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Home My WebLink AboutTract 29053, 34160, 34161S. E. Medall & Associates Inc. t:'-a••.•- Consultants in the Earth Sciences 3030 South Bundy Drive, Los Angeles. Cal lfomla 90066 • 273/3944079 2168 South Hathaway Street, Santa Ana, Cali to 92705. 714154"602rnia ADDENDUM REPORT FOR TRACTS 29053, 34160 AND 34161 DIAMOND BAR COUNTY OF LOS ANGELES, CALIFORNIA for WEATHERFIELD HOMES W. 0. 605D May 5, 1978 S. E. Medall & Associates Inc. Consultants in the Earth Sciences 4••s"' 3030 South Bundy Drive Los Angeles, California 90068. 21313W40794=" 2168 South Hathaway Street, Sanla Ana, California 92705. 7141546-6602 4 May 5, 1976 W. O. 605D Santa Ana Weatherfield Homes 2130 E. 4th Street Suite 110 Santa Ana, California 92705 Attention: Mr. A. S. Brengle Subject: Addendum Report for Tracts 29053, 34160 and 34161, Diamond Bar, County of Los Angeles, California. References: 1) Supplemental Soils Engineering and Geologic Investigation and Grading Plan Review, Tracts 34161 and 34160, dated December 19, 1977. n 2) Response to Soil Engineering Section Review j Sheet, dated February 6•1978, Tracts-34160, 34161 (Parent Tract 29053), Diamond Bar Area, County of Los Angeles, dated February 20, 1978. a 3) Supplemental Subsurface Exploration, Tracts 29053, 34160, 34161, Diamond Bar, County of Los Angeles, California, dated March 7, 1978. 4) Response to the Geology Appeal Board for the County of Los Angeles, Tracts 29053, 34160 and 34161, Diamond Bar, California, for the County of Los Angeles, dated March 20, 1978. 29053, 5) Addendum Comments regarding Soil Engineering Report, dated February 20, 1978, Tracts 34160, 34161, Diamond Bar Area, County of Los Angeles, California, dated March 23, 1978. I I Weatherfield Homes Page 2 Gentlemen: May 5, 1978 W. 0. 605D 6) Comments on Questions Raised by Mr. Dave Popplar regarding Tracts 29053, 34160, 34161, Diamond Bar, County of Los Angeles, California, dated March 23, 1978. 7) Tract 29053, 34161 and 34161, Reply to the County of Los Angeles Geologic Review Sheets, dated February 1, 1978 and February 22, 1978, dated March 24, 1978. The following report is our response to the Geologic Review Sheet dated April 24, 1978, prepared by Mr. David Popplar, Engineering Geology Section and Mr. Charles Sudduth, Soils Engineering Section, Department of County Engineer, County of Los Angeles (copy attached). Our responses are keyed to each County comment. Item Al(i) review 'of March 20,' '1978 'repoort) : During conduct of the investigations by our office and by others, we have considered the possibility that landslides of various sizes existed at several locations within the limits of the subject contiguous tracts. These were considered during planning for our investigations and in evaluating the results. At one time, it was hypothesized that the entire property was situated on the erosion -directed remains of a landslide so massive and so much modified by erosion that its existence had not been E. Medall & Associates, Inc. I Weatherfield Homes Page 3 May 5, 1978 W. O. 605D recognized. This hypothesis was evaluated by advancing seven deep exploratory borings at locations selected so as to yield definitive evidence of the existence or non-existence of such a slide. Our investigation provided evidence to support the conclusion that several landslides to exist; these are presented on our Geologic Map.- However, the results also provided evidence that other hypothesized landslides, in including the "massive landslide", do not exist. In summary, all recognized landslides are shown on our Geologic Map. We believe that all significant geologic conditions needed for evaluation of the proposed construction have been identified and that appropriate remedial action has been recommended, either proviously, or in this letter. Again, we reiterate, that we believe that the subject tract is underlain only by the landslides or landslide debris shown on the grading plan and geologic map. Item A2 (i) a: (review of March '23',' '1978 report) : Section M-M'-M" `(Plate IIIB) has been extended downslope through Boring 15. The fills proposed on Lots 71-77 will not be sliver fills, but will be placed with a minimum width (15 feet) benched k. E. Medall & Associates, Inc. iT Weatherfield Homes Page 4 May 5, 1978 W. O. 605D and keyed into the underlying bedrock. This is an accepted professional standard of practice and it is included in our "Standard Grading Specifications". A calculation for this 15-foot wide fill is attached (Plate la-lf). The area upslope of this fill does not surcharge these slopes inasmuch as recommended uphill key will be placed at depths sufficient to intersect beddings which run below the lower fill keys. The cut-off depth for.the buttress design above the cul-de-sac street (Grayfield Lane) has been discussed previously in our March 24, 1978 report.We stated, therein, that the uphill cut-off selected for the sliding block section was computed on the basis of the "critical height",,dc as defined in the expression: d = c c yp cost d (1.5 tangy-tanO) Where c = cohesion 200 lbs/ft2 density 120 lbs/ft2' dip A, = angle of internal friction = 100 1.5 = factor of safety Furthermore, the attitude reversals and faults uphill from the buttress tend to limit the "driving mass" to that used by us L. E. Medall & Associates, Inc. I 1 Weatherfield Homes May 5, 1978 Page 5 W. O. 605D 1 to design the buttress. The design has been modified (Plates 1 2a-2f) and this modification has been shown on the grading plan. 1 Item A2(i)b. 1 Section E-E' (Plate IIIA) has been revised to include the buttress as well as the hypothesized "massive landslide". Item A3. ' 1 The county acknowledges receipt of reports from Douglas Moran, Consultant, and our reports regarding potential landslides on the tracts. Apparently these reports have been accepted by the County. 1 Item B1 (review of March 24, 1978 report): 1 The initial county comments have been discussed above (Items Al and A2). 1 3,"dat'edItemB2 (review item February'1', 1978): 1 ' Sections JJ-JJ' through LL-LL' (Plates IIIG IIIHand respectively) 1 have been drawn through the ancient landslide in the vicinity of proposed Lots 84 and 87. Sufficient slide debris will be Iremoved both on and off tract) so as to permit keying and benching of the proposed fill into underlying bedrock. Some off -tract 1 debris be left in -place. Theslidewill proposed remedial work will render the remaining debris more stable since most of the IS. E. iVMedall & Associates, Inc. I Weatherfield Homes May 5, 1978 Page 6 W..O. 605D i potential driving force will be removed* Conversely, if this debris were to be removed during development of the adjacent property, it would not affect the stability of the on -tract compacted fill.(Plates 3a-3f). The grading plan has been revised to show the approximate depths of slide removal. Item B3 (review item 9, 'datedFebruary 1,' 1978): The County refers to a'10± degree dip that can be measured from the geologic section up dip from the cut-off for the buttress 1 analysis made on the Section W-W'. The County Soils Review Sheet dated April 25, 1978, states in Item 1 that Section W-W' appears to meet County standards. The buttress shown on this cross section has been adequately designed to support daylighted bedding. This is further justified by Plates 4a-4£ where an additional 40 feet has been added to the driving force. The original cut-off was selected in accordance with County standards. Item B4 (Geologic item 10, dated ' February 1, '1'978): See Items Al and A2 above.' Item C. All reponses to Soils Section Review Sheet, dated April 25, 1978, are included in Item D5 below. See Plate 6, attached, for stability calculation. IS. E. Medall & Associates, Inc. 1 Weatherfield Homes May 5, 1978 Page 7 W. O. 605D Item D1(i, ii, iii). Subdrains will be placed in shear keys (see Item 3, Soils Section, below)and they have been shown on the grading plan. In any event, a) all stability/strength calculations are based on strength ' parameters .for essentially saturated'soil; and (b) accumulations of "dammed" water would be very unlikely due to the strong bedding and joint patterns, which would likely conduct water downhill under any compacted fills such as keys). The installation of these drains was not considered necessary as we have previously discussed. In our opinion, adequate surface control will preclude the effectiveness of the recommended drains. Item D2. We have.revised the geologic maps and the associated geologic sections. we have also reviewed the revised grading plans and they correctly reflect our conclusions and recommendations presented herein.and previously'. Stability analysis of revised slope conditions are included as Plates la-lf, 2a-2f and 5a-5f and the recommended remedial measures are shown on -the grading plans. Item D3. All soils and geologic recommendations have been incorporated Iin the plans and each of the plan sheets has been signed manually 0 S. E. Medall & Associates, Inc. Weatherfield Homes May 5, 1978 Page 8 W. O. 605D by the Project Geologist and Soil Engineer. Item D4. Note 31 on Sheet 1, grading plan, dated May'5, 1978, has been changed to read bi-monthly reports. Item D5 (responses to Soil Section Review Sheet, dated April 25, 1978). Item 1 on Soils Section Sheet). Section M-M' has been (a) lengthened to Section M-M'=M" and (b) revised to show the buttress inside the property line. A new buttress has been designed (100 ft.-long base). Design parameters, including sliding block cut-off plane, are attached hereto (Plates 2a-2f). Plate 4a-4f shows the revised calculation for Section W-W'. Item.2,,Soils Section). The basis for buttress design is the vertical plane of the associated geologic section, the most critical section. Therefore, the buttress width shown on grading plans will agree with design width only along the geologic section line. The original calculation sheets reference 1 above) show the true buttress widths perpendicular to slope (see noted on the calculation sheets) S. E. Medall & Associates, Inc. 1 Weatherfield Homes Page 9 May 5, 1978 W. 0. 605D It'em.'3,Soils Section). A subdrain will be placed along the alignment, and in the bottom,. of the shear key (on grading plans). The filter will be the same design as that which has already been approved for the buttress 1 drains. Respectfully submitted, S. E. MEDALL & ASSOCIATES, INC. 1 1 H T. GAFF Y, I E. 11494 JACK IFTHOMP ON C.E.G. 682 JTG:JDT:ls Enclosures: Geologic Maps, Plate I 1 Geologic Cross -sections Buttress Design Calculations, Plates 1 through 6 c: (4) Addressee 2) County of Los Angeles, Attention: Mr. Dave Popplar 1 1 1 1 IS. E. Medall & Associates, Inc. 0.00000 A 170 29053.00CC0 120.00000 2. 4.00000 3. 10.00000 4 200.00000 5 . 1.5oono E. 23.38762 1.7. r^ C ca :- to a Q tA N I j] I I 1 BUTTRESS BASE WIDTH CALCULATION CROSS SECTION 11'-r/1,-1`4 W.O. 6o sD DATE -4 -79 BY GL UNIT WEIGHT BUTTRESS HEIGHT '20FT BEDROCK: 0-f20 KCF SLOPE RATIO: 2 I (Hor. io Ver.) COMP. FILL: 0;'22 KCF BASE WIDTH: 15 FT. KEY DEPTH- 3 FT. SHEAR STRENGTH ALONG BEDDING CAB= 02-00 KSF ; OAB= DEG. ACROSS COMPACTED FILL: CIF=LZE0KSF 0CF= 26 DEG. FT, FN. SLICE AREA/A WEIGHT/W ANGLE/°C. W•SI N-C W-COS-c LENGTH/L NO. FT KIPS/FT DEGREES K/FT K/FT FT A 6-1z 83.0 B 53 e,0 p° U 8,0 IS RESISTING FORCES: FR = LC + Ft, TAN 0 ALONG BEDDING :FRA=I-ACAB+FNATAN0AB=-5•D K/FT FRA = FRACOS °"A = COMPACTED FILL: FRB= LBCCF + FNB TAN OCF= NORMAL COMPONENT OF NET DRIVING FORCE (2!0); FRN = ( FTA- FRA)SIN OCATANOCF= ZE FORCES RESISTING;M FR = FRA +FRB+FR1i= COMPONENT OF DRIVING FORCE ACTING OWN ASSUMED FAILURE SURFACE: FTA' = FTA COS ccA= 1 FACTOR OF 1 J 1 1 SAFETY: F.S. =FRI = FTA 2 K/FT J• 2 K/FT K/ FT 40. / K/FT 5' 5 K/FT 6. 93>/,tea D. K• PLATE / h S. E. Medal) 3 Associatets, Inc. Consultants in the Earth Sciences An' A... C. 9.0 n Ixtll 31JJ0l9 BUTTRESS BASE WIDTH CALCULATION a PSEUDOSTATIC CASE : K= O1(5 CROSS SECTIOWA-N,-ML. DRIVING FORCES FTAS=FTA+KFNA= ILL K/FT FTAS = FTASCOS C<A= FTBS= FTB +KFNa= nFT= FTAS+FTBs= Q RESISTING FORCES FRAS = LA CAB +(FNA—K FTA) TAN SCAB= 2120 K/ FT FRAS, = FRASCOS crA= FRas = LBCCF+(FNa-KFTB)TAN OCF= FRB= FRNs =(FTAS-FRAS)SINaATAN0cF= 2 FR 1 = FRAs t FRBS+FFRNS = FACTOR OF SAFETY : F. S. _ _ mEFT' W.O. 60 DATE- 7g ty L- 1$'2 K/FT 2 K/FT 19-f K/FT 24 8 K/FT s,2 K/FT l K FT 40'c> K/FT PLATE 'lr-- ok S. E. Medall €9 A380CIMSS, Inc. Consultants in the Faith SciencesIjJNoSu, nmUv o.., Lo• ma x•. cC`I `10,019 itRB :: o. Ilxl ar Yak. Cxntn 4nx, Cn.030"0 )a, li l I ::<dCFO1 CD; 2 \ y) 2=:mya y. C6 Lu j CO k aw s gQ a N c BUTTRESS KEY DEPTH CALCULATION CROSS SECTION M-L-M" W0: 605_12 DATE - `/-2' BY clL- UNIT WEIGHT BUTTRESS HEIGHT: 20 FT BEDROCK: 0-120 KCF SLOPE RATIO - :1 (Hor. to Ver.) COMP. FILL:' 122 KCF BASE WIDTH: 15 FT. KEY DEPTH: ? FT. SHEAR STRENGTH ALONG BEDDING CAB=0.2-00 KSF ; OAS =. 10 DEG ACROSS-BEDDROCK- CSk= 22LR KSF 26 DEG FT FN SLICE AREA(A WEIGHT/W ANGLE/cc W•SINO' W-Cos- LENGTH/L NO FT KIPS/FT DEGREES K/FT K/FT FT AI 1 9(,) I Ioq,Z Z ` 1 7,6 16$.9 65 BI I 1-7 1 2,0 2o" 1 l.0 a 9 A!+B1= RESISTING FORCES: FR = LC + Ftl TAN o ALONG BEDDING : FRA=LA CAB+FNATAN0AB= L!2 K/FT FRA=FRACOS aA,B= 26,% K/FT ACROSS BEDROCK - FRg:LBCBa+FNB TAN 0BR= j 6 K/ FT NORMAL COMPONENT OF NET DRIVING FORCE (z0); FRN = (FTA—FRA) SIN `CA+aTANOsR= / K/FT MFORCES RESISTING; MFR=FTB+FRA+FRB+FRN= •3 K/FT COMPONENT OF DRIVING FORCE ACTING ON a , ASSUMED FAILURE SURFACE : FTA' = FTAC0S dA+B= 6.3 K/FT FACTOR OF SAFETY: F.S. = FFR, _t`1-`t ilsoG TA PLATE J (F- E. I4ledall & Associatas, Inc. n Consultants in the Earth SCi&OGOS C;i Imo so....... 11 A . I 11M Imp a,wu.9S. Il..t m.. 5.. ".+nth 4n._ f... J'll(15, 111.. 5ldPPOI y n W.O. _ Z059 DATE s-1 BUTTRESS BY 4"L KEY DEPTH CALCULATION PSEUDOSTATIC CASE = K = 0,15 CROSS SECTION -M'-^ " DRIVING FORCES FTAs = FTA+ KFNA= LL2 K/FT FTAs'=FTASCOS C"A.e= K/FT RESISTING FORCES FTas = FTa - K FNa = a• 7 K/FT FRAS = LACAH+(F K)TAN 32'0 K/ FT NA-F TA A9- FRAS' = FRASCOS C1 AW 265 K/FT i FRas =LaCaR°(FNB+KFTa)TAN0aR= 7,7 K/FT .. FRNS =( FTAs' FRAS)SINc<A+aTANOaR= K/FT FR' = FTaS+ FRAS+FRas+FRNS= K/FT FACTOR OF SAFETY F. s. = F = G k. I J I PLATE. S. E. PvMedall A Assoctaiea, Inc. Consultants in the Earth Sciences y , C noa, uul am+ws T6tl Sn. , •v • ., Cs. 'J:00p, V Ins SaM1960] 17. 2905:•00000 1• • 120.00000 2- 11.00000 3• 10.00000 4• 200.00000 5• 1.50000 6• 14.73281 17, t 1 ti m 3 C ;dm u 8mu 0WN 5I C jbm L w Cl cz m m26 LjooNemn v LWQQ V! c M— t1 —I`t•• c 4 mo-•Vt S t 978). BUTTRESS KEY DEPTH CALCULATION CROSS SECTION F4 - M - M" a UNIT WEIGHT BEDROCK, O•t -O KCF COME FILL- 0_I2-0 KCF I1 L P II W.O. D5 DATE 4- /2 7B BY CL- BUTTRESS HEIGHT: LL FT SLOPE RATIO, - :1 (Hor. to Ver.) BASE WIDTH: 1pO FT. KEY DEPTH: -7 FT. SHEAR STRENGTH ALONG BEDDING CAB= o,20v KSF ; OA13 /0 DEG ACROSS BEDDROCK CBR KSF OBR= DEG FT' FN SLICE AREA/A WEIGHT/W ANGLE/a W -SINa W•COS- LENGTH/L NO FT KIPS/FT DEGREES K/FT K/FT FT A! 1867 1 118y,0 I 11 c' 1/62.3 I 2I2 B' G21 7/f y 30 ° 37 3 45 y5 C A'+B'= zp u RESISTING FORCES: FR = LC + FN TAN ALONG BEDDING : FRA=LACAB+FNATAN0AB= 2473 K/FT FRA-FRACOS °ca.B= S 6, K/FT ACROSS BEDROCK -- FRa=LBCsRi, FNB TAN OBR= 2' 3 K/ FT NORMAL COMPONENT OF NET DRIVING FORCE (2:0); FRN = (FTA-FRa) SIN c<A,BTAN 0BR= K/FT 2FORCES RESISTING; 2FR=FT® +FRA+FRB-}FRN= 306.3 K/FT COMPONENT OF DRIVING FORCE ACTING ON ASSUMED FAILURE SURFACE FTA' = FTA COS aA+e I70.5 K/FT FACTOR OF SAFETY: F.S. = T—R, = FTA 0k PLATE 216 5. . Frt9r7ail 3 A330CIs?39's, Inc. Consultants in the Earth Scienca; aims sa. f)wny 0., Lu. crnN... e. 9wnln. real pe.aao.p IeN vo. Hrm.+.nv Sr., Snn.a Pr., Ca. )3 0+ IJ.91 .rid4PB03 ' DATE BUTTRESS BY c KEY DEPTH CALCULATION PSEUDOSTATIC CASE : K= o k5 CROSS SECTION M - rat t_W DRIVING FORCES FTAs=FTA+KFNA=/J-60,EK/FT FTAS'=FTASCOS aA+B= 302 LK/FT RESISTING FORCES FTBS FTB — K FNB= L7 6 K/FT FRAs LACAB+(F K)TAN 2 K/ FT NA—F 7A 99= FRAS ' FRAS COS °X AIB= S 2, 2 K/FT IFRBS LBCBR4 (F?eKFTB)TAN 013R= 5" K/FT FRNs FTAS" FRAS)SINc<A+BTAN 08R= O.I K/FT 2 FRS FTBs+ FRAs' FRBs+FRNs= 3SS K/FT FACTOR OF SAFETY : F. S. = _ l • 1B x to G.K. FTA S 1 I 1 I PLATE Ze S. E. Medal) A Associalaa, Inc. Consuitants in the Earth Sciences z x •:". .,.m ,..,y sc. c.., a., u. oe ms, u:.0 saxeuox 4 1 I u ie. by ti M. 9 L_ w rl) Oo O IN 4- j Z45) tm0 psP S HI ui RUF uj j>LA-i G_ 2A I 1 I BUTTRESS BASE WIDTH CALCULATION CROSS SECTION -Ll ' L q W.O. Gosh DATE /2/ /73 BY. G L UNIT WEIGHT BUTTRESS HEIGHT: 2-10 FT BEDROCK = 0, t20 KCF SLOPE RATIO ? = I (Hor. to Ver.) COMP. FILL: 0,20 KCF BASE WIDTH: 100 FT. KEY DEPTH 7 FT. SHEAR STRENGTH ALONG BEDDING CAB= o-20O KSF ; OA13 f 0 DEG. ACROSS COMPACTED FILLz CU=0,72v KSF OAF= 26 DEG. FT. FN. SLICE AR EAdA WEIGHT/W ANGLE/cC W•SI Nam• W-cos LENGTH/L NO. FT KIPS/FT DEGREES K/FT K/FT FT A 6-0 1- 80,0 1(I t , 6 1 33 B v5-o I 318,o oo RESISTING FORCES: FR = LC + FN TAN ALONG BEDDING : F L C +F TANO I6/, 6 RA=AAB NA AB K/FT FRA = FRACOS «A = COMPACTED FILL: FRB= LBCCF + FNB TAN OCF= NORMAL COMPONENT OF NET DRIVING FORCE (2:0); FRN = (FTA-FRA) SIN O<ATANOCF= E FORCES RESISTING; FR = FRa + FRB+FRN= COMPONENT OF DRIVING FORCE ACTING ON ASSUMED FAILURE SURFACE: 1 FTA' = FTA COS `CA= 1 FACTOR OF I I J 1 SAFETY: F.S. _FR, _ FTA sg.6 K/FT 230. I K/FT K/FT 3 S9,7 K/FT 46, I K/FT PLATE ?,C- S. E. Medall $ Associates, Inc. Consultants in the Earth Sciances Bola so. 11,1, 21, am —1. A,, C nonun, f 111 J9 66•11W, So. N.•na...v Sp, Lnna nn. C+. 9_10s, 1)lil YFd603 I BUTTRESS BASE WIDTH CALCULATION PSEUDOSTATIC CASE : K= O,15 CROSS SECTION DRIVING FORCES FTAS = FTA + K FNA= 2-692 K/FT FTAS'= FTASCOS ocA= FTas= FTa +KFNB= AFT= FTAs+FTas= RESISTING FORCES FRAs=LA CAB +(FNA—KFTA)TAN0Aa=t57,7 K/FT FRAS' = FRASCOS 4A= FRas = Le CCF+(FNa-KFTB) TAN OCF= FRa= FRNS =(FTAS-FRAS)SIN'<A TAN0CF= FR ' = FRAS t FRBS+FRNS = FACTOR OF SAFETY.: F. S. = F = T W.O. 0.5 ? DATE/ 1 /7 AY 6"L 255.$ K/FT 71 % K/FT 3U6„ K/FT I5 8 K/FT I K/FT K FT 9 f 8 K/FT . 1, Za i/• l o 0.(,, PLATE ZL S. E. ?Aada)I a Assoc)alas, Inc. Consultants in the Earth Sciences JOJO in. Pumw br., ln. pny.., Cl, 90065, IPOI JYO-f0]9 2I685o. Nn1\,.rva15t., [.n. Pn., Cn, !13]05, Illal 5.IF5!+03' 0 0 M 0 C\J jL Z- 1 7 = 29053.00000 1 120.00000 2. 3.00000 3• 10.00000 4 200.00000 5• 1.50000 6 17.07975 17• W Gw a e d k A 0 o 4 k MEN LUi9.t A S y BUTTRESS1KEYDEPTHCALCULATION f CROSS SECTION JD--JJ' W.O. 605 DATE 0 - 3 _72> BY CL UNIT WEIGHT BUTTRESS HEIGHT: 6 FFT BEDROCK S 12-0 KCF SLOPE RATIO = I—S :1 (Hor. to Ver.) COMP. FILL- 0,L-2 KCF BASE WIDTH FT. O KEY DEPTH : 3 FT. SHEAR STRENGTH ALONG BEDDING. CAB= ° z°0 KSF ; Ag=. / 0 DEG ACROSS BEDDROCK CBR = .00o KSF ; OBR= 30 DEG FT FN SLICE AREA/4A WEIGHT/W ANGLE/a W"SINa W"COS- LENGTH/L NO FT KIPS/FT DEGREES K/FT K/FT FT A 7623 ql d 3" 47,q 713.5 200 Bt 4i 3o' 2,5 4;E Io CA!+B•=1 3-?° RESISTING FORCES: FR = LC t FNTAN O ALONG BEDDING: FRA=LA CAB+FNATANOAB= 201, K/FT FRA'= FRACOS OCA.B= I6L K/FT ACROSS BEDROCK: FRaLBCaR-?FNBTAN OBR= 12' K/FT NORMAL COMPONENT OF NET DRIVING FORCE (2:0); FRN = ( FTA-FRA) SIN aA,BTAN OBR= K/FT 2FORCES RESISTING; FIR =FT®+FRA+FRB+FRN= Io10 K/FT COMPONENT OF DRIVING FORCE ACTING ON ASSUMED FAILURE SURFACE: FTA' = FTA COS `A+B= K/FT FACTOR OF SAFETY: F.S. _ VT FTAPLATE 3 S. , Medan % Associates, Inc. Consultants in the Earth Sciences 3n 13 Sr. U—n, D, I, A,l, C, 9wwn. IAD`J6i0.9 C.. 921oe. 1 w, 1.1... 1 W.O. osD DATE .11-3,-2 BUTTRESS BY KEY DEPTH CALCULATION PSELIDOSTATIC CASE : K= o'iE CROSS SECTION JJ—TJ t DRIVING FORCES FTAS= FTA+KFNA= . K/FT FTAS=FTASCOSaA+B= K/FT RESISTING FORCES FTeS = FTB — K FNB= K/FT FRAs=LACAB t(FNA—KFTA)TAN04.8= K/FT FRAs' = FRASCOS a A+B= 16-7 K/FT FRBS = LBCBR+(FNB+KFT3)TAN0BR= IZ•6 K/FT FRNS =( FTAS-FRA3)SINIXA+BTAN0sR= K/FT M FRS = FTBS+ FRA8+FRBs+FRNS= I$?. I K/FT 1 FACTOR OF SAFETY F.S.=_ . 17 >I,ID FTAS. I 1 0 I I LI PLATE S. E. Medal! ,3t.Assocfaias, Inc. Consultants in Me Esrlh Sciences aom s, u,... u.., w, n,.y.., c+ mcaa, ixur aoaao ro C.% Vol. Ina; sauo6a] a k.. n ` sECTtoN SJ—TJ YV_V, bU5 Wev,aQ = 30l51 Paz T6i-cf.( UJeyk+ o fhe WCc e=3at j Co,12o= 6J8K d= iS n I=Jinli lq FoC'cC W.if/I C p =Resit ,! Foc c= GL (\n;CosoC Zo.n Cb(8 c653 0) 7, ,,, io° 1- ri V r' n, v Q) N a) In u v v ICJ o: t ri II II w V m a W ` gg; z IN o Lj h V- W J 4' 0 r H TL. `1 Qt. cT:d- Ff ------ t/NlT 6."El6flT asDF:otK OJ20 kcr E Y-=--- Vrrrsss HE c-,NT :-gU .Fr SLGPE RAT/o Z .: I ( 6P. {p V, Boss WIDTH: SHEAR TPLOV -riq - rC', j'E7D/Ni CAg = e. 00 S- 7b = C I O Da* ACRos COMP FILL = CIF=-0,750 5-fCE ee1A 'N 14H7,W. FIrV ar', 11 44-11 52i.3 415, nc KI F-r V GO9C. K/ FT 14. b. o I 0.0 Z'3( LEWTH it FT 4 I 1 t;a I o.o Il F.C515T/n!G j rX'70 2C AloRcWln C _ Fwf= LACr.s,-FNATont,- 450 ' . i FRAM = FRA Co c7Cq = Fca = Lc Ca•u t 1r1e Tan tj,/FT C Fiz a, PF;3 cos C-1,q — 107 klr e C 6f.1( tc cl i 1 r - 11 C % Ch 12cl.c_ c• YcF. NcTcn1c: t'm.•ii lrron-ni .on loclrZ r r'ilc .Jn n \3C.0 or Vlcc}l ?O . QQ 2 Frj- Fn_q SinoRC scLg -fan C R0 i 1'orma. l',;U(Qr.l on U oo C C .FCo fn IVCi .rino,r.j lavCc s( .g DGYI pC`iioLFn= r \ ( ihP F F2C; -t (mac ; €v JA9 II 3i OT_. Tn,.JIN- Ii.f cFrj_L`c :k/CLCl r_T? }=i!,r T , Cosh ; 1. 32, F r a:/ c T7 CO'S:i.a r Fr i 7- n Fp PL, i 1 i i----...—'•-ssu-DES';^c—c, .E'(->..- - C)SS S ECTI or, \A/ _W 1 FPS = Fre ' V F s 1 ; FroS' = ergs Cos = 1 i-res = Frc- i KFr.: c I F/ f-Fr=rS COs d h k r-- ccs - L cCCcr + /Ftc— r' `r ilTan<<f= I t E r i rc S f (F-F,;j r F t L3.S 2( 3; 6 1</i 13r2L ki m + k m 7 tl gR f. 9 a4 f M p 2 2 k a g0 J dits kasm 22 it" ui in u e S 2 I 1 11, 10 I 1 a I T-IREF, $L !d A `(51S I BUMF-;.5 Kerr men II CA64f PfriONI DATL S Jr-'2-78 CRO55 SEc7r°N -RY 1 GL IirlIT .r er-CL_ SyTrREE55 Hr=t(fiNT ; 90 FT RZROCK = O 12o KcF- SL-OPc RATip : 2 ' 1 F1 ° V.) CbMP.;-iL4.-0,12a KCF BASE/J1j TH: 00 KcYPTH : 55H6/1i2 $TREND? — ALONG BSZDDINC-I CA& = 0.20o KsF to ACROSS R&D ROC k csR = ,/, aoo 30 ° SLIGr= VOI ABA, A• . W EIC,µT , Vv ANG>=L p( FT = ws, d Fn = wcoso ENGrN 1_ FTZ FT it FT F=G IC/FT_- t</ Pr rl_ ACTIVE s o K 2020 1+2. [I. 9 ° I 37 / 2391 A-( ACTIN; 2597 s K 61v 73.2 30 AtC.= 3q ` Sis-rir•, Fopcc oca--c_ ' LAG" Atong 19,A- J d Ll FRA :z LA CAF.+ F, ;Tar• nG 5D, 4 KIFrJ IFFA' = FiZA Cos C: A+C-= 39 2 Fp-s = I-$ CA-0 * FN aTankg' I .5, I K/ FT FRS'= Fi,g aa,+:c 136.0 fa cross e l'fcc lL ; FRr_= LC CRz f Ttcjrma. CjNnflon¢ht on Bloc c S -46M NetrDrty, y Force J, 131oc z CFRN A$ _ ` FTA FRA>s,At"A C05aB Ta'n OA1 (C° B uorfnal CijYnp6PiG'i I o 1GG%t. C_' C'J'irt -DrIiCyQyiEulinJC !'r cC G. 0 j,r-T011.feR .:. c - 7a — z6 2 ... 6.6 FR= C-;! Fa3`+ FRc -+ i`F2N)A5 ` FRNBL ' FTG 327.,0 C- D AA PONENI OF -PPI VINO RRCE.S Aclive ON ASSUMEy FfIIWRE__Su2F/' c F7A - FTA CosOCAtc - 9 reI Ffsc-°so),jR+c = 180,LF F= l7A + Fra 2U% FR 1156 > r . FLArC 4f j EVDosfii'fK CAS- °{C= GROss sa-,TtoN W-W, 10 1 - 2- WY : (:S'L aRrvn.16 Forc 5 FTAS - FTF.4 KFNa. = '73,8 K/Fr FTA51 = FTAs Co-'NA.}c - F-res = Frs 4 k FNe = 3°I5.6 . le/FT FTB5 = FT65 Cos Cg}c = Fp F7A 5 "i' FTSg FTGS FTc - k FN G FRAS - LA CAS } C FNA - K FTA To' Fmel - FRAS Cos «AiG = FRss=LscAse)Tan g= 'j K/Fr Fvas = FP5 Coco( e+c = FRcs = %._c Cpj,• (FNC+ kFTc)Tc.Ai - Rr45)AI C f=rAs - T4-5) 51;)C`A CoSCl,L3 Al CaSs>lB-tC CFRN51Rc - (Fros f}Rs S^BtcG lox llFR = FT,s t Fn.AS' -t FRi35r k Fcs F.S. 2Fj;, b 332,2. / rr 27. I SFr 3$, lyFr 0 e5l3 Pr /TE 4/ N\ l- V Ong Sncc eon O o c 3lu G q O#g. 6G n'xa 1 Q W.O. GoSD DATE E5 — z- 78 BUTTRESS BY (7L- BASE WIDTH CALCULATION CROSS SECTION Mtn-MM UNIT WEIGHT BUTTRESS . HEIGHT: 2y_ FT BEDROCK: 0-12-0 KCF SLOPE RATIO: 1112 1 (Hor. to Ver.) COMP. FILL:o,"—O KCF BASE WIDTH: I? FT. a KEY DEPTH- 3 FT. I I 1 0 I 1 SHEAR STRENGTH ALONG BEDDING CAB= 0,000 KSF ; OAB= y DEG. ACROSS COMPACTED FILL- CCF= 0150KSF OAF= 26 DEG. FT. FN. SLICE AREAZA WEIGHT/W AN W-SINd W -COS-C LENGTH/L NO. FT KIPS/FT DEGREES K/FT K/FT FT q I 6`j3 1 537,2 Ioo 1z-9- B 5 I q,o 00 0 RESISTING FORCES : FR = LC t FIN TAN 0 ALONG BEDDING : FRA=LACAB+FNATAN0AB= 22' K/FT FRA = FRACOS °CA = COMPACTED FILL : FRB= LBCCF + FNB TAN 0CF= NORMAL COMPONENT OF NET DRIVING FORCE ('0); FRN = (FTA- FRA) SIN c<ATAN OCF= zFORCES RESISTING; FR=FRa+FRB+FR,y= COMPONENT OF DRIVING FORCE ACTING ON ASSUMED FAILURE SURFACE: FTA' = FTA COS ecA= FACTOR OF 0 1 SAFETY: F.S. = FTA = FTA PLATE IL K/FT 15,6 K/FT K/FT 38. K/FT 2 K/FT 2,41 }/,s0 S. E. medall a AssociatBa, Inc. i Consultants in tha Earth ScianCBS a000 s... u....n. u.., w. mr.., c. n•:oea, iz m aoaao o BUTTRESS BASE WIDTH CALCULATION PSEUDOSTATIC CASE : K= z),/s CROSS SECTION W4 -21 4 ' DRIVING FORCES FTAs=FTA+KFNA= ZLI K/FT FTAS1 = FTASCOS V(A= FTBs = FTB + KFNB= 2FT= FTAB+FTBS= RESISTING FORCES FRAs = LA CAB + (FNA-K FTA) TAN OAB= 22,5 K/ FT FRAS' = FRASCOS `C A= FRBs=LBCCF+(Frta-KFTa)TAN0CF=FRB= FRNS =(FTAS-FRAS)SIN-CA TANOCF= FRS = FRAS+FRBS+FM = i FACTOR OF SAFETY : F S. = F = W.O. DATE BY I- 2G. K/FT K/FT 27• 7 K/FT 224 K/FT 5,6 K/FT 0.4- K FT 3S.I K/FT PLATE S. E. P;'iadall %,Assodalea, Inc. Consultants in the Earth Sciences lobo 1:0. Un^nr 0... lw n..grNr. ca. por1.:R. !T]I ]9o-ap/n Iti9 ::n. Hat6....+v 9., Sa..0 Ma, C.. 'v: /O5, iJlbl Sns6n04 m h. I V N ri II V7 p: u 1 J" rl 4{ II V S n ci os3 m m aCc An u isCD N.Yer i• d:i LIJ I Q II II 1 I e e N I I BUTTRESS KEY DEPTH CALCULATION CROSS SECTION LIM- r'II'!' W.O. 605-p DATE 5 2 -25 BY C,L UNIT WEIGHT BUTTRESS HEIGHT 2`- FT BEDROCK: OI 17-0 KCF SLOPE RATIO 1- : 1 (Hor. to Ver.) COMP FILL: 0•1-4o KCF BASE WIDTH: 12 FT. KEY DEPTH: _Z FT. SHEAR STRENGTH ALONG BEDDING CAB= 02-00 KSF ; OAB=. DEG ACROSS BEDDROCK CBR = I,020 KSF ; OBR= _DEG FT FN SLICE AREA A WEIGHT/W ANGLE/cc W•SINm W-COS- LENGTH/L NO FT KIPS/FT DEGREES K/FT K/FT FT A! I lo0y 2-0,5 00 20,0 IIB.G 1 55 B' 2- 1 3,y- 300 Ir7 3.0 1 /I RESISTING FORCES: FR = LC + FN TAN O ALONG BEDDING - FRA= LA CAB+ FNATAN OAB= 3 ' K/ FT FRA'= FRACOS °tA.B= 5 K/FT ACROSS BEDROCK: FRs LBCanf FNa TAN ¢BR= /K/ FT NORMAL COMPONENT OF NET DRIVING FORCE (z0); FRN = (FTA—FRA) SIN aA+BTAN OBR= K/FT MFORCES RESISTING;iFR=FTB+FRA+FRB *FRN= 3L-9 K/FT COMPONENT OF DRIVING FORCE ACTING ON ASSUMED FAILURE SURFACE: FTA = FTACOS °{A a= (G.O K/FT FACTOR OF SAFETY: F.S. = -5FR, = 2.YIP i/L50 FTA D K, PLATE S. E. Madall il eAssociala9; Inc. _ i Consultants in the Earth Sciences W] 0 Su Bunm O•.. Lm qny.•, G. 9JOSd- hl]I ]9Pi0 9 ildB + n. Ilannw.v $r., S nu qn.. C.. 9]lOf, 1/IaI 5JF660] ' I 1 r I 0 I I I u I S I I I BUTTRESS KEY DEPTH CALCULATION PSEUDOSTATIC CASE : K = CROSS SECTION n M-MMr DRIVING FORCES FTAS = FTA+ K FHA= 33.7 K/FT FTAS= FTAS COS °tAOB= RESISTING FORCES FTBS=FTB-KFNB= F RAS = LA CAB + (FNA- K FTA) TA N OA3= 31, ZL K/ FT FRAS' = FRASCOS a AtB= FRBs=LBCsR+(FNs+KFTs)TAN0BR= FRNs =(FTA:SFRA0SlNaA+BTANo8R= 4 FR' = FTBS+ FRA8+ FRBs+FR4S= FACTOR OF SAFETY : F. S. = . -R FTAS W.O 605 DATE 5- Z— BY G 116 K/FT 3 K/FT 2I:0 K/FT 1 3 K/FT 2.7 K/FT A, K/FT ok. PLATE 5-YE S. E. Madill A Associatova, Inc. Consulfanls in the Earth Sciences Onto Su mn.m Cl, Lo. A,l... C.,. vnu-a 1'1'], 31dA019 vien so. nn+....,r m.. ...q. A, .. r... .+ms. In+ 5mn6O2 W A-- m W m C gvoa I i 1 I 1 I pf 4-c W HV1 it F Q Lki a 3 tr a a H Q w cr J d N W O N 0) W Q 0 O 1 F w J 0 m CL 00 N / -- J 840 0 EXISTING _ Lt TP GROUND _ U D 800- JPROPOSED GRADE 760 N53W SECTION A -AI EXISTING PROPOSED 8407GROUND _-- GRADE800 800 __ f- - 760 Q01 -- 760 l - 720 1 N70E SECTION D- DI H CL m w NN O 1 0 m a „ w d w a a NO n ao PROPOSED -------- m GRADE EXISTING GROUND Tp POSSIBLE LANDSLIDE AS HYPOTHESIZED BY L. A. COUNTY SECTION E- EI F- a W NO 840 0 N m Cow 0 PROPOSES' 800 0 GRADE..--. EXISTINGf GROUND r 5- ' T 760 i 720 N70W SECTION G- GI I trW E- Q 3 Q J H m a 840-- EXISTING GROUND_- 800 44, T 760 PR GRADES \ N75W SECTION B- BI SEE ALSO SECTION 1 - 1 940 a tr w EXISTING o 900 GROUND 7 860, N71W v 0 o Col n PROPOSED a GRADE 4— Tp SECTION C- CI m 840 CL r r F- = w _ a Ocr o 800 N PROPOSED 0 GRADE - 's E0f _ of 760 - EXISTING GROUND_- Tp PASADO DRIVE -e 1 f 720 — _ lu D f9 N69W SECTION F- FI F- o FL a it jr d N O c o n PROPOSED N00. GRADE I EXISTING - / 840r GROUND? / 800 ' fP 7760 N77W SECTION H- HI PLATE MA s S. E MedaH a Assodstes, Ina Qnnsuttents in the Earth Sciences DATE 12-19-77 BY JJ8/WER a REVISED 5 5-78 1 I SCALE 1" s' 40 W. 6 0 5 D } DOZER PIT v PROJECTED) Z 0 EXISTING wPROPOSEDGROUND860Crfr— W lDGRADE —Ilo_ N DOZER PIT — 0 PROJECTED) — / l — m 740 700 W. N60W 5t(: I ION EE-EE' R PROPOSED GRADE SECTION GG-GGI EXISTING GROUND QIS Iz_ DOZER PIT / 720 I EXISTING '- 7 R PROPOSED ( —GROUND — 1GRADE ` J 680 I — — — ' — — i 6 4 0 -- — E-W a w N EXISTING EXISTING WATER 880 o GROUND r- TANK —, PROPOSED GRADE DOZER PIT --- 840 800 N82W SECTION HH-HHI SECTION FF-FFI PLATE HIE S. E. MedaN & Associates, Inc. Consultants Ai the EertA SC/MCM REVISED 3-24-78 v 0 PROPOSED m 800 t GRADE 760 / 720EXISTING GROUND LANDSLIDE - TO BE REMOVED) 1 660 -----' --- — ---- _ TIP---- Qal TP N45W t. SECTION KK-KKI LOT 86 800 PROPOSED GRADE 720/ LANDSLIDE EXISTING GROUND (TO BE REMOVED) / DEBRIS TO REMAIN TP 680 i TO BE BENCH \ 6 4 0 — - - _- TP --- -- TYPICAL FILL KEY \ N56W SECTION LL-LLI DOZER PIT 880 EXISTING GROUND19 PLATE III H 840 PROPOSED \ GRADE S. E. Modell & Assodates, Im Conwkwts ii ros Earth Scioncos E- W SECTION MM-MMI DATE 5- 5- 78 E BY J G B SCALE III = 401 1 W.O. 6050 SECTION Zj—ST/ Afonq &,U, :C= 0,2060 ksF A= 0.12 J kcT- 3o Y,3 ExIST/J G a'RoUr D J / fI P90possD GRADE go, rwr OFF -; 3C' 10 07 ASSUMES SLIDE PLANa I RF (i°2 tia)+ z 13+37iCltai+ zC3? i5ii(i ! (7t73(34 t Z (73t$5(30 E Z(g tS-)CS)+ z(84-1100(4-8) 0 C> +05)<q 42 0S. E. Medall & Associates, Inc. 2 Consultants in the Earth Sciences 0 St, Bu 0'., LT G 90066. (1131 39d[0>P 2165 Sn wfha " St., San. Ani C. 91 f05, 1)i<I SE05F03 ffiY,tl E. wellweC St. C4, 9f inputtry. 4 917". wx 9 3"3 DATE BY SCALE W.O.