxa ''Q-\) sjBjjaiBui japijjns asoon g im AUB BupBjd oi Joud 'BBJB pafqns am jo) BuipBjB p sijuiii am puoAaq p pasodsjp puB aoBjjns aqi UJ04 padduis ajaAA 'suqap snoauBjiaosjUJ puB JBHBIU OIUBBJO paiBJiuaouoo SB qons 'leuaieiu snouaiajaa • \. punoiQ Bu|is|X3 |o uonejedajd t^uipeio qbnou •jopejiuoo aqi Aq s||ji papedaioo ^o iuaujeoB|d puB sajnpaoojd BujpBjB (BjauaB qijAA Buo|B uojpnjisuoo uiBjpqns puB 'uopABOxajaAo 'siBAomaj papnjDUj BujpBjB Buunp suojiBAjasqo eoyio sjqi Aq pia^ aqi uj papiAOJd sauijapjnB aqi puB aouBUjpjo BuipBjB paqsiJBQ p Alio aqi qijAA aouapjoooB jBjauaB uj paia|duJ00 uaaq aABq suojiBJado >|J0AAqiJB3 NOIlOnUlSNOO >IUOMHlUV3 "IJodaj siqiio uojpas jaiB| B Uj paiuasajd si aSBUjBjpqns jaqio p uojssnosjp v "aijs sjqi 01 padsaj qijM ajqaojiddB pajapjsuoo sj puB ' (P8661. 'ISO) sujBjp aoi uo ijodaj paouajaiaj jno uj paiuesajd sj aSBUjBjpqns edojs aoBjjns jBau p uojssnosjp v "AiBssaoau SB suoiiBpueuiiuooaj aAiiBBjijUi apiAOjd puB suojijpuoo aqi ssassB pjnoo aomo siqi 'ajnin^ aqi Uj dojaAap (aBadaas '-a'!) suojijpuoo paqojad ^o suojiBisaijUBUJ pinoqs paiBdjojiUB aq pinoqs pue 'seiunin paBeiuBp jo 'aBBujBjp pajaijB jauMoaujoq 'uojieBuJ! ssaoxa 01 anp ajniry aqi uj dopAap ABUJ suojijpuoo jaiBMpunojB poqojad •)joojpaq ojUBOjOABieuj/ojijuejB aquo ajniBU asuap puB pajnpBJi ^Ml uo pasag 'suB|d uojpmisuoo aqi oiuj paiBJodJoouj ajB saojpBJd aBaujBjp aoBpnsqns puB eoejjns luapmd leqi pue uojpmisuoo pue uBjsap jBUi^ oiuj paiBJodJoouj ajB jso papjAOJd Jo/puB yodaj Sjqi uj paureiuoo suojiepuaujiuooaj eqi iBqi papjAOjd uojpmisuoo Bujpjjnq pasodojd aqi paya lou pjnoqs puB spad Bujpijnq aquo BuipejB qBnoj Bujjnp pajaiunoouaiou SBAAjaiBAApunojB Bujjjnooo A||BjniB|yj UaiVMQNnOUD •BajB aqi inoqBnojqi paiou aje/w >joojpaq ojueoioA/ojijuejB p sdojoino jepjpns BSUQQ •ujnjAnjjoo/ijosdoi p jaauaA lepijjns snonujiuoosjp 'ujqiB qijAA >iooj ojueoioABiaLU/oiijuejB *9Uf 'sifosoao eeBBd Boj-a-iq6SW\00*e\6dM\:3:a|u eoos >Z aunr g-T 96B||!A 'SHIH BJ9AB|BO 0S-g-6S»g O AA OTI 'il SHIH 8JaAB|B0 (£002 'ISO) MOUj Ve ueqi Jauji luaojad peaj IB qijAA sjBjjaiBLU qiJBa p isjsuoo oi pajapjsuoo ajB s\m \\os ajqBijns Maun JO 'jaiaujBjp Uj qoui % ass isqi SIBUBIBUJ qiJBa aq oi pajapjsuoo ajB „saui^ 'pafojd sjqi JOJ 'jBijaiBiu a|id>toop aqi uj papnpuj „sauy„ p aSaiuaojad aqiaujuiiaiap oi japjo ui pauiiojjad uaaq saq Bujpaisjqi -jaqsnjo )jooj aqi UJOJI paonpojd sjBjjaiBUJ pa|jd>joop|o (22^0 WISV qijAA aouBpJoooB jBjauaB ui) Buiisai uojiapajB papnjoui saq 'ButpajB Buijnp pafojd sjqi jo| padojaAap 'Bjjaijjo jBuojijppB uy '(2002) ISO Uj paiuasajd suojiBpuauJiuooaj qiiAA aouBpJoooB jBJauaB ui paoBjd uaaq aABq 'aijs jaqsnJo aqi IB paonpojd Jo uojiBABOxa AABJ jaqija Ui04 'iuaujdo|aAap sii!H BJaABjBO jaBjej aqi ujqijAA JO 'aiisuo paiejauaB s|BjjaiBUJ nj^j *aijs Sjqi uiqijAA paoB|d lou OJBAA sjiii >poy (2002) ISO Uj paiuasajd saujiapinB q^M aouapjoooB uj '|BjjaiBUJ „8nujuj qouj-9„ paonpojd AjjBjauaB ssaoojd sjqi jaqsmo >|ooj B qBnojqi >jooj azjsjaAo puB >|ooj loqs p BUjssaoojd Bujpnjouj sjejjaieuj asaqiio auios p uojiBjBdajd aqj, z 9|C}BI paqoauB aqi Uj paiuasajd BJB sassau^joiqi \\^ ijjnq-SB aiBiujxojddv ' j. ajqai paqoaus aqi ui paiuasajd ajB sjjji uo sijnsdJ isai uojpBdiuoo uojpBdujoo aAjiBjaj luaojad 06 uinuiiujiu B ujBUB oi papadujoo puB 'luaiuoo ajnpipuj ujnujjido isaaj IB OI iqBnojq 'ssau>{0|qi ui saqouj 8 oi ^ AjaiBLupcojddB 'si|j| ujqi Uj paoBfd ajaAA qojqAA sjBijaiBUi ijodujj pue aijsuo |o paisjsuoo jj!;j )uauiaoeid ||y ISO P aAjiBiuasajdaj B Aq paAjasqo SBAA ' i aiBjd uo UMoqs '||!i OAjaoaj oi seaje uj punojB jeujBiJO p Bujssaoojd nv "9 uojioBdiuoo dAjiBjaj luaojad 06 LunujjUjUJ B 01 papBdLUoo jjii qijAA apejB oi iqSnojq uaqi BJBAA seaje asaqi luaojad 06 P uojpadujoo aAjiBjaj LunujjUjUi e ujeuB oi papBdujoo uaqi pUB 'luaiuoo ajnisjouj lunujiido isaaj IB OI pauojijpuoo ajnpjoiu 'saqouj z i p qidap uiniuiujuj 6 oi pajljjBos ajaAA iin papadujoo aAjaoaj oi saajB 'sjBAoujaj Bujiajdujoo oi luanbasqns S •p l qBnojqi 9 puB j. spi |o AijUjOjA jBjauaB aqi uj pajjnooo suojiBjado BujisBjg uoiiBAaja yaAUi Aiinm isaAAOj aqi MOjoq looj i AjaiBUjjxoJddB 01 luajBAinba suojiBAaja laaJis |BOO| aAoqa puB 'apajB pad paqsjuij p laa^ e P uinujjujuj B uiqijAA pajjnooo >iooj ajqaddij-uou 'asuap ajaqAA pasn ajaAA sanbjuqoai asaqi pazjuin BJBAA sanbjuqoai Bujiseiq looqs-pue-ijup 'ssaupjsq >jooj 01 anp ajqjSBai lou aja/w sanbjuqoai BujpBjB \\^ pua ino jBuojiuaAUoo ajaqAA SBBJB Uj > •aujji Sjqi IB AjBssaoau jeadde lou saop seajB asaqi p aBeurejpqns 'snqi -eaje laajis aqi PJBAAOI ujonoq paieABOxajaAO aqi adojs 01 apauj SBAA idujane ue 'Aj|Bjauao -uojiomisuoo Aijjjm pue uojiBpunoi VeBBd BoiZi-|.q6SW\00W\6dM\:8:3|y eoOZ'Weunp S-1 aBBiiiA's||!H BJ9AB|BO 0S-g-6Sfrg O AA on'll SIIIH BJBABIBQ pjaii )o suojieooj aiBuiixojdde aqi 'iJodaj sjqi )o pua aqi le t. aiqai ui paiuasajd ajB z-1 SBBIIIA s^nsaj isai aqi A|uo JapJO iBOijaujnu aAjinoasuoo ui ua)jBi ajaAA pafojd sjjiH BjaAB|BO ajjiua aqi JOJ ua>fBi spai (2262-0 V^ISV) poqieuj jaajonu puB (9991.-G ^ISV) poqiauj auoo puBs aqi Bujsn paujJO|jad ajaM sisai Aijsuap pjajj * |. Bupalplay (0866 (• 'ISO) J^AOO aiBJBdas japun paiaidiuoo uaaq saq Aijuqap ado|s jBJniau p sjsAjBua pajjBiap V 'SUOjijpuoo OjiBUJijo pua-jujas BujjjBAajd aqi oi pafqns BJB Aaqi papjAOJd '^iiqap jBjoyjns puB SSOJB OI loadsaj qijAA AjuopaisjiBs ujjojjad AjjBjauaB pjnoqs sado|s iBjniBM sadois leJniBN sadojs AjBJodiuai |o doi aqi UJ04 ABAAB jiouru jBjiuaiod AUB pajjp 01 apauj aq pjnoqs suoisiAOJd luauBUJjad/AjBJoduiai -adojs AiBJoduiai AUB p doi aqi uiojj laaj 9 utqijAA pajois aq lOU pinoqs jjos pa|id)joois jo/puB sjBjjaiBui uoipruisuoQ -(ijoojpaq) >j00J ajqais pua {\\\} papadujoo) jios g adAx 01 padsaj qijAA )jJ0AAqiJB3 pue 'saqouaJi 'uojiBABOxg Joj suojiBjnBay lo apoo eiujojjieo aqi p 8 ejlll uj paiuasajd sauijapjnB qijAA aouepjoooe uj paiBABoxa aq ABUJ saqouaji Allijin ' (ISO paianjBAa sa luasajd lou BJB sajnpnJis ojBojoaB asjaApa papjAOjd) jBijaiaiJU jjoojpaq ajqaijns uj (jBOjuaA 01 iBiuozjJoq) H^A pua 'ijjj papadujoo Uj jauajj JO (jaojiJaA 01 jBiupzjJoq) I.: j. |o luajpsjB a la papmisuoo aq AjjBjauaB ABUJ sado|s uojpruisuoo ^BJoduJal sadois Ajejoduiai '>|ooj ojUBOjOABiauj Jo/puB snoduBj asuap pasodxa pue 'Bujisejq jo/pue sanbiuqoai BuipejB (in pua ino Bujsn papmisuoo ajaAA sadojs mo 'suoiiBpuaujujooaj |so Mll'^ aouapjoooe ui jBijaiBLu >|oojpaq ajqaijns oiuj paiBABOxa ABAAAa>j e qijAA papjAOjd ajaAA iJodaj siqi 10 AAaiAind aqi japun papmisuoo sadojs jjjj -suojiipuoo ojiBuuijO piJB-jUjas BujijBAajd aqi 01 pafqns aja pue 'paujeiuiBiu Ajjadojd ajB sadojs asaqi leqi papjAOJd 'Aijjjqeis jajoyjns pue SSOJB 01 padsaj qijAA AjiJopajsjies ujjojjad pjnoqs ijodaj sjqi p AAdjAind aqi japun papmpuoo sadojs papejB 'jejauaB uj sadois pauueid saaois 'suojiepuaiuujooaj iso miM aouepjoooe jBjauaB Uj Sj pua aoijjo sjqi p dAjiaiuasajdaj a Aq paAJasqo SBAA ujajpqns aqi p luaujaoBjd pua uojpmisuoo •£ qBnojqi j. smn jo AijujojA jajauaB aqi uj asjnoo aBaujajp jejniau e UjqijAA paoBjd SBAA 'ojjqsi jaiin uj paddajAA pue >jooj paqsmo uj pappaquja 'adjd OAd paiejoijad (Ofr ajnpaqos) JaiatuEjp qouj-t^io Buiisjsuoo 'uiBjpqns uoAueo e 'jiuioiuatuaoaid oiJOjJd sufBjpqns uoAueo 9e6Bd eooz 'irZ eunp 0S-9-6SW; O AA BoiZf iq6S*€\00W\6dMVa:8|y 2-n SBB||!A 'S|I!H BJ8AB|BO on '11 8|liH BJBABIBO (oan) ©poo Suipjjng lujojiun aqi p z-Ql pjapuBis qiiM aouapjoooa jajauaB uj paujjo|jad SBAA Butpai ( j-g) xapuj uojsuadxB 'Bujisai uojsuadxa pua uojiaojjjssBjo Jojj pajaAooaj BJBAA apajB pad jaau jjos JO sajdujes aAjieiuasajday 'aijs aqi JOJ paianjaAa uaaq aAaq suojiipuoo jjos aAjsuadxg 5||os aAisueaxg SOI 9QZI (|BjJ8)Bui pesseoojd) | laAVHO ^PUBS 'UAAOig - j | ou O OC I 13AVU0 fm 'UMOjg HIBQ - 3 s o I. S92I. QNVS'^iS 'ABJomBn-Q OOI. 0'92l. QNVS 'UMOig wBn - 8 otl SOZI. QNVS >^!S 'UMOjg >MBa - V (%)iNaLNOO aunision vnnmiicio .: • •-v.;:;:::..;;: (pd)-.:.. AIISNBO Aua MnniXVlAi adAlllOS :siinsaj isai aqi siuasajd ajqBi BujAAOjjoj aqi 7.99 j.-a ^isv poqiaj/v isai 01 Bujpjoooa paujujjaiap SBAA adAi jjos jofeuj qoea JOJ luaiuoo ajnisjouj ujniujido pue Aijsuap Ajp ujnuiixBUJ Ajoiajoqaj aqi suoiiBjay Aiisuaa-^jinisiovv ONiisai Auoivuoavi •sjseq aujji-jjnj e uo patujojjad SBAA Buiisai > pai Aijsuap uaAiB B JOJ asn 01 anjBA Aiisuap Aip ujnujjxeui qojqAA Bujuiuijaiap joj sjseq aqi SBAA 'Bujpai AjoiBJoqaj ujopuaj SB jjaAA sa 'pjajj aqi uj sjjos aqi jo uojiaojjjssajo jansjA 'IJodaj Sjqi jo AAajAjnd aqi japun paAjasqo sijtj aqi jo aAjiaiuasajdaj pajapjsuoo aj^ ujajaq paiuasajd sijnsaj isai 'paAJasqo suojiajado aqi uo pasag jopajiuoo aqi Aq papjAOJd yojja aAjpeduJoo aqi vjoaqo 01 suojiBooj ujopuej pua sjeAjaiuj ojpojjad la ua>jBi ajaAA sisai Aijsuap pjay •deuj asaq B SB 'siuBijnsuoo ABQ.O Aq pajadajd '(g laaqs) suejd BujpajB ajBos ,ot^ = „{. aqi sazjjjin qojqAA '1. aiBjd 'da^ uojiaoon isai Aijsuaa pjay aqi uo UAAoqs aja sisai Aijsuap £ '2 9®S^d 8oi-2i-iq69W\00W\6dM\:8:e|y eooz 'VZ ©unr 2-1 BBBHIA 'SIIIH BJBABIBO 09-g-6S»e O'AA on '11 BHIH BWABIBQ jaqio JO oiujsjas joj % Aq pasaapui aq ABUJ anjBA Bujjaaq aqi -jjoojpaq JO uy papadujoo Ajjadojd ojuj daap saqouj 81 pua ajanbs saqouj pz sBujiooj ped paiejosj JO uBjsap JOJ pue '£ ajqei jad sBujjooj snonujjuoo jo uBjsap JOJ pasn aq ABUJ (jsd) looj ajanbs jad spunod 000'2 Jo anjBA Buijaaq ejqBAAOjja ua laqi aiBojpuj sasAjBuy z 'Sjios jjtj pua >|oojpaq uo Ajpajjp jeaq Ajsnoauaiinujjs lou pjnoqs sBujiood •(>joojpaq ' a-j) jaijaiBUJ Bujjaaq luaiadujoo jeqio JO Il!j papBduJoo Ajjadojd uj Ajajjiua papunoj aja Aaqi papjAOJd sajnpmis lajiuepjsaj pasodojd aqi yoddns 01 pasn aq ABUJ sBujiooj snonujjuoo pua paajds jauojiuaAuoo ' i. uD|saa uoiiepunod leuoDuaAuoQ papm^uoo aq ABUJ suojiapunoj id JO jauojiuaAUOo '(lOj aqi ssojoa 'mnujjuiuj 01 ujnujp<BUJ 'i:s Bujpaaoxa ssau>|0!qi jijj jajiuajajjjp "a j) sassau>jojqi jjjjijjnq-SB aqi pua jajiuapd uojsuadxa jjos uo pasag -jaaujBua j^npmp pafojd aqi Aq paAAajAaj aq pjnoqs suBjsap Bujiooj IIV "Oan 9M1 u! paujBiuoo saujjapjnB aqi qijAA aouepjoooa uj papnjisuoo puB pauBjsap aq pjnoqs SLuapAs uojiepunoj pasodojd aqi jajjaiauj Bujjaaq luapdujoo uj papunoj ajB Aeqi papjAOJd 'sajnpmp pasodoJd aqi yoddns 01 pasn aq ABLU sujapAs uojiapunoj aqi suojpas BujAAOjjoj aqi uj papjAOJd aja sLuaisAs uojiBpunoj (id) uojsuaj-pod JO jauojiuaAUoo JOJ suojiapuaujujooau 'ISO Aq sjajjaiauj qyaa aijsuo jo sjsAjBua BujJdaujBua pua Bujisai AjoiBJoqaj uo pasBq BJB suojiapuaujijuooaj uojpmisuoo pua uBjsap uojiBpunojaqi IBjauao sNOiivaNnod - SNOiivoNawwooau •g xjpuaddv uj 2-8 pue l-Q saiBjd SB paiuasajd ajB sijnsaj isai 'zz^ poqiaj/\| pai j/Misv qiJAA aouBpjoooe jBjauaB Uj paujujjaiap SBAA sdjdujBs aAjiBiuasajdaj snotJBA JOJ UOJIBPBJB ajdmas s|SA|euv aAais 'jaaujBua UOJSOJJOO pajjjjanb a UJ04 paujaiqo aq ABUJ siuaiuaioo jBuojuppa puB spoqieiu aAjiBUjaijv '(Z66I.) OBfl ^Ml P V-61 ejqei qijAA aouepjoooe Uj 'ajqjBiiBau sj aiajouoo 01 ajnsodxa aiejins ayi leqi saieojpuj Buipai aiajjns jjos •jBiiuaiod aiBjins ajqnjos/uojsojjoo JOJ pazAjBUB ajaM sjBjjaiBUJ aijs aqi jo sajdujas jaojclAi bujisai aiejins/uoisojjoQ Z 9|qEi paqoEUB aqi uj paiuasajd aja sijnsaj uojsuadxa jjos jo Aiaujujns v '(g> TB) aAjsuadxa AAOJ AiaA aja 'sioj pafqns aqi ujqijAA 'apajB pad jaau sjjos ajjs jeqiaiBOipuj saojpuj uojsuedxa aAjiaiuasajday u y *9if J *SttOS090 8 sBBd 6oj-a-iq8S*€\0(»C\6dMV8:8|y 6002 'VZ Bunp z-l 96B|||A 'S||!H BJBABIBO 0S-a-6S»€ O AA on 'II »IHH BJaABiBQ uojpas sjqi uj paiuasajd suojiapuaujujooaj pua uojiaujjojuj aqi 'ajisuo sajnpmis jajiuapjsaj AJOIS -OAAI pua -auo jeojdAi jo uojpmpuoo JOJ pazjjjm aq ABUJ sqajs id ' j. sujajsAs uoiiepunod qe|s Id ' uojpas BujAAOijoj aqi uj paiuasajd BJB uBjsap qajs id JOJ suojiapuaujujooay •pasn aq ABUJ luaisAs uojiapunoj id pajaauiBua ua 'aAjiBUjaija UB sv "01 •Sj[!j(iaajoi.> "a j) AAOjjaqs AjaAjiBjaj qijAA sioj jo Bujisjj a JOJ Z ajqai oi jajaj aseajd •>|ooj ojijuajB asuap JO aouasajd eqi oi anp sapejB pad Buipijnq Bujpjxa AAOjaq laaj £ AjaiaujjxojddB uaqi jaiaajB sqidap la sioj aujos uj pajaiunooua aq Aja>|j| JIJAA saiijnojjjjp uojiBABoxa laqi japjsuoo pjnoqs sajnpmp luauayndda jaqio pua sjood pasodojd '6 "laajp aqi pjBAAOi pua SBBJB jajnpmp aqi UJ04 ABAAB aBaujajp pajip leqi sujaued aBauiajp aAjijsod jaija pu pnuj jajjaiauj Sjqi "saajB AaAA-jo-iqBjj/pjeA aqi uj jo jaiaujjjad uojiapunoj aqi apjsuj paoBjd aq 01 Sj I! jaqiaqAA 'pjapuap AjoiBJoqaj aqi jo luaojad 06 uojpadujoo aAjiajaj ujnujjujuj a 01 papBdujoo aq pjnoqs aijsuo pasn aq 01 suojiBABOxa Bujiooj UJOJJ pajajauaB sjjog -g •luaujaoBjd jaiJjBq JodBA aqi jo sjnoq zi ujqijAA aojjjo sjqi Aq pajjjjaA puB 'saaJB qajs aqi uj apajB punojB luaoafpe aqi AAojaq saqouj z IP qidap a 01 ajnisjouj UJnujjido 'uBLji jaiBBjB JO '01 janba aq pjnoqs sjjos apajBqns aqijo luaiuoo ajnpiouj aqi 'jaAaAAoq '.suojijpuoo jjos asaqi joj Aressaoau pajapjsuoo lou sj uojiajniasajd i Bujuojijsod JO poqiauj ajqaidaooa UB lOU SI luaujaojojujaj jo „BUJ>IOOH„ -aiajouoo aqijo luatuaoajd Bujjnp Bujuojijsod iqBiaq qajs-pjuj jadojd ajnsua 01 payoddns aq pjnoqs luamaojojuiaj qajs IIV •£ aiqai Jad paojojujaj aq pjnoqs (aBBjeB puB aouapjsaj) sqBjs Joojj apjouoo "9 •aiajouoo Bujoajd 01 jojjd lajjaiBUi papadujooun pue asooj jo aajj aq pjnoqs apejBqns qajs aqi -jaABj puas aqi jo lujod-pjuj aqi la papjAOJd aq pinoqs 'pajaas sdaj jja qijAA auBjqujauj apjJojqo-jAujAAjod '|JLU-O I. jo lunujjujuj B jo Bujpjsuoo jaijjBq jodeA e 'uojijppa Uj 'puBS JO saqouj jo Lunuijujuj a qijAA ujajjapun aq pjnoqs sqajs ajajouoo "9 •jsd 000*2 JO qiBuajis aAjssajdujoo UinujjUjUJ a aAaq pjnoqs uojpmisuoo qajs joojj uj pasn ajajouoo '£ ajqei qijAA aouBpjoooa uj "saqouj ^ JO ssau>jojqi lunuijujuj e aAsq pjnoqs sqajs aBBjaS pua JOOJJ |B|iuap|saj aqi > •sBujiooj Bujujofpe aqi jo asaq SB uojiBAaja aujas aqi je aq pinoqs ujeaq apajB paojojujaj aqi jo asaq aqi -saouajjua aBajaB aqi SSOJOB papjAOJd aq pjnoqs 'ajanbs saqouj zi isaai la puB aAoqa sa paojojujaj 'Lueaq apBjB v *£ '9fti *si}osoao eaBBd Boj-2i-iqesW\00W6dMV9:9|y £002 't'2 Bunp 2--| eBBiiiA 'S||!H BjaAB|BO os-g-6st>'C 'O'AA on 'n «n!H BJ9ABIBO :BujAAoiioj aqi uo paiuasajd ajB 'uBjsap qajs id Joj sjajauiajBd paiBjaj jios 'JauBjsap id jBjnpmp pajjjjanb a Aq AAajABJ jBUojiippa JOJ UBAJB aq pjnoqs uoiiBjapisuoo 'lUBijnsuoo iBjnpmp aqi Aq paisaBBns aja nd oi saAjiaujaiiB j| 'pafojd sjqi JOJ pajou siuaujajnas pua 'sjaiaujBJBd uojsuadxa 'suopjopip jajnBuB aqi aiapouJUJOooB qojqAA pasodojd aq UBO siuapAs luajBAjnba jj pasn aq Aaiu ABojopoqiauj nd oi saAjiaiuaiiv 'uBjsap ^|s Id Ui pajjijanb jaaujBua jjAjo JO jBjnpmis a jo suojiapuaujujooaj aqi pua Bjjaiuo apoo {BUOJIBU jo/pua 'laooj '(nd) amilisuj uojsuai-isod aqi qijAA aouapjoooa Uj aq puB aojpBjd BujjaaujBua punos Bujsn pauBjsap aq pjnoqs sqajs id 'luaujpaquia Bujiooj aqi uo Bujpuadap 'apBjB AAOjaq saqouj 81- JO qidap uunuiiuiuj a oi luajuoo ajnisiouj uinujiido ,s|jos aqi BAoqa JO IB aq pjnoqs sjjos apajBqns aqi jo luaiuoo ajnjsjouj aqi 'jaAaAAoq !s|ios aAjsuadxa AAO| AJBA JOJ pajjnbaj lou sj sqajs JOJ uojiajniasajd jjos ojjjoads 'UJapAs qajs id aqi oiuj paiajodjoouj aq pjnoqs sjajd paiajosj puas JO saqouj f jo jajoi a JOJ (0£<3S) Puas jo sjaAaj )jO!qi qoui-z OAAi uaaAAiaq paqojAApuas aq pjnoqs jaijjaq JodBA aqi qajs ajjiua aqi japun jajjjaq lUBisjsaj-jaiBAA snonujiuoo a apjAOjd oi pajaas Ajaianbapa pua paddaj aq pjnoqs jajjjaq jodBA aqi * (>|ojqi jiuj o j.) sjjos UJ04 uojiapunojjo uojjajiedas aianbape UB apjAOJd 01 ssau>|ojqi luajojjjns jo aq pua pazjjjin aq pjnoqs jajjjaq jodeA v -qipjAA Uj saqouj zi P uinuijuiiu a aq pjnoqs siuaaq jaiauijjdd aqi 'qajs aqi jo luapuadapuj jo uBjsap qajs aqi oiuj pajajBaiuj aq Aeuj suojiepunoj jajaujjjad aqi apajB pad luaoafpa isaAAOj aqi AAOjaq daap saqouj 31. uunajjujuj a aq pjnoqs suiaaq uads pjUJ pua jaiaujjjad 'sjjos aAjsuedxa (09 qBnojqi 0 = r3) MOJ 01 AAOJ AJOA JOJ 'paAojdujd aq ABUJ uuaaq apajB JJBAA ,JJO mo,, jaiaiujjad a jo uojpnjisuoo pua (aiuji jo pojjad a JOJ lUBUJjop uaaq saq pafojd aqijaijajo 'Aiassaoau jj) uojiajniasajd jjosjo uojiaujqujoo B 'uouaujouaqd ajqjssod sjqi aiaBjijUJ 01 'sqajs aqi jo „BujqoJB„ JO „Bu|qs!p„ a Bujsneo 'jajuao aqi 01 pajedujoo 'qejs aqi jo jaiaujjjad aqi BujAjjapun sjjos jo luaiuoo ajnisipuj aqi uj uojianpnu luaojjjuBjs a sj sqajs id Bujsn sajnpmis jo ssajpjp 01 jopaj BuimqiJiuoo uouiuioo AjJiaja 'luiodpueis aSeHUjjqs/uojsuadxa jjos a uiOJd lUBiinsuoo BuuaaujBua UOJSOJJOO jo uBjsap qajs id qijM jajijujej jaaujSua jiAjo JO jddujBua jBjnpnJis pajapiBaj a Aq uBjsap apaojadns 01 lueaui lou aje 0l.e6Bd 6002 't'2 eunp 0S-a-6Sfr8 O AA Boj-2|- l.q6Sm00t€\6dMVa:9|U 2-1 a6B||!A 'siiiH BjeABjBO on 'II SIIIH BiaAB|80 'pijBA pajapjsuoo ajB oan ®m uj paiuasajd pua 'ujajaq papaojadns JO passnosjp lOU 's>|06qias jauojitppv 'uojiapunojJBAAOj aqijo uBjsap aqi oiuj paiejodjoouj uaaq seq uojiepunoj joAAoj aqi uo uojiapunoj jaddn aqi Aq paiJadLUj aBjaqojns jauojijppa aqi ji PJJBA pajapjsuoo aq lou ABUJ uojiapuaiiiujooaj sjqi *ujaisAs uojiapunoj JBAAOJ pasodojd AUB UJOJJ ABAAB pua pjBAAdn uoipafojd |.:|. a AAojaq oi (Aiassaoau SB) pauadaap aq pjnoqs 'SJJBAA Bujujaiaj Bujpnjoui 'sajnpmis luaoafpa Aua JOJ suojiapunoj 'uojijoisjp iBJaiBj 01 pafqns aq ABUJ adojs JO doi sqj ^04 £/q jo aouaisjp a ujqijAA papmisuoo siuaujaAOjduif 'sBujiooj aqi Bujuadaap Aq paujaiuiauj aq ABUJ X 'PQJ Ot' usqi JajaajB aq pu paau Jou 'laaj I uaqi ssaj aq lou pjnoqs x •£/q = X Bujsn Aq paiBinojao aq Aaui 'x 'aouaisjp jBiuoziJoq aqi BUJIOOJ jo/pua juaujaAOJduji aqi jo aBpa Jamo ujonoq aqi pua aoaj adojs Bujpuaosap juaoafpa Aua uaaAAiaq 'x 'aouaisjp jaiuozjjoq a ujaiujauj pjnoqs sBujipoj JO/puB siuaujBAOJduji 'oan ^Ml"! peiuasajd saujjapjnB qijAA aouapjoooa u| "8 •uojianiBAa jiaqi Ul jsd sZl P uojpeaj apejBqns jo sajnpouj a Bujsn 'laaj g jo aouaisjp uads B Bujsn ajedujoo pua 'sqajs id Joj papjAOjd sjajaujajad aqi AAajAaj pjnoqs sqajs id JO SJauBjsao uads looj-og a uj 'siuaujaja JBjjujjS uaaAAiaq qouj % paaoxa 01 paiBdjoriua lou sj luamajiias jBjiuajajjia suLunjoo papaoj isajAaaq aqi AAOjaq jnooo pjnoqs puB qoui ZA AjaiaujjxojddB paaoxa 01 papadxa pu sj luaojajuas uinuijXBy^ •uojpmisuoo Bujjnp jnooo 01 papadxa sj luaujajiias uojiapunoj pajadpiiue aqi JO (luaojad 09<) Aijjofeuj a 'luaujdojaAap jo asaqd uojpmpuoo pua uBjsap jBuij OJUJ paiBJodJoouj aja uodaj sjqi uj paujeiuoo suojiapuaujujooaj aqi pepjAOJd 'sBut^oo^ peajds pa^ejosi pue snonut^uoo leuoi^uaAUoo jo^ papiAOJd sjaiauiejBd q^iM aouepitxxxe ut aq pinoqs sujeaq jaieuiuad jo jouaiuj JO^ anjBA BuuBaq 'A|uo apejB uo qajs joj Suueag;„« a^is Sll]} JO^ OS-0 1*3 sajBOipuj B).Bp q?! , saqoui s 00'I. S20 OS 52 002- laaiS 96 pdsZ2 seo M0U!/!sdS21. •^sdoOOl. »2l. sseu>P!LUL qeis lunuiiuiv^ ieiuao *" aBpa-^ jauiao "a aBpa "a ajn^sioui a;|BMmujom uoipns IIOS lUBisuoo 01 iftdaa (id) uoipns IPS ajnssajd aAjssBd uo!pt410 luapy^aoo uojpeaj apBjSqns p sajnpo^ anjBA Buueaq ajqeMOjjv 4uaujpaqui3 Bui^ood ja^auiuad EXTERIOR FLATWORK Exterior driveways, walkways, sidewalks, or patios, using concrete slab-on-grade constmction, should be designed and constmcted in accordance with the following criteria: 1. Driveway slabs should be a minimum 4 Inches In thickness; all other exterior slabs may be a nominal 4 Inches In thickness. A thickened edge should be considered for all flatwork adjacent to landscape areas. 2. Slab subgrade shouid be compacted to a minimum 90 percent relative compaction and moisture conditioned to at, or above, the soils optimum moisture content. 3. The use of transverse and longitudinal conti'ol joints should be considered to help control slab cracking due to concrete shrinkage or expansion. Two ofthe best ways to control this movement are: 1) add a sufficient amount of properly placed reinforcing steel, increasing tensile strengtii of the slab such as 6x6, wl .4xw1.4); and/or 2) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. We would suggest that the maximum control joint spacing be placed on 5- to 8-foot centers, or the smallest dimension of the slab, whichever is least. 4. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design sti"engtii. 5. Positive site drainage should be maintained at all times. Adjacent landscaping should be graded to drain into tiie street/pari<ing area, or other approved area. All surface water should be appropriately directed to areas designed for site drainage. 6. Concrete compression strength should be a minimum of 2,500 psi. CONVENTIONAL RETAINING WALLS/WALLS General Foundations may be designed using jDarameters provided In the Design section of Foundation Recommendations presented herein. Wall sections should adhere to the County of San Diego and/or City of Carisbad guidelines. All wall designs should be reviewed by aqualified structijral engineer for stmctural capacity, overtuming, and seismic resistance stability per tiie UBC. The design parameters provided assume that onsite or equivalent low expansive soils are used to backfili retaining waits. If expansive soils are used to backfill the proposed wails within this wedge, increased active and at-rest earth pressures will need to be utilized for Caiavera Hilts II, aC W.O. 3459-B-SC Calavera Hills, Village L-2 June 24,2003 Flle:e:\wp9\3400\3459b1 .l2.rog Page 11 0«oSofts, Inc. retaining wall design. Heavy compaction equipment should not be used above a 1:1 projection, up and away from the bottom of any wall. The following recommendations are not meant to apply to specialty walls (cribwalls, loffel, earthstone, etc.). Recommendations for specialty walls will be greater than those provided herein, and can be provided upon request. Some movement of the walls constmcted should be anticipated as soil strength parameters are mobilized. This movement could cause some cracking dependent upon the materials used to construct the wall. To reduce wall cracking due to settlement, walls should be intemally grouted and/or reinforced with steel. Restrained Wails Any retaining walls that will be restrained priorto placing and compacting backfill material, or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressures of 60 pcf, plus any applicable surcharge loading. For areas of male or re-entrant comers, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. Building walls below grade should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. Refer to the following section for preliminary recommendations from surcharge loads. Cantilevered Walls These recommendations are for cantilevered retaining walls up to 15 feet high. Active earth pressure may be used for retaining wall design, provided the top ofthe wall is not restraned from minor deflections. An empirical equivalent fluid pressure (EFP) approach may be used to compute the horizontal pressure against tiie wall, /^propriate fluid unit weights are provided for specific slope gradients ofthe retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events, or adverse geologic conditions. SURFACE SLOPE OF RETAINED MATERIAL HORIZONTAL TO VERTICAL EQUIVALENT FLUID WEIGHtP.C.F. (Select Verv Low Expansive Soli) Level 2to1 35 45 The equivalent fluid density should be increased to 60 pcf for level backfill atthe angle point ofthe wall (comer or male re-entrant) and extended a minimum iaterai distance of 2H on either side ofthe comer. Trafllc loads within a 1:1 projection up from the wall heel, due to light tmcks and cars, should be considered as a load of 100 psf per foot In the upper 5 feet of wall in uniform pressure. For preliminary design purposes, footing loads within a Caiavera Hilis il, LLC Caiavera Hills, Village L-2 Fite:e:\wp9\3400\3459b1 .l2.rog W.O. 3459-B-SC June 24,2003 Page 12 GeoSoils, Ine. 1:1 backfill zone behind wall will be added tothe walls as Va ofthe bearing pressure for one footing width, along the wall alignment. Sound Walls Foundations for top of slope sound walls, using concrete block construction, may be constmcted in accordance with conventional foundation recommendations presented In this report. Foundations should maintain a minimum lateral distance of 7 feet from the outside bottom edge of the wall footing to the face of any adjacent slope. Wall Backfili and Drainaae All retaining walls should be provided with an adequate gravel and pipe back drain and outiet system to prevent buildup of hydrostatic pressures, and be designed in accordance witii the minimum standards presented herein. Retaining wall drainage and outlet systems should be reviewed bythe project design civil engineer, and incorporated into project plans. Pipe should consist of schedule 40 perforated PVC pipe. Gravel used in the back drain systems should be a minimum of 1 cubic foot per lineal foot of %- to 1 Vs-inch clean crushed rock encapsulated in filter fabric (Mirafi 140 or equivalent) additional gravel may be wan-anted depending on wall height and the nature ofthe wall backcut. Perforations in pipe should face down. The surface of the backfill should be sealed by pavement, or the top 18 inches compacted to 90 percent relative compaction with native soil. Proper surface draunage should also be provided. As an altemative to gravel back drains, panel drains (Miradrain 6000, Tensar, etc.) may be used. Panel drains should be installed per manufacturers' guidelines. Regardless ofthe back drain used, walls should be water-proofed where they would impact living areas, or where staining would be objectionable. Wall Footing Transitions Site walls are anticipated to be supported on footings designed in accordance with the recommendations in tills report. Wall footings may transition from bedrock to fill. If this condrtion is present, the civil designer may specify either: a) A minimum of a 2-foot overexcavation and recompaction of bedrock materials, as measured for a distance of 2H from the transition in tiie direction of the wall. Overexcavations should be completed for a minimum lateral distance of 2 feet beyond the footing, measured perpendicular to the wall. b) Increase oftiie amount of reinforcing steel and wall detailing (i.e., expansion joints or crack conti-ol joints) such that a angular distortion of 1/360 for a distance of 2H on eitiier side of the transition may be accommodated. Expansion joints should be sealed with a flexible grout. Caiavera Hilis li, LLC ' ~ W.O. 3459-B-SC Calavera Hills, Village L-2 June 24.2003 Rle:e:\wp9W00\3459b1.l2.rog Page 13 GeoSoils, Inc. c) Embed the footings entirely into native formational material. If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), tiie designer should follow recommendation "a" (above,) and until such transition is between 45 and 90 degrees to the wall alignment. PAVEMENTS Pavement design for streets has not been performed to date. Concrete driveway pavements outside the public right of way may be constmcted per ttie exterior concrete slab recommendations presented in this report. DEVELOPMENT CRITERIA Graded Slope Maintenance and Plantina Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overiy wet conditions. Positive surtace drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided as it can adversely affect site improvements. Graded slopes constructed within and utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stabliity enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types tiiat require little water and are capable of sunnving the prevailing climate. Utilizing plants otherthan those recommended above will Increase the potential for perched water to develop. These recommendations regarding plant type and inigation practices should be provided to each homeowner. Site Improvements Recommendations for exterior concrete flatwori< design and constiuction cai be provided upon request. If in the future, any additional improvements are planned for the site, recommendations conceming the geological or geotechnical aspects of design and construction ofsaid improvements could be provided upon request. This office should be notified in advance of any fill placement, grading oftiie site, or french backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills. Calavera Hills li, LLC W.O. 3459-B-SC Calavera Hills, Village L-2 June 24,2003 Rle:e:\wp9\3400\3459b1.l2.rog Page 14 GeoSoils, Inc. Footina Trench Excavation All footing excavations should be obsen/ed by a representative of this fimn subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the obsen/ations is to verify that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction ofthe subgrade materials would be recommended atthattime. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site. Trenchina Considering the nature ofthe onsite soils, it should be anticipated tiiat caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to CAL-OSHA and local safety codes. Drainaae Positive site drainage should be maintained at all times. Drainage should not flow unconfroUed down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means should be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drsunage system. Areas of seepage may develop due to irrigation or heavy rainfall and should be anticipated. Minimizing inigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and consfruction and that pmdent surface and subsurface drainage practices are Incorporated into the constmction plans. Perched groundwater conditions along zones of contrasting permeabilities should not be precluded from occurnng in the future due to site imgation, poor drainage conditions, or damaged utilities. Should perched groundwater conditions develop, tiiis office could assess the affected area(s) and provide tiie appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with tiie introduction of irrigation, rainfall, or otiier factors. Caiavera Hills li, LLC W.O. 3459-B-SC Calavera Hills, Village L-2 June 24,2003 Rl8:e:\wp9\3400\3459bl.l2.rog Page 15 GeoSoils, Inc. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas could adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom ofthe planter, could be instaiied to direct drainage away from stmctures or any exterior concrete flatwork. The slope areas should be planted with drought resistant vegetation. Consideration should be given to the type vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. Ifthe surface soils are processed forthe purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Utility Trench Backfill 1. All interior utility french backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing shoutd be provided to verify the desired results. 2. Exterior trenches adjacent to, and witiiin areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at ieast 90 percent ofthe laboratory standard. Sand backfill, unless excavated from the french, should not be used in these backflll areas. Compaction testing and observations, along with probing, should be accomplished to verify tiie desired results. 3. All trench excavations should confonn to CAL-OSHA and local safety codes. PLAN REVIEW Final foundation and improvement plans should be submitted to this office for review and comment, as they become available, to minimize any misunderstandings between the plans and recommendations presented herein. In addition, foundation excavations and earthwork constmction perfonned on tiie site should be observed and tested by tills office, if conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time. Caiavera Hills ii, LLC W.O. 3459-B-SG Calavera Hills, Viilage L-2 June 24,2003 Rle:e:\wpg\3400\34S9b1J2.rog Page 16 GeoSoils, Inc. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: During grading/recertification., After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. During retaining wall subdrain installation, prior to backfill placement. During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. After presoaking/presaturation of building pads and otiier flatwork subgrade, prior to the placement of reinforcing steel or concrete. During slope constmction/repair. When any unusual soil conditions are encountered during any constiuction operations, subsequent to the issuance of this report. During homeowner constmction of any site improvements. LIMITATIONS The materials encountered on tiie project site and utilized for our analysis are believed representative oftiie area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professionai opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is expressed or implied. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by otiiers. In addition, this report may be subject to review by the controlling authorities. Calavera Hiils li, LLC W.O. 3459-B-SC Calavera Hills, Village L-2 June 24,2003 Rle:e:\vyp9\3400\3459b1.l2.rog Page 17 GeoSoils, Inc. REGULATORY COMPLIANCE Removals, processing of original ground cuts, and fills have been observed and compaction testing performed underthe pun/lew ofthis report have been completed using the selective testing and observations services of GSI. Earthworic was found to be in compliance with the Grading Code of the City of Carlsbad, Califomia. Our findings were made and recommendations prepared in conformance with generally accepted professional engineering practices, and no fijrther warranty is implied nor made. This report is subject to review by the controlling authorities for this project. GSI should not be held responsible nor liabie for wori<. testing, or recommendations performed or provided by others. The opportunity to be of service is sincerely appreciated. Ifyou should have any questions please do not hesitate to call our office. Respectfully submitted^ GeoSoils, inc. Robert G. Crisman Project Geologist, CEG David W. Skelly Civil Engineer, RCE 47857 RGC/DWS/JPF/jk Attachments: Table 1 - Held Density Test Results Table 2 - Lot Characteristics Table 3 - Foundation Consfruction Recommendations Appendix - References Plate 1 - Reid Density Test Location Maps Distribution: (4) Addressee Caiavera Hills li, LLC Calavera Hills, Viilage L-2 Rle:e:\wp9\3400V34S9b1 .t2.rog W.O. 3459-B-SC June 24,2003 Page 18 GeoSoils, Inc. Tabte 1 FIELD DENSITY TEST RESULTS TEST NO. 289 290 DATE TEST LOCATION TRACT ELEV MOISTURE DRY REL TEST SOIL TEST NO. 289 290 1/17/03 1/17/03 Slope Area Lot 3 Slooe Araa Lat NO. Village L-2 V/iltana 1 O OR DEPTH(ft) 404.0 CONTENT (%) 14.2 DENsrrv (pcQ 109.5 COMP (%) 90.9 METHOD ND TYPE A 291 292 1/17/03 1/17/03 Slope Area Lot 3 Slope Area Lot 2 Village L-2 Village L-2 406.0 409.0 411.0 14.5 13.9 13.7 111.8 112.3 110.4 92.8 93.2 91.6 ND ND ND A A A 293 1/17/03 Slope Area Lot 2 Village L-2 413.0 14.0 113.9 94.5 ND A 294 1/17/03 Slope Area Lot 2-3 Village L-2 415.0 13.6 111.1 g2J2 ND A 295 1/17/03 Slope Area Lot 3 Village L-2 410.0 13.2 109.3 90.7 ND A 296 1/17/03 Slope Area Lot 1 Village L-2 420.0 14.8 109.4 90.8 NO A 315 1/22/03 North Side Of Slope 5 Village L-2 414.0 11.3 114.1 90.9 ND D 316 1/22/03 North Side Of Slope 3 ViUage L-2 413.0 11.5 114.7 91.3 SC D 322 1/23/03 North Side Of Lot 9 Village L-2 414.0 13.8 110.3 91.5 sc A 323 1/23/03 North Side Of Lot 7 Village L-2 416.0 14.3 109.7 91.7 SC A 324 1/23/03 North Side Of Lot 4 Village L-2 418.0 13.5 109.3 90.7 sc A 325 1/23/03 North Side Of Lot 5 Village L-2 420.0 14.1 109.5 90.8 ND A 329 1/24/03 Lot 11 Village L-2 407.0 11.8 114.2 90.9 ND D 330 1/24/03 Lotll Village L-2 409.0 11.5 113.8 90.6 ND D 357 1/20/03 Lot 2 Village L-2 418.0 13.9 109.8 91.1 ND A 358 1/20/03 Lot 3 Village L-2 414.0 14.4 108.7 90.2 ND A 367 1/22/03 Rear Lot 5 Village L-2 411.0 14..6 109.4 90.8 ND A 368 1/22/03 Rear Lots 9-10 Village L-2 412.0 13.2 108.7 90.2 ND A 369 1/22/03 Rear Lot 4 Village L-2 413.0 13.9 109.5 90.9 ND A 370 1/22/03 Rear Lot 7 Village L-2 415.0 15.7 110.4 91.6 ND A 371 1/22/03 Rear Lot 6 Village L-2 417.0 15.7 110.4 91.6 NO A 372 1/22/03 Rear Lot 3 Village L-2 419.0 14.3 111.7 92.7 ND A 712 3/21/03 Lots Village L-2 422.0 10.6 119.4 93.3 ND B 713 3/21/03 Lot 2 Village L-2 420.0 11.4 118.2 92.3 ND B 714 3/24/03 Lot 4 Village L-2 420.0 11.1 119.8 94.7 NO F 715 3/24/03 Lot 5 Village L-2 422.0 11.4 119.1 94 Jg ND F 716 3/25/03 Lotl Village L-2 424.0 10.7 120.1 95.0 ND F 717 3/25/03 Lots Village L-2 426.0 11.1 119.1 94:4 ND F 718 3/26/03 Lote Village L-2 422.0 10.6 118.4 93.6 ND F 719 3/26/03 Lots Village L-2 424.0 10.9 117.9 93.2 ND F 860 4/9/03 Lot 5 Village L-2 424.0 10.8 119.2 94.2 NO F 861 4/9/03 Lote Village L-2 423.0 11.2 118.0 93.3 ND F 862 4/9/03 Lot 4 Village L-2 423.0 11.1 118.8 93.9 ND F 1029 5/14/03 Granite Qt 5+50 Village L-2 419.0 11.8 116.1 91.8 ND F 1030 5/14/03 Lote Village L-2 423.0 12.2 114.1 90.2 ND F 1031 5/14/03 Lot 7 Village L-2 421.0 10.6 114.9 90.8 ND F 1032 5/14/03 Granite Crt 5+00 Village L-2 420.0 10.9 115.1 91.0 ND F 1080 5/22/03 Lot1 Village L-2 424.0 12.5 117.0 92.5 ND F 1081 5/22/03 Lotl Village L-2 426.0 11.6 115.2 91.1 ND F 1082 5/22/03 Granite Ct 4+10 Village L-2 415.0 11.1 118.2 93.4 ND F 1083 5/22/03 2+20 Village L-2 406.0 10.2 117.8 93.1 NO F 1084 5/22/03 2+50 Village L-2 410.0 9.9 117.9 93.2 ND F 1085 5/22/03 Lot 2 Viliage L-2 426.0 11.9 119.9 94.8 ND F 1086 5/22/03 Rec Lot Village L-2 423.0 12.4 116.4 92.0 ND F 1092 5/23/03 Lot 4 Village L-2 426.0 10.9 121.7 93.6 ND E Calavera Hiils II, LLC Calavera Hills, Village L-2 Rle: C:\exc^tables\3400\34S9b.L2 GeoSoils, Inc. W.o. 3459-B-SC June 2003 Page 1 Table 1 FIELD DENSITY TEST RESULTS TEST NO. DATE TEST LOCATION TRACT NO. ELEV OR DEPTH (fl) MOISTURE CONTENT (%) ORY DENsrrv (pcf) REL COMP (It) TEST METHOD SOIL TYPE 1093 5/23/03 Lotl Village L-2 426.0 11.3 123.6 95.1 ND E 1094 5/23/03 Lot 3 Viliage L-2 427.0 11.6 122.6 94.3 NO E 1095 5/23/03 Lots Village L-2 419.0 10.8 121.2 93.2 ND E 1095 5/23/03 LotlO Village L-2 415.0 11.5 120.8 92.9 NO E 1103 5/27/03 Lots Village L-2 420.0 12.2 119.9 92.2 ND E 1104 5/27/03 LotlO Village L-2 416.0 11.1 119.3 92.2 ND E 1105 5/27/03 Lots Village L-2 426.0 10.7 123.0 94.6 ND E 1106 5/27/03 Lot 7 Village L-2 422.0 10.9 120.8 92.9 ND E 1107 5/27/03 Lot 9 Village L-2 417.0 11.3 121.9 91.9 ND E 1110 5/28/03 Lotll Vdlage L-2 412.0 11.8 119.2 91.7 ND E 1127 5/30/03 Lot1 Village L-2 FG 11.2 118.4 93.6 ND F 1128 5/30/03 Lot 2 Village L-2 FG 10.4 118.7 93.8 ND F 1129 5/30/03 Lots Village L-2 FG 10.2 119.2 94.2 ND F 1130 5/30/03 Lot 4 Village L-2 FG 11.1 117.6 93.0 ND F 1131 5/30/03 Lots Village L-2 FG 10.4 117.5 92.9 ND F 1144 6/2/03 Lots Village L-2 FG 12.1 121.9 93.8 ND E 1145 6/2/03 Lot 7 Village L-2 FG 10.8 120.3 92.5 ND E 1146 6/2/03 Lots Village L-2 FG 11.2 124.9 96.1 ND E 1147 6/2/03 Lot 9 Village L-2 FG 10.2 123.5 95.0 ND E 1148 6/2/03 LotlO Vill^ L-2 FG 9.9 118.8 91.0 ND E 1149 6/2/03 Lot 11 Village L-2 FG 10.4 120.4 92.6 ND E 1150 6/2/03 Lot 14 Village L-2 410.0 11.4 119.0 91.5 ND E 1151 6/2/03 Lot 13 Village L-2 410.0 10.7 117.4 90.3 ND E 1152 6/2/03 Lot 12 Village L-2 410.0 10.8 117.5 90.4 ND E 1153 6/2/03 Lot 14 Viliage L-2 412.0 11.0 118.4 91.1 NO E 1154 6/2/03 Lot 13 Village L-2 413.0 11.4 117.9 90.7 ND E 1155 6/2/03 Lot 12 Village L-2 413.0 10.9 120.1 92.4 ND E 1156 6/2/03 Lot 13 Viilage L-2 412.0 11.4 119.3 91.8 ND E 1157 6/2/03 Lot 12 Village L-2 412.0 12.0 117.4 90.3 ND E 1166 6/3/03 Rec Area Village L-2 413.0 12.6 117.3 90.2 ND E 1167 6/3/03 Lot 12 Village L-2 415.0 11.9 119.3 91.8 NO E 1168 6/3/03 Lot 14 Village L-2 FG 10.4 117.1 90.1 ND E 1169 6/3/03 Lot 13 Village L-2 FG 11.2 119.3 91.8 NO E 1170 6/3/03 Lot 12 Village L-2 FG 11.1 116.8 92.3 NO F 1171 6/3/03 Granite Ct 4+90 Village L-2 422.0 10.8 115.0 90.9 ND F 1172 6/3/03 Granite Ct 3+00 Village L-2 415.0 11.7 118.5 93.7 ND F 1173 6/3/03 Granite Ct 1 +60 Village L-2 411.0 11.2 115.7 91.5 ND F ND : SC. Finish Grade Nuclear Densometer Sand Cone Calavera Hiils II, LLC Calavera Hilis, Village L-2 Rle: C:\excsl\tabtes\3400\34S9b.L2 GeoSoils, Inc. w.o. 3459-B-SC June 2003 Page 2 TABLE 2 LOT CHARACTERiSnCS LOT EXPANSION INDEX (per UBC Standard 18-2) EXPANSION POTENTIAL'" SOLUBLE SULFATE (ppm) SULFATE EXPOSURE^ DEPTH OF FILL (RANGE IN FT.) FOUNDATION CATEGORY« 1 <5 Very Low 0.007 Negligible 3-11 (8-11)« 1 2 <5 Very Low 0.007 Negligible 7-17 1 3 <5 Very Low 0.007 Negligible 8-20 1 4 <5 Very Low 0.007 Negligible 7-18 1 5 <5 Very Low 0.0064 Negligible 7-14 1 6 <5 Very Low 0.0064 Negligible 4-12 1 7 <5 Very Low 0.0064 Negligible 3-13 (3-5)«* 1 8 <5 Very Low 0.0064 Negligible 5-8 1 9 <5 Very Low 0.0064 Negligible 3-4 1 10 <5 Very Low 0.0064 Negligible 3-4 1 11 <5 Very Low 0.0061 Negligible 3-4 1 12 <5 Very Low 0.0061 Negligible 3-* 1 13 <5 Very Low 0.0061 Negligible 3-4 1 14 <5 Very Low 0.0061 Negligible 3-4 1 Per Tabte 18-1-B of the Uniform Building Code (1997 ed.) » Per Table 19-A-4 of the Uniform Building Code (1997 ed.) » Estimated depth of fill beneath the building footprint. Foundations should be constructed in accordance with recommendations forthe specific categories noted above and presented in Table 3, GeoSoils, Inc. TABLE 3 CONVENTIONAL PERIMETER FOOTINGS. SLABS. AND EXTERIOR FLATWORK FOR CALAVERA HILLS. VILLAGE L-2 FOUNDATION CATEGORY; MINIMUM FOOTING SIZE • INTERIOR SLAB THICKNESS REINFORCING STEEL INTERIOR SLAB REINFORCEMENT UNDER-SLAB TREATMENT GARAGE SLAB REINFORCEMENT EXTERIOR FLATWORK REINFORCING 1 12" Wide X 12" Deep 4" Thick 1-#4 Bar Top and Bottom #3 Bars @ 24" o.c. Both Directions 2" Sand Over 10-Mil Polyvinyl Membrane Over 2" Sand Base 6"X6" (10/10) WWF None II 12" Wide X ; 18" Deep 4" Thick 2- #4 Bars Top and Bottom #3 Bars @ 18" o.c. Both Directions 2" Sand Over 10-Mil Polyvinyl Membrane Over 2" Sand Base 6"X6" (6/6) WWF 6"x6" (10/10) WWF III 12" Wide X 24" Deep 4" Thick 2- #5 Bars Top and Bottom #3 Bars @ 18" o.c. Both Directions 2" Sand Over 10-Mil Polyvinyl Membrane Over 2" Sand Base Same as Interior Slab 6"x6" (6/6) WWF I a PtrtwwfYCrWyrlfl Category I: Category II: Category III: HStiii 1. 2. 3. 4. 6. 7. 8. 9. Max. Fill Thfckness is less than 2ff and Expansion Index Is less than or equal to 50 and Oiflerential Rll Thickness is less than IC (see note 1). Max. Rll Thicknes is less than SC and Expansion Index Is less than or equal to 90 Differentiai Rll Thickness is between 10 and 2a (see note 1). Max. Rll Thkskness exceeds SC, SE Expansion Index exceeds 90 but Is less than 130, so. Differentiai Rll Thickness exceeds 20" (see note 1). Posl lensnn (PT) foundations are required where maximum All exceeds 50", at the ratio of the maximum fill thickness to the minimum fill thickness exceeds 3:1. ConskleratkHi shoutd be given to using post tenskin foundattons where the expanston Index exceetis 90. Footing depth measured from lowest adjacent sut)grade. Alknvable soil bearing pressure is 2.000 PSF. Concrele for slabs and lootings shaH have a minimum compressive strength of 2.000 PSI (2,500 PSI for exterior flatwork), or adopted UBC min., at 28 days, using 5 sacks of cement Maximum Slump shalt be 5'. Visqueen vapor barrier not required under garage slab. However, consideration should be given to future uses of the slab area, such as room conversion and/or storage of moisture-sensitive materials. Isolated footings shall be connected lo foundattons per soils engineer's recommendations (see report). Sand used for base under slatis shalt be very tow expansive, and have iSE > 30. Addittonal exterior flatwork recommendattons are presented In the text of this report. All slabs shoukl be provkied with weakened plane joints to control cracking. Joint spacing shouto be In accordance with correct industry standards and reviewed by the project structural engineer. APPENDiX REFERENCES GeoSoils, Inc., 2003, Memorandum, "General discussion of fill quality, Calavera Hills il Carisbad, Califomia," W.O. 3459-B2-SC, dated May 20. . 2002, Review of grading and trench backfill recommendations, Calavera Hiils 11, Carlsbad tract 00-02, Drawing 390-90, City of Carisbad. San Diego County, Califomia, W.O. 2863-A-SC, August 16. . 1999. Update of geotechnicarreport, Calavera Hill, Village L-2, City of Carisbad. Califomia," W.O. 2748-A-SC, dated October 15. . 1998a, Lack of paleontological resources, Carisbad tract nos. 83-19, PUD 56, and 83-32. PUD 62, Carlsbad, San Diego County. Califomia, W.O. 2393-B-SC, dated January 21. . 1998b, Preliminary review of slope stability, Calavera Hills, Villages "Q" and T'. City of Carisbad, California, W.O. 2393-B-SC. dated Febmary 16. , 1998c, Review of slope stability, Calavera Hills, Villages "Q" and "T," City of Carisbad, Califomia, W.O. 2393-B-SC, dated June 24. . 1998d, Toe drain recommendations, Calavera Hills, Village T, City of Carlsbad, Califomia, W.O. 2393-B-SC. dated September 30. Hunsaker & Associates San Diego, Inc., 1997b, Pians for tiie grading of Calavera Hills Village "Q", Carlsbad tract 83-32. Sheets 1-8, Drawing no. 303-2A. Project no. 2.89.33. dated November 17. Soutiiem California Soil and Testing, Inc., 1992, Interim report of as built geology field observations and relative compaction tests, proposed College Boulevard improvements and Village El, Carisbad, Calffomia, SCS&T 9121081 . 1988, Supplemental soil investigation, Caiavera Hills Village Q and T. College Boulevard. Carisbad. California. Job no. 8821142, Report no.l, dated October 6. . 1984. Report of geotechnical investigation for Viilage Q, Calavera Hills subdivision, Carlsbad, Job no. 14112, Report no.4, dated January 10. . 1983a. Report of geotechnical Investigation for Village Q, Calavera Hills subdmsion, Carlsbad, Job no. 14112. Report no.4, dated January 10. , 1983b. Report of preliminary geotechnical investigation forthe Calavera Hills areas E1, E2, H, I, K, and P through 22, Carlsbad, Job no. 14112, Report no.l, dated July 29. GeoSoils, Inc.