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Home My WebLink AboutIS029_BIG CANYON #10 I8028 INITIAL STUDY REVISED TENTATIVE "TRACT MAP O3 C Z%H Off a[R CQ 10 City- of Newport Beach I r �. pbr INITIAL STUDY FOR BIG CANYON PLANNED COMMUNITY AREA 10 TENTATIVE TRACT MAP Prepared for: CITY OF NEWPORT BEACH PLANNING DEPARTMENT P.O. Box 1768 Newport Beach, California 92663-3884 (714) 640-2197 Prepared by: ' PHILLIPS BRANDT REDDICK 18012 Sky Park Circle Irvine, California 92714 (714) 641-8820 October 1983 TABLE OF CONTENTS Section Title Page I. PROJECT DESCRIPTION A. INTRODUCTION 1 B. LOCATION 1 C. PROJECT CHARACTERISTICS 2 D. PERMITS REQUIRED 3 II. EXISTING CONDITIONS, IMPACTS AND MITIGATION MEASURES A. LANDFORM/GEOLOGY/SOILS 4' B. HYDROLOGY 9 C. BIOLOGICAL RESOURCES 11 D. CULTURAL RESOURCES 12 E. LAND USE AND LAND USE REGULATIONS 14 F. TRANSPORTATION AND CIRCULATION 17 G. AIR QUALITY 18 H. ACOUSTIC ENVIRONMENT 19 I. PUBLIC SERVICES 21 J. OPEN SPACE AND AESTHETICS 23 �I III. ORGANIZATIONS AND PERSONS CONSULTED 24 IV. REFERENCES 25 V. APPENDICES (Bound under separate cover) LIST OF EXHIBITS Exhibit No. Title Following Page No. 1 Regional Location 1 2 Vicinity Map 1 3 Original Tentative Tract Map 2 4 Revised Tentative Tract Map 2 5 Slope Stability Cross-Sections 5 6 Traffic Noise 65 CNEL Contour 20 1 M I. PROJECT DESCRIPTION A. INTRODUCTION This Initial Study has been prepared in accordance with the California Environmental Quality Act (CEQA), the State Guidelines for Implementing CEQA, and the City of Newport Beach Policy K3. The study's purpose is to enable the City of Newport Beach to determine whether revisions to the tentative tract map for Area 10 of the Big Canyon Planned Community �1 District will result in a significant effect on the environment. Previous environmental documentation was prepared in 1980 for the study area.l Entitled Draft Environmental Impact Report (EIR) - City of Newport Beach Condominium Use Permit, Tentative Tract 10814 and Zoning Change for Big Canyon Area 10, this EIR contains detailed baseline environmental in- formation and impact analyses associated with an approved tentative tract map for 32 condominum units. The proposed revisions to the tentative tract map primarily involve physical design criteria and grading modifica- tions and, as such, will not alter many of the potential environmental impacts associated with the original project proposal . A majority of the information contained within the EIR is applicable to the revised tenta- tive tract map. In the discussion of specific environmental issues which follows in Section I.C. - EXISTING CONDITIONS, IMPACTS AND MITIGATION MEASURES, the reader is referred to the EIR for a detailed discussion of those environmental issues not affected by the proposed revisions. In the case where potential impacts are different from those noted in the EIR, a complete analysis of the relevant subject is provided. B. LOCATION The Big Canyon Planned Community District -(BCPCD) is located within the City of Newport Beach approximately 3.5 miles south of the San Diego Freeway (I-405) and 2 miles north of Coast Highway (see Exhibit 1) . BCPCD L � 1 This document is available for public review at the City of Newport Beach, City Hall - Planning Department, 3300 Newport Boulevard, Newport Beach, CA. 92660. los angeles county t i—••—•• ••—••� san bernardino county niw..b. Fw �. s � `•. Anaheim O I Change •. °"ft" °"" `riverside county • J Santa Tustin s Ana San N.Nma ' Huntington o t \ mom rt Irvine / BeacNewh Site, Pacific ocean Laguna Beach r y p<to. I L.. San Juan Capistrano San Clemente san diego county #REGIONAL _LOCATION CANYON An THE IRVINE COMPANY ® EXHIBIT 1 41 Sa �: — n .�'----- l�a;`vxt:L j.�Ll"!f ■pie`S':�;! !1�„ _�7^s�'1�;�'ku.,'�,jb'?I:%4�LI' ,ae. yam, , r I X K- - 'Y"'" -_ ...,=:v 't• el, 1, . • ' �' ` ate. �-r i,y, ♦1.4''�i. 1 / r,i?i..�,[ x�_:�-....�.,� t''� >.;�X�:c:•s. -:.t1; err••,'%� ' Al � ,v� •• �-� �, ,, .-OSTA'M S �_.~ I. , . .A1FtpOF}T' 9 _* . r,upp ': ,�: y.�wv� ",:..}: '' .-,Tav_.,_ � :�ttY J°. \4♦�s !'♦� J Ica 46- "•ib a IIL45_^q : --�+!' - r— - �`�•+ !r:..,...o- h{o r �i. +♦� ',', 4 . ,. `x ti` ccwxn-inin:yw,xo- .?t� ';,.0 .. � '/ ♦{•.• .'y.« 7 �. ;y VINE �• .. . �--��'_it"�a.r,�-•�-1 _�, :��"!�,/`�•'< ��.x�:��'l ,fir �� `' >t tu. 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'•' _ ',i~'- 1\ `�'��w'��.y\� �\�D�•°w�S;7ry'0�t �.,. p= ; 7.L�`, n'nw:�� t"�^/ `ylip i x V .-�1, .... .:'•';ir /�.' -' - t� [, . • \'fir i\,♦ .� <.'„i. \,( g '•�ill �r;,.r• 9L °_r-r''',t _ �/.'(t•a \ :•, L.ni; Qe,,. `��i�•`- :o, ..�: 00 ., 1 _. • ,1 - - rr�-ri-.�b`c +.,lyd'ai, "::1"4"•yf a'�: (y�__ ,( .•a�;,-1'b',� ;. _ i �,{t'�n. _ _ 'r - 1 ,z�li \ > �%e 3°: t,.r, f�< '_ , ;::, :'w +:.•.v is". - ' • 1,,:.,_ ,`�-•�!� _, •'°t�W.r;[,fp Jgfitn; :-.�r;A�e�'7'�'AFy'7j•,� �,t",,,rz/Y'"r-``.. 00 �•�-'Y-'tea_ r2CAW /ON •::. Q�n„�:.. i"{j l�-:��.'„ -,1H,4er�i .O,A,� .,« �., i.>1-'�._,- :t�. -',yJ,•'i:.µi l I`�,'„�rm��,k� =�.a iz.r .'.C�oBS+ i' �F 'NP-VIfPDRFy CENTER;:.� 'i: g�:�};:p;..- r-...,=.= e- !`y`,,�'"yvc_`�'v..->. ^ `i.^., '�'drr NM•r+/Y"^'t A<�y^i},� \ \ 1`� •"•Y,.y,a4�ii:.. '`-��! :. .'(.��,��_�,V ...f ,. L , .' i �� ' -1.�.`Y l� i �.°1NYl.. �'f ri,.. ''d'`: ",roe.,,,. :'�'-",:,•'"r£� ')' c.,.e,t :. .,y , t Mat.,",�T`�"„ � ''ti�:�'�{i'.S`a�".-_.-t �� . �L� _. ,a?tr• ,•.t�'^'3,i.,; `" .;", I '•`�� ' i Alw� :•Y >,c°n nxY .,Mv `,� i9' ,. �•��C�^ f1PaJr'�a{Y1 a`,�i.r. •I _ a' „e, .,, `($• '170a�'•, , .. ART , • ro�,;,.:c�,�w i�.`^''c''-+,1>�-�,�;;;.;,` ;'I3t;:, , '�,a ;~:.•;., . - ry,» -• ;i.+ ^' s.♦".7,j 'r ,, �aa, �k"a Y'� •�;' . ..irrp.i�•.. � x` -eae�`` '�.': - •.',,..._ . B° -•' ..f�,Fif,lfl � N 1d �AI,: T�� '1. \ ''a`v"-�.v.O'J'i<,'i`•. `,,f' l,r i9w _.--- ` °a<hY _, a �♦�,,�Wbna•" ; ''\111 'ar '`'i.�il : ,n,a �.:� �`'^ 4;.�a_IY i,\�V1:1 •aP/hau_•:�ri wt. `�7``y 9^N Ab.,go�+:/°t`�,,ii�F� ��'•i((..ye-ffi'A tT �..1Q1V .�'• f./'BOAeh '?4;w-t�.'w1)'1�'-{-c l\t^e+:';�✓ \�{( ,-_L�,,:' ,f.._�_____ - ._l ;[ '�'' ' w, VICINITY MAP- t 75 150 225 oM C NV A°- 10 . . THE IRV COMPANY EXHIBIT 2 is bordered by Jamboree Road on the west, San Joaquin Hills Road on the south, MacArthur Boulevard on the east, and Ford Road on the north. The study area is designated Area 10 within BCPCD. The study area lies adjacent to San Joaquin Hills Road between the east and west entrances of Big Canyon Drive. The site is bordered on the north by the Big Canyon Country Club golf .course. Exhibit 2 locates the study area in a local context. C. PROJECT CHARACTERISTICS The original tentative tract map, as shown in Exhibit 3, subdivided Area 10 into three lots with a total buildable acreage of 11.57 acres. Included in the original project proposal were 30 condominium units in attached duplex structures and two detached condominium units, a recrea- tion area with a common-use pool and cabana, and open spaces. Access to the project was planned from both Big Canyon gate areas at San Joaquin Hills Road. The average street width proposed was approximately 32 feet with a five-foot sidewalk running, the length of the street on the north side. Grading for the site involved the correction of geologic con- straints, the creation of split-level building pads and associated con- toured slopes, and the construction of retaining walls as indicated on the original tentative tract map. Much of the rough grading associated with the original tract map was completed in 1981 (see Section II.A. LANDFORM/ GEOLOGY/SOILS) . The revised tentative tract map, as shown in Exhibit 4, subdivides Area 10 into 22 lots with a total buildable acreage of 10.7 acres. Of these lots, 21 will be sold separately for the construction of custom single-family detached residential dwelling units and one lot will be used for a recrea- tion area. The onsite road alignment, development area, and open space areas proposed in the revised version are almost identical to those pro- posed on the original tentative tract map. Roadway design variations on the revised tentative tract map include elimination of three of the traffic islands originally proposed and redesign of a fourth island; reducing the length of "B" Drive and adding a private drive which extends from 'B" Drive; and widening the west entrance off Big Canyon Drive from 2 C l[NIC11n LX Vx: WC/JYL - 1 P1�GD IAHD YSG- (\Ls+brttftw(3Lµ�AtOIGAO) �' C�'IcpfillilUG) _ - -3'NWfCS • �h�xvccer:amar n�m�r nrrol l=m`_c'- cvez er,c wm�nsom=xrcrse+s co - - 1 l ` \ - - - - \ 1 , �•�. _� .,• nsnuc sAvrter ciuronnv.mseel rner\nr 1 I \ `�� _ I _- - —- ` i .1-' - -�_ - y •_ a-s+necr,vo onnlre"morseT;s rox nV=cfflja =s 'ouos�i owmr ars7 csro y _ } 4 10r M I TO[C/\OJIiM1(9 TORIQ'bS-Paf.'3S. �/f A -,fA I(T04:AWON9.lLRS.DPL ( MFS PWHQYV�•G:.RIN-'�. _/ ,' ' - ❑(� , ❑ �p �j p p T��} _ - - - i - - /7�16��`. ''lf� �: .�\~- II Il li r I 'ice'- /�� \ � � � � /// //�� •� W" � - � � H - C I ' .t. ; �/ IU :,�� }Ri nm .+^'^ I 'tad vq a.='^/•trim n-�`_�-�_ --�� iU`"IJM1� IrA".` \\�\�> _ �Jr ' \��tr� +r / �/•YS-\ • .._ryq G ti% �EJ -'-'1 ti. `vim.% t- ~S�1 �\- °,. T� '�1, I f \ ,. `� E a."•,Ste%' ti:-% ''.'�i.-,-�_1 �'--'•,''\l; ♦_.ram-;'\ - gin"`Vi•n �'T r''5� ,,''/. 1 /� �` : _ ,-1-� �\ Sft• 1 �"'• �� 60, - ir"n�--+'/ S aF .y� F^� '��rli r'.!-._ �'.� _`v = ��' ;..,.� '�'_`__�:iya'r--_--'-c,-r+. _�1 r ;? "'+�f� ��sr�r � - �``/� \• � �7, `_ ® ° � 9�� 0 0 ar: d9s•.«>:• i } ' nu ��, l.i--..�.....-_. I7 "�'�s�� 4•... �e >�^ _7 _`'w�-'�I:^J^`� r_, �.~_ -_ 1• :_ \ L - 1' ;�-ia -\ -k", '`^ /•r 'I C^� � J -�' �--' � 1 �.-.'_y � ��{ '�a."t� .z r�.,�r+.:.` � _r��.. �" -i 4yrti ia� 1 � �J E/ � r• i IIY 4r' y � \ i"1 a__.'7 T �=i a. h�.r? !'•�"'�•-� �� _ ��--'*____---"��'1 � � 1�.' t% '-_ M I�� `; i^•� E FEET • F{� 1 / (�; 1) / � t--''�C' I f T � i � •fir;, =o" Dnrvc_�// _ _ ._��-___ .. =,�--1 '_a � a __ < aF=.+� �,� 1 ��' 1 noceM.rt� Icx. 1 ..`/• l'' .ice-Q �_-- - - -- a '- - - _ - _--��' I I `'"��t�.,..n •n ortrvr - /,- � « 1� / D+r� L.�. SAN JOAi3uiN HILLSROAO THE IFU?MT E COMPANY sso neuFMT ermac mtvr c 2F301 C PAFVSnIDM rrinnnrits (P�G)G"3011 GLIrOFnIA 6GOLj• /,PhO?OL"D CJ 0YF3'Jn Of 1V.VYJn'S Q b=Ks LS,LG/ ST cr m A !; SlG')A'GU:1. A.w R ( `T HbtTh B,DC 'WRL:r Q(IRY - CpynTYO^OM1N'B[.SJ�,G6Glli7•nVin rC—• CITY OF NEWPORT BEACH ORIGINAL TENTATI TRACT MAP o �a CQNY(om Q�EQ j0 THE IRVINE COMPANY EXHBIT s ' NET Wft OA6LE AREA 1 C114Gf6 LKR7 = WC T TCT nt n¢Ec^ K1f x3 MA.S v-. SLO+S6aEniER N.x( 26.LArID - Z-SI�E FAMILY 1fFnG�O REyVOIK-•TIA R� M�Dlll•t,cE AKEe".+¢R> zv .0 l Ei or4wDLE nsEA____Ti0]iCe'S -1 RMG W FG nOrlCYOA+O 11•Sfxft]NQ tN GIYO R . bci S CdGt G[A'Cp by Uttor nhmW try •G B'1G C.TK2M GOufnlN Gxm'SEhS CD I " Z eISlFICS'.t+CLM�PfERn Gu:fciTObt III (XT:IPM(Y - L-GIRC'A• -1=KClr IT TO pE m ' /CDT-2�r4.fMfl Gf*a IffLRJKT 6•![T Sinn-vcre s urvioy+ G Lof-D fOMAX,IU Fcx/ Pfu6.5 Ail - rrwltTltbJCIt A tn'.D LATI lf%hSCGni Ri: //L ".� I DQ� ° �LLV ``U-'LJlJ11V 11 W 11 l'_JISIJ� LANDD USE TAWLATION LOi W DGSC¢:IOu K70 AM;I-xl RESIIAtVy S MWLr pEtnYFD To ll RSRGf'�pN RE1 61 ,�j� n Orem t o S^K n SC i�l 1 j.I I•, p otN YKt JO l I 0 O°EI:S%GERY:WPSSFfEiK51 05` ° Vra.a� . ra nre A M,_ C rnt I I 311it p` L �• ru ¢'r � \� I L?I}1f- '--Cnpos�.r_ngzc �I \ � :< •P1v`Veu/:� Aaf:r f�M=r\br�� ..Y 'w � ._ may'• _ _ 7 t �11) `y..: j , r n ,.. ,• - `\ 4 1 '.'..1- _��_ II•`,'I � �f�( `� -._�_ _- _ •_ \ \. o-r YV .��_ w ice_ ^- - - - • " trry,• f �. � ¢° `t ,�.;�� `....,^I L P3.i_;_ ..: 12;..__'°1' !� � - � _ :�f- _� \�\ v�,M.eF • \ ��Y •f^•�� V- Q � I `�- J` t s °# . for, e�a0�:. ,^ - 4 I � '� 'O M1 -- _ _- '_ �\\� �i�� y''/ •'1 .� "'�' ia\ O.� f7 '- '". g - /`- _ .. -f- 5 c :4 i ,lyy .sue \ ciiv\fJ � U:J.% 17 ✓ �_ ` ''-.!� _r.. �)Ib'J ��_j.�..'F.�..+e•v I •:� / •Y III_ •` - Wt " . i ^' >o -I w ---`` 22 - -- - ___ r,: ; V •.,r' .*>' r ='' \ ' ALE m RZr .19 .A ^". •' I` r21' /v;- - r I `ror :tFC.; x-. __�'_ _ :c•-.. 44T -i :.t~ �yl ,4 t' . I.O.OF E`5'_"_',A_Loft ll r-+o• l ',BAN JOAQUIN HILLS ----__ `s _ --- ROAD Lrt MnII.IPSUi oW' SLt a - - _ - �— bUDIMe ENVEIAPE PLAN Jr— • pK 5 1(U�JII Wll ll JAAL51( _ �•WY'!Y 5 •••�.Wa, _ nZITd' vtLT� 1 '� fCV K'+'-fF�• pf THE IRVINEE COMPANY 3 �+IY nL.IlRJIET Cr[AU4 GIIKMIIIA I L, EnBInFPlS AIIL11IirLfS•rLnnnEfJ I2301 VIOIIC.-620 gDININVe (lM)o1T•3o11 _� :•att• aCr\'1fOIo®w-M ne Gr r &IbO'BL'In-)851.52W �A BW�IT�GI1OMIh � 'A/JO b- 2 �IJ L 11V�® LITY- OF NEWPORT BEACH =j&=r f MID °�C= )r lIO �lI REVISED TENTATIVE TRACT MAP FED OCR AWN ARE% 100 THE IRVINE COMPANY EXHBiT 4 28 feet to approximately 34 feet. Other features such as average street width, sidewalk design and the design of the east entrance off Big Canyon Drive remain as originally proposed. The grading modifications associated with the revised tentative tract map primarily involves the addition of fill material to existing split-level building pads. This fill will be used to create engineered slopes which are to be installed in place of the originally proposed retaining walls. D. PERMITS REQUIRED Subsequent to tentative tract map approval , grading and building permits are required. These permits will be issued by the City. � l II. . EXISTI'NG CONDITIONS, IMPACTS AND MITIGATION MEASURES A. LANDFORM/GEOLOGY/SOILS In May 1983, Leighton and Associates conducted a geotechnical review of the revised tentative tract map for the project site. Leighton and Associates also conducted the previous geotechnical investigations which addressed the original project proposal . The May 1983 report, which includes specific recommendations for completing the proposed grading, is presented in its entirety in Appendix C and is summarized below. Existing Environmental Conditions The project site has been subject to grading on a number of occasions over the last few years. The recent history of grading at the project site began with the removal and recompaction of recent and ancient landslide material during the rough grading conducted in 1981. A recent landslide was removed from the central portion of the site and replaced with an engineered fill. In addition, a smaller ancient slide located immediately to the east of the large slide was also removed and replaced with engi- neered fill . Prior to placement of fill , an elaborate subdrain system was installed to drain subsurface water which seeped continuously from the backslope of the excavation. This subdrain continues to function at a relatively small rate of flow. During the excavation and recompaction phase of this grading, ground move- ment devices were installed and monitored in the vicinity of San Joaquin Hills Road and the exposed backcut in the bedrock to ensure that there would be no hazard to San Joaquin Hills road due to excavations for the jremoval of the slide material . The measurements showed that San Joaquin Hills Road had not undergone any distress, and that the unsuitable mater- ials were removed and recompacted safely. Since grading was completed, the ground movement devices have been monitored on a quarterly basis,' by the geotechnical engineers. There have been no indications of distress in the stablizati.on fill slope located below San Joaquin Hills Road. In late 1982, a winterization program was implemented on the newly graded slopes. This program included such measures as installing a non- 4 1 engineered fill slope (for temporary erosion control purposes) , regrading existing lot pads to drain water to new storm drain devices, connecting ' subdrain outlets to terrace drains and cleaning the openings of buried subdrain outlets, repair of erosion gullies, and installing a yard drain system to drain water ponding in individual lot pads. The winterization measures protected the site from damage by heavy rainfall during the 1982-1983 winter season. Erosion control also was aided by a healthy plant growth during this period. A hold-harmless agreement by the applicant was required by the City as a condition of approval for the original tentative tract map (Condition No. 56). The agreement was intended to protect the City from the possibility that the repair of a previous slide condition might affect City property, especially San Joaquin Hills Road. During grading conducted subsequent to the approval of the original tentative tract map, the slide was entirely removed and an engineered replacement fill was installed which provides an adequate safety factor for permanent slope stability. The project appli- cant has requested that, given the geologic stability of site as identi- fied by the project geologic consultant, the hold-harmless agreement be deleted from the conditions of approval for the revised tentative tract map (see Appendix B). Environmental Impacts The building pads proposed for the original tentative tract map were designed to be split pads with retaining walls between pad levels of different elevation. The revised tentative tract map proposes Lots 4 through 11, 17 through 20 and 22 to be redesigned as single-level pads. The remaining lots will exist as split pads, but the originally proposed retaining walls are replaced with 2:1 engineered fill slopes. The provision of single-level pads will be accomplished primarily by an addition of fill to the lower (rear) levels of most pads. It was thought that the weight of the additional fill could decrease the stability of the fill slope fronting on the golf course. .L Il�.11L49 l L%ISUn6 LNW fl2 I AREA VMST TOrNETAL AREA __ _G2 : MIN45 S-KEE.0 5_O�E56eEAtFR tHAN 2 1 2G K 2 PROPOSE.FAM DE rHED^,RESID MIVUJI.MbLET AXBA OGe9 27/O5 . 51N6LE PA,VJLY DEiAGnED KESIDFIJT� uEr culLonCLE nREn__ _Io>n.Es 3 umlrrs To LE v,+0^,A6rbno i cDcn sxce DT:a ror ncnmer c BSSm G�Dr sa•re 4CAUFa,s Co. Z stffET XOD-, 6O-Agi CN'Frntmn r _#•1 W.L'nW' a-srrtrLr nm'n:rvc-f rcLxa�a>r-nls TOM m . - 1 \- �-�- -� � t-J ^• '% ��`I AcX . 1--Ulm clr a lt^1'19JM1T SWID\RDS.A,D SII]rGIg1C ..___ / �- I// ]� 5_�E,rVrn Ynt \\ % \ •`` Legend o l D 10 CC/.'TIi 'ul.D ffJRA02tt PMro"S / - , R CTO=�l rvtso^L %/ a �, 1 i It sa.=!C=�: 56F- ':\_Rini nD;r-Tc a. //�/ i - !�� AWN'•.\E7^_• Vl"iAn°r A55-C ATI '' ; ) LAND USE TAWLATION �' i IG/ " _ `. = C� C� °• C�1�0 —L�I�N�D , .....A } CROSS—SECTION C\ LOr NO DESK.-, AGRFS \ —21 REi.leHtl4 EVNEtE:•MO Xi—m ]O `. 22 III nR'� Oz r ��1 ) �r - / "_J A O^EI:FtiE OD - 5^,:E 30 �a �� 1.60 _�/ � _ G- / 1.50 SAFETY FACTOR �j� f �' 1 '• PICNAiE S'eL'T5 . �/<� `• r\�, \• NNN e I�I ot,E:'\/`` �'. 7. � � %' _ ;�_:�� '.? ,�••�-�� I ` pr I}�� Br - lo,+orK Ic z: .yy /- ;:�� ;v'. �\ a.,;, � ��—_'= �}•ry'Ubctc� �� - _ � y � ^lam I �` li��'� L✓`. . 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SAN JDA:Q IN HILLS _ �— •--_ ---� ' ROAo l T TYPICAL DUILDING�ENVEIAPc PLAN D MEW '/,�/{ ._T •, . . -- S t17 I _ � M41N N'LLp'TG i*°.:K.KS tl llllt Jl --W M Tl THE IRVINE COMPANYl - ! .E ; .: � FIGIIVLIC9/J�TIITr[TS PLnUnER'G ELLrgv DUC{ (nlFOVA JYamummugm C "tK�,Q "J-�"y`�' "-^'x' _ F�yZ� 23 CAMFUS ORIVE ('llt)G"-3011 �r PRE� �>a Q GM Or , ,s —___--- 13L I1�LD _ a t)e51.5ZOD Nl=s"TG Arm 93 Or TIC RWt" SmDlV6bi, n iaa•e olcrve _ $ aF ommt,sDgm O C/,IN�VN,,m TC-- (rnlvnre) - i-�-�r c NEwwv��---BEACH u 1�0� r� `= Hca. ° g SAFETY FACTOR CROSS-SECTIONS o r 0lmy(am aIRO 30 THE IRVINE COMPANY EXHIBIT 5 1� To evaluate the impact of the additional fill , slope stability analyses were performed on six different cross-sections of the project site. The results of the analyses indicated that the slopes with the proposed new fill configuration have a safety factor of greater than the required 1.5 (gross stability). A safety factor of 1.5 provides an ample margin of error (i.e., actual slope failure occurs at 1.0). Exhibit 5 delineates the location of the cross-sections and notes the corresponding safety factor calculated for each cross section. Details of the stability analysis are included in Appendix C. Previously proposed retaining walls at the Recreation Site (Lot 22) and across from Lot 5 are proposed to be replaced by engineered fill slopes. No, adverse geotechnical impacts are expected to result. A non-engineered fill slope was placed at the Recreation Site as a winterization measure and a non-engineered fill was placed across from Lot 5. Both of these noncompacted fills will need to be replaced by engineered fills during precise grading. The revised tentative tract map includes the lower fill slopes, located above the terrace drain, to be within the boundaries of the lots to be sold. This could have a geotechnical impact if maintenance of the slope becomes the responsiblity of the individual homeowner. The original tentative tract map required a sanitary sewer line to be constructed along "A" Drive at a depth of as much as 20 feet below the ground surface elevation. This design could have produced a temporary stability problem for the upper slopes adjacent to San Joauin Hills Road. The revised tentative tract map design eliminates the need for a deep sanitary sewer line, thereby eliminating this potential impact. The grading associated with the revised tentative tract map will require importing materials for the additional fill . If the import consists of granular soils, surface water would percolate down through the new fill and be "trapped" above the relatively impermeable existing soils. This condition may be detrimental to the gross and surficial stability of the adjacent slope facing the golf course. — - 6 1 Due to possible saturation of the near surface zone in the previously graded areas, there is a potential for time-dependent settlements from the proposed fill loading. City Policies and Requirements A. Development of the site shall be subject to a grading permit approved by the Building and Planning Departments. B. The grading plan shall include a complete plan for temporary and permanent drainage facilities, to minimize any potential impacts from silt, debris, and other water pollutants. C. The grading permit shall include a description of haul routes, access Points to the site, and watering and sweeping programs designed to minimize impacts of haul operation. D. An erosion, siltation, and dust control plan shall be prepared by a civil engineer and based on recommendations of a soil engineer and an engineering geologist subsequent to the completion of a comprehensive soil and geologic investigation of the site. Permanent reproducible copies of the "Approved as Built" grading plans on standard size sheet shall be furnished to the Building Department. E. Prior to issuance of building permits, a specific soils and foundation study will be prepared. F. All buildings will conform to the Uniform Building Code (UBC) and City seismic design standards. Mitigation Measures 1. Prior to the commencement of grading operations, all vegetaton in areas to be graded shall be cleared and disposed of, offsite, and all loose surficial materials shall be removed and recompacted. All area to be filled shall be scarified and/or overexcavated, moisture-condi- tioned and recompacted to at least 90% percent relative compaction prior to fill placement. New fill shall be placed in thin lifts and benching into existing fill or bedrock material shall be performed where the fill material is placed against an existing slope. Grading shall be accomplished in accordance with the General Earthwork and Grading Specifications which are presented in Appendix C. 2. The cut portion of the transition lots, where grading results in a portion of the foundation on cut and a portion on fill , shall be over- excavated and recompacted to a minimum depth of 36 inches, to minimize the potential of differential settlement. In addition, the uncom- pacted fills, existing on Lot 22 and across "A" Drive from Lot 5, shall be removed and recompacted. The lower pads of the split-level lots which have been used as desilting basins shall be cleared of silt prior to placement of fill . 3. The revised grading will necessitate imported fill . This material shall be evaluated and approved by the geotechnical consultant prior to importation. 4. A subdrainage system consisting of 4-inch perforated pipe wrapped with 3 cubic feet per lineal foot of Class II filter material , shall be installed at the lots receiving fill . 5. Surface drainage on the finished lots shall be prevented from draining over the top of slopes by means of berms at the top of the slope and yard drains within the rear yards of each residential lot. Yard drains have already been installed at the present elevation of the upper pads and shall be extended to the proposed grade. 6. It is recommendated that graded areas which are to receive fill in excess of 2 feet in thickness be explored and their settlement poten- tial evaluated. If any saturated soil zone with a potential for untolerable settlements are found, such soil zones shall be removed and replaced during in accordance with the General Earthwork and Grading Specifications presented in Appendix C. 7. it is recommended that a minimum 10 foot structural setback be esta- blished for the upper slope edge facing the golf course. 8 1 8. The upper slopes above the golf course shall be maintained in a manner which best preserves the integrity of the slope face. This includes, but is not limited to, planting of a proper mix of drought-resistant ground coverning and shrubs, close control of burrowing rodents, 1 repair and maintenance of all surface and subsurface drain facilities, and control of the volume and pattern of surface irrigation. It is recommended that the maintenance of the upper and lower slopes be under the control of a single maintenance group, in order to promote a consistent and competent maintenance effort. And example of home- owner's guidelines for slope maintenance is presented in Appendix C. 9. It is recommended that observation/testing be performed by the geotech- nical consultant during grading operations. B. HYDROLOGY Existing Environmental Conditions tA description and analysis of the hydrological features of the study area is contained within the EIR prepared for the original tentative tract map. Surface drainage within the study area is primarily local stormwater and urban runoff. Terrace drain systems are present in the northeast corner of the property along the natural slope face. The groundwater level under the study area is from 20 to 50 feet beneath the surface and slopes toward the canyon bottom. As a part of the winterization program described in the previous section and in conjunction with the construction of a sanitary sewer system located in the golf course area, a storm drain line was constructed up to the level of the proposed "A" Drive within the project site. This storm drain serves as a temporary drain for water collecting on the site during heavy rains. The storm drain also contains a connection with two buried subdrain outlets which drain the subsurface seepage of the landslide I � removal backslope. An additional outlet from that subdrain empties into the terrace drain behind Lot 6 of the revised tentative tract map. The - 9 upslope portion of the storm drain is temporary, whereas the lower portion of the storm drain (below the lower terrace drain) and the portion beneath the golf course are permanent. Environmental Impacts Although the final grading involved with the proposed tentative tract map differs slightly from that of the original tentative tract map, impacts to surface drainage and groundwater remain essentially the same. These impacts include increased runoff due to the introduction of nonpermeable surfaces associated with urban development and increased short-term increased sediment loads due to construction activities. City Policies and Requirements 1 G. The velocity of concentrated runoff from the project shall be evaluated and erosive velocities controlled as part of the project design, including areas immediately adjacent to the site. H. An erosion, siltation, and dust control plan shall be prepared by the applicant and approved by the Building Department. I. Existing onsite drainage facilities shall be improved or upgraded to the satisfaction of the City. J. Exposed slopes shall be planted as soon as possible to reduce erosion potential . K. Grading plans should be prepared in compliance with the City of MNewport Beach grading ordinance. Mitigation Measures 10. Street sweeping at regular intervals on all non-dedicated streets shall be accomplished, to reduce the amount of litter and street dirt I� available for suspension in runoff, in a manner approved by the City Planning Department. 10 11. Two storm drains corresponding approximately to present drainage paths are included in the proposed project and should meet any runoff increases resulting from onsite development. 12. A subdrain system shall be installed such as the system suggested in the preliminary geotechnical investigation. However, it may be modified during grading based on field conditions and the approval of the City Grading Engineer. C. BIOLOGICAL RESOURCES Existing Environmental Conditions Prior to the grading conducted in association with the original tentative tract map, a biological resources reconnaissance survey was conducted for the Big Canyon Area 10 study area. (The complete text of the survey ' findings is included in Appendix C of the EIR). Four principal vegetation associations were noted on the property including: disturbed grassland- ` ruderal association; cismontane-introduce grassland association; coastal sage scrub; and fresh-water marsh vegetation. Wildlife population and diversity was relatively low due to the disturbed, urban nature of the area: No species of plant or animal designated rare, endangered or threatened were noted within the study area. Currently, vegetation on the project site consists primarily of weedy vege- tation which has grown in areas graded for development. Areas of coastal sage scrub and cismontane-introuced grassland which were not subject to grading are located in the northern portion of the study area. MEnvironmental Impacts Grading associated with the revised tentative tract map will be primarily limited to the remedial grading necessary in modifying existing building pads and grading necessary for the proposed onsite roadway system. As such, • it is unlikely that vegetation located outside previously graded areas will be impacted by any additional grading necessary for the revised tentative tract map. Coastal sage scrub in the northern portion of the site exhibits favorable faunal habitat characteristics. (Brushland not needed for site development will remain.) Mitigation Measures 13. The remaining coastal sage scrub habitat shall be protected in a manner approved by the City Planning Department. 14. The deep arroyo which demarcates the northern site boundary possesses excellent habitat characteristics and should not be developed as an access easement. D. CULTURAL AND SCIENTIFIC RESOURCES A series of archaeological and paleontological surveys of the study area were conducted between May 1980 and January 1982. The following provides a summary of the studies with each of the original reports included in Appendix E. Existing Environmental Conditions Archaeology A literature and records search as well as a walkover survey of the project site was conducted by Scientific Resource Surveys, Inc. (SRS) in May 1980. The study was conducted prior to the approval of the original tentative tract map. The results of the study indicated that although no archaeological resources were located onsite, the flat western edge of the property was suitable for prehistoric habitation and/or extensive use. During September 1981, grading operations at the project site were monitored by Jill Weisbord, Staff Archaeologist for Larry Seeman and Associates. Ms. Weisbord closely examined all graded areas including the portion of the site previously determined to be suitable for prehistoric habitation. No archaeological material was observed'. 12 Paleontology A records check and walkover survey of the project site was conducted by SRS in June 1980. Based on the underlying geologic formations and soil types, it was determined fossils could be uncovered during site grading. In accordance with the recommendations of the SRS study and the require- ments of the City of Newport Beach, periodic paleontological observations were made during rough grading of the project site. Rod Raschke, paleonto- logic consultant, monitored the grading activities from September 1981 to January 1982. During the course of these grading observations, fossil re- mains were collected from the study area. The fossils collected include fish scales, fragments of fish skeletons, poorly preserved fragments of mammal bones and pieces of petrified wood. It was concluded that none of the fossils were of individual significance. Environmental Impacts No archaeological resources were identified on the project site, therefore no archaeological impacts are expected to result from the proposed devel- opment. The project site has been surveyed and evaluated in terms of paleontologi- cal resources. Fossils located in areas proposed for development have been identified and, where appropriate, removed. As the area proposed for !. development has not been changed and no additional major grading is proposed, no impacts on paleontological resources are anticipated. Mitigation Measures Potential archaeological and paleontological impacts have been mitigated through the implementation of consultant recommendations and compliance with City requirements. No further mitigation measures are proposed. I ' � 13 E. LAND USE AND LAND USE REGULATION Existing Environmental Conditions LAND USE The study area is currently vacant with no improvements or structures located on the site. The majority of the study area has been graded as a result of the activities associated with the original tentative tract map. The study area is bordered on the east by the facilities of the Big Canyon Country Club. The northern boundary of the site is delineated by the Big Canyon Golf Course fairway and adjacent homes. San Joaquin Hills Road forms the southern boundary of the study area bordered by high rise offices in Newport Center. The study area is highly visible from surround- ing residences, the golf course and the country club facilities of Big Canyon. The majority of the site lies at elevations below San Joaquin Hills Road and as such is not visible from the road. LAND USE REGULATION City of Newport Beach General Plan The City's General Plan is comprised of a number of elements each contain- ing policies and guidelines specific to various aspects of development within the City. Among the elements most applicable to the proposed project are: the Land Use Element which designates the study area for "Medium Density Residential" land uses with a maximum of 80• dwelling units permitted and a maximum density of 10 dwelling units per buildable acre; the Residential Growth Element which establishes preferred growth limits for residential development on a city-wide basis and allocates 80 units for the study area; the Public Safety Element which identifies areas that are subject to potential geologic, fire or flood hazards and designates the study area as being subject to groundshaking and soil problems; and the Noise Element which identifies existing and potential noise levels such as the noise levels for San Joaquin Hills Road which affect a portion of the study area. 14 The City recently revised its Housing Element in order to comply with the low- and moderate-income housing provisions of the Roos bill (Chapter 1143 ' Statutes of 1980). The City has established a performance objective to provide new housing opportunities for low-and moderate-income households, whenever possible, by encouraging the industry to allocate at lease 10% of the annual production goal to affordable housing. It is not necessary that the required 10% affordable units of each new development be located onsite, but instead, the 10% affordable units of a development can be constructed at another site within the City. City of Newport Beach Zoning Ordinance The study area is subject to the zoning regulations of the Big Canyon Planned Community District Regulations and is designated for "Medium High Density Residential " uses with a maximum of 80 dwelling units permitted. The following chart provides a comparison of the project to the zoning regulations applicable to the Big Canyon Planned Community District. ZONING COMPARISON PROJECT PROPOSED ZONING Lot rea Minimum lot area/unit 12,300 sq. ft. 2,400 sq. ft. Avera a area per unit 14,500 sq. It. 4,000 s ft. ui in Hei gip Un nown 35 t. Set ac s-Streets Primary Arterial 50 ft. min. 20 ft. Loop Collector 20 ft. Local Street 10 ft. 10 ft. GE es 5 ft_ ./20 ft. 5 ft./20 ft. Set acks Property ines Front 15 ft. 15 ft. Rear 10 ft. from top 15 ft. of slope Side 10 ft. 5 ft. Rrovide 10' adj. Lot overage Unknown ess se ac Parking 2 spaces minimum 15 Environmental Impacts LAND USE As with the original tentative tract map, development of the study area will irreversibly change the character and nature of the site from vacant to residential land use. The proposed project will not remove all the open space existing within the study area, but the construction of residen- tial units will change the character of that open space. The remaining open spaces will be landscapted extensively and will introduce trees and other plant materials not currently existing onsite. The proposed project is designed to be compatible with the surrounding residential land uses both in terms of use and appearance. LAND USE REGULATION The number of dwelling units and density proposed is well below the maximum allowable number 'specified in the Land Use Element, Residential Growth Element and Zoning Ordinance. Geotechnical and acoustical impacts are noted in the relevant sections of this document. In order to comply with the City's provisions for low- and moderate-income housing, the construction of three affordable dwelling units will be required for the proposed development (21 residential lots x 10% = 2.1 du's. - The City requires that fractions must be increased to whole numbers, thus 2.1 units is increased to 3 dwelling units). The applicant has indicated that the required affordable .dwelling units shall be constructed at an offsite location within Newport Beach. Mitigation Measures 15. All applicable conditions of the previous tentative tract map should be incorporated into approval of the revised tentative tract map. This excludes Condition No. 56 which was determined to no longer be applicable to the project (see Section A. LANDFORM/GEOLOGY/SOILS). 16 16. No perimeter open space areas or recreation areas shall be used to meet City park dedication requirements. 17. Prior to the approval of the Final Tract Map, the applicant shall dedi- cate land or pay in-lieu fees in accordance with the Park Dedication Ordinance. 18. A minimum of (10%) ten percent of the units to be developed on this site or an equal number of offsite units shall be "affordable units" as defined by the City's Housing Element. 19. Prior to the recordation of the final tract map an agreement shall be executed that guarantees the provisions of "affordable units" onsite or offsite in a manner and in a reasonable time frame related to the construction of other onsite units. Said agreement shall be reviewed by the Planning Director and City Attorney's Office and approved by ' the City Council . 20. In order to reduce any adverse environmental effects of development of this site, preference in the rental or sale of the "affordable units" shall be given to those persons employed in the City of Newport Beach or residents of the City of Newport Beach in a manner to be approved by the City Planning Director and City Attorney. F. TRANSPORTATION AND CIRCULATION Existing Environmental_ Conditions A traffic analysis was conducted by Kunzman Associates in July 1980 which addressed traffic conditions and impacts associated with the 33 dwelling units proposed for the original tentative tract map.1 The analysis report is included in its entirety as Appendix F of the EIR. 1 The original project proposal included 33 dwelling units, but was later reduced to 32 units. 17 Roadways adjacent to the study area include Big Canyon Drive East, Big Canyon Drive West and San Joaquin Hills Road. Present traffic conditions on these roads are typified as free-flowing and operating at Service Level A conditions. Environmental Impacts The conclusion of the traffic analysis conducted was that the development of 33 residential units would have a minimal impact on the surrounding arterial roadway system. As the revised tentative tract map provides for fewer dwelling units than the original proposal , it can be anticipated that the resulting traffic impacts will have even less of an effect on the surrounding roadway system. Mitigation Measures r21. Additional access roadway width shall be recommended at the Big Canyon Drive East location if left-turn access from the site to the Big i Canyon Country Club is desired. A minimum of 28-foot pavement width • and restricted parking on both sides of the roadway at this location are recommended for both left-hand turn and emergency vehicle access. 22. The project applicant shall pay the "fair-share" of the costs incurred with ultimate inputs to the circulation system as may be defined by ' the City of Newport Beach. G. AIR QUALITY Existing Environmental Conditions An air quality analysis for the study area is contained within the EIR prepared for the original tentative tract map. The analysis includes a description of existing air quality in the vicinity, and a discussion of projected stationary and mobile source emissions based upon 32 proposed dwelling units. 18 r The existing air quality in the vicinity of the project site is typical of the coastal Orange County area with relatively good air quality due to the dispersion effect of coastal breezes. The major point source of air pollution nearest to the study area is the Southern California Edision fossil fuel power plant in Huntington Beach. Environmental Impacts The air quality analysis conducted earlier found that the development of 32 residential units will result in a minor increase in emissions within ' Orange County. The number of lots included in the revised tentative tract map will provide for fewer than 32 dwelling units, which could result in a reduced amount of stationary source emissions depending on the size of the dwelling units constructed. Mobile source emissions will most likely be less than originally projected due to a reduced amount of vehicle trips ' from fewer residents. Mitigation Measures 23. Watering techniques shall be employed to mitigate partially the impact of construction-generated dust particulates. H. ACOUSTIC ENVIRONMENT Existing Environmental Conditions Due to the undeveloped nature of the study area the ambient noise levels on the property are relatively low. There are no significant external noise sources affecting the project site. The City of Newport Beach General Plan Noise Element is directed at the Protection of noise-sensitive land uses such as residential areas. To protect noise-sensitive land uses, the City has established a policy for acceptable noise levels. The standard which is not to be exceeded for exterior noise levels is 65 CNEL and 45 CNEL for interior noise levels. r 19 r Environmental Impacts There will be an increase in noise levels within and around the study area when the proposed project is implemented. Higher acoustic levels will result from short-term construction activities as well as the long-term use of the development. ' Short-term acoustic impacts will occur as grading, infrastructure emplace- ment and building construction occur. Each discrete construction phase will have its own mix of equipment and consequently its own noise charac- teristics. Noise from earthmoving equipment may range from 73 to 96 dBA at 50 feet. Typical operating cycles may involve one to two minutes of full power operation followed by three to four minutes at lower power. Appendix E includes additional construction equipment noise ranges by category. Long-term impacts will include increased noise levels adjacent to arterials used for access to and within the site itself due to traffic associated with the project. Based upon a noise analysis conducted for the previous environmental document, the distance to the 65 dBA CNEL contour for 'San Joaquin Hills Road based on ultimate traffic volumes is estimated to be 159 feet from the roadway centerline (see Appendix E for noise projection assumptions). Given the location of the projected 65 CNEL contour, Lots 17, 19, 20 and 21 of the revised tentative tract map may be adversely affected by noise ' impacts. Small portions of Lots 1, 2 and 3 are located within 159 feet of the subject roadway centerline. These lots are located approximately 20 feet lower than the roadway elevation and are in a "shadow" area (the noise travels over the area in a plane similar to a line-of-sight). Therefore no significant noise impacts are anticipated for these lots. 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JOAO IN HILLS, ` - TYPICAL 6UILDIN �EFIVELOPE PLAN -�- `•` - _ - •/ R�0 - •'_ • _ n •^ , —(- .. .. y %1 Awu eunDlw sErar A?° n — rPau rvvur eRmEe,r uRE. —� @ G:•i:�5.. � 1 �v�RE.'v5nr��RnFSi'raF0 c v-3 ��@yys + D o 0 7�qp,�� m rr ePaurx.'ur PRNEerc LVE. I rU�'-� 6ZJ0 'D �°., ° D � VGV11119tu� �D nD ter. zrxa nr a IturP�mmrsv ,pU I' V I E r lr_•var ° ^terUeE THE IR FINE C"TM MWE I ° ce••• i SSa 11E1)PtORr GrJ CA DRNG - `Iism rxwExviwo lc-w_cn+ni � -J u,.ran ° I. 11tGNItT GLIrORHIA � ©ws/m ner wo n,.a'n t Duli G�AAcrvs nrSSIm ErLnnnER:. CIH')ett•3o1 °`sDr` rw°eer cle iRvmc.cnuronnrn srREET '�CR9Yv M 14 r 9t00I1L M Or R7 GMDN � - (71t)851-52W BGLlc6 i4�K nn�D 93/Cr ram^1cm¢S swdV Tic �lotl - A xm•G ylalr_ �+ E ( �j (� a ' - i T -O M-N�WPORT rH Y L~��rJ� i �,LJ U �%'n O a g -TRAF(�FaI�C�nNOIS�nE_=_65_ "EL o n Cb;�Ll V (1 V ARJEA iJ(D. .THE IRVINE COMPANY JEX+Br�6 impacts and appropriate noise abatement measures may vary from lot to lot. Given the location and orientation of the affected lots, outdoor living areas may not require noise abatement measures. It is most likely that outdoor living, areas will be located at the north end of the lots (views are to the north, and street access to the south and southwest) and will either be located outside the noise impact zone or will experience the shielding effect of the home being located towards San Joaquin Hills Road. Interior noise standards of 45 CNEL can be assured by the utilization of special construction techinques such as unopenable windows on the street- side of the building, well-sealed plywood sheeting, extra insultation, and/ or double glazed windows. The exact nature and extent of noise abatement measures can be determined by an acoustical engineer once the location, orientation and building design has been determined for each lot. City Policies and Requirements L. Prior to issuance of any building permits the applicant shall deposit, with the City Finance Director, the sum proportional to the percentage ' of future additional traffic related to the project in the subject area. This deposit shall be used for the construction of a sound attenuation barrier on the southerly side of Coast Highway in the West Newport Area and in the Irvine Terrace Area, and for a barrier for 1 Jamboree Road in the Eastbluff Area. ' M. Prior to the occupancy of any unit, a qualified acoustical engineer, retained by the City at the applicant's expense, shall demonstrate to the satisfaction of the Planning Director that the noise impact from ' San Joaquin Hills Road on the project does not exceed 65 db CNEL for outside living areas and the requirements of law for interior spaces. ' Mitigation Measures 24. A noise wall shall be constructed adjacent to San Joaquin Hills Road for Lots 17 through 21. The wall shall be designed per the recommenda- tions of an acoustical engineer to promote the maximum amount of noise attenuation. 21 25. Lots located east of the proposed wall shall waive noise impacts in acknowledgement of view preservation. I. PUBLIC SERVICES AND UTILITIES ' Existing Environmental Conditions ' A description of the existing public services and utilities provided to the project site is contained within the EIR prepared for the original ' tentative tract map. As noted in the EIR, there is adequate capacity and availability of service for educational facilities, fire service for ' educational facilites, fire and police protection, electricity, natural gas, telephone, water and solid waste disposal services to accommodate ' development wihtin the vicinity of the project site. Wastewater service is now available to the study area as the moratorium on new sewer ' connections, which was discussed in the EIR, has since been lifted. Environmental Impacts Environmental impacts to public services and utilities which are associated ' with the revised tentative tract map are comparable to those discussed in the EIR. Although consumption estimates are usually based upon dwelling ' unit size, it can be anticipated that the proposed lots will contain fewer, larger homes than originally proposed and the total consumption of the ' project will be similar to that noted in the EIR. City Policies and Requirements FIRE PROTECTION N. Fire hydrants and other fire-fighting appurtenances shall be strate- gically sited for easy access and use and approved by the City of Newport Beach Fire Department. 0. Such individual measures as use of fire-retardant building and plant materials and installation of smoke detection systems shall be utilized. 22 r ' POLICE PROTECTION ' P. Police service will be enhanced through the provision of adequate street lighting and clearly marked street names and house numbers. ' Q. High grade security hardware should be considered in the building design. Mitigation Measures ' ELECTRICITY 26. Domestic hot water systems, shall be designed to utilize alternative ' energy sources (e.g. , solar energy collectors). Should such systems be deemed infeasible at the time of initial construction, building ' design shall incorporate provisions to allow them to be easily accommodated/installed at a later date. ' WATER SERVICE 27. Insulation of hot water lines in water recirculating systems (Cali- fornia Energy Commission regulations). iJ. OPEN SPACE AND AESTHETICS ' Existing Environmental Conditions ' The study area is visible from residential areas across Big Canyon Golf Course. The existing appearance of the site from this area is primarily graded, vegetated slopes. Views from the site include the golf course, landscaped slopes and low density residential development across the canyon to the northeast. 1 1 23 S�a�z� �� Environmental Impacts ' As with the original tentative tract map, the proposed project represents a completion of residential development in this part of the Big Canyon com- munity. The current open character of the site will be changed to include ' residential structures at a density comparable to those directly across the canyon. The revised tentative tract map will provide for a housing type and density which is more visually compatible with residences across the canyon than the condominiums proposed in the original tentative tract map. ' Mitigation Measures 1 28. The applicant shall consider preparing a landscape plan which allows ' for views of Big Canyon from San Joaquin Hills Road. ' 24 III. ORGANIZATIONS AND PERSONS CONSULTED ' PARTICIPANTS ' The personnel who participated in the preparation of this initial study include: tPrincipal-In-Charge Phillip R. Schwartze ' Project Manager Mitchell K. Brown Assistant Project Manager Anthony Skidmore ' Graphics Mary Crowthers Word Processing/Editing Pamela Richardson Celeste Rasins ' CONSULTANTS The project consultants who participated in the preparation of this initial study include: Geotechnical Analysis Bruce Clark ' Hayim Ninyo Leighton and Associates, Inc. 17975 Sky Park Cr., Ste. E ' Irvine, CA 92714 OTHER ORGANIZATIONS AND PERSONS CONSULTED City of Newport Beach Planning Department Fred Talarico Pat Temple ' 25 ' IV. REFERENCES ' Bolt, Beranek and Newman. Noise from Construction Equipment and Opera- tions, Building Equipment, an ome pp lances. P , 1971. City of Newport Beach. Big Canyon Planned Community District Regulations, 1976. Kunzman Associates. Big Canyon Site 10 Traffic Impact Analysis, July 1980. Leighton and Associates. Geotechnical Investigation of Big Canyon Site ' 10, July 1980. Leighton and Associates. Geotechnical Review of Revised Tentative Tract ' Map for Tentative Tract 10814 Bi Can on Site 10 May 1983. Marsh, Karlin G. Biolo ical Assessment Big Canyon Area 10 Project Site, ' Newport Beach, a i orm a, June Phillips Brand Reddick. Draft Environmental Impact Report - Cityof New- port Beach Condominium Use Permit,, Ten �i ve rarac b$ . an om ng Change for Big Canyon Area 10. November 1980. Scientific Resource Surveys, Inc. Archaeological Survey Report on the Big Canyon Site 10 (22.5 Acres) Located in Newpoart Beach, California, May 1980. Scientific Resource Surveys, Inc. Paleontolo ical Surve Report on the Bic�Can on Site 10 (22.5 Acres) Located �n ewpor eac a i orma, ,Tne i . Copies of the above documents are available for public review and inspec- tion by contacting the Planning Department of the City of Newport Beach at P. 0. Box 1768, Newport Beach, California 92663-3884. (Telephone (714) 640-2197). 1 II ' i , 26 ' V. APPENDICES ' Bound Under Seperate Cover 1 1 1 1 INITIAL STUDY FOR BIG CANYON PLANNED COMMUNITY AREA 10 TENTATIVE TRACT MAP APPENDICES Prepared for: CITY OF NEWPORT BEACH PLANNING DEPARTMENT P.O. Box 1768 Newport Beach, California 92663-3884 (714) 640-2197 ' Prepared by: PHILLIPS BRANDT REDDICK 18012 Sky Park Circle Irvine, California 92714 (714) 641-8820 July 5, 1983 f V. APPENDICES A. Conditions of Approval , City Policies, and Mitigation Measures B. Project Correspondence C. Geotechnical Report D. Archaeological and Paleontological Reports E. Noise Analysis Data II I � r ' r r APPENDIX A CONDITIONS OF APPROVAL, CITY POLICIES, AND MITIGATION MEASURES r Conditions of Approval for Previous Tentative Tract Map (Less Condition No. 56) 1. That a final map(s) be filed. 2. That all improvements be constructed as required by Ordinance and the Public Works Department. 3. That each dwelling unit be served with an individual water service and �( sewer lateral connection to the public water and sewer systems unless otherwise approved by the Public Works Department. 4. That the design of the private streets and drives conform with the City's private street policy (L-4), except as approved by the Public Works Department. The basic right-of-way width shall be a minimum of 40 feet. The location, width, configuration, and concept of the private street and drive system shall be subject to further review and approval by the City's Traffic Engineer. 5. That easements for ingress, egress and public utility purposes on all private streets be dedicated to the City and that all easements be shown on the tract map. 6. That the intersection of the private streets and drives be designed to provide sight distance for a speed of 25 miles per hour. Slopes, land- scaping, walls and other obstructions shall be considered in the sight distance requirements. Landscaping within the sight distance line shall not exceed twenty four inches in height. The sight distance requirement may be approximately modified at non-critical locations, subject to approval of the Traffic Engineer. 7. That all vehicular access rights to San Joaquin Hills Road be released and relinquished to the City. 8. That the final design of the onsite pedestrian circulation be reviewed and approved by the Public Works Department and the Planning Depart- ment. 1 9. That the California Vehicle Code be enforced on the private streets and drives, and that delineation acceptable to the Police Department and Public Works Department be provided along the sidelines of the private streets and drives. 10. That the water capital improvement fees be paid. 11. That an agreement and accompanying surety guaranteeing completion of the public improvements be provided, if it is desired to record a final map prior to the completion of the public improvements. 12. The width of the concrete sidewalk to be constructed along the northerly side of San Joaquin Hills Road is to be subject to the review and approval of the Director of Public Works. Handicapped access ramps area to be constructed at both intersections of Big Canyon Drive and San Joaquin Hills Road. Top of slope along San Joaquin Road shall be two feet behind property line. 13. That street, drainage and utility improvements be shown on standard improvement plans prepared by a licensed civil engineer. 14. That a hydrology and hydraulic study be prepared and approved by the Public Works Department, along with a master plan of water, sewer and storm drain facilities for the onsite improvements prior to recording of the final map. Any modifications or extensions to the existing storm drain, water and sewer systems shown to be required by the study shall be the responsibility of the developer. That asphalt or concrete access roads shall be provided to all public utilities, vaults, manholes and junction structure locations. 15. That easements dedicated to the City be a minimum of ten feet in width, with wider easements provided where required by the Public Works Department. 16. That the, architectural character and landscape design established within the existing Big Canyon P-C District shall be maintained. r 17. A landscape and irrigation plan for the project shall be prepared by a licensed landscape architect. The landscape plan shall integrate and phase the installation of landscaping with the proposed construction schedule. (Prior to the occupancy of any structure, the licensed landscape architect shall certify to the Planning Department that the landscaping has been installed in accordance with the prepared plan.) 18. The landscape plan shall be subject to the review of the Parks, Beaches and Recreation Department and approval of the Planning Depart- ment. 19. The landscape plan shall include a maintenance program which controls the use of fertilizers and pesticides. 20. The landscape plan shall place heavy emphasis on the use of drought- resistant native vegetation and be irrigated via a system designed to avoid surface runoff and over-watering. 21. The landscape plan shall place heavy emphasis on fire-retardant vegeta- tion. 22. Street trees shall be provided along the public streets as required by the Public Works Department and the Parks, Beaches and Recreation Department. 23. Landscaping shall be regularly maintained free of weeds and debris. All vegetation shall be regularly trimmed and kept in a healthy condition. 24. To the maximum extent practicable, the existing coastal sage scrub in the northern portion of the project shall be maintained in the landscape plan, and that in no event shall the arroyo at the north boundary of the parcel be disturbed. 25. Development of the site shall be subject to a grading permit to be approved by the Building and Planning Departments. I � i 26. That a grading plan shall include a complete plan for temporary and permanent drainage facilities, to minimize any potential impacts from silt, debris and other water pollutants. 27. The grading permit shall include, if required, a description of haul routes, access points to the site and a watering and sweeping programs designed to minimize impacts of haul operation. 28. An erosion, siltation and dust control plan shall be submitted and be subject to the approval of the Building Department and a copy will be forwarded to the California Regional Water quality Control Board - Santa Ana Region. 29. The velocity of concentrated runoff from the project shall be evaluated and erosive velocities controlled as part of the project design. 30. That grading shall be conducted in. accordance with plans prepared by a 1 Civil Engineer and based on recommendations of a soil engineer and an engineering geologist subsequent to the completion of a comprehensive soil and geologic investigation of the site. Permanent reproducible copies of the "Approved as Built" grading plans on standard size sheets shall be furnished to the Building Department. 31. That the applicant provide for vacuum sweeping of all private streets equal to that service provided by the City for residential area streets. 32. Prior to the issuance of the grading permit the design engineer shall review and state that the discharge of surface runoff from the project will be performed in a manner to assure that increased peak flows from the project will not increase erosion immediately downstream of the system, this shall be reviewed and approved by the Planning and Building Department. 33. That erosion control measures shall be done on any exposed slopes within thirty days after grading or as approved by the Grading Engineer. d ' 34. Control of infiltration to the groundwater system from the project shall be provided as part of the ,project design. 35. That mitigation measures 1 thru 9 contained on pages 14 thru 16 of the "Big Canyon Area No. 10 - Draft EIR" shall be incorporated into the final project unless otherwise modified by conditions of approval contained herein or the City's Grading Engineer. 36. A subdrain system shall be installed subject to the approval of the Building Department. 37. That final design of the project shall provide for the incorporation of water-saving devices for project lavatories and other water using Ifacilities. 38. Prior to the occupancy of any buildings, a program for the sorting of recyclable material from other solid wastes shall be developed and approved by the Planning Department. 39. That should any resources be uncovered during construction, that a qualified archaeologist or paleontologist evaluate the site prior to completion of construction activities, and that all work on the site be done in accordance with the City's Council Policies K-5 and K-6. 40. That prior to the issuance of any building permit authorized by the approval of this project, the applicant shall deposit with the City Finance Director, a sum proportional to the percentage of future additional traffic related to the project in the subject area, but not to exceed $5,350.00 to be used for the construction of a wall on the westerly side of Jamboree Road between Eastbluff Drive and Ford Road. 41. That the final design of onsite pedestrian circulation be reviewed and approved by the Public Works Department and the Planning Department. 42. The project shall comply with the Uniform Building Code - 19 Edition and/or the California Administrative Code Titles 19 and 24. i 43. That prior to the occupancy of any unit a qualified accoustical engineer, retained by the City at the applicant's expense shall demon- strate to the satisfaction of the Planning Director that the noise impact from San Joaquin Hills Road on the project does not exceed 65 db CNEL for outside living areas and the requirements of law for interior spaces. 44. The applicant shall review, and to the maximum extent practicable incorporate the potential energy mitigation measures described in Appendix I of the Big Canyon Area No. 10 - Draft EIR, to the satisfaction of the Planning Director. 45. That prior to the issuance of building permits, the Fire Department shall review the proposed plans and may require automatic fire sprinkler protection. 46. That any cul-de-sac, building address, and street name shall comply with City Standards and shall be approved by the Fire Department. 47. That the Fire Department access shall be approved by the Fire Depart- ment. 48. That all buildings on the project site shall be equipped with fire suppression systems approved by the Fire Department. 49. That a "defensible space" concept shall be incorporated to the construction and design of the project and be reviewed and approved by the Police Department prior to the issuance of any building permits. 50. The proposed project shall incorporate an internal securing system (i .e. , security guards,, alarms, access limits after hours) that shall be reviewed by the Police and Fire Departments and approved by the Planning Department. 51. That all access to the buildings be approved by the Fire Department. 52. That all onsite fire protection (hydrants and Fire Department connec- tions) shall be approved by the Fire and Public Works Department. i i 53. That fire vehicle access, including the proposed planter islands, shall be approved by the Fire Department. 54. Prior to the issuance of any building permits for the site, the appli- cants shall demonstrate to the satisfaction of the Public Works Department and the Planning Department that adequate sewer facilities will be available. 55. That prior to the recordation of the final tract map, the applicant shall dedicate land or pay a fee in lieu thereof, or both, at the option of the City, for park and recreation purposes, in accordance with Chapter 19.50 of the Newport Beach Municipal Code ("Park Dedication"). Applicable City Policies A. Development of the site shall be subject to a grading permit approved by the Building and Planning Departments. B. The grading plan shall include a complete plan for temporary and permanent drainage facilities, to minimize any potential impacts from silt, debris, and other water pollutants. C. The grading permit shall include a description of haul routes, access points to the site, and watering and sweeping programs designed to minimize impacts of haul operation. D. An erosion, siltation, and dust control plan shall be prepared by a civil engineer and based on recommendations of a soil engineer and an engineering geologist subsequent to the completion of a comprehensive soil and geologic investigation of the site. Permanent reproducible copies of the "Approved as Built" grading plans on standard size sheet shall be furnished to the Building Department. E. Prior to issuance of building permits, a specific soils and foundation study will be prepared. F. All buildings will conform to the Uniform Building Code (UBC) and City seismic design standards. G. The velocity of concentrated runoff from the project shall be evaluated and erosive velocities controlled as part of the project design, including areas immediately adjacent to the site. H. An erosion, siltation, and dust control plan shall be prepared by the applicant and approved by the Building Department. I. Existing onsite drainage facilities shall be improved or upgraded to the satisfaction of the City. J. Exposed slopes shall be planted as soon as possible to reduce erosion potential. K. Grading plans should be prepared in compliance with the City of Newport Beach grading ordinance. L. Prior to issuance of any building permits the applicant shall deposit, with the City Finance Director, the sum proportional to the percentage of future additional traffic related to the project in the subject area. This deposit shall be used for the construction of a sound attenuation barrier on the southerly side of Coast Highway in the West Newport Area and in the Irvine Terrace Area, and for a barrier for Jamboree Road in the Eastbluff Area. 1 M. Prior to the occupancy of any unit, a qualified acoustical engineer, retained by the City at the applicant's expense, shall demonstrate to the satisfaction of the Planning Director that the noise impact from San Joaquin Hills Road on the project does not exceed 65 db CNEL for outside living areas and the requirements of law for interior spaces. N. Fire hydrants and other fire-fighting appurtenances shall be strate- gically sited for easy access and use and approved by the City of Newport Beach Fire Department. 0. Such individual measures as use of fire-retardant building and plant materials and installation of smoke detection systems shall be utilized. P. Police service will be enhanced through the provision of adequate street lighting and clearly marked street names and house numbers. 1 Q. High grade security hardware should be considered in the building design. Recommended Mitigation Measures 1. Prior to the commencement of grading operations, all vegetaton in areas to be graded shall be cleared and disposed of, offsite, and all I loose surficial materials shall be removed and recompacted. All area to be filled shall be scarified and/or overexcavated, moisture-condi- tioned and recompacted to at least 90% percent relative compaction prior to fill placement. New fill shall be placed in thin lifts and benching into existing fill or bedrock material shall be performed where the fill material is placed against an existing slope. Grading shall be accomplished in accordance with the General Earthwork and Grading Specifications which are presented in Appendix C. ' 2. The cut portion of the transition lots, where grading results in a portion of the foundation on cut and a portion on fill , shall be over- excavated and recompacted to a minimum depth of 36 inches, to minimize the potential of differential settlement. In addition, the uncom- pacted fills, existing on Lot 22 and across "A" Drive from Lot 5, shall be removed and recompacted. The lower pads of the split-•level lots which have been used as desilting basins shall be cleared of silt prior to placement of fill . 3. The revised grading will necessitate imported fill . This material shall be evaluated and approved by the geotechnical consultant prior to importation. 4. A subdrainage system consisting of 4-inch perforated pipe wrapped with 3 cubic feet per lineal foot of Class II filter material , shall be installed at the lots receiving fill. 5. Surface drainage on the finished lots shall be prevented from draining over the top of slopes by means of berms at the top of the slope and yard drains within the rear yards of each residential lot. Yard drains have already been installed at the present elevation of the upper pads and shall be extended to the proposed grade. 6. It is recommendated that graded areas which are to receive fill in excess of 2 feet in thickness be explored and their settlement poten- tial evaluated. If any saturated soil zone with a potential for untolerable settlements are found, such soil zones shall be removed and replaced during in accordance with the General Earthwork and Grading Specifications presented in Appendix C. 7. It is recommended that a minimum 10 foot structural setback be esta- blished for the upper slope edge facing the golf course. 8. The upper slopes above the golf course shall be maintained in a manner which best preserves the integrity of the slope face. This includes, but is not limited to, planting of a proper mix of drought-resistant ground coverning and shrubs, close control of burrowing rodents, repair .and maintenance of all surface and subsurface drain facilities, and control of the volume and pattern of surface irrigation. It is recommended that the maintenance of the upper and lower slopes be A under the control of a single maintenance group, in order to promote a consistent and competent maintenance effort. And example of home- owner's guidelines for slope maintenance is presented in Appendix C. 9. It is recommended that observation/testing be performed by the geotech- nical consultant during grading operations. 10. Street sweeping at regular intervals on all non-dedicated streets shall be accomplished, to reduce the amount of litter and street dirt available for suspension in runoff, in a manner approved by the City Planning Department. ' 11. Two storm drains corresponding approximately to present drainage paths are included in the proposed project and should meet any runoff increases resulting from onsite development. 12. A subdrain system shall be installed such as the system suggested in the preliminary geotechnical investigation. However, it may be modified during grading based on field conditions and the approval of the City Grading Engineer. 13. The remaining coastal sage scrub habitat shall be protected in a manner approved by the City Planning Department. 14. The deep arroyo which demarcates the northern site boundary possesses excellent habitat characteristics and should not be developed as an access easement. 15. All applicable conditions of the previous tentative tract map should be incorporated into approval of the revised tentative tract map. AThis excludes Condition No. 56 which was determined to no longer be applicable to the project (see Section A. LANDFORM/GEOLOGY/SOILS). 16. No perimeter open space areas or recreation areas shall be used to meet City park dedication requirements. 17., Prior to the approval of the Final Tract Map, the applicant shall dedicate land or pay in-lieu fees in accordance with the Park Dedication Ordinance. 18. A minimum of (10%) ten percent of the units to be developed on this site or an equal number of offsite units shall be "affordable units" as defined by the City's Housing Element. A19. Prior to the recordation of the final tract map an agreement shall be executed that guarantees the provisions of "affordable units" onsite or offsite in a manner and in a reasonable time frame related to' the construction of other onsite units. Said agreement shall be reviewed ' by the Planning Director and City Attorney's Office and approved by the City Council. 20. In order to reduce any adverse environmental effects of development of this site, preference in the rental or sale of the "affordable units" shall be given to those persons employed in the City of Newport Beach or residents of the City of Newport Beach in a manner to be approved by the City Planning Director and City Attorney. 21. Additional access roadway width shall be recommended at the Big Canyon Drive East location if left-turn access from the site to the Big Canyon Country Club is desired. A minimum of 28-foot pavement width and restricted parking on both sides of the roadway at this location are recommended for both left-hand turn and emergency vehicle access. 22. The project applicant shall pay the "fair-share" of the costs incurred with ultimate inputs to the circulation system as may be defined by the City of Newport Beach. 23. Watering techniques shall be employed to mitigate partially the impact of construction-generated dust particulates. 24. A noise wall shall be constructed adjacent to San Joaquin Hills Road for Lots 17 through 21. The wall shall be designed per the recommenda- tions of an acoustical engineer to promote the maximum amount of noise attenuation. 25. Lots located east of the proposed wall shall waive noise impacts in acknowledgement of view preservation. 26. Domestic hot water systems, shall be designed to utilize alternative energy sources (e.g., solar energy collectors). Should such systems be deemed infeasible at the time of initial construction, building design shall incorporate provisions to allow them to be easily accommodated/installed at a later date. 27. Insulation of hot water lines in water recirculating systems (Cali- fornia Energy Commission regulations). 28. The applicant shall consider preparing a landscape plan which allows for views of Big Canyon from San Joaquin Hills Road. I � 1 APPENDIX B ' PROJECT CORRESPONDENCE i I'1 � SEW p�� CITY OF NEWPORT BEACH U Z BUILDING DEPARTMENT--MEMORANDUM C,41FORN�' DATE: .June 27, 1983 TO: Fred TalVico, Environmental Coordinator FROM: Jim Lorman, Grading Engineer SUBJECT: Request to Remove Condition No. 56, Hold-harmless; Project - Big Canyon Area 10, Tract 10814. As you requested I have reviewed the Leighton and Associates report, dated June 20, 1983, and the Irvine Pacific letter, dated June 21, 1983. The hold-harmless theme is similar to my understanding which is: the City was concerned with possible future property damage, both public and private, caused by ad- verse geologic conditions which constituted landslides being left in the subject,project. Based on the Soils Engineer's statement, that the landslides have been removed, this places- the project site within the minimum safety factor for permitted grading. The documentation available, pertaining to slide removal and on-going monitoring, leads me to agree with the request to A delete the hold-harmless agreement from the revised tentative tract map conditions. A 1 . n.uiazt:.%a...... .!::>a....._..... .r...... ............. ........._.....'.. .� .. .....i..:i r....«- ._. s '.._z_..:�............uta+•....:..__.;>'cv....:._�C.<..—'ivi.Bai. IRVINE PACIFIC June 21, 1983 Mr. Fred Talarfco, Planning'Department £ N�yzCrjy 3 198 City of Newport Beach 3�. City Ball 3300 Newport Boulevard Newport Beach, CA 92663 Big Canyon, Site 10, Tract 10814 rDear Fred: At the time Tentative Tract Map 10814, Big Canyon, Site 10 was approved, a great deal of uncertainty existed with regard to the geologic state of this site. Due to the proposed development proximity to San Joaquin Hills Road and its history of landslides, ' a"hold-harmless" clause (Condition No. 56) was required as a Condition of Development by the City of Newport Beach. Since that time, rough grading was conducted on the Site which included the removal and recdmpaction of the areas impaired by landslides. The actual extent of the slide planes were determined - and during the course of grading, the necessary actions were taken in accordance with our geologic consultant's recommendations. As discussed in the enclosed letter from Leighton and Associates, we believe there is now sufficient evidence to demonstrate the site to be stable, with no need for the negative implications imposed on this site by the requirement for a "hold-harmless" clause. I am therefore requesting that Condition No. 56, requiring a "hold- harmless" Agreement be deleted from the Revised Tentative Tract Map AConditions. Sincerely, is R. Trujillo Project Manager bh Enclosure r 610 Newport Center Drive/P.O. Box I/Newport Beach/California 92660.9959 (714)720.2600 i LEIGHTON and ASSOCIATES RECEIVED INCORPORATED !UN 21 1983 0 Irvine Pacific PraiMat SOIL ENGINEERING TESTING GEOLOGY ENVIRONM_E_NiAL SCIENCES ' June 20,. 1983 ' 1� Flann,na Ccoartnr.:n, TO: Irvine Pacific Development Company l .Jli�1 2 01983 1ni 610 Newport Center Drive ?` CM Newport Beach, California 92660 NFZtIR RTt3E>Cii ATTENTION: Mr. William Fischel �• . SUBJECT: Geotechnical Conditions Relative to the Hold-Harmless-Clause, Big Canyon-Area 10, City of Newport Beach, California ' Dear Bill : Leighton and Associates, Inc. has recently completed. a review of the Revised Tentative Tract Map for Big Canyon-Area 10, prepared by VTN Consolidated, Inc. and dated March 1, 1983. . At your request, we have reviewed the status of the hold-harmless clause originally required by the City of Newport Beach for this project, in light of the Revised ' Tentative Tract Map and the proposed use for the site. The hold-harmless clause was originally required by the City in order to protect itself from the possibility that the repair of a previous slide condition might affect City property, especially San Joaquin Hills Road. During the repair of the existing slide 'at the site, the removals produced a 'temporary stability condition for the backslope of the removal excavation that was potentially less than 'the accepted safety factor of 1.5 for permanent slope stability. This occurred because portions of the slide mass had to be removed by excavating a very steep backslope while a subdrain was installed and new fill was brought in and placed over it. During that time, extra precautions were taken to assure that the excavation would not jeopardize the integrity of San Joaquin Hills Road. A series of vertical and horizontal strain monitors was installed on the upper slope to detect anv ground movement accompanying the slide mass removal . The slide was entirely removed beneath the site (a small sliver was left in a structurally insignificant location beneath the existing golf course) , and a second ancient slide was also removed during the excavations. In its place is now an engineered- replacement fill which provides, at a minimum, a safety factor of 1.5 for permanent slope stability. 1151 DURYEA AVENUE, IRVINE, CALIFORNIA 92714 (714) 656.1421 - (213� 691-2125 .\ ... .-i T_.. .c ....fU d. .. .u,... ,Sh✓r,.0 , .._ .,..n ..7 15'2�.]: . .. =,vu , • AL:,1 OESZRT i The present condition of -the site is as good or better than the standard set by the City of Newport Beach for other hillside construction. The surrounding City facilities such as San Joaquin Hills Road and the adjacent utilities were not damaged during the temporary removal' and replacement of the slide material , and the on-going monitoring of. the upper slope adjacent to San Joaquin Hills Road demonstrates that the slope is continuing to show no sign of distress. Based upon our knowledge of the history of remedial grading at the site, and records of the strain-monitoring instrumentation along San Joaquin Hills Road, it is our professional opinion that the site is stable and will perform at a level equal to or better than equivalent hillside sites within the City of Newport Beach. . From a geotechnical viewpoint, we fully support The Irvine Company's request for removal of the temporary hold-harmless clause originally imposed on the project. Respectfully submitted, &ccc� le a&z- Bruce R. Clark, EG 1073 Principal) Engineering Geologist Ira ioormand, RCE 20968 Principal Geotechnical Engineer BC/IP/vab ' Distribution: (4) Addressee I'. LEIGHTOON and ASSOCIATES - L O - INCORPORATED _ APPENDIX C GEOTECHNICAL REPORT i, � t LEIGHTON and ASSOCIATES INCORPORATED I ' SOIL ENGINEERING TESTING GEOLOGY ENVIRONMENTAL SCIENCES GEOTECHNICAL REVIEW OF REVISED TENTATIVE TRACT MAP FOR TENTATIVE TRACT 10814 (BIG CANYON-SITE 10)9 DATED MARCH I, 19832 CITY OF NEWPORT BEACH, CALIFORNIA May 17, 1983 Project No. 1790621-13 Prepared for: IRVINE PACIFIC DEVELOPMENT COMPANY 610 Newport Center Drive Newport Beach, California 92660 Attention: Mr. Luis Trujillo 1151 DURYEA AVENUE, IRVINE, CALIFORNIA 92714 (714) 556.1421 . (213) 691-2125 IRVINE.WESTLAKE/VENTURA. DIAMOND BAR/WALNUT.SAN BERNARDINO/RIVERSIDE,SAN DIEGO .PALM DESERT LEIGHTON and ASSOCIATES INCORPORATED SOIL ENGINEERING TESTING GEOLOGY ENVIRONMENTAL SCIENCES May 17, 1983 Project No. 1790621-13 ' TO: Irvine Pacific Development Company 610 Newport Center Drive Newport Beach, California 92660 ATTENTION: Mr. Luis Trujillo SUBJECT: Geotechnical Review of Revised Tentative Tract Map for Tentative Tract 10814 (Big Canyon-Site 10), Dated March I, 1983, City of Newport Beach, California Dear Mr. Trujillo: Leighton and Associates, Inc. is pleased to transmit the above-titled report to your office in accordance with your authorization of March 14, 1983. This geotechnical review covers a Revised Tentative Tract Map prepared by VTN Consolidated, Inc. and dated March 1, 1983. ' The most notable change in the revised Tentative Tract Map would require a change in the fine grading at the site eliminating several split building pads and retaining walls, and replacing them with additional fill to produce either flat pads or split pads with smaller ' elevation differences. This change and other minor changes are described in the attached text, and their geotechnical impacts are assessed. Recommendations for completing the proposed grading are also included. If you have any questions, please do not hesitate to contact this office. We appreciate the opportunity to be of service. Respectfully submitted, / ZCGc r.� Bruce R. Clark, EG 1073 Principal Engineering Geologist Hayim Ninyo, RCE 29539 Project Geotechnical Engineer ' BC/HN/sdb/dh Distribution: (6) Addressee (2) VTN Consolidated, Inc. ' Attention: Mr. George Saupe (2) PBR, Inc. Attention: Mr. Mitch Brown • 1161 DURYEA AVENUE, IRVINE, CALIFOIINIA 92714 (714) 556.1421 - (213) 691-2125 IRVINE-WESTLAKE/VENTURA - DIAMOND BAR/WALNUT-SAN BERNARDI NO/RIVERSIDE-SAN DIEGO -PALM DESERT TABLE OF CONTENTS Section Page 1.0 INTRODUCTION AND HISTORY OF GRADING I 1.1 Introduction 1 1.2 History of Grading I 2.0 SUMMARY OF REVISIONS 4 3.0 GEOTECHNICAL IMPACTS 5 3.1 Gross Stability of Slopes Facing Golf Course 5 3.2 Proposed Sanitary Sewer/Stability of the Upper Slope Adjacent to San Joaquin Hills Road 5 3.3 Subdrainage of Lots 5 3.4 Transition Lots 5 3.5 Settlement 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 6 4.1 Conclusions 6 4.2 Recommendations 6 4.2.1 General Earthwork and Grading Specifications 6 4.2.2 Overexcavation 6 4.2.3 Imported Fill Materials 6 4.2.4 Lot Subdrains 6 4.2.5 Control of Surface Drainage 7 ' 4.2.6 Settlement Considerations 7 4.2.7 Common Maintenance of Slopes 7 4.2.8 Geotechnical Observation/Testing 7 ' LIST OF ILLUSTRATIONS Figure Figure I - Index Map 2 Plate Plate I - Geotechnical Map In Pocket APPENDICES Appendix A - Selected References Appendix B - Slope Stability Analyses Appendix C - General Earthwork and Grading Specifications Appendix D - Homeowners Guidelines for Slope Maintenance n& U� LEIGHTON and ASSOCIATES INCORPORATED 1790621-13 ' 1.0 INTRODUCTION AND HISTORY OF GRADING 1.1 Introduction In accordance with the authorization of the Irvine Pacific Development Company dated March 14, 1983, Leighton & Associates, Inc. has completed a geotechnical review of the revised grading plan of Tentative Tract 10814 (Big Canyon-Site 10), City of Newport Beach, California. The plan (dated March I, 1983) was prepared by VTN Consolidated, Inc. This report summarizes the history of grading at the subject site, the geotechnical impact of the revised grading on the subject site, and our conclusions and recommendations pertaining to the subject revisions. ' 1.2 History of Grading The recent history of grading at the subject site began with the removal and ' recompaction of the recent and ancient landslide material during the rough grading of Tentative Tract 10814 in 1981. Leighton & Associates, Inc. was the geological and soil engineering consultant to the Irvine Company for this project during grading. Grading began in August, 1981 and was essentially completed in December, 1981. The details for this grading operation are included in ou: report dated July 23, 1982 (Reference 9 of Appendix A). Geotechnical conditions during rough grading were essentially as previously anticipated from our preliminary geotechnical investigation prior to grading. The large slide was removed from the central portion of the site and replaced with an engineered fill. In addition, a smaller ancient slide was also removed immediately to the east of the large slide and was also replaced with engineered fill. Prior to placement of fill, an elaborate subdrain system was installed to drain subsurface water which seeped continuously from the backslope of the excavation. This subdrain continues to function presently at a relatively small ' rate of flow. During the excavation and recompaction phase of this project, ground movement devices were installed and monitored in the vicinity of San Joaquin Hills Road and the exposed backcut in the bedrock, to ensure that there would 'be no hazard to San Joaquin Hills Road due to excavations for the removal of the slide ' material. The measurements showed that San Joaquin Hills Road had not undergone any distress, and that the unsuitable materials were removed and recompacted safely. After grading was completed, Leighton & Associates, 'Inc. continued to monitor the inclinometer holes which had been installed along San Joaquin Hills Road. After more than one year of observations, there is no sign of distress along the road. (Reference 14 of Appendix A). As a result of the decision to defer immediate development of the subject site, recommendations for winterization and erosion repair were presented by Leighton & Associates in four reports dated March 23, April 29, June 22, and October 5, 1982 ' (References 4, 6, 8 and 12, Appendix A). These items were satisfactorily completed as concluded in our report dated December 22, 1982 (Reference 13, Appendix A). The intention of these measures was to minimize any additional erosion damage during heavy winter storms at the subject site. The work consisted primarily of (1) installing a "kicker fill", (2) regrading existing lot pads to drain water to new storm drain devices, (3) connecting subdrain outlets to terrace drains and cleaning the openings of buried subdrain outlets, (4) completing repair of erosion gullies, and LU�L�J LEIGHTON and ASSOCIATES INCORPORATED 1790621-13 -0'�' `\<F yl'y j 4.. I Ih��-�.. r,..�.• '-�1 ? r;�!' :;4t"inv/!� I �• e� ' •aA"� IZ ,•�.;•��j-:i i ♦• : 1.1 -.r.,1-1'r 1;.Op ;\ ••.\�/• �mo , / 1, f at � _ \ i�l�. r0a � 1.�r.:•.-. p, u I ty. v `/ fu`o ; ..; , 'F. S ... �.�.,it Pnn,n•dd.Ior 777 i, � fa ' 1 p� '., _ •.:Jj:•a t1fiKAtick � ,•,•�,�," /.....,t .�� . (�' . �allvt <rr23 <r.i; i {� ��r,,y is >'� •• :. �a �. v+��'`ir"z� :_ .t� 'fS'p• I L•.i Gf t 1Fa (^j• •"IA�°�' -"•` 0 A: ='C. •"'`a"r/' •l ,t;a; In ` SPILLY : .: :. /I RA : :`� �'�� ,: ca nYon t Gvos�i °'•\, C �•/,'� �•''�OFr..' ,tea-;/t:y y _,a r .,r9 •`.i ,\,-, `ISO t . •.::.t. I • O I*c. It irr a 4 ( i yy I 1 \\� •l: • BM X ' i? x,�o'g,`�,. �Et\ \:Y` 4 t � 11� �•• it LI aY p YHeliOory t�� rr �\,•: ,�y' 0 •',`�,• �.'YO lot .8 :iltMud; SLOP ;i ntri t 'atJI Fw \+; ✓. : . .'�C ...u_p;M1~..," ` rue" . ._ . I f� • •, , ,n� I t., BigCariydit' � y Dim ,. NrGH,y,�y `\ ./ f • 1' °j' I • ,� •� liesego3T I ; < .__��,.�3•I ,•' \ Irvine Coas I! S/:j I •r%•t. g . , �I '�• : v�,`1t Count?Club i .1 ••' Ks�--•__. '\ y a, i.\ �, 5 -•ems •• 205 •: � �•. SchcoliC� "il t1_"-1\,� l t^ C�%"``i' J 'r I °c,<,;; .\ 4';1• ea...._.�� ? ' itivn/ _m - �`�\ \' Irvine Terraee 1r,� • �;"•�..� �\`�_ r �Fire6W t\t`� : , u •:: i..�" •Subsbtion ';: (i- h aBalj70a Ei=�`\t\�. 3-'�tl`).c�: 96 3 � �:::•:',il• �•'� ,••; .c, .-`._ sil ISER'_:° „r " ISM t 9 J , t I Coronh �:•l'Ia' ,� �; ��.': ��1�0�• n +`` ��yy 'rd3`� �'✓ .ye;�, 'a•T.'"./ ��. Nvboi Vkc% (t EtEV zW�, '.<.:' •n � •l / 'r'QI �� r, 1 >....;••,'� r Camni:lk aM•r\\,...Sc�lr l• y ,\a— .i. Y a /(`J_\ •r`81 Y ``�`Pce`—„�-••-\ ��7�\�a,?ky� "�h�� `I�;i�r.F'•'rs NEWPUkT BEACFI.. "I• ro 1...�--•—.• \::.�•�.j `'• t. ?by 4 8 4'? 111 '�'/ •.� }Iaibor ;1/j a,; �;• mt b" n , Ion n= 10 FIGURE 1 scale feet INDEX MAP ' OF BIG CANYON, SITE 10, NE{CPORT BEACH TENTATIVE TRACT 10814 ' Base Map: USGS Quadrangles - Laguna Beach, Newport Beach, Tustin - 2 - LEIGHTON and ASSOCIATES INCORPORATED 1790621-13 ' (5) installing a yard drain system to drain water ponding in individual lot pads. The winterization measures enabled the rough-graded site to be protected from the damage by heavy rainfall of the 1982-1983 winter season. Erosion control also was helped by a healthy plant growth during this period. During the Spring of 1982, a new sewer manhole was installed in the golf course area to the north of the subject site. The sewer manhole was successfully connected and a subsurface line was excavated and placed to the margin of the subject site for eventual use by the residences on the property (see References 5 and 7, Appendix A). rAs a part of the winterization program and in conjunction with the construction of the sanitary sewer, a storm drain line was also installed ' across the golf course in the vicinity of the sewer manhole and constructed up the slope to the level of "A" Drive within the project site. This storm drain serves as a temporary drain for water collecting on the site during ' heavy rains. The storm drain also contains a connection with two buried subdrain outlets which drain the subsurface seepage of the landslide removal backslope. An additional outlet from that subdrain empties into the terrace drain behind Lot 6 of the revised tentative tract map. The upslope portion of the storm drain is temporary, whereas the lower portion of the storm drain (below the lower terrace drain) and the portion beneath the golf course are permanent. The temporary monitoring of slope movements, first begun during the excavation phase of the landslide removal, is currently under way in the r permanent borings immediately adjacent to San Joaquin Hills Road. These are borings SI-5, -6, -9, -10, -11, and -12. They are being monitored on a quarterly basis, and the most recent results are shown in the report dated March 29, 1983 (Reference 149 Appendix A). The inclinometer measure- ments continue to show that there is no demonstrable subsurface movement in the stabilization fill slope below San Joaquin Hills Road. r r • r • r r • � i • A Ill ' — 3 — LEIGHTON and ASSOCIATES INCORPORATED ' 1790621-13 2.0 SUMMARY OF REVISIONS The proposed revision is shown on the revised Tentative Tract Map (dated March 1, 1983 ' by VTN Consolidated, Inc.). The pads on the downslope side of this road' were originally designed to be split pads with retaining walls between pad levels of different elevation. These were redesigned to be single-level pads with the exception of Lots 1 through 3, 12 through 16, and 21. The revision is accomplished primarily by an addition of fill to the ' lower (rear) levels of most pads. In some cases, this may create a new transition lot, but in most cases the lot is underlain by a substantial thickness of fill. In Lots I through 3, 12 through 16 and 21, split pads still exist, but retaining walls are replaced with 2:1 (horizontal to vertical) fill slopes. Little or no changes were made in the location and elevation of "All Drive or 'B" Drive, except that IIBII Drive is shorter than it was originally planned, and Lots 20 and 21 are serviced by a private drive. The proposed retaining wall on Lot 22, the former recreation center, is now replaced by an engineered fill. There is currently an uncompacted"kicker fill"in this location,and there is ' also a small, uncompacted "kicker fill" across "A" Drive from Lot 5. Both will need to be removed and recompacted. The lot lines indicating private ownership of individual lots now extend to the level of the mid-slope terrace drain. Thus, the upper portion of the high slope adjacent to the golf course, becomes the property of the owner of the lot, rather Vian the property of a community association. It is our understanding that the Irvine Company will require that ' these slopes be maintained by a common maintenance group, and that a 10 foot setback will be placed between the top-of-slope and the rear limit of the building area on each lot. I u �UL�• —4 — LEIGHTON and ASSOCIATES ' INCORPORATED 1790621-13 ' 3.0 GEOTECHNICAL IMPACTS ' 3.1 Gross Stability of Slopes Facing Golf Course To evaluate the impact of the proposed additional fill at the rear portions of the lots at the top slope facing the golf course, slope stability analyses were performed on Cross-Sections 2-21, 6-61, 8-81, B-BI, D-DI and G-GI (see Plate I for the locations of the cross-sections). The results of our analyses indicate that the slope with the proposed new fill configuration has a safety factor of greater than the required 1.5 (gross stability). Details of our stability analyses are included in Appendix B. 1 3.2 Proposed Sanitary Sewer/Stability of the Upper Slope Adjacent to San Joaquin Hills Road ' The previous tentative tract map required a sanitary sewer line to be constructed at a depth of as much as 20 feet below the ground surface elevation along "A" Drive. This had a negative geotechnical impact, since it would have produced a temporary stability problem for the upper slope adjacent to San Joaquin Hills Road. The revised design eliminates the need for a deep sanitary sewer line; therefore, the negative impact on the stability of the upper slope no longer exists. ' 3.3 Subdrainage of Lots ' The subject grading will require importing materials for the additional fill. if the import consists of granular soils, surface water would percolate down through the new fill and be "trapped" above the relative impermeable existing soils. This condition may be detrimental to the gross and surficial stability of the adjacent slope facing the golf course. The impact can be mitigated by use of lot subdrains. Subdrainage recommendations are included in Section 4.2.41 "Lot Subdrains". ' 3.4 Transition Lots The additional fill will create some new transition lots. This impact can be mitigated by overexcavation of building pads and replacement of shallow bedrock with compacted fill. Recommendations for overexcavation is included in ' Section 6.2, "Overexcavation". ' 3.5 Settlement Due to possible saturation of near-surface zone in the previously graded areas, there ' might be a potential for time-dependent settlements from the proposed fill loading. Recommendations to mitigate this potential are included under Section 4.2.6. -5 LEIGHTON and ASSOCIATES INCORPORATED 1790621-13 4.0 CONCLUSIONS AND RECOMMENDATIONS ' 4.1 Conclusions Based on our review of the Revised Tentative Tract Map of Tract 10814 and geotechnical analyses, it is our opinion that the proposed revisions will not adversely impact the proposed development of the subject property, provided that the recommendations included in this report are implemented during grading and construction. ' 4.2 Recommendations ' 4.2.1 General Earthwork and Grading Specifications ' Prior to the commencement of grading operations, all vegetation should be cleared and disposed of off-site and all loose surficial materials should be removed and recompacted. All areas to be filled should be scarified and/or ' overexcavated, moisture-conditioned and recompacted to at least 90 percent relative compaction prior to fill placement. New fill should be placed in thin lifts and benching into existing fill or bedrock material should be performed ' where the fill material is placed against an existing slope. Grading should be accomplished in accordance with the General Earthwork and Grading Specifications presented in Appendix C. ' 4.2.2 Overexcavation ' The cut portion of the transition lots, where grading results in a portion of the foundation on cut and a portion on fill, should be overexcavated and recompacted to a minimum depth of 36 inches to minimize the potential of ' differential settlement. In addition, the uncompacted "kicker fills", existing on Lot 22 and across "A" Drive from Lot 5, should be removed and recompacted. The lower pads of the split-level lots which have been used as desalting basins should be cleared of silt prior to placement of fill. ' 4.2.3 Imported Fill Materials ' The revised grading will necessitate imported fill. This material should be evaluated and approved by the geotechnical consultant prior to importation. ' 4.2.4 Lot Subdrains A subdrainage system consisting of 4-inch perforated pipe wrapped with 3 cubic feet per lineal foot of Class II filter material, should be installed at the lots receiving fill. The approximate locations of the recommended ' subdrainage system are shown on Plate 1. ' -6 - LEIGHTON and ASSOCIATES INCORPORATED ' 1790621-13 1 4.2.5 Control of Surface Drainage 1 Surface drainage on the finished lots should be prevented from draining over the top of slopes by means of berms at the top of the slope and yard drains within the rear yards of each residential lot. Yard drains have already been installed at the present elevation of the upper pads and should be extended to the proposed grade. 1 4.2.6 Settlement Considerations It is recommended that graded areas which are to receive fill in excess of 2 feet in thickness be explored and their settlement potential evaluated. If any saturated soil zone with a potential for untolerable settlements are found, such soil zones should be removed and replaced during grading in accordance with the attached General Earthwork and Grading Specifications 1 (Section C-3.2, Page C-0. 4.2.7 Common Maintenance of Slopes The upper slopes above the golf course should be maintained in a manner which best preserves the integrity of the slope face., This includes, but is not limited to, planting of a proper mix of drought-resistant ground covering and shrubs, close control of burrowing rodents, repair and maintenance of all surface and subsurface drain facilities, and control of the volume and pattern of surface 1 irrigation. It is recommended that the maintenance of the upper and lower slopes be under the control of a single maintenance group, in order to promote a consistent and competent maintenance effort. And example of homeowner's guidelines for slope maintenance is presented in Appendix D. 1 4.2.8 Geotechnical Observation/Testing 1 It is recommended that observation/testing be performed by the geotechnical consultant during grading operations. 1 1 1 1 1 FMI. 1 - 7 — LEIGHTON and ASSOCIATES INCORPORATED ' APPENDIX A 1 F-I . LULL ' LEIGHTON and ASSOCIATES INCORPORATED ' 1790621-13 APPENDIX A SELECTED REFERENCES I. Leighton and Associates, Inc., 1980; Geotechnical investigation of Big Canyon Site 10, City of Newport Beach, California, Project No. 1 7962 1-0 1, report dated July 10, 1980. I 2. , 1981; Review of rough grading plan, Big Canyon Site 10, Tract 10814, City of Newport Beach, California, Project 1790621-04, report dated July 13, 1981. 3. , 1981; Addendum to original grading plan review for Big Canyon Area 10, Tentative Tract 10814, by Leighton & Associates, Inc. dated July 13, 1981, Project No. 1790621-04, report dated July 22, 1981. 4. , 1982; Incomplete work areas during rough grading, Tract 10814, Big Canyon Site 10, Newport Beach, California, Project No. 17090621-06, report dated March 23, 1982. 5. ,1982; Problems associated with sewer manhole, golf course area, northerly of Tract 10814 (Big Canyon - Site 10), Newport Beach, California, Project No. 1 79062 1-06, report dated April 5, 1982. 6. , 1982; Completion of rough grading, Tract No. 10814, Big Canyon - Site 10, Newport Beach, California, Project No. 1790621-06, report dated April29, 1982. 7. , 1982; Addendum to "problems associated to sewer manhole, golf course area, northerly of Tract 10814 (Big Canyon - Site 10), Newport Beach, California, "dated April 5, 1982, Project No. 1790621-06, report dated May 21, 1982. 8. , 1982; Report of erosion damage, Tract 10814, Big Canyon - Site 10, Newport Beach, California, Project No. 1790621-09, report dated June 22, 1982. 9. , 1982; Final geotechnical report of rough grading, Tract 10814, Big Canyon - Site 10, City of Newport Beach, California, Project No. 1790621-06, report dated July, 23 1982. 10. , 1982; Pavement design for internal streets, Tract 10814, Big Canyon - Site 109 City of Newport Beach, California, Project No. 1790621-12, report dated August 3, 1982. ' 11. , 1982; Report of geotechnical services, Big Canyon Drive entry modifica- tions, Tract 108149 Big Canyon - Site 10, Newport Beach, California, Project No. 1790621-08, report dated August 9, 1982. no Qn A - I 1 u �LJLJ• LEIGHTON and ASSOCIATES INCORPORATED 12. , 1982; Winterization and erosion control, Tract 10814, Big Canyon - Site 10, City of Newport Beach, California, Project No. 1790621-10, report dated October 5, 1982. 13. , 1982; Report of geotechnical services related to erosion repair and winterization measures, Tract 10814, Big Canyon - Site 10, Newport Beach, California, Project No. 1790621-09 and. 10, report dated December 22, 1982. 14. ,1983; Status of inclinometer monitoring of slope adjacent to San Joaquin Hills Road, Big Canyon Area 10, Tract 10814, City of Newport Beach, California, Project No. 1790621-06, report dated March 299 1983. 15. , 1983; Geotechnical impact report of revised tentative tract map for Tentative Tract 10814 (Big Canyon - Area 10) dated March I, 1983, City of Newport Beach, California, Project No. 1790621-13, report dated ' April 14, 1983. r A - ii LEIGHTON and ASSOCIATES INCORPORATEO 1 1 1 1 1 APPENDIX B & � Cep; ' LEIGHTON and ASSOCIATES INCORPORATED 1790621-13 APPENDIX B SLOPE STABILITY ANALYSIS Stability analyses were performed using the computer program "SLOPE 8R" based on the procedure originally developed by Spencer for defined non-circular failure planes and "STABR" based on Modified Bishop's Method to search for a minimum safety factor for a circular type of failure. These programs are available at the University of California, Berkeley, Department of Civil Engineering. Cross-Sections 2-21, 6-61, and 8-8' of our report dated July 31, 1981 (Reference 2, Appendix A) and Cross-Sections B-B', D--D' and G-G' of our report dated July 23, 1982 (Reference 9, Appendix A) were used in our analyses to evaluate the impact on the slope stability of the golf course slope due to the revised additional fill to be placed at the top of the slope. The soil strength parameters used in these analyses were C = 240 psf and 25° for compacted fill, and C = 200 psf to 300 psf (depending on the foidings of the bedding) and 0= 200 for bedrock. The results of our analyses are presented on the following Plates B-2 through B-14. uL�J B — I LEIGHTON and ASSOCIATES INCORPORATED _....._ . . . . . ... Recom ende . . . . . . , i�ri ii'-�8uffress : `- "- m T �l3" -Grodedf : Trofile : : ! ! . s i co . . 6 151. . Noturpi : . ': I " : : : ; " . . . y Profile . : ' : cn to --•—�--_`_ 1 - ! — -- � - • - --_— �— --- --- - 26. ' . . . In p sated • : . : . . . . ' . . . ' : : ' . : ' : : � ' : " . ': . : ' I . ' `` ` ' : : . Ornundwo er---�'��' �..6 ( . ' : . . : L eve 1 20 !, sIj + C,1,5 t N 70 . : PIP r i:•l3.uAi � I 1 BISHUP MODIFTED,LEFEBVRE 1971 810 CANYON 17S,0611-13 SEC11MI 2-2' MIN. S.F. CONTROL DATA NUMBER OF SPECIFIED CENTERS 0 NUMBER OF DEPTH LIMITING 1ANGENTS 0 NUMBER OF VERTICAL SECTIONS 6 NUMBER OF 801L LAYER BOUNDARIES 2. NUMBER OF FORE PRESSURE LINES 0 NUMBER OF POINTS DEFINING COHESION PROFILE 0 SEISMIC COEFFICIENT SItS2 = 0.00 0.00 SEARCH STARTS AT CENTER ( 22B.0r 168.0)7WI1H FINAL GRID OF 4.0 IALL CIRCLES PASS THROUGH THE POINT ( 257.Ur 286.0) IGEOMETRY SECTIONS 100.0 144.0 163.0 238.0 257.0 266.0 IT. CRACKS 243.0 242.0 250.0 278.0 286.0 '-188.0 W 1N CRACK 243.0 242.0 250.0 278.0 286.0 288.0 BOUNDARY 1 243.0 242.0 250.0 278.0 286.0 288.0 BOUNDARY 2 250..0 253.0 254.0 292.0 92.0 22$.0 BOUNDARY 3 320.0 320.0 320.9 320.0 320.0' 320.0 ISOIL PROPERTIES LAYER COHESION FRICTION ANGLE DENSITY 1 240.0 -15.0 120.0 I 2 220.0 20.0 120.0 1 BISHOP MOIIF•1EDrLEFEBVRE 1971 DIG CANYON 1790621-13 SECTION 2-2' MIN. S.F. NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER F•S(BISHOP) FS(OMS) 1 289.5 121.5 228.0 168.0 1.613 1.524 2 287.9 119.9 236.0 168.0 1.656 1.585 3 289.8 113.8 228.0 176.0 1.618 1.522 4 2?1#7 12Z!.7 220.0 168.0 1.654 1.549 5 289.3 129.3 228.0 160.0 1 .616 1.533 6 288.6 120.6 1-132.0 168.0 1.621 1.540 I 7 -89.6 117.6 228.0 172.0 1.614 1.522 8 290.5 122.5 -24.0 168.0 1.625 1.529 9 2S9.4 125.4 1-128.0 164.0 1.614 1.528 10 288.7 116.7 232.0 1Y2.0 1.6-8 1.544 I 11L 2?0.7 118.7 224.0 172.0 1.623 1.522 1:, 2?0.4 126.4 221.0 161.0 1.629 1.536 13 288.5 124.5 232.0 164.0 1.617 1.539 'I F.S. MINIMUM- 1.613 FOR THE CIRCLE OF CENTER ( 228.Or 168.0) Rcadu I )roject No: 11906Z1-13 Plate No: B-3 Leighton & Associates OOOA(1/71) C _- �`. . . . r - • •., _ -, 1 r— i-i ..;:_:.;.r} ' ' {.'_i / r 1' -t 1 .4.j.} 7- '.i.: .- ._ {.i.. : : . . __. . jI •'a • _T �_ :'i r-}_, .y-l..r f-.t_i-�-:r 1�_3. • .} . •4_f- —1 �}/fin ,•,�-.--.Qy._ _ -f-1 c ' ' • ~ ' ,�+ T/.+f. .'_ 1 !_l'_{ '`'.:i..i.t-J_. r. t -- Q1 1 .. --'-«.1 Y y.= t __ +_--_._ .,-:. -...�._ } t--i t - '-1'•-t':•+i-- '-t "1 —. t.�_• _i 1 _ _ . .•_ _ 1': 1 t - CO) L .. 7 ._. .. , • . !. •• {-• -. . . . 1 7 N � � . . . . I 1 ..1 . t1 _ .--1-.i_•.Li.at.i.�—�-I ti-•., _ .f. J ---�. eL+ � fl ...Pro iie T _ T.�;.�.� , 1 : I .. t :�.ri T" :�:_ {_..,_+.1. { -� + i•t F*{ f • - , "•,-}•}_ . ...-J....l... } j.._,.., 1.y'S. • -� �� •' - __' -F- ,--� 7-t' -.~�-r•L-r-�.r... t_1-:...t +• -r•�t'i'j_':..,a-p _1.!_, ..�.e .. . : .•_.. .•. ._. _ r IIi4I I _-r - _. _ • _ ._l._ 1 .t-i i t rA aCA _ ��;_. :: 2t�-► : . : ..._� ..._ _,-.._ , . :1 ,_Gx°fie _; , , __ : `-' : ! ' ° : : : :. : t . . 14p- :_+_- -- (� __ . .. ... _ c C1 F ^ •T. t.._.1._' r.i1 I �� • IT IIT _ • 1'• � _ . '77 . _ - . m : - •. f 1 .. -.: . . l a �.:.. f' t' "1 1 , : r.r l l l y.• T - 1\ ' { y.� ,. 1 • .. . .. r .. •.i i t r.. I+ .1 �.L 7...- •�-�1-i_t•« '�.j_ �J-• T....1 t' 'i_ ..� �,y :� _,� 1. .I ,.t,l { ,(• 1't -1 -3 •, i . 1 1 � � { " i i_I'1 '•i i.: i ' i �� , f r_e i -1 •! r l 1 t 1 . . 1 I i 1 ' i l.i •, g b1G CANtON 1790621-13 SECTION 6-6- �• a A 6unbEk OF SLOPE POINTS 9 _ oun6Ek OF TRIAL SLIP SURFACES 1 Z 3L0)L PG1HTo CGOkUIhAlE5 O X Y I� -20.00 75.00 -7.00 75.Ov 4.00 75.00 S.vO 75.00 Q L6.00 70.00 68.vJ 46.00 N 129 j2v.0J .J0 .G 18 J 38.JO i 150.00 18.00 " W .ILLOWARLE FORCE IMBALANCE = 30.0 ALLOWABLE MUMLNT IMBALANCE = 1500.0 ' r01MUEk OF SLICES 6 SL1LL DATA 6 ( U CEE PNEE OUP GY GLO -).v0 75.00 0.00 0.00 0.00 0.00 0.00 0.00 4.0U 69.00 0.00 240.00 25.00 120.00 0.00 0.00 6.00 66.00 0.00 225.00 20.00 120.00 0.00 0.00 18.v0 c0.00 0.00 225.00 20.00 120.00 O.vO 0.00 co e8.v0 31.01) 0.00 225.00 20.00 120.00 0.00 0.00 _• =r IC•v.00 18.00 0.00 .400.00 24.50 120.00 0.00 0.00 O 1-16.00 18.0.) 0.00 240.00 25.00 120.00 0.00 0.00 7 ' QO 11'E 1:A F THETA EXCESS EXCESS I 1 url DEGREES FORCE MOhFHY N1 1.000 15.0 34S59.7 1679026.9 co2 1.d52 17.3 8751.8 38S952.9 O 3 1.521 20.0 1042.5 26116.0 n 4 1.552 22.6 33.3 77.0 ¢j .. 1.553 22.7 0.1 1.0 9) F'S = ).5530 AF'lkk 5 ITEkATSON5 SLICE SLIP SURFACE COHESION FRICTION PORE # NORMAL FORCE # 1NTERSLICE FORCES # LINE OF THRUST. X T ANGLE PRESSURE # M A G N I T U D E SHEAR # NORMAL SHEAR INCLIN. # YT PUA (PSF) (DEGREES) (PSF) # TOTAL EFFECTIVE STRESS # (POUNDS) (POUNDS) (DEGREES)# J -7.00 75.00 1 4.00 69.00 240. 25.00 0.00 3368. 3366. 235. -975. -409. 22.70 69.47(T) O.OB xS.uJ 66.00 225. 20.00 0.00 3061. Sul. 288. -292. -122. 22.70 70.54 0.."0 3 18.v0 00.00 225. 20.00 0.00 10040. 10040. 347. 1408. 589. 22.70 59.76(Y) >0.OL 4 66.00 31.00 225. 20.00 0.00 66652. 66652. 415. 14092. 5894. 22.70 35.18(7) 0.2d 5 100.00 18.00 300. 24.50 0.00 51594. S1S94. 631. 13303. 5564. 22.70 22.03(T) 0.29 .0 6 128.00 18.00 240. 25.00 0.00 29895. 2969S. 475. -0. -0. 22.56 10.12(T) -16.32 G W Z iL:CE LEN1'Ek Ur MOMEMid SURFACE uEIGHT H(fl),YAL)7 NORMAL STRESS ON SLIP SURFACE #s##asx# INTERSLICE SOUNOAEY DATA 44E14 O XCG YCS POIHT.Y (POUNDS) WKCUS(ALPHA) IOIAL EFFECTIVE # X YT(EFF) NORh.PL STRESS 1 0.13 71.00 75.00 3960. 0.969 269. 269. # 4.00 69.47 -162.50 6.13 o7.40 75.00 3600. 1.003 612. o12. # 8.00 70.54 -32.40 3 13.01 62.95 70.00 11400. 1.027 861. 861. # 18.00 59.76 140.76 i 4 44.67 44.53 41.00 75vJJ. 1.027 1153. 31-53. # 4.4.00 35.18 939.47 �t 5 eS.io2 ?4.57 W.00 59080. 1.000 1494. 1494. # 100.01) 22.03 9`0.21 c 1•i9.e4 18.00 18.48 24.431. 1.229 1Ooi). 1J68. < 11P.00 1S.00 0.00 t . . . - - �• n eRLi:l W : . �•::.�.-.� :.. �::rof Ilei Otfavan - : I 'V • . : .._ ' t _� , , . � ; !• Al _. . . .. . . . . .ca . : j Gradbd Profile. . . : yT Ss .... . —�- ►-__ _ 3 ._ . _ ' --t - • -_&ecQmrnanded_Buit[es� : ___—' ---___-•_ � . 25 .: . . :ZId,D: ' : � �r r r r a.� r r +r r �. �. r r■ir �. u■� �. � r .0. blti CANYON 1790621-13 SECTION 8-8' 4-7-83 s � v NUMBER OF SLOPE POINTS 9 Z NUrbFk OF TRIAL SLIP SNkFACES 1 SLUPE PUINTS COORDINATES x Y :3 H0.00 88.00 v&.00 88.00 vB.Ov 64.00 0 129.00 84.00 Q1 154. .0 78.00 ' N IW.GO 78.00 :Sv.00 46.00 -93.00 20.00 - .518.00 15.00 V� to LOWANLE FORCE 1n8ALANCE >• 30.0 ALLOUADLE hOmLN) IhOA1.ANCE 1500.0 ❑UMDLR OF SLICES = 5 aLILE DATA X Y U CEE FREE GOP GY GLO r 98.00 84.00 0.00 0.00 0.00 0.00 0.00 0.00 lD 12v.uU 70.00 0.00 240.00 25.00 120.00 0.00 0.00 (D 154.vV 60.00 0.00 225.00 20.00 120.00 0.00 0.00 )60.uV 58.00 0.00 22S.00 20.00 120.00 0.00 0.00 �, .w "!0.00 30.00 0.00 225.00 20.00 120.00 0.00 0.00 j 298.v0 20.0J 0.00 240.00 25.00 120.00 0.00 0.00 Qo llt(.A F THETA EXCESS EXCESS 71UN DEGkFES FORCE hOMENT N1 1.000 15.0 74714.2 7020881.5 (1) 1.SY2 15.3 20333.6 1874225.4 O 3 1.565 16.0 2526.8 192959.8 n 4 1.600 17.2 66.2 -4S23.3 1U S 1.002 17.5 0.4 0.5 (OD .S = 1.6017 AFTER 5 ITERATIONS SLICE S1It' SURFACE COHESION FRICTION PORE x NORMAL FORCE f SNTERSLICE FORCES X LINE OF THRUST . x T ANGLE PRESSURE * N A G N I T U D F SHEAR % NORMAL SHEAR INCLIN. X YT POA (PSF) (DEGREES) (PSF) x TOTAL EFFECTIVE STRESS % (POUNDS) (POUNDS) (DEGhEES)X 0 vR.00 84.00 t 1:v.00 7,).0.) 240. 25.00 0.00 23584. 23584. 352. -1396. -377. 17.51 71.41(T) 0.10 )r;4.00 60.00 225. 20.00 0.00 44856. 44856. 519. 2487. 785. 17.51 59.81(T) -0.01 3 160.00 58.00 225. 20.00 0.00 12986. L2986. 607. 2951. 931. 17.51 57.94(T) -0.00 4 250.00 20.00 225. 20.00 0.00 231686. 231686. 679. 31925. 10074. 17.51 25.05(T) 0.19 5 298.00 20.00 240. 25.00 0.00 84954. 84954. 665. -R. -0. 17.61 12.64(T) O.CO O W .Llu. CEN)Ek UP hOMENIS SIIRFACF WEIGHT N(TOTAL)/ FIORMAI. S16ESS UN SLIP SURFACE ■x*sxtax INIERSLICE BOUNDARY DATA FVs+Y Z XCu TCU POINTrY (POUNDS) W*COS(ALPHA) TRIAL EFFECfIVE X X YTtEFF) NORMAL STRESy O_ 1 116.67 74.67 84.00 26040. 0.994 693. 693. # 127.00 71.41 -ob.4.''. 142.02 64.79 M.00 4k00J. 1.006 1660. 1660. * 154.00 59.81 13n.17 3 IoI.0S 58.98 78.00 13ASO. 1.001 2053. 2053. W 160.00 -:7.94 147.60 4 :•)c.9. 38.17 46.00 248400. 1.012 23i'+. 2372. t 250.00 2S.05 1227.SS 5 :00.00 20.UU 20.00 74080. 2.135 1770. 1770. Y 298.00 20.00 0.00 - Y . TF .!!I '- Tt 1 t -7-i o ' T7 I r 1 —� • ;-}-� ;-�--i- fzo _ . ai--� - -�-i-�- - - : f - �•_1 CfldP,�- -- §1�1�1 _ �1"'1_ � -r-�-_:__: chi \ : :__- 1_' -. ' I . --� -' -t � - _ - I. _ _ 2, • QYCI, 1�!-� , } Imo '(- i-1 i_i-.._ cn 1 LL a -- - :-• L — - �-t-� -�-lit--�i'- - -' - -<- -••- - a (--�a--- - -�--`- -.' �. _i j _ :._ _ �! :.'" Ti i ), BISHOP N0DIFILD,LEF'E1+VRC 1971 �I BIG CANYON 1790621-13 SECTION B-B' CUNYROL DATA NUMBER OF SPECIFIED CENTERS 0 NUMBER OF DEPTH LIMIrING TANGENTS 0 I NUMBER OF VERTICAL SECTIONS 6 NUMBER OF SOIL LAYER BOUNDARIES 3 NUMBER OF FORE PRESSURE LINES 0 NUMBER OF POINTS DEFINING COHESION PROFILE 0 'I SEISMIC COEFFICIEN7 SirS2 = 0.00 0.00 ISEARCH S•IARTS AT CENTER ( 307.5r 277.5)rWITH FINAL GRID OF 2*5 ALL CIRCLES PASS THROUGH THE POINT ( 340.0, 395,0) �I GEOMETRY ISECTIONS 100.0 145.0 215.0 290.0 340.0 360.0 T. CRACKS 345.0 345.0 345.0 373.0 395.0 405.0 W 1N CRACK 345.0 345.0 345.0 373.0 395.0 405.0 I BOUNDARY 1 345.0 345.0 345.0 373.0 395.0 405.0 BOUNDARY 2 345.0 345.0 372.0 396.0 400.0' 405.0 BOUNDARY 3 460.0 460.0 460.0 460.0 460.0 460.0 SOIL PROPERTIES ri LAYER COHESION FRICTION ANGLE DENSITY 1 240.0 25.0 120.0 2 225.0 20.0 120.0 1 BISHOP MODIFIED' rLEFEBVRE 1971 IBIG CANYON 1790621-17 SECTION B-B' �I NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS) L 1 399.4 121.9 , 307.5 277.5 1.550 1.416 I 2 378.2 120.7 312.5 27.7.5 1.588 1,492 3 399.6 117.1 307.5 282.5 1.S:i2 1.44-2 400.8 1-13.3 302.5 277.5 1.556 1,443 5 399.2 126.7 307.5 :272.5 1.551 1.451 6 395.8 121.3 210.0 277.5 1.561 1.461 7 399.5 119.5 307.5 280.0 1.551 1.444 8 400.1 122.6 305.0 2 7.5 1.549 1.441 9 400.2 1:.'0.2 305.0 280.0 1.549 1.438 I 10 399.5 119.5 307.5 .150.0 1.551 1.414 11 400.3 117.8 305.0 -St.S 1.549 2.435 11)) 401.0 121.0 302.5 280.0 1.55E 1.439 13 399.6 117.1 307.5 283.5 1.50-2 1.442 I 14 401.1 118*.6 602.5 282.5 1.554 1.436 15 400.8 123.3 302.5 277.5 1.556 1.443 16 399.4 121.9 307.S 277.5 1.550 1.446 ,) F.S. MINIMUM- 1.50.9 FOR THE 'CIRCLE OF CENTER ( 305.0, 280.0) '4roject No: Leighton & Associates Piote No: $-9 000e(91?7) yi � I� �� ; � ' � ' � � �• � I � �� i I I I I I . I I 11 -' J , -# -;Af -1izS is #i - jt �i r r=-•i '}..; _ ..-�.7_ j a L_ - - - �, . } } a -1_ ItCD OF 90 IT !A __ ... _r,i 1.,_.�.T , -•i - 1 — i ._� a�. _ i _ ' _ _ .i-i_. '1LJ , - 1 11 c I I!' -...LJ_.� ��_ _ I ._ice _ _ - T r i e�—s"1 • : s o ; "j_' _'r oy I - T '- fi 03 a _ ...:� ;-__..�'�' � _:�.. QJ .r. n;. :F;tl�b" � 2�� f ' �..�_� Li��- �•�'l"�I �{-_T�-� •_..r1-�t_��.�:i_._-'-� 1 o �~> r.OrrER OF SLOPE POT(!TS ` :!UrrEi: OF 7R'_AL SLIP SUP.FACES -an V ..aF£ POINTS CL•ORDS::ATES a O •y5.0C 75.00 e0.L0 175.00 - �.00 /7b.oe =7.Go 1�0.00 ;5.-0 I35.00 Q 396.00 130.00 112.00 126.00 N120.00 I:•5.00 ALLOWAPLE FORCE )Y.yALANCE = 20.0 _ ALLOJAELE MOMENT IMRALANCF. +* 1500.0 NUMBER OF SLICES = 7 SLICE DATA Y U CEE PHEE SLIP OY OLO 175.00 0.00 0.00 0.00 0.00 0.00 0.00 "So.00 115.00 0.00 200.00 20.00 120.00 0.00 0.00 [Y5.00 So5.00 212.00 200.00 20.00 120.00 0.00 0.00 3s/.00 105.00 686.00 200.00 20.00 320.01 0.CO 0.00 I- 3SS.00 105.00 811.00 200.00 20.00 120.00 0.00 0.00 Li,6.00. 110.00 686.00 200.00 20.00 120.00 0.00 0.00 (Q 412.00 120.00 312.00 200.00 20.00 120.00 0.00 0.00 =r 420.00 125.00 0.00 200.00 20.00 120.00 0.00 0.1•0 O =3 ITERA F THETA EXCESS EXCESS 90 !ION DEGREES FORCE MOMENT 1 1.500 15.0 92264.8 18129426.0 D 1.942 15.8 22096.7 4.24681.0 3 2.133 16.4 2173.3 380150.1 O 4 2.359 16.6 31.8 4741.3 0 5 2.159 16.6 0.0 0.9 O FS - 2.1591 AFTER 5 ITERATIONS N rN SLICE SLIP SUPFACE CONESION FRICTION POPE x NORh.AL FORCE * IFITERSLICE FORCES * LiaE OF THRUST A Y ANGLE PRESSURE * h A G N 1 T t! V £ SHEAP. * NORMAL SHEAR 1NCLIM. * VT POA (PSF) (DEGREES) (PSF) * TOTAL EFFECTIVE STRESS * tFOUM.US) (POUNDS) (L'EGREF'S)* 0 175.00 175.00 1 280.00 IIS.00 200. 20.00 0.00 3S5'360. 255340. 58S. 11456S. 34191. 16.61 139.10 0.40 2 29a.00 105.00 200. 20.00 312.00 111302. 105677. 10-1. 160095. 47764. 1S.61 126.9'V(T) 0.31 3 33?.CO 105.00 200. 20.00 686.00 331379. 202567. 1307. IOS19S. 31386. 16.61 122.76(I') 0.22 4 255.00 105.00 200. 20.00 811.00 25710U. 218172. SS?. 639?3. 19086. 16.61 115.72 0.36 396.00 110.00 200. 20.00 686.00 48870. 40581. 659. 3E.503. 30891. 16.41 117.60 0.38 6 412.00 120.00 200. -10.00 312.00 45801. 3Y935. 449. 5041. 1504. • 16.61 122.46 0.41 'O • 420.00 125.00 200. 20.00 0.00 6359. 6289. 207. -0. -0. 23.02 682.32(T) 0.00 G m Z SLICE' CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON SLIP SURFACE ******** 1NTERSLICE MAMMARY DATA tt*** XCG YCU POIHT.Y (POUNDS) W*COS(ALPHA) IOTAL EFFECTIVE * X YT(EFF) NORMAL SMESS W 1Y1.71 165.42 175.00 378000. 1.083 2938. 2928. * -18U.00 131t.28 1831.47 T !L'7.6Y 109.87 175.00 11700C. 1.142 5174. SB62. * 295.00 126.80 ?Q'7.S? .16 105.00 160.00 315•?o0. 1.052 7890. 7204. * 337.00 2.62 1538.44 4 3E'8.65 105.00 I35.00 244800. 1.050 5356. 4545. * 385.00 115.S5 1758.17 5 390.13 107.33 130.00 33000, 1.627 4045. 3359 1 396.00 1.7.15 1575.67 6 402.5-1 114.10 126.Go 249SO. 2.164 2427. 2"_!E. 1 412.<)0 _Y2.51 '1n9.4Y BIG CnNYUN 1790621-13 SECT10PI D-D' MIN. S.F. ' I CONTROL DATA :LUMBER OF SPECIFIED CENTERS 0 NUMBER OF DEPTH LIMITING TANGENTS 0 ' NUMBER OF VERTICAL SECTIONS 7 NUMBER OF SOIL LAYER BOUNDARIES 3 NUMBER OF PORE PRESSURE LINES 0 INUMBER OF POINTS DEFINING COHESION PROFILE 0 SEISMIC COEFFICIENT 51rS2 n 0.00 0.00 ISEARCH STARTS AT CENTER ( 380.Or 240.0 r1J1T'H FINAL GRID OF 2.5 IALL CIRCLES PASS THROUGH THE POINT ( 397.0r 350.0) GEOMETRY ISECTIONS 137.0 175.0 295*0 337.0 385.0 397.0 420.0 T. CRACKS 305.0 305.0 305.0 320.0 345.0 3::0.0 355.0 I W IN CRACK 305.0 305.0 305.0 320.0 345.0 380.0 355.0 BOUNDARY 1 305.0 305.0 305.0 320.0 345.0 350.0 355.0 BOUNDARY 2 305.0 305,0 375.0 375.0 375.0 370.0 :7.`'Z.0 IBOUNDARY 3 440.0 440.0 440.0 440.0 440.0 440.0 440.0 SOIL PROPERTIES LAYER COHESION FRICTION ANGLE: DENSITY 1 240.0 25.0 120.0 2 235.0 20.0 120.0 I1 BISHOP MODIFIEDYLEFEB'VRE 1971 BIG CANYON 1790621-13 SECTION D-D' MIN. S.F. NU02ER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOPI FS10M8) rl 1 35143 111.3 ' 380.0 240.0 1.657 1.579 2 350.7 110.7 385.0 240.0 1.657 1.59'2 3 351.4 106.4 380.0 245.0 1.656 1.576 4 35140 106.0 3S2.5 2145.0 1.657 1.584 5 351,4 103.9 380.0 247.5 1,657 1.576 6 351.8 106.8 377.5 245.0 1.664 1.577 7 351.3 108.8 380.0 242.5 1.656 1.577 ' 8 351.0 108.5 382.5 242.'S 1.654 1,582 9 350.7 108.2 385.0 242.5 1.658 1.592 10 35100 106.0 382.5 245.0 1.657 1.584 11 351.0 111.0 382.5 240.0 1.652 1.581 ' 12 350.7 130.7 d85.0 240.0 1.657 1.592 13 35113 111.3 380.0 210.0 1.657 1.579 14 350.9 113,4 382.5 237.5 1.6.`i2 1.581 15 350.6 11311 385.0 237.5 1,655 1.590 ' 1b 351.3 113,8 380.0 2d'1.5 1.659 1.582 I 17 350.9 115.9 382.5 235.0 1.653 1.583 18 350.7 110.7 285.0 240.0 1.6b'7 1.592 19 351.3 11143 380.0 240.0 1.657 1.579 ' 20 351.2 116.2 380.0 225.0 1.661 1.586 :.'1 350.6 115.6 385.0 -135.0 1.653 1.588 MINIMUM- 1,652 FOR THE CIRCLE OF CENTER ( 382.51 237.5) )roject No: 17g06z1- 15 Leighton & Associates Plate No: OOQA(e/n) V y _� H _I N a '-f yes Ilia ' ! D Q►_Ss4� 0 - - - t iT i,.,1_. �• 1- .. t _ __ 111 1�t - - _ I - 1 _ j • 1 I ' It aln Qv � 1 CD CU Q --•-.�_ i-(_-r_ . -j ' -� i I ' 1 _ -1- ._r-_I. ' ,_.�. T I 1.. _f �, ' f 1 7•IT -t_r-• --t-�-• _t_'_^ j' 11 T• i t t' i l ��- ' ! i 1 r�. rn - ;-* _. .� . • --; 'a-cull. I.M. _:C Lp } rtRl I _.�^�•_ _mil-:I,�1-jay, 1�_�I- I I�.T I_T �---t--t- �;- - -+--- - -�t•- -G_ -i' , -f-+ i r - -'j��'T-t''��- ! '_ I J _ - I , 1 1 i r .• _i_ - • ' ' - T'Li TI ! --R 4.i+ TF IN * F --` --T } I I ! �f I -i .•�. ` : !_ $5f f IG, - ' i� Y - -- -I W r 7 ,GS IU3EdT i T r- 1 B1SHOF' MODIF'IEDrLEF"EBVRE 1971 � I BIG CANYON 1790621-13 SECTION G-0' MIN. S.F . ICONTROL DATA NUMBEk OF SPECIFIED CENTERS 0 NUMBER OF DEPTH LIMITING TANGENTS 0 I NUMBER OF VERTICAL SECTIONS 6 NUMBER OF 001L LAYER BOUNDARIES 3 NUMBER OF PORE PRESSURE LINES 0 NUMBER OF POINTS DEFINING COHESION PROFILE: 0 ' I SEISMIC COEFFICIENT S L S2 = o.0"0 0.00 ISEARCH STARTS AT CENTER ( 285.0r 202.5) YWITH FINAL GRID OF 2.5 ALL CIRCLES PASS THROUGH THE POINT ( 30.5.0r 3210.0) ' I GEOMETRY , ISECTIONS 143.0 192.0 -)05.0 225.0 .:.)?0.0 305.0 ' T. CRACKS 275.0 275.0 280.0 285.0 313.0 320.0 W IN CRACK 275.0 275.0 280.0 285.0 313.0 320.0 BOUNDARY 1 275.0 275.0 280.0 285.0 313.0 320.0 BOUNDARY 2 285.0 285.0 285.0 295.0 .'S25.0 320.0 BOUNDARY 3 360.0 366.0 360.0 360.0 360.0 360.0 'I SOIL PROPERTIES LAYER COHESION FRICTION ANGLE DENSITY 1 240.0 25.0 120.0 ' 2 225.0 20.0 120.0 1 BISHOP MOI,IFIEIi.LEF'EBVkE 1971 BIG CANYON 1790621-13 SECTION G-S' MIN. S.F. NUMBER TANGENT' RAD1U5 (X) CENTER ' (Y) CENTER FS(BIS'HOP) F'S(OMS) 1 321.7 119.2 285.0 202.5 1.536 1.470 I 2 321.0 118.5 290.0 202.5 1.558 1.502 3 321.8 114.3 285.0 207.5 1.54E 1.474 4 322.6 1-10.1 280.0 202.5 1.532 1.4S'5 5 322.1 119.6 2S2.5 202.5 1.531 1.459 6 321.7 119.2 28 5.0 202.J .5 1.5t,.5 1.470 7 322.2 117.E 282.5 205.0 1.532 1.459 S 322.1 122.1 282.5 200.0 1.830 1.459 9 321.7 121.7 285.o 2)00.0 1.534 1.469 I 10 3'.T2.6 122.6 280.0 300.0 1.533 1.457 11 322.0 124.8 282 5 197.5 1.531 1.461 ' 12 321.7 119.E 285.0 203.5 1.536 1.4%0 13 322.6 120.1 250.0 202.5 1.S32 1.45S I 14 322.5 125.0 280.0 197.5 1.535 1.461 15 321.6 124.1 285.0 197.5 1.533 1.468 �I F.S. MINIMUM= 1.530 FOR THE CIRCLE OF CENTER < 282'.5y 2'00,0) ' iro}ect No: I7g0621 -13 Leighton & Associates Plate No: - 14 000A(e/n) 1 APPENDIX C [ILL] L L] ' LEIGHTON and ASSOCIATES INCORPORATED ' 1790621-13 APPENDIX C GENERAL EARTHWORK AND GRADING SPECIFICATIONS ' 1.0 General Intent These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrains, and excavations. The recommendations contained in the geotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these 1 specifications or the recommendations of the geotechnical report. 2.0 Earthwork Observation and Testing ' Prior to the commencement of grading, a qualified geotechnical consultant (soils engineer and engineering geologist, and their representatives) shall be employed for 1 the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly. 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 or agency ordinances, these specifications and the approved grading plans. If, in the 1 opinion of the consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than required in these 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 determine the degree of compaction will be ' performed in accordance with the American Society for Testing and Materials test method ASTM D1557-78. 1 3.0 Preparation of Areas to be Filled_ 1 3.1 Clearing and Grubbing: All brush, vegetation and debris shall be removed or piled and otherwise disposed of. 3.2 Processina: The existing ground which is determined to be satisfactory for ' support of fill shall be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until the soils are broken down ' and free of large clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform compaction. 1 I LEIGHTON and ASSOCIATES INCORPORATED ' 3.3 Overexcavation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that surface processing cannot be adequately improve the condition, shall be overexcavated down to firm ground, approved by the consultant. 3.4 Moisture Conditioning: Overexcavated and processed soils shall be watered, ' dried-back, blended, and/or mixed, as required to attain a uniform moisture content near optimum. 3.5 Recompaction: Overexcavated and processed soils which have been properly mixed and moisture-conditioned shall be recompacted to a minimum relative compaction of 90 percent. 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 horizontal to vertical units), the ground shall be stepped or benched. The lowest bench shall be a minimum of 15 feet wide, shall be at least 2 feet deep, shall expose firm material, and shall be approved by the consultant. Other benches shall be excavated in firm material for a minimum width of 4 feet. Ground sloping flatter than 5:1 shall be benched or otherwise overexcavated when considered necessary by the consultant. 3.7 Approval: All areas to receive fill, including processed areas, removal areas and toe-of-fill benches shall be approved by the consultant prior to fill placement. ' 4.0 Fill Material 4.1 General: Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the consultant. Soils of poor gradation, expansion, or strength characteristics shall be placed in areas designated by the consultant or shall be mixed with other soils to serve as satisfactory fill material. 4.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in 'fills, unless the location, materials, and disposal methods are specifically approved by the consultant. Oversize disposal operations shall 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 shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the consultant. 4.3 Import If importing of fill material is required for grading, the import material shall meet the requirements of Section 4.1. 5.0 Fill Placement and Compaction ' 5.1 Fill Lifts: Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. ' The consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each ' layer. C - ii 1pl;oft LEIGHTON and ASSOCIATES INCORPORATED ' 5.2 Fill Moisture: Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture-conditioning and mixing of fill ' layers shall continue until the fill material is at a uniform moisture content at or near optimum. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture- conditioned, and mixed, it shall be uniformly compacted to not less than 90 percent of maximum dry density. Compaction equipment shall be ' adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction. 5.4 Fill Slopes: Compacting of slopes shall be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent. 5.5 Compaction Testing: Field tests to check ,the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, the tests will be taken at an interval not exceeding.2 feet in vertical rise and/or 1,000 cubic yards of embankment. 6.0 Subdrain Installation Subdrain systems, if required, shall be installed in approved ground to conform to ' the approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the approval of the consultant. The consultant, however, may recommend and upon approval, direct changes in subdrain line, grade or material. All subdrains should be surveyed for line and grade after installation and sufficient time shall be allowed for the surveys, prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes will be examined during grading. If directed by the ' consultant, further excavation or overexcovation and refilling of cut areas shall be performed, and/or remedial grading of cut slopes shall be performed. Where fill- over-cut slopes are to be graded, unless otherwise approved, the cut portion of the ' slope shall be made and approved by the consultant prior to placement of materials for construction of the fill portion of the slope. C - ill u �LILJ' LEIGHTON and ASSOCIATES INCORPORATED ROCK DISPOSAL DETAIL FINISH GRADE ---------- --- ----- -:--7-COMPACTED:-.:-:-= ---------4 10, MIN. FILL:-:-7-7-:--*7 SLOPE — --- --------- ------------------ - -- ------------ ------- ----------- FACE ------------------------ — --- - - - ---- - --11-1--------- -- -------- - - ------- -- - ---- --- --- -------- -- - ---- -- ----------17----------------------------- -------------------------------- ----- - --------- - ----------- ----- Q _HH -- -------- 4---- ----------------------------------------------------—------M----I---N----- -- ----------- ------------ ------------4----1-A— ------ ---- 5' LL .-- - - H ------- - ------------ - ------- ---------- - - -- - ------ --- -- ---- --- ---- ----- - --- - - --- -------~-------- -- HF --- OV E R S I Z E:-- WINDROW GRANULAR SOIL' To fill voids, densified by ilooding PROFILE ALONG WINDROW c - IV BENCHING DETAILS - ------------ - ------------- FILL SLOPE PACTED --- -FILL ----- -- -- ----- --------- 11 ---- - --- -- --------- - ---------- PROJECTED PLANE -------- ----- I to ( maximum from toe :;7------- ------- - ----- of slope to approved ground REMOVE - -- ----- UNSUITABLE MATERIAL NATURAL ------- GROUND 41 MIN. --- - -- BENCH kENCH HEIGHT (typical) VARIES 2, IN- 15, MIN. DEPTH OWE(KEY)NCH -q _- COMPACTED FILL OVER CUT SLOPE FILL REMOVE. NATURAL UNSUITABLE GROUND \ ------ ---- MATERIAL ----- 41 MIN. BENCH BENCH4 20 I HEIGHT HYPical)l VARIES 51 MIN. —LOWEST BENCH CUT FACE To be constructed prior to fill placement NOTES: LOWEST BENCH : Depth and width subject to field change based on consultant's inspect ion. SUBDRAINAGE: Back drains may be required at the discretion of the geotechnical consultant. C -v SIDE HILL CUT PAD DETAIL ' NATURALGROUND � ' OVEREXCAVATE — / / --- / / FINISHED CUT PAD AND RECOMPACT (REPLACEMENT FILL)_ — --_—_-- -- ' --� __=_ Pad overexcavation and recompaction OVERBURDEN ._1 (MIN.P`— OR UNSUITABLE =t —=r=_ �` shall be performed if determined to MATERIAL be necessary by the geotechnical BENCHING consultant. UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT ' SUBDRAIN AND KEY WIDTH REQUIREMENTS DETERMINED BASED ON EXPOSED SUBSURFACE CONDITIONS AND THICKNESS OF OVERBURDEN 1 ' C - vi TRANSITION LOT DETAILS CUT-FILL LOT NATURAL GROUND 5, MIN. ----------- 3011 MIN. :-66-9PTE-FED F I LL_=E�_:H a------ D - ---- — -------- ----- ------ -------- OVEREXCAVATE AND RECOMPACT --- UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT CUT LOT NATURAL GROUND -IREMOVE 5,•• UNSUITABLE MATERIAL 30" ------------ ----------------- ---------- ---------- 'COMPACTED:__z___:r - :F_JL OVEREXCAVATE AND RECOMPACT :� LL' UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT NOTE: Deeper overexcovation and rec6mpaction shall be performed if determihed to be necessary by the geotechnical consultant. C - vii CANYON SUBDRAIN DETAIL NATURAL GROUND REMOVE UNSUITABLE MATERIAL -- COMPACTED— — FILL_---- --�'__7Z --- -- — ----------- -- ---- --------------- --BENCHING --- —— --- --------- --- -- ------------ ----------- --— — ---- ------------- SUBDRAIN TRENCH SEE ALTERNATES A&B SUBDRAIN Perforated Pipe Surrounded With ,ALTERNATE A: Filter Material FILTER MATERIAL: FILTER MATERIAL Filter material shall be 3/f t. Class 2 permeable material 9 ft. per Slate of California Standard Sppcifications, COVER or approved alternate. Class 2 grading as follows: 6" MIN. SIEVE SIZE PERCENT PASSING lot 100 BEDDING 3/411 90-100 Alternate A-1 411 MIN. Alternate A-2 318" 40-100 No. 4 25-40 No. 8 18-33 61" W No. 30 5-15 Alternate A-1 PERFORATED PIPE No. 50 0-7 6" 0 MIN. No. 200 0-3 SUBDRAIN 1 1/2" Gravel Wrapped ALTERNATES: in Filter Fabric NOTE: 611 MIN. OVERLAP In addition to the wrapped gravel, outlet portion of the subdrain should be equipped with a minimum of 10 feet 0 a 0 0 00 long perforated pipe con- Q 0 0 0 MIRAFI 140 FILTER a FABRIC OR 0 a at nected to a nonperforated pipe APPROVED having a minimum of 5 feet in EQUIVALENT length inside the wrapped Alternate 183-1 gravel. 11 1211 MIN. GRAVEL OR Alternate B-2 APPROVED EQUIVALENT • SUBDRAIN INSTALLATION - Subdrain pipe shall be installed with perforations down or, at locations designated by the geotechnical consultant, shall be nonperforated pipe. SUBDRAIN TYPE - Subdrain type shall be ASTM C508 Asbestos Cement Pipe (ACP) or ASTM D275 1, SDR 23.5 or ASTM DI 527, Schedule 40 Ac-rylonitrile Butadienc, Stvrene (ABS) or ASTM D3034 SDR 23.5 or ASTM D1785, Schedule 40 Polyvinyl Chloridt, Plastic (PVC) pipe or approved equivalent. C -viii SLOPE BUTTRESS OR REPLACEMENT FILL DETAIL MIN. ------ --------- OUTLET PIPES ------ FILL ET 4" 0 Nonpertorated Pipe, ------- ---- 3011 MIN. 100' Max. O.C. Horizontally, - ---- -- BACK CUT 30' Max. O.C. Vertically - -- I:I OR FLATTER --- ---- BENCHING ---- --- - SUBDRAIN - ------ ----- SEE ALTERNATES A & B ----- -------- - -- --------- --- - --------- ---- -------- FILTER MATERIAL - --------- -------- 3 f .3/ft. KEY - -------- --- --- T-CONNECTION J". DEPTH 5%MIN.. -- ------------ ------------ MIN. PERFORATED PIPE 21 MIN. KEY-VVLQ-TH 411 0 MIN. EQUIPMENT SIZE-GENERALLY 15 FLET ALTERNATE A 6"MIN.OVERLAP TEMPORARY 'POSITIVE SEAL FILL LEVEL SHOULD BE I V-.1-IAIN. PROVIDED GRAVEL OR AT THE JOINT APPROVED RECOMPACTED FILL S%MIN. EQUIVALENT IN.SELECT BEDDING BACKFILL OUTLET 0 MIN.NONPERFORATED PIPE MIRAFI 1,10 FILTER PIPE FABRIC OR APPROVED EQUIVALENT DETAIL A-A' ALTERNATE 8 NOTES FILTER MATERIAL: • Fill blanket, back cut, key width and Filter material shall be key depth are subject to field change, Class 2 permeable material per report/plans. per State of California III Key heel subdrain5 blanket drain, or Standard Specifications, vertical drain may be required at the or approved a I I ernate. discretion of the geotechnical consultant. Class 2 grading as follows: 9 SUBDRAIN INSTALLATION - Subdrain SIEVE SIZE PERCENT PASSING pipe shall be installed with perforations 100 down or, at locations designated by the geotechnical consultant, shall be 3/4" 90-100 ponperforated pipe. 3/8" 40-100 * SUBDRAIN TYPE - Subdrain type shall No. 4 No. 8 25-40 18-33 be ASTM C508 Asbestos Cement Pipe No. 30 5-15 (ACP) or ASTM D275 1, SDR 23.5 or ASTM No. 50 0-7 D1527, Schedule 40 Acrylonitrile Butadiene No. 200 0-3 Styrene (ABS) or ASTM D3034 SDR 23.5 or ASTM D1785, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe or approved C - ix equivalent. 1 1 1 APPENDIX D 1 ' LEIGHTON and ASSOCIATES INCORPORATED 1790621-13 APPENDIX D HOMEOWNER'S GUIDELINES FOR SLOPE MAINTENANCE Many owners of new hillside homes do not realize that their property is in need of special maintenance. Too often, hillside homeowners become lax in proper maintenance of slope and drainage devices, resulting in catastrophic consequences. Homeowner's Guidelines for Slope Maintenance is designed to familiarize property owners with features of their newly acquired property with which they may not be acquainted. Governing agencies require hillside property developers to utilize specific methods of engineering and construction to protect those investing in improved lots or constructed homes. For example, the developer may be required to grade the property in such a manner that rainwater will safely leave the lot and to plant slopes so that erosion will be kept to on absolute minimum. He may be required to install permanent drains. However, once the lot is purchased, it is the buyer's responsibility to maintain these safety features by observing a prudent program of lot care and maintenance. The owner who overlooks regular inspection and maintenance of drainage devices and sloping areas may expose himself to severe financial loss. In addition to his own property damage, he may be subject to civil liability for damage occurring to neighboring properties as a result of his negligence. The following guidelines are for the protection of the buyer's investment and are of paramount importance: I. Care should be taken that slopes, terraces, berms (ridges at crown of slopes) and proper drainage are not disturbed. Surface drainage should be conducted from the rear yard, through the sideyard, to the street. - 2. All roof and yard runoff should be conducted to either the street or storm drain by nonerosive devices such as sidewalks, drainage pipes, ground gutters, driveways, etc. Driveway runoff should be conducted to the street in such a manner as to inhibit small soil failures. Do not alter your drainage without first obtaining expert advice. 3. Keep all drains cleaned and unclogged, including gutters and downspouts. During heavy rain periods, inspect drainage performance often, as this is when trouble occurs. Watch for gullying and ponding. Correct problems as soon as possible. Q. Any leakage from pools, waterlines, etc. or bypassing of drains should be promptly repaired. S. Eliminate animal burrows and animals that make them, as they can cause diversion of surface runoff, promote accelerated erosion, and even bring about shallow soil flowage. 6. Never alter your slopes without expert advice. If your lot is built on fill, or partly on fill, consult with a soil engineer whenever you contemplate significant topographic modification of the lot. Do not spread loose fill over slopes. 21;�ft D - 1 LEIGHTON and ASSOCIATES INCORPORATED ' 7. Should you contemplate modification of manufactured or natural slopes within your property, consult with an engineering geologist. Any oversteepening may result in the need for expensive retaining devices. The undercutting of a toe-of-slope may reduce the designed safety factor which may result in slope failure. 8. If unusual cracking, settling or earth slippage occurs, consult a qualified soil engineer or an engineering geologist immediately. 9. Be careful with piecemeal or homemade approaches to repair of slope instability as this can result in exasperation of instability problem. 10. Remember that most common causes of slope erosion and shallow slope failure are: a. Gross neglect in the care and maintenance of the slopes and drainage devices. b. Inadequate and/or improper planting. (Replant barren areas as soon as possible.) c. Too much irrigation or diversion of runoff over the slope. (Keep plants watered, but do not overwater.) i1. Do not let conditions on your property create a problem fo- your neighbors. By working together with neighbors to prevent problems, you can not only promote slope stability, adequate drainage and proper maintenance, but also increase the aesthetic attractiveness of the community. D - ii I u �IJL1• LEIGHTON and ASSOCIATES INCORPORATED 1 1 APPENDIX D ARCHAEOLOGICAL AND PALEONTOLOGICAL REPORTS I 1 am M M M W =a M M M M WS ON Am M am in so in e ARCHAEOWGICAL SURVEY REPORT INTRODUCTION The tolluwing report is submitted in response to a request by Phillips Brandt Ruddick to conduct an archaeological records check and survey on a 22.5 acre parcel of land located in the Newport Beach area ON of Orange County. The property under stud is known as the •Big Canyon Area 10.• THE BIG CANYON SITE 10 (22.5 ACRES) LOCATED IN NEWPORT BEACH, CALIFORNIA LOCATION AND DESCRIPTION The Big Canyon Area TO property 1s located in Newport Reach, CA Olgurs 1). The specific boundaries are shown in Figure 2. The majority of the property is a fairly steep slope which drops from San Joaquin Hills Road down to the Big Canyon Country Club Golf Course. There is one small area FOR on the western edge of the property which is relatively flat. This area PHILLIPS ORANDI REDDICK has been disturbed by recent discing. 1UO12 SKY PARK CIRCLE iRVIHl, CA 92714 Vegetation on the property consists of grass and mustard weed, chaparral, ATTN: LUAU VOGELSANG and samx patches of reeds. General ground visibility was poor; however most of the area was observable due to the existence of disced areas and dirt roads. METHODS By A literature and records search was conducted utilizing the master files SCIENTIFIC RESOURCE SURVEYS, INC. housed at SRS. The files contain the most complete and up-ta-date 2770-F SOUTH HARBOR BOULEVARD SANTA AMA, CA 9270/ B archaeolo ical, paleontological and historical records for orange County, 270 Including historic environmental maps. The archaeological files are m periodically updated and coordinated with the district clearinghouse for Los Angeles, Ventura and Orange Counties at the University of California at Los Angeles Through a reciprocal trade agreement. �aew/r✓ ter+✓ The property was systematically surveyed 6y[lark pesautels on May 12, 1980. W NAY 14, 19s1 Using detailed archaeological and environmental Information, the attire property was visually inspected. The type of survey conducted was the non-exclusive deployed surface survey with background research (King 1978). rah PIN lWar r �r r rr M r r man r s +m r � r W M Specifically, tills roans that inspection was confined to the ground surface only and that no attempt was made to clear obstructions such as m brush, grasses, leaves and other materials. The property was physically traversed, using background research to identify areas of high potential for archaeological sites. FINDINGS The records search revealed that there are so previously recorded sites on the property. The records show several sites (now destroyed) to the i southwest of the property. The environmental naps revealed that only the western flat edge of the property was suitable for prehistoric habitation andfor extensive-use. s The walkover survey revealed that there are no-archaeological resources . trl within the boundaries of the proposed project. ; MITIGATION MEASURES r Nane required for archaeological resources. Scle Resource f S�y5��9d Date i B18t10GIWRY KuU, Th"s F. 1978 Tite Archeological Surv!y: Methods and Uses, heritage Cooser. Oation and"Aecnation Service.�S.l!epar—fmant of the interior. Washington, D.C. U.S. Forest Service 1940 DIN: vegetation Types of California. Corona Quadrangle, 1930- 1934 vegetation Survey Superimposed on the 1894 and 1899 USES 30 Minute Series, WINN W go W to 1040 IVA •W* we up* lmIee _MW ra .alma, '.. PALLWIULOGICAL SWVLY RLPORT INTRODUCTION e ) The following report is submitted in response to a request by E Ms. Luana Vogelsang of Phillips Brandt Reddick to conduct a palsonto- • logical records search and survey of Big Canyon Area 10 in the City of Newport Beach. The parcel consists of 22.5 acres. OR - LOCATION AND DESCRIPTION TIME BIG CANYON SITE 10 (22.5 ACRES) The 81 LOCATED IN NCRPORT BEACH. CALIFORNIA g Canyon property Is located near Fashion island, Newport Beach, California (Figure 0. The specific boundaries are shown in Figure 2. The majority of the property is a fairly steep slope which descends from San Joaquin Road to Big Canyon Country Club Golf Course. The underlying • geology Wwel) exposed in the riddle portion of the property. FOR METHODS f f P1111 LIPS ONANUT RCJwICK A records check was Initiated with the Invertebrate and Vertebrate � 11012 SKY PARK CIRCLE Sections of the Natural History Husew of Los Angeles County. A liters- ATIN: LUANA VOGELSANG lure and map search was conducted utilising the Amster files housed at SAS. In addition, Paleontologists Rod Raschke, Dr. Lawrence Barnes, and Dr. Ed Nilson ware consulted on the paleontological resources of the area. Their assistance is greatly appreciated. The property was physically , Inspected on May 30, 19I0, by Mr. Mark Roeder. SRS Paleontologist. by FINDINGS SCILHIIFIC RLSWRCE SURVEYS, INC. There are two geological formations present in the study area (Figure 2). 2770 F SWIII HARBOR BOULEVARD TIM rock units' btratigraphic positions and ages (in millions of years) SNIfA AIU1, IJ1 92104 are shown in Table 1. • Monterey Formation (Tm) - The Monterey Formation Is the oldest sedimentary rack unit on the property; it Is present over most of the study area (Figure 3). W JUIIE 1980 The Monterey Formation on the subject property consists of a predominantly Table 1 e Geological hmw an Table 2d formations it i.,xn,xx„r ra 1LLtcv is•t W AGF( )ns uF yea" PkN10D EPOCH ears FORHATIONS ,avw 5rww .xw.w m+r+Yf .•,ate•a w wu+.w U. Holocene .Oil Alluvium and Colluvlum �� r am-. •"T'"��+.�" m ..MU- M.�.,r„!m iif(xx, ,e, Pleistocene ---- Palos Verdes Sand Eli n' ur W 1.tl hr.111 m aa.r,aw Pliocene n`5.rtiii. iwx.na...,,.,.+x,r 5.0 wws.•..,w Monterey formation tIa>lN,u w.r,r. Miocene �..oxrr . 22.6 i Oligocene �i)iwn v=r :.. " 37.5 Eacentl h.ae,ttii YOWrm ,uwa napnaw„J 53.6 x W.I� r'•W fJ wIr1.,NM. Woujimm a white to mm:dirmr gray siltstone, minor amounts of diatomaceous shaL and bedded chert that were deposited In a marine environment of moderate to �.e 3m •••;,'; deep water in depth. in Orange County this fine grained sequence of rocks is locally fossiliferous and has produced a number of marine Warta- - brate (animals with backborurs) rewains. Ounces of marine mamaals such as dolphin, porpoise, sea lion. whale (Do,,ns 1955; Savage and Barnes 1972; Barnes 1976). fish, shark, birds, (Howard )966,'1968, 19700 1976) and The potential for articulated fish skeletons In the finely layered silt- sone reptiles and non-marine rmammals are known from beds within the stones and diatomltes present in the rocks of the Monterey Formation Monterey Formation in Orange-County (see Table 2). should not be overlooked, as fossil leaves, shrimp, and mollusks often occur in these fish skeleton bearing horizons. The Monterey Formation, In the vicinity of Big Canyon Area 10. has yielded Occasional marine manual bone. A baleen whale skull was collected at Palos Verdes Sand (qtm) LA41 7139 (Figure 2) (Barnes 1900). Earthwoving operations in this form- Palos Verdes Sand occurs in the northern half of the property along atiun an the subject property could produce additional vertebrate bone San Joaquin Hills Road. The best exposures of this late Pleistocene of scientific Importance. No fossils Ner'e Observed during the survey, (100,000 years ago) marine sandstone can be seen in a large east-facing 4 5 �`�t•,� ';/—•np 5 •c' z d� m to` a. F .� �� _� .; iT 9 •� a lT��.`••r�` '�ikMS � // t S6 .1T � ' •� r•F�•�f,E "•- ', 1l s �`.�•;�? / ASS V !. _• •�Si' ''�j• 1 ar, � � yil�t AR /. _.•• ; .r--�i•�'�+p'V�•��,' tN� `•�;.•1 'r�jCi•.+'�•eyF.j� T4 y ST !�'•,.-ate '`'ti �Q� �•e's• S v �1�-ap �`•�y,.! '��.+) e� •.d)WIbA-SID7 :(i '_ p '� ,yip v • \ :N + ` � tom, rth..:-•-r. a ..r•r �;4•t •:�;,,�, �' �•,17CA1PM�J1A,Py�� "iY.2! �•{`\� n• 1�1`. •r 1 r� � � x .:{. Ck•�• i i 7 1 SPA f sY' �,• r; �Q• „ 1140�� r 6 IT NI Ole Alluvium ` l j.'��rje}-e�• 7�' •f! Otm Marine e Deposits(P.V.Sande) 1\��'•� •••r•��, •{' . Tcs GpfstranTerraco Forwtion (Siltstone) Sri•�,:� � ' - Tm Monterey Formation L�i�•'ptl •SO C•' 1 ✓+ '�- I Ttp Topange Formation(PauWdw member �;�•" Figure 2. Specific Location of Subject Property and Geological Formations and Fossil Localities in the Vicinity. From Morton and Miller (1973) and the locality files of the Natural History Museum of Los Angeles County, the Natural History Foundation of Orange County and the Museum Of Paleontology, University of California, Berkeley. � � i � � i i i i �► i i i � i � i � � cut in the middle portion of the study area. There Is a high probability of the occurrence of scientifically important fossil remains to the Monterey Formation and, to a lesser extent, in the This rock unit consists of a very firm grayish sandstone with minor overlying Palos Verdes Sand and alluvial deposits during earthmoving Amounts of Holichm. Historically the Palos Verdes SAW, in the Newport operations on the subject property. Sea Table 3 for a paleontological gay area, is very fosslliferous and has yielded nmberous species of sensitivity rating of 9e01091CAl formoLlons within the study area. marine mollusks (clams and snails) (gruff 1946; kAwkoff and Emmrson 1959; Peska 197b), fish and sharks (Fitch 1970), birds (Howard 1940, Table 3. Geological Formations Present In the Study 19511; Miller 197)), and"rim mammals (Miller 1971). In addition. Area and Their Paleontological Sensitivity* remains of Pleistocene lard mammals such as rodents. Insectivores, rab- LOW SENSITIVITY bits, dire wolf, elephant, hors# and bison are known from these marine Alluvium and Colluvlum sands (Miller 1971; Lance 194e). During construction of nearby fashion IIODEWIiE SENStTIYITY Island a few fragments of fossil wood werw.found (Raschke 1990). Palos Verdes Send No fossils were found in this formation during the survey; however holes MICA SENSITIVITY of boring clams (pholids) were observed At the top of the underlying Monterey formation MmM1erey Formation. The likelihood of discovering scientifically import- *Sensitivity assignments are not rigid and are subject ant fossils in the Palos Verdes Sand is moderate. to change with new paleontological Information. Alluvium.nd Colluvium (Qac) The following recommendations are suggested: These deposits, Watch consist of sands and sills, overlie the Palos Verdes I. A qualified paleontologist should be present at the pre-grade meeting SAW along the western edge of the property. Fossils are known frog Pit to consult with the grading and excavation contractor. excavations for roads, hmiag developments, and quarrin IA the Los Ange- Z. A gw11t1s0 Paleontological monitor should W present on a part-time low eosin (hiller ephan in able►.bisn.deposits. rtoothRemains of La earn type pasts during earthmoving-oper•tions in areas within the project animals such as elephants. hones, bison,activities. Hots, deer, and boundaries where the Monterey Formation is present. The monitor allow are known from these types of fosingsils activities. however, there he should also be allowed to spotchack Palos Verdes Sand •ad Alluvium • Iw putenllal for these Lopes of fossils 1n alluvial deposits on the subject property. No fossils were observed during the course of Me which may be subject to grading. field inspecition In these deposity. 3. The paleetologist should be empowered to temporarily direct, divert, or halt grading to allow recovery of fossil remains. Most of the S�WyutY AND CONCLUSIONS time the paleontologist can collect fossils with little or on disrup- tion-of construction activities. to areas rich In microOfossils, Direct Impacts on paleontological resources within the tract areas may removal and washing of soil samples for micro-vertebrates, bones And' result from future construction activities. Those impacts may be bent- teeth remains will be part of the fossil salvaging operation. ficial, to terms of fossil discovery and salvage, or they may be adverse, 4, parr collected from the subject property, with the owner's per- creattng Imdvertad In On Orathenge positive sad#, increased the con- mission, should be deposited 10 an Institution such as the Natural zlrectlon activities in tlw past b Orange County have led to the disco- very of new paleontological resources. History Museum of Los Angeles County, the Natural Hisotry foundation of grange Canty, or Cal-State University, Fullerton, as deemed 6 appropriate. wworw * WWI WIN" wow W, WWI mrww " " " " Sena a newww rwwww it 5. The developer should be aware of the random nature of fossil occur- s rences and the possibility of the discovery of remains of such scien- tific and/or eductlaonal importance to warrant a long-tern salvage BIBLIOGRAPHY Operation or preservation as a park or open space. Barnes, Lawrence G. 1976 Outline of Eastern North Pacific Fossil Catoctin Assemblages. Systematic Zoology, 23(4):321-343. 1980 Personal Comeunlcatioo. Bruff, S.C. 1946 The paleontology of the Pleistocene anlluscam fauna of the Newport Day area, California. University A California Public, Geol. Scl. Bull., 27:213-240. Owns. T.D. 1955 A fossil Sea Lion from San Joaquin Hills. Oranggee Coty, Calif- ornla. 2911. So. Calif. Aced. Sci., 5p(2)Y9-56. un Fitch, John E. s1. 1970 Fish Remains, Mostly Otoliths and Teeth, from the Palos yerds And (Late Pisistxsne) Of California. Los Angeles Co. Mus.Scientific Resource Surveys, 1". Contributions 1n Science, 199:1-141, — Paleontologist Howard. N. 1948 Later Cenozoic avian fossils from near Newport-Boy, Orange County, California. Geol. Sg£, he , W. 59;1372-1373. ' 1958 Further records from the PlmistOctne of Nwport Bay Mesa, 614/80 California. Condor, 69.136. Date 1966 A Possible Ancestor of the Lucas Auk (Family Nancallidae) from the Tertiary of Orange County. Natural History Museum o[ Los Angeles County Contributions—fn Science, 0108-- 1968 Tertiary Birds from Laguna Hills, Orange County, i California Natural Histo Museum of Los Angeles County Contributions n 1970 A ReYlew of the Extinct Avian Gros, Mancalia. Natural Histom Museum of Los Angeles County Contributions La 5clence, 203:12. 1976 A New Species of Flightless Auk from the Miocene of California (Alctdae; Mancallime). Collected Paper in Avian Paleontology Honoring the Ninetieth Birthday of Alexander Wetmore. Sdth- sonian Contributions to Paleubiology, 27;141-146. Kanakgff, G.P. and Y.K. Emerson 1959 Late Pleistocene Invertebrates of the Newport Bay Area, Calif- Oroaa. Los Angeles County Museum Contributions in Science, 31. 8 9 ❑S00 Newport Center Drive,Suite 525 Newport Beach, California 92660' phone(714(640.6363 ❑2927 Newbury Street,Suite C ' Ls. a Berkelpeho California a(415)841.6840 Community Planning. ❑ Natural Resource Management ❑ Environmental Assessment September 10, 1981 Mr. Bruce: Harrigan ' Project Engineer 20 Creek Road Irvine, CA 92714 SUBJECT: ARCHAEOLOGICAL MONITORING •BIG CANYON AREA 10 ' Dear Mr. Harrigan: On the• 4th- of September, I 'acted as archaeological site monitor during ' grading operations at the Big Canyon Area 10 construction site. The property is located in Newport Beach on the north side of San Joaquin Hills Road and extends from the road down a steep slope to the Big Canyon Country Club Golf Course. At the western boundary of the site, there is a residential area, approached from Big Canyon Drive. The eastern edge is bounded by a steep incline and property beloriging•to the Community Association. An archaeological survey of the property was completed in May 1980 by Scientific Resource Surveys, Inc. Their report states that they found no archaeological resources within the area and concluded that there would be no ' adverse impacts from ;develppment of the site.. Grading was in progress when I arrived at the site. The grading crew had already established a roadway to move earth from the lower elevations to the top, western edge of the site. I began the survey by traversing the western end of the site in zigzag transects approximately 8 meters apart. This is a flat area and considered the only part of the property suitable for a prehis- toric site. The. surface had been previously disked to clear vegetation, and was further disturbed by the grading operation. No archaeological material was observed. ' I then proceeded to survey the eastern end of the site, again traversing it in zigzag transects approximately 8 meters apart. This area had also been disked, clearing vegetation and disturbing the surface. A concrete drainage ditch was along the border of the site at this end. The soil had been dis- turbed during construction of the ditch and also during grading operations and construction of San Joaquin Hills Road. A marshy area with patches of reeds occurs toward the middle of the site and was closely examined. No archaeolog- ical material was observed. 1 Lsa ' The middle portion of the site consists of a •steep slope which drops down to the Big Canyon Country Club Golf Course. A grading road had been cut through this area. Because of the steepness of the terrain and 'the presence of heavy tractors grading the hill, I traversed this area in parallel tran ' sects approximately 5 meters apart. I also examined closely the walls of the scarp, and periodically troweled away a segment of the wall. for artifactual and/or fossil material; none was observed. ' I conclude that there are no archaeological resources'within the bound- aries of Big Canyon Area 10 and that further development of the property will ' have no imcact. Sincerely, LARRY SEEMAN ASSOCIATES, INC. Jill Weisbord ' Staff Archaeologist JW/j sm ' cc: Peter Denniston ,. ROD RASCHKE Aoleonlologir. Consultant 1 762 EAST 1 ST STREET LONG BEACH.CALIF. 90862 ' 12131435.1557 -:9 January 1982 ' { Ms. Lynsey Clark a t..S .A. 500 Newport Center Drive, Suite 525 '.awport Beach, California 92660 i final Report Paleontological Observations at Big Canyon Area 30. ( ' Introduction 1 As per the requirements of the City of Newport Beach, periodic paleontological observations were made during rough grading of the Sig Canyon Area 10 project. Inspections began in September 1981 and i:ere completed in January 1982 . The study area -is located north of 1 Fashion Island, adjacent to San Joaquin Hills Road in the City of Newport Beach. ' ;IraLigrapl•ry and Paleontology The project is underlain by sedimentary rocks of the Middle Miocene Monterey Formation and Quaternary age marine terrace deposits. j The Monterey Formation consists of shales and sands which ' accumulated in seas that covered Newport Beach some 12 to 15 million years ago. This formation is known to contain the fossils of various marine fishes, mammals,and birds. 1 The marine terrace deposits are sands, gravels, and cla;Ys that were deposited in and along the margins of a shallow sea that occupied the area some 30,000 years or more• ago. Fossils of several typos or mommaals, birds, ris}ars,anci Itivortol-watts hates• booji c'olln(:lvd 1 i tom J ora 1.1 l i os Scat Lvr(•d .IC'r-0,4s Nowpor l Mo:i7A . Pvsu11.s Of ObsrrvaL i ons rDuring tbo course of the gradiiiq observations fossil remains were u.11cr.Led f.'nm both the MoW.erey Vormal. iOn utid I.hi, marina• Lcrrace ' doposi Ls . i 1 i ' The fossils collected from the Monterey Formation were fish scales and fragments of fish skeletons. In addition several frag- mentary mammal bones were located, unfortunately these fossils were to. poorly preserved to be collected. ' Several pieces of petrified wood were collected from the terrace deposits. ' Conclusions and Recommendations Although a number of fossils were collected none were of individual significance. The significance of these fossils is that they represent a portion of the record of a rapidly vanishing resource.' Lt is imperat.ive' that. the fossils be placed in an institution ' that will properly handle the materials to assure preservation of them. Therefore, the fossils collected during these efforts will be turned over to the Orange County Natural History Foundation for storage. I recommend that these fossils be donated to the Natural ' Hi.:tory Foundation by the landowner. Finally, there is no need for additional paleontological . . observation at Big Canyon Area 100 provided that no additional ' ma;or grading activity is undertaken. I have enjoyed working on this project and if I can be of ' any further service do not hesitate to contact me. ' respectfully Rod aschke Certified Paleontologist ' APPENDIX E NOISE ANALYSIS DATA t NOISE LEVEL(dBA) AT 30 PT 70 80 90 100 110 COMPACTORS (ROLLERS) L) FRONT LOADERS �I BACK M �I TRACTORS SCRAPERS,GRADERS V PAVERS H TRUCKS CONCRETE MIXERS s m CONCRETE PUMPS N N 3 CRANES (MOVABLE) g I CRANES DERRICK) H PUMPS K GENERATORS W y COMPRESSORS N PNEUMATIC W AENCI l L JACK IAAMbE'RS AND ROCK DRILLS W I PILE DRIVERS (PEAKS) I . VERATOR SAWS NOTE:BASED ON LIMITED AVAILABLE DATA SAMPLES CONSTRUCTION EOUPMENT NOISE RANGES SOURCE: EPA, 1971:NOSE FROM CONSTRUCTION EQUIPMENT AND OPERATIONS, BUILDING EQUIPMENT, AND HOME APPLIANCES'. NTD3000.1 ' ACOUSTIC APPENDIX ' FHWA NOISE INPUTSI ' I. Used calculator program for FHWA and following noise inputs 2. San Joaquin Hills Road a. 20,000 ADT - ultimate (provided by Jim Larson, City of Newport Beach, Transportation Planning). b. Measurement is 50 feet from the centerline of the outermost travel lane. c. Hard surface ' d. Average auto, medium-truck and heavy-duty truck mix for day, evening and night based on information from Tom Mahood, Orange County EMA Traffic. 3. Results in text. 65 CNEL contour is 159 feet from the centerline of San Joaquin Hills Road. 1 U.S. Department of Transportation. "FHWA Highway Traffic Noise Prediction Model", December 1977. 1 . 1 LEIGHTON and ASSOCIATES RECEIVED . INCORPORATED MAY 17 1983 1 Irvine Pacific ProIMgt 1 SOIL ENGINEERING TESTING GEOLOGY ENVIRONMENTAL SCIENCES 1 1 GEOTECHNICAL REVIEW OF REVISED TENTATIVE TRACT MAP 1 FOR TENTATIVE TRACT 10814 (BIG CANYON-SITE 10), DATED MARCH 19 1983, CITY OF NEWPORT BEACH, 1 CALIFORNIA 1 . 1 May 17, 1983 1 Project No. 1790621-13 1 1 1 1 1 1 Prepared for: IRVINE PACIFIC DEVELOPMENT COMPANY 1 610 Newport Center Drive Newport Beach, California 92660 Attention: Mr. Luis Trujillo t1151 DURYEA AVENUE, IRVINE, CALIFORNIA 92714 (714) 556.1421 • (213) 691.2125 IRVINE • WESTLAKENENTURA • DIAMOND BAR/WALNUT• SAN BERNARDINO/RIVERSIDE -SAN DIEGO • PALM DESERT 1 ' LEIGHTON and ASSOCIATES RECEIVED INCORPORATED MAY 17 1983t Irving Pacific Prol O SOIL ENGINEERING TESTING GEOLOGY ENVIRONMENTAL SCIENCES May 17, 1983 ' Project No. 1790621-13 TO: Irvine Pacific Development Company 610 Newport Center Drive Newport Beach, California 92660 ATTENTION: Mr. Luis Trujillo SUBJECT: Geotechnical Review of Revised Tentative Tract Map for Tentative ' Tract 10814 (Big Canyon-Site 10), Dated March I, 1983, City of Newport Beach, California ' Dear Mr. Trujillo: Leighton and Associates, Inc. is pleased to transmit the above-titled report to your office ' in accordance with your authorization of March 14, 1983. This geotechnical review covers a Revised Tentative Tract Map prepared by VTN Consolidated, Inc. and dated March I, 1983. The most notable change in the revised Tentative Tract Map would require a change in the fine grading at the site eliminating several split building pads and retaining walls, and replacing them with additional fill to produce either flat pads or split pads with smaller elevation differences. This change and other minor changes are described in the attached text, and their geotechnical impacts are assessed. Recommendations for completing the proposed grading are also included. If you have any questions, please do not hesitate to contact this office. We appreciate the opportunity to be of service. Respectfully submitted, V:?V,ua c/2Cc%d' ' Bruce R. Clark, EG 1073 Principal Engineering Geologist ' Hayim Ninyo, RICE 29539 Project Geotechnical Engineer BC/HN/sdb/dh Distribution: (6) Addressee ' (2) VTN Consolidated, Inc. Attention: Mr. George Saupe (2) PBR, Inc. Attention: Mr. Mitch Brown 1151 DURYEA AVENUE, IRVINE, CALIFORNIA 92714 (714) 556.1421 . (213) 691-2125 IRVINE .WESTLAKE/VENTVRA . DIAMOND BAR/WALNUT .SAN BERNAROINO/RIVERSIDE. SAN DIE00 . PALM DESERT ' TABLE OF CONTENTS ' Section Page 1.0 INTRODUCTION AND HISTORY OF GRADING I 1.1 Introduction 1 1.2 History of Grading I 2.0 SUMMARY OF REVISIONS 4 3.0 GEOTECHNICAL IMPACTS 5 ' 3.1 Gross Stability of Slopes Facing Golf Course 5 3.2 Proposed Sanitary Sewer/Stability of the Upper Slope Adjacent to ' San Joaquin Hills Road 5 3.3 Subdrainage of Lots 5 3.4 Transition Lots 5 3.5 Settlement 5 ' 4.0 CONCLUSIONS AND RECOMMENDATIONS 6 4.1 Conclusions 6 ' 4.2 Recommendations 6 4.2.1 General Earthwork and Grading Specifications 6 4.2.2 Overexcavation 6 4.2.3 Imported Fill Materials 6 4.2.4 Lot Subdrains 6 4.2.5 Control of Surface Drainage 7 ' 4.2.6 Settlement Considerations 7 4.2.7 Common Maintenance of Slopes 7 4.2.8 Geotechnical Observation/Testing 7 ' LIST OF ILLUSTRATIONS ' Figure Figure I - Index Map, 2 ' Plate ' Plate I - Geotechnical Map In Pocket ' APPENDICES Appendix A - Selected References ' Appendix B - Slope Stability Analyses Appendix C - General Earthwork and Grading Specifications Appendix D - Homeowners Guidelines for Slope Maintenance n n_ ' LEI GHTON and ASSOCIATES INCORPORATED ' 1790621-13 1.0 INTRODUCTION AND HISTORY OF GRADING ' 1.1 Introduction In accordance with the authorization of the Irvine Pacific Development Company dated March 14, 1983, Leighton & Associates, Inc. has completed a geotechnical review of the revised grading plan of Tentative Tract 10814 (Big Canyon-Site 10), City of Newport Beach, California. The plan (dated March I, 1983) was prepared by VTN Consolidated, Inc. This report summarizes the history of grading at the subject ' site, the geotechnical impact of the revised grading on the subject site, and our conclusions and recommendations pertaining to the subject revisions. ' 1.2 History of Grading The recent history of grading at the subject site began with the removal and recompaction of the recent and ancient landslide material during the rough grading of Tentative Tract 10814 in 1981. Leighton & Associates, Inc. was the geological and soil engineering consultant to the Irvine Company for this project during ' grading. Grading began in August, 1981 and was essentially completed in December, 1981. The details for this grading operation are included in our report dated July 23, 1982 (Reference 9 of Appendix A). Geotechnical conditions during rough grading ' were essentially as previously anticipated from our preliminary geotechnical investigation prior to grading. The large slide was removed from the central portion of the site and replaced with an engineered fill. In addition, a smaller ancient slide was also removed immediately to the east of the large slide and was also replaced with engineered fill. Prior to placement of fill, an elaborate subdrain system was installed to drain subsurface water which seeped continuously from the backslope of the excavation. This subdrain continues to function presently at a relatively small ' rate of flow. During the excavation and recompaction phase of this project, ground movement devices were installed and monitored in the vicinity of San Joaquin Hills Road and the exposed backcut in the bedrock, to ensure that there would be no ' hazard to San Joaquin Hills Road due to excavations for the removal of the slide material. The measurements showed that San Joaquin Hills Road had not undergone any distress, and that the unsuitable materials were removed and recompacted safely. After grading was completed, Leighton & Associates, 'Inc. continued to monitor the inclinometer holes which had been installed along San Joaquin Hills Road. After more than one year of observations, there is no sign of distress along the road. (Reference 14 of Appendix A). ' As a result of the decision to defer immediate development of the subject site, recommendations for winterization and erosion repair were presented by Leighton ' & Associates in four reports dated March 23, April 29, June 22, and October 5, 1982 (References 4, 6, 8 and 12, Appendix A). These items were satisfactorily completed as concluded in our report dated December 22, 1982 (Reference 13, Appendix A). The intention of these measures was to minimize any additional erosion damage ' during heavy winter storms at the subject site. The work consisted primarily of (1) installing a "kicker fill", (2) regrading existing lot pads to drain water to new storm drain devices, (3) connecting subdrain outlets to terrace drains and cleaning ' the openings of buried subdrain outlets, (4) completing repair of erosion gullies, and o I u luu• ' LEIGHTON and ASSOCIATES INCORPORATED ' 1790621-13 _ F�,, ��., ); � '. _ _ � •<•:•,ram_ '� ':� :.fit-�,ti�. �o',�,"• I \\ .• .,`: � &o„ C� �`\ l �• !. :�.,�ioe 'aruna del N� .'r ! ,I ,� ?•: I 1 t `�,a�� :,i; v. "` ;1 •:.Ij• Hv hNth N A. SPILL \b 41 \nYon. •` ��ti) I �•�\ t 0r05r/ r'Caleas View'A. .r _ ].'c ". •_ �',?•va:. ( 1 tt `•� c� n� Pari� � r �;o ��l•% C •i��.� ```, 9e r—\1 -``� '4, :rp .h .I ' /J , •]\ •� :I•• ' •S .228 o' 2SITF,)' f.�'C e i(,LjHeliport>:``� v • ��. �. p" 'j'O :° rzsit,lr(<; y �` y'J 22zed '0, 7 mm, I :. • ` I I \ ,• .BigCiaft l \ P ' HG/ygt 6 • ♦ 1 oi_ I Res oi —�:�3.�t•\ r �� Irvine Coas J, Nei"kM Country Club t, �• f��iZ� \\t� �� i, ��"'�. ;2p51. „ `. Seh .trMna Terrace r,•l'�;`'Ctl 'w=i;a._��.� `�C�•Jf= U. 'S Co.' ��Jy." _.�•_•//�`� �— -�j r ,F'rre'SW..i. i�' \\`� r rk \ 4'� �•) �".'\``` abstsoonBM Malboa ;\`� U Islaud: ,PG I� \ \ �' .96 .1 •:II.�. {• 0 ♦ 9273 708' •'t ' ]' IRK I� ^'iVt7^ —j_r_ \ r y�l \ e� ':i • •''•a•" . 11• .',�i� `Z Y .�. , :y a� �':• f t .� fit' Caron de :1Ia' :�•., �:• `�' :a '� 172or' a \ ' 2 •� ra ",a C`�.�" ,✓� ��t �rK. Y C.� �\�sPILLwar%¢' <, ,Z,:'..• ;a. \) Comna•Del Ma�S qt� / \ ^i (I, . �'��epe�e�-2\�\ `� a�ka•/N ,''�,• �L/. \\,t ti'' NEWPb'I�T BEAC`$.• . I ]tt �C+, l •'� /�,/,' \1• i:` '.�Hobo\ u3b `:: .\ �:,'.t: � �02;��e'o,'�c Sch a -2R0Pr �0 FIGURE 1 scale feet ' INUEX MAP OF BIG CANYON, SITE 10, NEWPORT BEACH TENTATIVE TRACT 10814 Base Map: USGS Quadrangles - Laguna Beach, Newport Beach, Tustin n- _ � u �uu• — 2 LEIGHTON and ASSOCIATES INCORPORATED 1790621 -13 ' (5) installing a yard drain system to drain water ponding in individual lot pads. The winterization measures enabled the rough-graded site to be protected from the damage by heavy rainfall of the 1982-1983 winter season. Erosion control also was ' helped by a healthy plant growth during this period. During the Spring of 1982, a new sewer manhole was installed in the golf course area to the north of the subject site. The sewer manhole was successfully connected and a subsurface line was excavated and placed to the margin of the subject site for eventual use by the residences on the property (see References 5 and 7, Appendix A). ' As a part of the winterization program and in conjunction with the construction of the sanitary sewer, a storm drain line was also installed across the golf course in the vicinity of the sewer manhole and constructed up the slope to the level of "A" Drive within the project site. This storm drain serves as a temporary drain for water collecting on the site during heavy rains. The storm drain also contains a connection with two buried ' subdrain outlets which drain the subsurface seepage of the landslide removal backslope. An additional outlet from that subdrain empties into the terrace drain behind Lot 6 of the revised tentative tract map. The ' upslope portion of the storm drain is temporary, whereas the lower portion of the storm drain (below the lower terrace drain) and the portion beneath the golf course are permanent. ' The temporary monitoring of slope movements, first begun during the excavation phase of the landslide removal, is currently under way in the permanent borings immediately adjacent to San Joaquin Hills Road. These ' are borings SI-5, -6, -9, -10, -11, and -12. They are being monitored on a quarterly basis, and the most recent results are shown in the report dated March 29, 1983 (Reference 14, Appendix A). The inclinometer measure- ments continue to show that there is no demonstrable subsurface movement in the stabilization fill slope below San Joaquin Hills Road. n& uI ' - 3 _ LEIGHTON and ASSOCIATES INCORPORATED ' 1790621-13 ' 2.0 SUMMARY OF REVISIONS The proposed revision is shown on the revised Tentative Tract Map (dated March I, 1983 ' by VTN Consolidated, Inc.). The pads on the downslope side of this road were originally designed to be split pads with retaining walls between pad levels of different elevation. These were redesigned to be single-level pads with the exception of Lots I through 3, 12 ' through 16, and 21. The revision is accomplished primarily by an addition of fill to the lower (rear) levels of most pads. In some cases, this may create a new transition lot, but in most cases the lot is underlain by a substantial thickness of fill. In Lots I through 3, 12 through 16 and 21, split pads still exist, but retaining walls are replaced with 2:1 ' (horizontal to vertical) fill slopes. Little or no changes were made in the location and elevation of "A" Drive or 'B" Drive, except that IBII Drive is shorter than it was originally planned, and Lots 20 and 21 are serviced by a private drive. ' The proposed retaining wall on Lot 22, the former recreation center, is now replaced by an engineered fill. There is currently an uncompacted"kicker fill"in this location,and there is ' also a small, uncompacted "kicker fill" across "All Drive from Lot 5. Both will need to be removed and recompacted. The lot lines indicating private ownership of individual lots now extend to the level of the ' mid-slope terrace drain. Thus, the upper portion of the high slope adjacent to the golf course, becomes the property of the owner of the lot, rather than the property of a community association. It is our understanding that the Irvine Company will require that ' these slopes be maintained by a common maintenance group, and that a 10 foot setback will be placed between the top-of-slope and the rear limit of the building area on each lot. ' 1 ' - 4 - LEIGHTON and ASSOCIATES INCORPORATED 1 1790621-13 ' 3.0 GEOTECHNICAL IMPACTS 3.1 Gross Stability of Slopes Facing Golf Course To evaluate the impact of the proposed additional fill at the rear portions of the lots at the top slope facing the golf course, slope stability analyses were performed on Cross-Sections 2-21, 6-61, 8-81, B-BI, D-DI and G-GI (see Plate I for the locations of ' the cross-sections). The results of our analyses indicate that the slope with the proposed new fill configuration has a safety factor of greater than the required 1.5 (gross stability). Details of our stability analyses are included in Appendix B. ' 3.2 Proposed Sanitary Sewer/Stability of the Upper Slope Adjacent to San Joaquin Hills ' Road The previous tentative tract map required a sanitary sewer line to be constructed at a depth of as much as 20 feet below the ground surface elevation along "All Drive. This had a negative geotechnical impact, since it would have produced a temporary stability problem for the upper slope adjacent to San Joaquin Hills Road. The revised design eliminates the need'for a deep sanitary sewer line; ' therefore, the negative impact on the stability of the upper slope no longer exists. 3.3 Subdrainage of Lots The subject grading will require importing materials for the additional fill. If the import consists of granular soils, surface water would percolate down through the new fill and be "trapped" above the relative impermeable existing soils. This condition may be detrimental to the gross and surficial stability of the adjacent slope facing the golf course. The impact can be mitigated by use of lot subdroins. ' Subdrainage recommendations are included in Section 4.2.4, "Lot Subdrains". ' 3.4 Transition Lots The additional fill will create some new transition lots. This impact can be mitigated by overexcavation of building pads and replacement of shallow bedrock ' with compacted fill. Recommendations for overexcavation is included in Section 6.2, "Overexcavation11. ' 3.5 Settlement ' Due to possible saturation of near-surface zone in the previously graded areas, there might be a potential for time-dependent settlements from the proposed fill loading. Recommendations to mitigate this potential are included under Section 4.2.6. LEIGHTON and ASSOCIATES INCORPORATED 1790621-13 ' 4.0 CONCLUSIONS AND RECOMMENDATIONS ' 4.1 Conclusions Based on our review of the Revised Tentative Tract Map of Tract 10814 and geotechnical analyses, it is our opinion that the proposed revisions will not adversely impact the proposed development of the subject property, provided that the recommendations included in this report are implemented during grading and construction. 4.2 Recommendations ' 4.2.1 General Earthwork and Grading Specifications ' Prior to the commencement of grading operations, all vegetation should be cleared and disposed of off-site and all loose surficial materials should be removed and recompacted. All areas to be filled should be scarified and/or ' overexcavated, moisture-conditioned and recompacted to at least 90 percent relative compaction prior to fill placement. New fill should be placed in thin lifts and benching into existing fill or bedrock material should be performed ' where the fill material is placed against an existing slope. Grading should be accomplished in accordance with the General Earthwork and Grading Specifications presented in Appendix C. ' 4.2.2 Overexcavation The cut portion of the transition lots, where grading results in a portion of the foundation on cut and a portion on fill, should be overexcavated and recompacted to a minimum depth of 36 inches to minimize the potential of ' differential settlement. In addition, the uncompacted "kicker fills", existing on Lot 22 and across "AI' Drive from Lot 5, should be removed and recompacted. The lower pads of the split-level lots which have been used as desilting basins should be cleared of silt prior to placement of fill. 4.2.3 Imported Fill Materials ' The revised grading will necessitate imported fill. This material should be evaluated and approved by the geotechnical consultant prior to importation. 4.2.4 Lot Subdrains A subdrainage system consisting of 4-inch perforated pipe wrapped with 3 cubic feet per lineal foot of Class II filter material, should be installed at the lots receiving fill. The approximate locations of the recommended subdrainage system are shown on Plate 1. n - 6 — LEIGHTOO fffNL11 and ASSOCIATES INCORPORATED 1790621-13 4.2.5 Control of Surface Drainage ' Surface drainage on the finished lots should be prevented from draining over the top of slopes by means of berms at the top of the slope and yard drains within the rear yards of each residential lot. Yard drains have already been installed at the present elevation of the upper pads and should be extended to the proposed grade. ' 4.2.6 Settlement Considerations It is recommended that graded areas which are to receive fill in excess of ' 2 feet in thickness be explored and their settlement potential evaluated. If any saturated soil zone with a potential for untolerable settlements are found, such soil zones should be removed and replaced during grading in accordance ' with the attached General Earthwork and Grading Specifications (Section C-3.2, Page C-0. 4.2.7 Common Maintenance of Slopes The upper slopes above the golf course should be maintained in a manner which' ' best preserves the integrity of the slope face. This includes, but is not limited to, planting of a proper mix of drought-resistant ground covering and shrubs, close control of burrowing rodents, repair and maintenance of all surface and subsurface drain facilities, and control of the volume and pattern of surface irrigation. It is recommended that the maintenance of the upper and lower slopes be under the control of a single maintenance group, in order to promote ' a consistent and competent maintenance effort. And example of homeowner's guidelines for slope maintenance is presented in Appendix D. ' 4.2.8 Geotechnical Observation/Testing It is recommended that observation/testing be performed by the geotechnical consultant during grading operations. 1 n Q_ ' - 7 - LEIGHTON and ASSOCIATES INCORPORATED 1 ' i 1 1 ' APPENDIX A 1 1 i 1 i i FflAft u 1 LEIGHTON and ASSOCIATES INCORPORATED ' 1790621-13 APPENDIX A ' SELECTED REFERENCES ' I. Leighton and Associates, Inc., 1980; Geotechnical investigation of Big Canyon Site 1% City of Newport Beach, California, Project No. 179621-01, report dated July 10, 1980. ' 2. , 1981; Review of rough grading plan, Big Canyon Site 10, Tract 10814, City of Newport Beach, California, Project 1790621-04, report dated July 13, 1981. 3. , 1981; Addendum to original grading plan review for Big Canyon Area 1% Tentative Tract 10814, by Leighton & Associates, Inc. dated July 13, ' 1981, Project No. 1790621-04, report dated July 22, 1981. 4. , 1982; Incomplete work areas during rough grading, Tract 10814, Big Canyon ' Site 10, Newport Beach, California, Project No. 17090621-06, report dated March 23, 1982. 5. ,1982; Problems associated with sewer manhole, golf course area, northerly of Tract 10814 (Big Canyon - Site 10), Newport Beach, California, Project No. 1790621 -06, report dated April 5, 1982. ' 6. , 1982; Completion of rough grading, Tract No. 10814, Big Canyon - Site 10, Newport Beach, California, Project No. 1790621-06, report dated April29, 1982. 7. , 1982; Addendum to "problems associated to sewer manhole, golf course area, northerly of Tract 10814 (Big Canyon - Site 10), Newport Beach, California, "dated April 5, 1982, Project No. 1790621-06, report dated ' May 21, 1982. 8. , 1982; Report of erosion damage, Tract 10814, Big Canyon - Site 10, Newport Beach, California, Project No. 1790621-09, report dated June 22, 1982. ' 9. , 1982; Final geotechnical report of rough grading, Tract 10814, Big Canyon - Site 10, City of Newport Beach, California, Project No. 1790621-06, report dated July, 23 1982. ' 10. , 1982; Pavement design for internal streets, Tract 10814, Big Canyon - Site 10, City of Newport Beach, California, Project No. 1790621-12, report dated August 3, 1982. ' 11. , 1982; Report of geotechnical services, Big Canyon Drive entry modifica- tions, Tract 10814, Big Canyon - Site 10, Newport Beach, California, Project No. 1790621-08, report dated August 9, 1982. o A - i � u �uLl• ' LEI GHTON and ASSOCIATES INCORPORATED ' 12. , 1982; Winterization and erosion control, Tract 10814, Big Canyon - Site 10, City of Newport Beach, California, Project No. 1790621-10, report dated October 5, 1982. ' 13. , 1982; Report of geotechnical services related to erosion repair and winterization measures, Tract 10814, Big Canyon - Site 10, Newport Beach, California, Project No. 1790621-09 and 10, report dated December 22, 1982. 14. ,1983; Status of inclinometer monitoring of slope adjacent to San Joaquin ' Hills Road, Big Canyon Area 10, Tract 10814, City of Newport Beach, California, Project No. 1790621-06, report dated March 29, 1983. 15. , 1983; Geotechnical impact report of revised tentative tract map for ' Tentative Tract 10814 (Big Canyon - Area 10) dated March I, 1983, City of Newport Beach, California, Project No. 1790621-13, report dated April 14, 1983. 1 1 1 1 A - ii � r& LJU• ' LEIGHTON and ASSOCIATES INCORPORATED 1 ' APPENDIX B 1 nn&^ o , ' LEIGHTON and ASSOCIATES INCORPORATED 1790621-13 ' APPENDIX B SLOPE STABILITY ANALYSIS I Stability analyses were performed using the computer program "SLOPE 8R" based on the procedure originally developed by Spencer for defined non-circular failure planes and "STABR" based on Modified Bishop's Method to search for a minimum safety factor for a circular type of failure. These programs are available at the University of California, Berkeley, Department of Civil Engineering. ' Cross-Sections 2-2', 6-61, and 8-8' of our report dated July 31, 1981 (Reference 2, Appendix A) and Cross-Sections B-B', D-DI and G-GI of our report dated July 23, 1982 (Reference 9, Appendix A) were used in our analyses to evaluate the impact on the slope stability of the golf course slope due to the revised additional fill to be placed at the top of the slope. The soil strength parameters used in these analyses were C = 240 psf and = 25° for ' compacted fill, and C = 200 psf to 300 psf (depending on the foldings of the bedding) and 0= 200 for bedrock. The results of our analyses are presented on the following Plates B-2 through B-14. n n_ ' B - I LEIGHTON and ASSOCIATES INCORPORATED s i ! . . . . _ . _ . f . . . . . i . . . . . . . . . . . . . . . . . . . . ►"w✓�sed ; �� Recortiiriended:-Butfress ; . . . . . . . . . . T13, -Graded.' ' ! ! I -Profile: --- -: i . . . . . . _.�.. . . -- m T18'. . Natiml D Prof ire : I..... .. . .. . . . . .. . . . . cn cn 'Tr 3Ct • to , p lated . . . .. : 1 . . : : : Graund w ater 1..6E i :.: : : ' Levg I01 20 i . . . . i .. , . . . .. . i j - . . I. j ` (Tm ) i ' Ad PIP i-TN3.IAT 1 BISHOP MODIFIEDvLEFEBVRE 1971 BIG CANYON 1790621-13 SECTION .'-2' MIN. S.F. CONTROL DATA NUMBER OF SPECIFIED CENTERS 0 NUMBER OF DEPTH LIMITING TANGENTS 0 NUMBER OF VERTICAL SECTIONS 6 NUMBER OF 0-011. LAYER BOUNDARIES 3 NUMBER OF PORE PRESSURE LINES 0 NUMBER OF F'oIN'CS DEFINING COHESION PROFILE 0 SEISMIC COEFFICIENT' S1rS2 = 0.00 0.00 SEARCH STARTS AT CENTER ( 228.0r 168.0 2 WITH FINAL GRID OF 4.0 ALL CIRCLES PASS THROUGH THE POINT C 257.Or 286.0) GEOMETRY SECTION' 100.0 144.0 163.0 238.0 25-7.0 266.0 T. CRACKS 243.0 242.0 250.0 278.0 286.0 288.0 W IN CRACK 243.0 242.0 250.0 278.0 106.0 20-8.0 BOUNDARY 1 243.0 242.0 250.0 278.0 286.0 288.0 BOUNDARY 2 2500 253.0 254.0 292.0 192.0 288.0 BOUNDARY 3 320.0 320.0 320.0 320.0 320.0 320.0 SOIL PRGPER'I'IES LAYER COHES10N FRIC'CION ANGLE DENSITY 1 240.0 25.0 120.0 2 22u.0 -1w10.0 120.e 1 BISHOP MODIF'IEDvLEF'EBVRE 1971 DIG CANYON 1790621-13 SECTION 2-2' MIN. S.F. NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(B1'SHOP) FS(OMS) 1 289.5 121.5 228.0 168.0 1.613 1.524 2 287.9 119.9 236.0 168.0 1.656 1.585 S 289.8 113.8 :12S.0 176.0 1.615 1.522 4 291.7 123.7 220.0 168.0 1.654 1.549 s -)S9.3 129.3 .128.0 160.0 1.616 1.533 6 288.6 120.6 1132.0 168.0 1.621 1.540 7 -89.6 117.6 228.0 172.0 1.614 1.522 8 290.5 122.5 224.0 168.0 1.625 1.529 9 289.4 125.4 228.0 164.0 1.614 1.528 10 88.7 116.7 232.0 172.0 1.628 1.344 11L 21?O.7 118.7 224.0 1711.0 1.623 1.522 12 290.4 126.4 221.0 164.0 1.60-19 1.536 13 258.5 124.5 2311.0 164.0 1.617 1 .s39 F .S. MINIMUM- 1.613 FOR THE CIRCLE OF CENTER ( L'28.Or 168.0) Ready roject No. 1*79067-1-13 Leighton & Associates Plate No! B-3 000A(//I?) Q . _ ._ .__ s - -i -� : 1 F r_ .. . #-Y _-!.:_:.:,._.. ,-f. r.! i• --f !': --t--i..{•J-�.-,--{...._._: ._. . 71- .: t . I _.- . ..' ��.��._• . } __ ..•.--1.�.J. _-.t." 1.;. .f., _•_�-i-i•Y_i-?---i ;.f_1 __ T _•IJ_ -1-n�- �.; 7-7 _. :.: t 3..�.-.._- __ • . 1 i _ ,-i �.V• _ _!.. *i {V! w...1-i-.r i�-�.{ __ j(% �• I�PJ�I�J� J T.1 .# .#_i... }_t # ♦y..: _; i » . t.___ • ^_ {_. �.I ,..t . _ _ _I i..._ I..3..;.: - ' . . .. _ ---T' ...� ._ .i_ �-•_'-__L.t-i_l.L .f-t-,. .,_ .r. 1-_1_. i-: 1._ _ /- r {. i-i 1 ,...I -- __— \ ,` (/��I�j - _- ._�- -: :�;-4-:-:<i�,-.{.y-r-i-•-1---' i__ _ �-l. :..}{_!.i._ Y-.j t.��...,.i_r _1.__ .:.�_~ _ � .- ._ i .-. r .da- _� �. '� � _ _ ._.. _ A�--:�':•�;�.�;---._ I >__;.: . . -,- •-� _�_=_L � _- - -- � - -��_- ire- 520 ' '\ I�`•�-' .i 11. .`. , T I _ ! �. ; t Tr.i., • G1.i �-Y� �- , t _.` ... ,_.._,t.. i;..}..�V74QU� - - _.. — .... _. ... .- •7 j1 - / - - -`• '- - ._.r - :-�- -r7. --'L•: __ ,_ - -tom- i ... _ ._. _. LZ C33 - _._ _ t.. . . . . t -.* . .t { ,. , .I _ F"• ..'.... : . _ ..L.i. _ •.Y.f.r _ _ r..., ,. .t . 'r 1 t ,.t _:_ i _.i__ .l•. -_�..... _t..+ - ;. •Y.._4-t L. y J.1:...r , _:\. CD 'i-- .1.t.� � 4 i. 1 t !. ...-:., .t .-41•� t , , _ .4 _ . _ ..... .. r ,. " .•. ..}• Y i t. .J_..�_#-~'!_�.I#�^,1 -T-F i•#-T•_ J� � l � _ --. i l 1. / 1 •t r 1 i i . # i �..i:.i , -,7 1 { i 1 i I. t I i t �"�. o p "'t b1O CANYON 1790e21-13 SECTION 6-6• s 0 eurbEk OF SLOPE POINTS 9 y r+une5k OF TRIAL SLIP SURFACES I 2 3LUtE r01n(6 LOOhbIhATES ' O 6 Y -20.40 75.00 -7.vJ 75.Ou 4.00 75.00 -A a.OJ 75.00 Q 18.00 70.00 - 68.u0 46.00 N 1(,•).00 32.00 129.00 18.00 150.40 18.00 (� At 1.OLARLE FORCE 1h8ALANCE = 30.0 ALLubAeLE MuMENi 1MbALANLE = 1500.0 NUMBER OF SLICES = 6 SL1L.E IWTA X f U LEE PHEE OUP GY GLU - -7.u0 15.00 0.00 0.00 0.00 0.00 0.00 0.00 4.00 69.0U 0.00 240.00 25.00 120.00 0.00 0.00 6.00 66.00 0.00 225.00 .0.00 120.00 0.00 0.00 CD Ia.uO 60.00 0.00 225.00 20.00 120.00 O.Vo 0.00 (O 0S.uJ 31.00 0.00 225.00 20.00 120.00 0.00 0.00 ? 10v.v0 18.00 0.00 300.00 24.50 120.00 0.00 0.00 p 128.JJ 18.00 0.00 240.00 2S.00 120.00 0.00 0.00 7 � 1)EkA F TNEIA EXCESS EXCESS ifuu DEGREES FORCE MGhF.NT D - 1 1.000 15.0 34359.7 1679026.9 (n 2 1.Jb2 17.3 8751.8 388952.9 Co 3 1.S21 20.8 1042.5 26116.8 O O 4 1.552 22.6 33.3 77.0 5 1.555 22.7 0.1 1.0 0)S = 1.5530 AFIEk 5 ITERATIONS N SLICE SLIP SURFACE COHESION FRICTION PORE NORMAL FORCE * 1NTERSLICE FORCES * LINE OF THRUST, X Y ANGLE PRESSURE * M A G N I T U ➢ E SHEAR * NORMAL SHEAR 1NCLIN. * YT PDA t PSF) (DEGREES) (PSF-) * TOTAL EFFECTIVE SIRESS * (FOUNDS) (POUNDS) (DEGREES)* 0 -7 75.00.OJ 1 .00 69.U0 240. 25.00 0.00 3368. 3368. 235. -975. -408. 22.70 69.4-7(T) 0.08 2 a.OJ 66.00 225. 20.00 0.00 3061. 6061. 288. -292. -122. 22.70 70.54 J.fO 3 18.L0 00.00 225. 20.00 0.00 10040. 10040. 347. 1408. 569. 22.70 59.76t T) -0.02 4 65.00 31.00 225. 20.00 0.00 66652. 66652. 415. 14092. SSY4. 22.70 35.18tI) 0.28 5 100.00 18.00 300. 24.50 0.00 51594. $1594. 631. 13303. 5564. 22.70 22.03(T) 0.29 6 128.00 18.00 240. 25.00 0.00 29895. 29895. 475. -0. -0. 22.56 10.12(T) -16.32 n m Z 6LLCE LEN:Ek OF MOMEMIS SURFACE WEIGHI H(TUTAL)/ MORMAI. STRESS ON SLIP SURFACE ******** 1NfERSLICE BOUNDARY DATA *ax7* C XLu YCu POIHfrY (FOUNDS) U*COS(ALPHA) TOTAL EFF'EG11VE * X Y1(EVF) NORMAL SIRESS 1 0.33 71.00 75.00 3Y60. 0.9611 269. 269. * 4.00 69.47 -162.50 6.13 o7.40 75.00 3600. 1.003 612. 612. * 8.00 70.54 -32.40 1 3 13.49 62.95 70.00 11400. 1.027 861. 861. M 18.00 59.76 140.76 ' 4 44.07 44.53 46.00 75001). 1.027 1153. 3353. * 614.00 3S.18 5?39.47 v( 5 1".it2 :4.57 32.00 bNoso. 1.040 1494. 11194. * 100.00 22.03 9:O.21 6 109.64 18.00 18.4✓. 24.431. 1.229 1068. iJ6$. :k 1::5.00 (S.00 0.0J _ O .C13-i:ZIIu-: • annmrn ntiF,f1 •.:�.f(Rt • } - : . I � � � .. rof i t o 1 : :,: : : : . : Ove .. iavd VIM : ... .. : ' :'-.: : : : . : : ; _`_`[ y__�! • : - : }?•e}li5ed_ ; : is . . . : { : _ . . . : , .. . . . _ . . . :± : . . � • Grddedi : . . : . . . . . i Profile. . . 90 -'i- 0' Cl) : :.: Ss ''—� ice. ; . . .. - : : . . - -- .._ I 25 _ .. . . . . . . . . . S.it.+ss : ``!' S 51 . . . , a . ._. .- - -�� • -- . . . . :� �. : . :z. Vie::.: 3 O O ~ .0.- BIG CANYON 1790621-13 SECTION 8-8' 4-7-83 s A NUr.BER OF SLOPE POINTS 9 N0r.8ER UF• (h1AL SLIP SURFACES 1 Z SLUPE POINTS COORDINATES x T H0.00 E8.00 5.0.00 88.00 98.00 64.00 Q 12..00 84.00 154.E-0 78.00 N 160.00 78.00 5v.V0 46.00 _92.00 20.00 - W315.00 15.00 ..LLOWASLE FORCE 1hRALANCE = 30.0 ALLNUABLE MOMENT 1h8ALANCE = 1500.0 NOrnER OF SLICES = 5 bLILE DATA X Y U CEE PHEE SUP GY GLO r 98.00 84.00 0.00 0.00 0.00 0.00 0.00 0.00 0) 1:Y.V0 '70.00 0.00 240.00 25.00 120.00 0.00 0.00 154.00 60.00 0.00 225.00 20.00 120.00 0.00 0.00 03 160.00 58.00 0.00 225.00 20.00 120.00 0.00 0.00 =r "W.00 20.00 0.00 225.00 20.00 120.00 0.00 0.00 = 298.v0 20.00 0.00 240.00 25.00 120.00 0.00 0.00 Q6 I I E 6A F THETA EXCESS EXCESS i 1ON DEGREES FORCE hfJNENT 0) 1 1.000 15.0 74714.2 7020881.5 O) 1.372 15.3 20333.6 1874225.4 0 6 1.565 16.0 2526.8 19:1.959.8 0 4 1.600 17.2 66.2 -4523.3 N 5 1.602 17.5 0.4 0.5 .+ y 'S = 1.6017 AFTER b ITERATIONS SLICE SLIP SURFACE COHESION FRICTION PORE x NORMAL FORCE 1NTERSLICE FORCES x LINE OF THRUST . X Y ANGLE FRESSURE * M A G N I T U D E SHEAR * NORMAL SHEAR 1NCLIN. * YT' FDA (PSF) (DEGREES) (PSF) M TOTAL EFFECTIVE STRESS * (POUNDS) (POUNDS) (DE0"6EES)* 0 58.00 84.00 7 I-IV.00 70.00 240. 25.00 0.00 23g94. 23594. 352. -1196. -377. 17.51 71.41(T) 0.10 154.00 60.00 225. 20.00 0.00 44856. 44856. 519. 2487. 785. 17.51 59.81(T) -0.01 3 160.00 58.00 225. 20.00 0.00 12986. 12986. 607. 2951. 931. 17.51 57.94(T) -0.00 4 250.00 20.00 225. 20.00 0.00 231686. 231686. 679. 31925. 10074. 17.51 25.05(T) 0.19 5 298.00 20.00 240. 25.00 0.00 84954. 84954. 665. -0.. -0. 17.61 12.64(T) 0.00 G -s m ' SLICE CENTER OF hOmENTS SURFACE WEIGHT NITOTAL)/ NORMAL STRESS ON SLIP SURFACE ******** 1NTERSLICE BOUNDARY DATA X**Y* Z XCG YCG POINTrY (POUNDS) WxLOS(ALPHA) TOIAL EFFECTIVE * X Y7(EFF) NORMAL STSESS O 1 116.67 74.67 E94.00 26040. 0,994 693. 693. * 129.00 71.41 -35.42 _ 142.02 64.79 28.00 48000. 1.006 1666. 1666. * IF4.00 59.81 133.17 4 1�7.05 58.98 79.00 13680. 1.001 2053. 2053. x 160.00 57.94 147.56 4 2•56.96 38.17 46.00 248400. 1.012 23%2. 2372. * 250.00 25.05 122;.S3 5 206.00 20.00 20.00 74880. 1.135 1770. 1'T70. * 298.00 20.00 0.00 ( f I 7_ I_ '+L lit ' t j1 E -� I t-• I , I �- r-t- Grdda I I . -- 17 I j-- -i - - - 1 I _ '• - - i I ' N4. --`�� •.��-- n-a�.i-. .) , I '. ..I I _ _ -f I 1 _ I I _I I _ _ __ _ _ '_ _ .may_ r I I 441 I , ff W ' - i _ F.r. I Y �_ }}},---}I _, 'Y I •_) ' 1 ' ' I 11 I_I I I I .:._'r _ - _.-__. -}._:_.. � ! 1 �y 1 -� �• I t -.I.--{� 1 _1_I I 1__ 1--�.-! _.!._� i = .�. _t .-r•�--y { • � � �i �_t- ! �I-I I I I E I 1 i• , i I I I I I ! Tr-1 , I ! ! � ,- - ), 15HOP ilQDIF1L•'Lt.LEF'LbVRE 1971 BIG CANYON 1790621-13 SE."CTION B-B' C.UNYkOL DATA NUMBER OF SPECIFIED CENTERS 0 , NUMBER OF DEPTH LIMITING TANGENTS 0 NUMBER OF VERTICAL SECTIONS 6 NUMBER OF SOIL LAYER POUNOARIES 3 NUMBER OF FORE PRESSURE LINES 0 NUMBER OF POINTS DEFINING COHESION PROFILE 0 SEISMIC COEFFICIENT S1)S2 = 0.00 0.00 SEARCH STARTS AT CENTER ( 307.5r 277.5) YWITH FINAL GRID OF 2.5 ALL CIRCLES PASS THROUGH THE POINT ( 340.0. 395.0) GEOMETRY SECTIONS 100.0 145.0 218.0 290.0 340.0 360.0 T. CRACKS 345.0 345.0 345.0 373.0 39S.0 405.0 W IN CRACK 345.0 345.0 345.0 373.0 395.0 405.0 BOUNDARY 1 345.0 345.0 345.0 373.0 395.0 405.0 BOUNDARY 2 345.0 345.0 372.0 396.0 400.0' 405.0 BOUNDARY 3 460.0 460.0 460.0 460.0 460.0 460.0 SOIL PROPERTIES LAYER COHESION FRICTION ANGLE DENSITY i 240.0 25.0 120.0 2 225.0 20.0 120.0 1 BISHOP MODI'F'1EDYLEFEBVRE 1971 BIG CANYON 1790621-1: SECTION B-B' NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) F'S(OMS) 1 399.4 121.9 307.5 277.5 1.S50 1.446 2 398.3 120.7 312.5 277.5 1.588 1.492 3 394.6 117.1 307.5 282.5 1.552 1.44- 4 400.8 123.3 302.5 277.5 1.556 1.443 5 399.2 126.7 307.5 272.5 1.551 1.451 6 398.8 1.21.3 310.0 277.5 1.561 1.461 7 399.5 119.5 307.5 280.0 1.551 1.444 S 400.1 122.6 305.0 277.5 1.549 1.441 9 400. .' 1:'0.2 305.0 280.0 1.549 1.43e 10 399.5 119.5 307.5 250.0 1.551 1.444 11 400.3 117.8 305.0 "8�'.5 1.549 1.435 12 401.0 121.0 302.5 0250.0 1.555 1.439 l3 399.6 117.1 307.5 253.5 1.-.-,)) 1.44-' I4 401.1 119'.6 302.5 282.5 1.554 1.436 15 400.8 123.3 303.5 277.5 1.556 1.443 16 399.4 121.9 307.5 277.5 1.550 1.446 F.S. MINIMUM- 1.`49 FOR THE CIRCLE OF CE'NT'ER ( 305.0r 250.0) kc�t51 ' roject No: Leighton & Associates Plate No: $-9 000e(e/n) 0 4- i � "11 it : it I - t * : _ _ ;_ I IL-� ' a Rama fill 1,7 It (A �_1 ..I .I �.. '-i i f t I I f I •.-,Wj'.}� ��- I -j -• 1-t_. _I-t j r � �-_i -r-� _-`_i L. .{-F-�, t T-__ I ' -1 _r '• ' ' _� i -� -� i -i•- Ll 1 I I I• 1 C -�..i. i__-�'T" ' -_l.-`_. ._�.''-�._ _-rt ' f I I- - i ILy�• I I f 1 I I I ' __� Q � ��t.-7.:�_ ._�.1...,- �.r.Y. 1. �- ��iV. � t ' ��i.-� _ f � 1_1- JIJ-l.. ,i f � ' ' �-7- ✓ --1=�'+=;#1�� .� --T I- --- -i y a10 LHMSUn 1/YJOL1-13 bt!.!JUN D-L' U£tr tA1LUH£ O 1 o � ::!,:.rER OF SLOPE F02:!TS s O :)UM=cB OF RIAL SLIP SURFACES o1 V y -_.Gc ur-.I"TS LUL'RDI:)AT'_S 1:5.00 175.00 •S0.J0 175.00 `c.00 175.00 ?.00 16o.co -SS 0o 135.00 !12.00 120.00 121.00 1:5.00 ALLOWAPLE FUPCE KRALANCE = 20.0 _ ALLOUASLE MOKENr IMRALANLE _ 1500.0 w NUMEER OF SLICES = 7 SLICE DATA . Y U CEE PHEE SLIP GY GLO 0S 00 i7t.00 0.10 0.00 0.00 0.00 0.00 0.00 .00 '15.00 0.00 200.00 20.00 100.00 0.00 0.00 ••0 •05.00 212.00 200.00 20.00 120.00 0.00 0.00 =7.00 :05.00 686.00 200.00 20.00 120.0) 0.00 0.00 r 355.00 !05.00 511.00 200.00 20.00 12o.00 0.00 0.00 CD 06.00 110.00 686.00 200.00 20.00 120.00 0.00 0.00 (t� 412.00 120.00 312.00 200.00 20.00 12c.00 0.00 0.00 120.00 05.00 0.00 200.00 20.00 120.00 0.00 0.00 O =3 17_aA F TY.El:4 EXCESS EXCESS 90 TIUN DEGF.EFS FORCE MOMENT 1 1.500 SS.0 92264.8 18121426.0 1.942 15.8 22096.7 4224681.0 N 3 1.133 16.4 2173.3 380150/1 C) 4 2.189 16.6 21.8 4741.3 0 5 2.159 16.6 0.0 0.9 FIT FS - 2.1591 AFTER 5 ITERATIONS SLICE SLIP SURFACE COHESION FRICTION PORE S NORMAL FORCE Y INTERSLICE FORCES a LINE OF TKUST A Y nNGLE PRESSURE * M A G N I T L• V E SHEAR. * NORMAL SHEAR 1NLLIN. Y: YT POA (PSF) (DEGREES) (PSF) R TOTAL EFFECTIVE STRESS * (POUNDS) (POUNDS) (DEGREES).* 0 175.00 175.00 180.00 115.00 200. 20.00 0.00 35E'360. 355360. SSS. 114t'6S. 34181. 16.61 139.10 0.40 2 295.00 '06.00 200. 20.00 212.00 111302. 105677. 1081. 160C95. 47?64. 16.6! 12607(T) 001 227.00 105.00 200. 20.00 686.00 '31379. 302567. 1307. 105198. 31386. 16.61 122.700 0.32 4 285.00 105.00 200. 20.00 80.00 257100. 218172. SS?. 63973. 19086. 16.61 115.72 0.36 356.00 11o.00 200. 20.00 686.00 48870. 40581. 659. 36503. 108?1. 16.61 117.60 0.38 6 412.00 !20.00 200. 20.00 'd12.00 45801. 301S. 449. E041. 1504. 16.61 122.44 0.41 420.00 125.00 200. 20.00 0.00 6389. 6389. 207. -0. -0. 23.03 682.32(T) 0.00 C 0) Z SLICE CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON SLIP SURFACE Yt.".XYAY:X INTERELICE BOUNDARY DATA LTYYX C XCG YCO PUIHT>Y (POUNDS) W;COS(ALPHA) TOTAL EFFECTIVE Y X YT(EFF) NORMAL STRESS W 01.74 16E.43 175.00 378000. 1.023 2938. '•9'68. 80.00 139.28 1831.47 !87.:9 1o9.87 175.00 117000. 1.143 6174. ER62. * 295.00 126.80 20.T7.5'• 105.00 160.00 215000. 1.052 7890. 204. % Z27.00 12 .72.62 8.44 4 58.65 105.00 135.00 '244800 1.050 53 1-.. 56. 4545. :R 385.00 115.58 1758.17 5 Z90.13 07.33 130.00 23000. 2? 4015. 3359 3 396.00 117.75 1575 6'J 6 4V2.0 III.10 Q6.00 2060. 2.)64 2427. 205. 1 02.00 02.51 7n"I_49 IRIS CANYON 17906:.'1-13 SECTION D-D' MIN, S.F. CONTROL DATA NUMBER OF SPECIFIED CENTERS 0 NUMBER OF :DEPTH LIMITING TANGENTS 0 NUMBER OF VERTICAL SECTIONS 7 NUMBER OF SOIL LAYER BOUN:)ARIES 3 NUMBER OF PORE PRESSURE LINES 0 NUMBER OF POINTS DEFINING COHESION PROFILE 0 SEISMIC COEFFICIENT S1yS2 - 0.00 0.00 SEARCH STARTS AT CENTER ( 330.Ur 240.0) rWIT'H FL'NAL GRID OF 2.5 ALL CIRCLES PASS 'THROUGH THE POINT ( 397.0r 350.0) GEOMETRY SECTIONS 137.0 175.0 -'95.0 337.0 385.0 397.0 420.0 To CRACKS 305.0 305.0 305.0 320.0 345.0 350.0 355.0 W IN CRACK 305.0 305.0 305.0 320.0 345.0 350.0 355.0 BOUNDARY 1 305.0 305.0 305.0 320.0 345.0 350.0 3S5.0 BOUNDARY 21 305.0 305.0 17540 375.0 275.0 370.0 Z50.0 BOUNDARY 3 440.0 440.0 440.0 440.0 440.0 440.0 440.0 SOIL PROPERTIES LAYER COHESION FRICTION ANGLE DENSITY 1 240.0 25.0 120.0 225.0 20.0 120.0 1 BISHOP MOD1FIEDYLEF'E•BVRE 1971 BIG CANYON 1790621-13 SECTION V-D' MIN. S.F. NUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS) 1 351.3 111.3 380.0 240.0 1.657 1.579 350.7 110.7 30-5.0 240.0 1.657 1.J93 S 351.4 106.4 -80.0 245.0 1.656 1.576 4 '15140 10610 382.5 245.0 1.657 1.584 5 351.4 103.9 380.0 247.5 1.657 1.576 5 351.5 106.8 -7. 7.5 245.0 1.664 1.577 7 351.3 105.8 380.0 242.5 1.65.5 1.577 8 351.0 108.5 3521 1 11; -142.5 1.654 1.582 9 350.7 108.2 385.0 242.5 1.658 1.592 10 351.0 106.0 382.5 245.0 1.651 1.584 11 S51.0 111.0 a82.5 240.0 1.652 1.581 12 350.7 110.7 385.0 240.0 1.E.57 1.590-1 13 351.3 111.3 - 350.0 240.0 1.657 2.579 L4 350.9 113.4 382.5 2137.5 1.652 1.581 15 550.6 113.1 3S5.0 23Y.5 1.655 1.590 _ 16 13 8 3S 23'' t 659 ` 92 J1.S 1 U.0 1. 1rJf 1: 350.9 115.9 tS2. 2'S.0 1.bSS 1.583 1S 300.1 110.7 384;.0 240.0 1.657 1.592 I9 351.3 111.3 380.0 240.0 1 .65*-7 1.579 20 351.:.' 116. ' 'SU.O 235.0 1.661 1.586 21 350.6 115.6 3S5.0 235.0 1.653 2.588 F .*, MINIMUM" 1.652 FOR THE CIRCLE OF CENTER ( 382.5r 237.5) fer:•r+ : reject No: M0631- 15 Leighton & Associates Plate No: OOOA(s/TT) ° `jam -!-• j- - i7-7 �_i � ! � ;.sign _.�� o I t � .iy�,��dr _ I} �- --�•- __{_ ii—__;'LL_ T- _.._.�_ ( ( : _ t I : - : it I } i I i �- I --•-� 1 _- '' -! - � -�- T-�- {-� ' ! ! 1-• '•�_ ' ' _�� 4-�- - { T-1 1 1 TT- IT 90 ! E ; D _�--'— � _ T _.�__L { : )_ �, I =r y! i - -�_^' + I-�r'L- fill CD y - -� Ufio. _---�I..rl. _. �:j 1'j? � - ' 1- r � -i rt ! _ � !�• i_ _ - _ _ ! i }-. �G- �"' -�--�•; - - '7"j'�t i i.i_ L ! fill I ' - ,�+ b ,f1-- �15j Tl ' 1 BISHOP MO11IFXE11/LErEBVRE 1?71 B16 CANYON 1790621-13 SECTION G-G' MIN. S.F . CONTROL DATA NUMBER OF SPECIFIED CE"l7ERS 0 NUMBER OF DEPTH LIMITING 1'A!:GEPlTB 0 NUMBER OF VERTICAL SECTIONS 6 NUMBER OF SO11 LAYER 1.OUN!7AR1E'S 3 NUMBER OF FORE PRESSURE LINES 0 NUMBER OF POINTS DEFINING COHESION PROFILE 0 SEISMIC COEFFICIENT S1rS2 = 0.00 0.00 5'E6RCH STARTS AT CENTER ( 285.0r 202.5) YWITF! FINAL GRID OF 2.5 ALL CIRCLES PASS THROUGH THE PO1N7 ( 305.0, 3L'0.0) GEOMETRY . SECTIONS 143.0 1?2.0 205.0 22S.0 2?0.0 .05.0 T. CRACKS 275.0 275.0 280.0 285.0 313.0 320.0 W IN CRACK 275.0 275.0 280.0 285.0 313.0 320.0 BOUNDARY 1 275.0 275.0 280.0 '185.0 313.0 320.0 BOUNDARY 2 285.0 285.0 285.0 2?5.0 325.0 320.0 BOUNDARY 3 360.0 360.0 360.0 360.0 360.0 360.0 SOIL PROPERTIES LAYER COHESION FRICTION ANGLE DENSITY 1 240.0 25.0 120.0 2 225.0 20.0 120.0 1 BISHOP MODIFIEDYLEF'EBVRE 1?71 BIG CANYON 17?0621-13 S'ECTION S-G' MT'N. S.F. NUMBER TANGENT RADIUS M CENTER (Y) CENTER FS(BISHCP) F'S(OMS) 1 321.7 119.2 285.0 202.5 1.53E 1.470 2 321.0 118.5 290.0 202.5 1.558 1.502 3 321.8 114.3 285.0207.5 1.542 1.474 4 322.6 120.1 280.0 202.5 1.532 1.455 w 322.1 119.6 282.5 202.5 1.:c31 1.459 6 321.7 11i,#2 285.0 2'02.5 1.536 1.470 i 'ter' 'Y 117.2^. 21d2. a C'M �:G 3 .r 1: .� .5 '05.0 1.5.2 1. 8 322.1 122.1 282.5 200.0 1.:-Vo 1.459 1? 321 .7 121 .7 285.0 300.0 1.534 1,46? 10 322.6 122.6 380.0 200.0 1.533 1.457 11 322.0 124.5 :'.-- 5 107.5 1.531 1.461 12 321.7 11?. 3 285.0 202.5 1.536 1.470 13 322.6 120.1 280.0 202.5 1.532 1.455 14 322.5 12S.0 280.0 197.5 1.535 1.461 1S 331.6 124.1 285.0 197.5 1.533 1.468 F.S. MINIMUM- 1.530 FOR THE CIRCLE OF CENTER ( 282.57 200.0) (:COd'1 rojeat No: M0621 - 13 Leighton & Associates Plate No. 000A(e/rr) r 1 r r rAPPENDIX C r 1 r 1 1. 1 Anna , 1 LEIGHTON and ASSOCIATES INCORPORATED I 1790621-13 APPENDIX C ' GENERAL EARTHWORK AND GRADING SPECIFICATIONS ' 1.0 General Intent These specifications present general procedures and requirements for grading and ' earthwork as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrbins, and excavations. The recommendations contained in the geotechnical report are a part of the earthwork ' and grading specifications and shall supersede the provisions contained hereinafter 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. ' 2.0 Earthwork Observation and Testing Prior to the commencement of grading, a qualified geotechnical consultant (soils engineer and engineering geologist, and their representatives) shall 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 will be necessary that the consultant provide adequate testing and observation so ihat he may determine that the work was accomplished as specified. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly. ' 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 or ' agency ordinances, these specifications and the approved grading plans. If, in the opinion of the consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than required in these 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 determine the degree of compaction will be performed in accordance with the American Society for Testing and Materials test method ASTM D1557-78. 3.0 Preparation of Areas to be Filled ' 3.1 Clearing and Grubbing: All brush, vegetation and debris shall be removed or piled and otherwise disposed of. ' 3.2 Processinq: The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory shall be overexcavated as specified in the ' following section. Scarification shall continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform compaction. n C — I &I ° I• a' LEIGHTOON and ASSOCIATES INCORPORATED 3.3 Overexcavation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that surface processing. cannot be adequately improve the condition, shall be overexcavated down to firm ground, approved by the consultant. 3.4 Moisture Conditioning: Overexcavated and processed soils shall be watered, ' dried-back, blended, and/or mixed, as required to attain a uniform moisture content near optimum. 3.5 Recompaction: Overexcavated and processed soils which have been properly mixed and moisture-conditioned shall be recompacted to a minimum relative compaction of 90 percent. ' 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 horizontal to vertical units), the ground shall be stepped or benched. The lowest bench shall be a minimum of 15 feet wide, shall be at least 2 feet deep, ' shall expose firm material, and shall be approved by the consultant. Other benches shall be excavated in firm material for a minimum width of 4 feet. Ground sloping flatter than 5:1 shall be benched or otherwise overexcavated ' when considered necessary by the consultant. 3.7 Approval All areas to receive fill, including processed areas, removal areas and toe-of-fill benches shall be approved by the consultant prior to fill placement. ' 4.0 Fill Material 4.1 General: Material to be placed as fill shall be free of organic matter and ' other deleterious substances, and shall be approved by the consultant. Soils of poor gradation, expansion, or strength characteristics shall be placed in areas designated by the consultant or shall be mixed with other soils to serve as ' satisfactory fill material. 4.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in 'fills, unless the location, materials, and disposal methods are specifically approved by the consultant. Oversize disposal operations shall 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 shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the consultant. 4.3 Import If importing of fill material is required for grading, the import material shall meet the requirements of Section 4.1. ' 5.0 Fill Placement and Compaction 5.1 Fill Lifts: Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The consultant may approve ihicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. 71�n C - ii I n° I• O' LEIGHTUL" N and ASSOCIATES INCORPORATED ' 5.2 Fill Moisture: Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture-conditioning and mixing of fill ' layers shall continue until the fill material is at a uniform moisture content at or near optimum. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture- conditioned, and mixed, it shall be uniformly compacted to not less than 90 percent of maximum dry density. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction ' or of proven reliability, to efficiently achieve the specified degree of compaction. ' 5.4 Fill Slopes: Compacting of slopes shall be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative .' compaction of the slope out to the slope face shall be at least 90 percent. 5.5 Compaciion Testing: Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, the tests will be taken at an interval not exceeding.2 feet in vertical rise and/or 1,000 cubic ' yards of embankment. ' 6.0 Subdrain Installation Subdrain systems, if required, shall be installed in approved ground to conform to the approximate alignment and details shown on the plans or herein. The subdrain ' location or materials shall not be changed or modified without the approval of the consultant. The consultant,, however, may recommend and upon approval, direct changes in subdrain line, grade or material. All subdrains should be surveyed for line ' and grade after installation and sufficient time shall be allowed for the surveys, prior to commencement of filling over the subdrains. ' 7.0 Excavation Excavations and cut slopes will be examined during grading. If directed by the consultant, further excavation or overexcavation and refilling of cut areas shall be performed, and/or remedial grading of cut slopes shall be performed. Where fill- over-cut slopes are to be graded, unless otherwise approved, the cut portion of the ' slope shall be made and approved by the consultant prior to placement of materials for construction of the fill portion of the slope. C - iii I ff;lft ' LEIGHTON and ASSOCIATES INCORPORATED ROCK DISPOSAL DETAIL FINISH GRADE, ------------------ I::,-: COMPACTED__ LlL4 :-- - -- -- F I L L— ---- -- --------- -- — ---------- SLOPE -- — — — --- ------------------- FACE ----- ----------------- ------ mac_ ---- --- ---------- -------- — -------- -------- ------ -- ------- - ------- ---------- -- -------- ----- - ----------- -------- ---------------- =W7 -------- ---- -i'o,"MIN- --------- - N NI . I L LL LNA- ------- -- -------- ---- ------- • --- - - ----------- - - - -------- ------- ------- ------------------------ -------- vi ZEI---- ---------W1NDRO ---- W GRANULAR SOIL' To fill voids, densified by f looding PROFILE ALONG WINDROW C - 1v BENCHING DETAILS :OMPACTED FILL SLOPE ------- ---------------- ------------ -- ----- --------- - ------------ ---- --- ------------ --- ---- ----------- ---- - PROJECTED PLANE -------- ----- ----- to I maximum from toe of slope to approved ground — — — — —— ———— ————— — ———-- -- ———— REMOVE UNSUITABLE —— —————- --—— MATERIAL — NATURAL GROUND —— — ——-- �4' MIN. BENCH — — ———— BENCH HEIGHT (typical) VARIES 21 MIN. eA\'151 MIN. DEPTH �`lOWE`T BE H KEY) COMPACTED FILL OVER* CUT SLOPE ---- FILL--- REMOVE. NATURAL UNSUITABLE GROUND 41 MIN BENCH MATERIAL ------ — BENCH. HEIGHT i (typical) VARIES 51 MIN owl LOWEST BENCH CUT FACE To be constructed prior to fill placement NOTES1 LOWEST BENCH . Depth and width subject to field change based on consultant's inspeci ion. SUBDRAINAGE: Back drains may be required at the discretion of the geotcchnical consultant. C - V SIDE HILL 1 CUT PAD DETAIL 1 . 1 . - NATURAL GROUND 1 OVEREXCAVATE FINISHED CUT PAD AND RECOMPACT _ FREPLACEMENT FILL) -- __ I '�� Pad overexcavation and recompaction 1 OVERBURDEN --_ I (MIN. =-- shall be performed if determined to OR UNSUITABLE _--_ _ --�— t be necessary by the geotechnical MATERIAL __ - BENCHING consultant. UNWEATHERED BEDROCK OR MATERIAL APPROVED BY 1 THE GEOTECHNICAL CONSULTANT 1 SUBDRAIN AND KEY WIDTH REQUIREMENTS DETERMINED BASED ON EXPOSED SUBSURFACE CONDITIONS AND THICKNESS OF OVERBURDEN 1 1 " 1 ' 1 1 1 C - vi TRANSITION LOT DETAILS CUT-FILL LOT NATURAL GROUND 51 MIN. --------- ---- -- ----- ----------- --- - - - ------- — 3011 MIN. ------------ OVEREXCAVATE AND RECOMPACT ------ UNWEATHERED BEDROCK OR MATERIAL APPROVED BY /--THE GEOTECHNICAL CONSULTANT CUT LOT NATURAL GROUND REMOVE UNSUITABLE 51 MATERIAL MIN-. 30--------------- ------- - -------- ------------- --------------------- ------------- ----------- -------------------- COMPACTED rOVER EXCAVATE AND RECOMPACT UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT NOTE- Deeper overexcovation and recompaction sholl be performed if determined to be necessary by the geotechnical consultant. C - vii CANYON SUBDRAIN DETAIL NATURAL GROUND REMOVE UNSUITABLE MATERIAL - -- ----------- ---------------- --- --- - ---- --- ------- ----ACTED FILL_____---- --- ------ ------ — - - ----------------- - ------------------- BENCHING . ---- ----------- --- ----------- SUBDRAIN TRENCH SEE ALTERNATES A&B SUBDRAIN Perforated Pipe Surrounded With ALTERNATE A: Filter Material FILTER MATERIAL: FILTER MATERIAL Filler material shall be Class 2 permeable material 9 ft. 3/ft. per State of California Standard Specifications, COVER or approved alternate, Class 2 grading as follows: 6" MIN. SIEVE SIZE PERCENT PASSING 100 BEDDING 3/411 90-100 Alternate A-41 411 MIN. Alternate A-2 3/8" 40-100 No. 4 25-40 No. 8 18-33 No. 30 5-15 PERFORATSD PIPE No. 50 0-7 6" 0 MIN. No. 200 0-3 SUBDRAIN 1 1/2" Gravel Wrapped lami-Nrr- M ALTERNATE 8: in Filter Fabric NOTE: 611 IVIIIN. OVERLAP In addition to the wrapped gravel, outlet portion of the subdrain should be equipped 7/777, with a minimum of 10 feet 0 MIRAFI 140 FILTER o ,a 0 0 0o 000 long perforated pipe con- 0 0 FABRIC OR 0 a Ap- nected to a nonperforated pipe APPROVED 0 d having a minimum of 5 feet in length inside the wrapped Alternate B-1 EQUIVALENT gravel. IV211 MIN. GRAVEL OR Alternate B 2 APPROVED EQUIVALENT • SUBDRAIN INSTALLATION - Subdrain pipe shall be installed with perforations down or, at locations designated by the geotechnical consultant, shall be nonperforated pipe. • SUBDRAIN TYPE - Subdrain type shall be ASTM C508 Asbestos Cement Pipe (ACP) or ASTM D2751, SCIR 23.5 or ASTM D1527, Schedule 40 Acrylonitrile Butodiene Styrene (ABS) or ASTM D3034 SDR 23.5 or ASTM b 1785, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe or approved equivalent. C - viii SLOPE BUTTRESS OR REPLACEMENT FILL DETAIL MIN. OUTLET PIPES ————— — FILLBLANKET 4" 0 l4onperforated Pipe, - ----- 3011 MIN. — — 100' Max. O.C. Horizontally, —— — ——— — BACK CUT 30' Max. O.C. Vertically 1:1 OR FLATTER — ————————— BENCHING -----0-—— ————— 20/————— SUBDRAIN — ——————————— SEE ALTERNATES A & B --- -------- — — --- ------- -- ---------- --- - -- ----- -- --- — ------ ------ --- -- — -------- — --- -------- ------- ———————— ——————— FILTER MATERIAL --------- ----- I ——— —————— aft.3/ft. --------- ----- ----------- ----- — KEY ——————— ———— ————— ———— T-CONNECTIO DEPTH ———————20 ——— ———— — 5%MIN PERFORATED PIPE 41, MIN. 21 MIN. KEY WIDTH 411 0 MIN. I EQUIPMENT SIZEF-Cii�TRALLY IS.FEET ALTERNATE A 61,MIN,OVERLAP TEMPORARY 'POSITIVE SEAL FILL LEVEL SHOULD BE I W,MIN. PROVIDED % GRAVEL OR R 0 A-TED FILL -C MP r :L=CT BEDDING It SELECT SACKFILL PER OR Tr;Q AT THE JOINT 0 APPROVED EQUIVALENT RECOMPACTED, FILL %MIN. 611rWN SELECT BEDDING BACKFILL OUTLET 4"0 MIN.NONPERFORATED 0 MIRAFI 140 FILTER PIPE IPE FABRIC OR APPROVED EQUIVALENT DETAIL A—A' ALTERNATE B NOTES : FILTER MATERIAL* e Fill blanket, back cut, key width and Filter material shall be key depth are subject to field change, Class 2 permeable material per report/plans. per State of California 9 Key heel subdrain, blanket drain, or Standard Specifications, vertical drain may be required at the or approved alternate. discretion of the geotechnical consultant. Class 2 grading as follows: e SUBDRAIN INSTALLATION - Subdrain SIEVE SIZE PERCENT PASSING pipe shall be installed with perforations 100 down or, at locations designated by the geotechnical consultant, shall be 3/411 90-100 nonperforated pipe. 3/811 40-100 No. 4 25-40 * SUBDRAIN TYPE - Subdrain type shall No. 8 18-33 be ASTM C508 Asbestos Cement Pipe No. 30 5-15 (ACP) or ASTM D275 1, SDR 23.5 or ASTM No. 50 0-7 DI527. Schedule 40 Acrylonitrile Butadiene No. 200 0-3 Styrene (ABS) or ASTM D3034 SDR 23.5 or ASTM D1785, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe or approved C - 1X equivalent. r r r r r r r r r APPENDIX D r r r r r r r r r �l. ' LEIGHTON and ASSOCIATES INCORPORATED 1 1790621-13 APPENDIX D ' HOMEOWNER'S GUIDELINES FOR SLOPE MAINTENANCE ' Many owners of new hillside homes do not realize that their property is in need of special maintenance. Too often, hillside homeowners become lax in proper maintenance of slope and drainage devices, resulting in catastrophic consequences. Homeowner's Guidelines for Slope Maintenance is designed to familiarize property owners with features of their newly acquired property with which they may not be acquainted. Governing agencies require hillside property developers to utilize specific methods of engineering and construction to protect those investing in improved lots or constructed homes. For example, the developer may be required to grade the property in such a ' manner that rainwater will safely leave the lot and to plant slopes so that erosion will be kept to an absolute minimum. He may be required to install permanent drains. ' However, once the lot is purchased, it is the buyer's responsibility to maintain these safety features by observing a prudent program of lot care and maintenance. The owner who overlooks regular inspection and maintenance of drainage devices and ' sloping areas may expose himself to severe financial loss. In addition to his own property damage, he may be subject to civil liability for damage occurring to neighboring properties as a result of his negligence. ' The following guidelines are for the protection of the buyer's investment and are of paramount importance: ' I. Care should be taken that slopes, terraces, berms (ridges at crown of slopes) and proper drainage are not disturbed. Surface drainage should be conducted from the ' rear yard, through the sideyard, to the street. 2. All roof and yard runoff should be conducted to either the street or storm drain by nonerosive devices such as sidewalks, drainage pipes, ground gutters, driveways, etc. ' Driveway runoff should be conducted to the street in such a manner as to inhibit small soil failures. Do not alter your drainage without first obtaining expert advice. ' 3. Keep all drains cleaned and unclogged, including gutters and downspouts. During heavy rain periods, inspect drainage performance often, as this is when trouble occurs. Watch for gullying and ponding. Correct problems as soon as possible. 4. Any leakage from pools, waterlines, etc. or bypassing of drains should be promptly repaired. 5. Eliminate animal burrows and animals that make them, as they can cause diversion of surface runoff, promote accelerated erosion, and even bring about shallow soil flowage. ' 6. Never alter your slopes without expert advice. If your lot is built on fill, or partly on fill, consult with a soil engineer whenever you contemplate significant topographic ' modification of the lot. Do not spread loose fill over slopes. D - i I T;� ' LEIGHTON and ASSOCIATES INCORPORATED 7. Should you contemplate modification of manufactured or natural slopes within your property, consult wiih an engineering geologist. Any oversteepening may result in the need for expensive retaining devices. The undercutting of a toe-of-slope may treduce the designed safety factor which may result in slope failure. 8. If unusual cracking, settling or earth slippage occurs, consult a qualified soil engineer or an engineering geologist immediately. 9. Be careful with piecemeal or homemade approaches to repair of slope instability as this can result in exasperation of instability problem. 10. Remember that most common causes of slope erosion and shallow slope failure are: ' a. Gross neglect in the care and maintenance of the slopes and drainage devices. b. Inadequate and/or improper planting. (Replant barren areas as soon as possible.) ' c. Too much irrigation or diversion of runoff over the slope. (Keep plants watered, but do not overwater.) ' 11. Do not let conditions on your property create a problem for your neighbors. 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I I � I � � T I I I -.- .-, - I 11 L � A � 1 i i i I 111 I I I i i I it :i I 11; ill 11 im i lmmwillffllmvm� � , - I - it — ___________ - . 11 111 I I 111111 i � i ME= I mm, � malmomm i � offigummsRum i 0110150=1 I l��l�l��ill��ll��ll��l��l��l��l�l��l�� I 11 . 1 t LEIGHTON and ASSOCIATES INCORPORATED I ' SOIL ENGINEERING TESTING GEOLOGY ENVIRONMENTAL SCIENCES April 14, 1983 Project No. 1790621-13 ' TO: Irvine Pacific Development Company ' 610 Newport Center Drive Newport Beach, California 92660 ATTENTION: Mr. Chuck Davis ' SUBJECT: Geotechnical Impact Report of Revised Tentative Tract Map for Tentative Tract 10814 (Big Canyon - Area 10) dated March 1, 1983, City of Newport ' Beach, California Introduction In accordance with your authorization of March 14, 1983, Leighton and Associates, Inc. has geotechnically reviewed the revised plan for Tentative Tract 10814, commonly known as Big Canyon - Area 10, in the City of Newport Beach, for its geotechnical impact. The revised plan was prepared by VTN Consolidated, Inc. and dated March 1, 1983. This report summarizes our review of revisions and includes our conclusion on the geotechnical impact of the revised plan. ' Summary of Revisions The revisions consist primarily of the addition of fill to the rear portions of the original split pads on Lots 1 through 19 and Lot 21 of the revised plan. In addition, a previously proposed retaining wall at the Recreation Site (now Lot 22) has been replaced by a fill slope. A non-engineered fill slope (commonly known as a "kicker fill") was placed at this location as a winterization measure (this will need to be excavated and replaced by an engineered fill during the precise grading). ' No changes are planned in the grade of 'A' or 'B' Drives or in the major stabiliza- tion fill upslope of 'A' Drive. The revised grading plan shows the lower fill slopes above the terrace drain to lie within the boundaries of the lots to be sold. This could have a geotechnical impact if maintenance of the slope becomes the responsibility of the individual homeowner. It is our understanding that Irvine Pacific Development Company ' will attach conditions to the properties controlling the use and maintenance of these slopes. ' 1151 DURYEA AVENUE, IRVINE, CALIFORNIA 92714 (714) 556.1421 • (213) 691-2125 L'VWZ .WESTLAKE/VENTURA . DIAMOND BAR/WALNUT . SAN BERNARDINO/RIVERSIDE. SAN DIEGO . PALM DESERT T��n�utN� Map 'rmi-- LPHIWPS 10t I� ("e,vi Sed) BRANDT REDDICK May 25, 1983 City of Newport Beach Planning Department 3300 Newport Boulevard Newport Beach, California 92663 Attention: Fred Talarico Dear Fred: Enclosed herein are five (5) copies of the screencheck draft Initial Study for Revised Tentative Tract 10814 - Big Canyon Area 10. Please review and comment at your convenience. Thank you, PHILLIPS BRANDT REDDICK amok, sy�%4 re "�G r Mitchell K. Brown Director MKB:lj cc: Irvine Pacific Development Company Attention: Mr. Luis Trujillo (2 copies) Leighton and Associates Attention: Mr. Bruce Clark (1 copy) 62-010 PLANNING - ARCHITECTURE • LANDSCAPE ARCHITECTURE • ENVIRONMENTAL RESEARCH 18012 SKY PARK CIRCLE • IRVINE, CA 92714 • (714) 641.8820 CALIFORNIA COLORADO HAWAII LEIGHTON and ASSOCIATES RECEIVED INCORPORATED JUN ^ 1 1983 o � Irvine Pacific PraiMgt SOIL ENGINEERING TESTING GEOLOGY ENVIRONM L SCIENCES M1 June 20,• 1983 .S RECEIVED p� Planning Department TO: Irvine Pacific Development Company t, VUI`1231983m. 1U 610 Newport Center Drive cm OF Newport Beach, California 92660 NEZyoRrBEACH, F. ATTENTION: Mr. William Fischel ,b SUBJECT: Geotechnical Conditions Relative to the Hold-Harml lause, Big Canyon-Area 10, City of Newport Beach, California Dear Bill : Leighton and Associates, Inc. has recently completed. a review of the Revised Tentative Tract Map for Big Canyon-Area 10, prepared by VTN Consolidated, Inc. and dated March 1, 1983. At your request, we have reviewed the status of the hold-harmless clause originally required by the City of Newport Beach for this project, in light of the Revised Tentative Tract Map and the proposed use for the site. The hold-harmless clause was originally required by the City in order to protect itself from the possibility that the repair of a previous slide condition miqht affect City property, especially San Joaquin Hills Road. During the repair of the existing slide 'at the site, the removals produced a "temporary stability condition for the backslope of the removal excavation that was potentially less than "the accepted safety factor of 1.5 for permanent slope stability. This occurred because portions of the slide mass had to be removed by excavating a very steep backslope while a subdrain was installed and new fill was brought in and placed over it. During that time, extra precautions were taken to assure that the excavation would not jeopardize the integrity of San Joaquin Hills Road. A series of vertical and horizontal strain monitors was installed on the upper slope to detect any qround movement accompanying the slide mass removal . The slide was entirely removed beneath the site (a small sliver was left in a structurally insignificant location beneath the existing golf course) , and a second ancient slide was also removed during the excavations. In its place is now an engineered- replacement fill which provides, at a minimum, a safety factor of 1.5 for permanent slope stability. 1151 DURYEA AVENUE, IRVINE, CALIFORNIA 92714 (714) 556.1421 • (213� 691.2125 111V INE • WESTLAKE/VENTURA . DIAMOND BARIWALNUT• SAN BERNARDINO/RIVERSIDE• SAN DIEGO • PALM DESERT R ~ The present condition of -the site is as good or better than the standard set by the City of Newport Beach for other hillside construction. The surrounding City facilities such as San Joaquin Hills Road and the adjacent utilities were not damaged during the temporary removal' and replacement of the slide material , and the on-going monitoring of. the upper slope adjacent to San Joaquin Hills Road demonstrates that the slope is continuing to show no sign of distress. Based upon our knowledge of the history of remedial grading at the site, and records of the strain-monitoring instrumentation along San Joaquin Hills Road, it is our professional opinion that the site is stable and will perform at a level equal to or better than equivalent hillside sites within the City of Newport Beach. . From a geotechnical viewpoint, we fully support The Irvine Company's request for removal of the temporary hold-harmless clause originally imposed' on the project. Respectfully submitted, oG IJI�Lcc le d, Bruce R. Clark, EG 1073 Principal Engineering Geologist ��v IraJ �"oormand, RCE 20968 Principal Geotechnical Engineer BC/IP/vab Distribution: (4) Addressee po I u Iuu LEIGHTON and ASSOCIATES - 2 - INCORPORATED IRVINE PACIFIC June 21, 1983 U(q�``°�;n v Mr. Fred Talarico, Planning Department 4'E2ya6� p 1963, 9 City of Newport Beach City Hall 3300 Newport Boulevard l !! Newport Beach, CA 92663 n� Big Canyon, Site 10, Tract 10814 Dear Fred: At the time Tentative Tract Map 10814, Big Canyon, Site 10 was approved, a great deal of uncertainty existed with regard to the geologic state of this site. Due to the proposed development proximity to San Joaquin Hills Road and its history of landslides, a"hold-harmless" clause (Condition No. 56) was required as a Condition of Development by the City of Newport Beach. Since that time, rough grading was conducted on the Site which included the removal and recompaction of the areas impaired by landslides. The actual extent of the slide planes were determined - and during the course of grading, the necessary actions were taken in accordance with our geologic consultant's recommendations. As discussed in the enclosed letter from Leighton and Associates, we believe there is now sufficient evidence to demonstrate the site to be stable, with no need for the negative implications imposed on this site by the requirement for a "hold-harmless" clause. I am therefore requesting that Condition No. 56, requiring a "hold- harmless" Agreement be deleted from the Revised Tentative Tract Map Conditions. Sincerely, is R. Trujillo Project Manager bh Enclosure 610 Newport Center Drive/P.O. Box I/Newport Beach/California 92660.9959 (714)720.2600 CITY OF NEWPORT BEACH PLANNING DEPARTMENT DATE: May 27, 1983 TO: Environmental Affairs Committee Rich Edmonston -Traffic Don Webb -Public Works Ron Whitely, -P,B, & R Jim Lorman, Grading FROM: Fred Talarico, Planning Department SUBJECT: Initial Study Big Canyon Area #10 Attached please find a copy of the Screen Check Initial Study for the above subject. The Environmental Affairs Committee will be having a meeting to discuss this project on: DATE: Monday, June 6, 1983 TIME: 10:00 a.m. PLACE: Planning Department Conference Room Please call me on Ext 197 if you have a problem with this date and time. PLANNING DEPARTMENT JAMES D. HEWICKER, Director By / Fred Talarico, Environmental Coordinator FT:tn ��1,G��'�vt �-�J ✓1iYt GtJUL �(J1 ��vi. G�CtZ / __- aEW PART CITY OF NEWPORT BEACH U BUILDING DEPARTDIENT--MEMORANDUM e.< C7�!FO tiN�P DATE: .June 27, 1983 TO: Fred Tallrico, Environmental Coordinator FROM: Jim Lorman, Grading Engineer SUBJECT: Request to Remove Condition No. 56, Hold-harmless; Project - Big Canyon Area 10, Tract 10814. As you requested I have reviewed the Leighton and Associates report, dated June 20, 1983, and the Irvine Pacific letter, dated June 21, 1983. The hold-harmless theme is similar to my understanding which is: the City was concerned with possible future property damage, both public and private, caused by ad- verse geologic conditions which constituted landslides being left in the subject project. Based on the Soils Engineer's statement, that the landslides have been removed, this places the project site within the minimum safety factor for permitted grading. The documentation available, pertaining to slide removal and on-going monitoring, leads me to agree with the request to delete the hold-harmless agreement from the revised tentative tract map conditions. E ` s� l n M IRVINE PACIFIC LETTER OF TRANSMITTAL TO : City of Newport Beach DATE: March 17 , 1983 3300 Newport Boulevard Newport Beach, CA 92663 ATTN: Mr. Fred Talaric.o Environmental Coordinator SUBJECT: BIG CANYON AREA 10 WE ARE SENDING: Our check in the amount of $2, 750. 00, payable to the City of Newport Beach. THE ABOVE ITEMS ARE SUBMITTED AS REQUESTED ( h} FOR REVIEW ( ) FOR SIGNATURE ( ) FOR APPROVAL ( ) FOR INFORMATION/FILES ( ) FOR ACTION (X ) GENERAL REMARKS : Consulting Fees $2 ,500. 00 City Fees 250. 00 TOTAL $2 , 750. 00 P .B .R. preparation of a scope of services for the preparation of an Initial Study related to proposed revisions of subject project. BY: William C. Fischel Project Director bh 610 Newport Center Drive/P.O. Box I/Newport Beach/California 92663 (714) 644-3165