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914, Allowed a 2 year extention of , Studies & Reports• • HMt4iLTON so3 at.os 1641 Bo ri»} r Avenue • Torrance,.:CA;. 05i51 T 310.618..2190 888,618112190 F 310,6111.-2191 W hamiltondafies.nefi August 10, 2016 Project No. 15-1958-2 P.N. 7569-011-003 Author Homes, LLC 32040 Cape Point Drive Rancho Palos Verdes, CA 90275 Attention: Mr. Subir Choudhury Subject: Update and Response No. 2 to the County of Los Angeles Geologic and Soils Engineering Review Sheet, Proposed Residence, 11 Upper Blackwater, Rolling Hills, California. References: 1. Response No. 1 to the County of Los Angeles Geologic and Soils Engineering Review Sheet, Proposed Residence, 11 Upper Blackwater, Rolling Hills, California, dated March 7, 2016 2. Hamilton and Associates, Inc., Preliminary Geotechnical and Geological Investigation, Proposed Residence, 11 Upper Blackwater, Rolling Hills, California, dated June 16, 2015. Dear Mr. Chowdhury: Hamilton and Associates, Inc. (H&A), is pleased to submit this update and response to the County geotechnical and geological review dated April 20, 2016. A copy of the review letter is attached. The County conditionally approved the Soils & Geology Report (Reference No. 2), with the exception of Geotechnical and Geological review and update during the grading/building plan stage. To achieve code compliance, the approved report provides as Option 1, extensive remedial grading. Remedial grading is recommended on the upper portions of the approximately 2/3 of the 9-acre site to achieve code compliance of the development as shown on Plates A-1 and A-3 (attached). The lower elevations of the remaining approximately 1/3 of the 9-acre site would remain unimproved and thus remain below the building code standard for development. Remedial grading will include landslide removals and ensuing replacement with engineered fill, keyway excavations, benching, and installation of subdrain systems, and temporary (during and after construction) ground deformation monitoring. Hamilton & Associates, Inc.. Geotechnical Engineering Construction Testing & Inspection Maletials Laboratory Option 1 is feasible, however may result in extensive temporary excavations, complex phasing and stockpiling, and possibly temporary soldier pile shoring; therefore, this update includes a second alternative for consideration. Provided herein is Option 2, where Caissons are used to improve the portions of the building pad to be developed, rather than extensive grading. Depending on the local geotechnical and geologic issues, caissons will be designed either as permanent Soldier Piles, Shear Pins, or more Standard. Like Option 1, Option 2 improves the residential building pad, pool, and tennis court pad to building code compliance, however with less extensive grading. Since bedrock material of Ancient Landslide (Qolsi) is relatively shallow for most of the residence pad, at -grade and basement foundations should be entirely supported into this bedrock material. Any single story portions should be supported on raised floor with footings deepened into bedrock. The residence foundation may transition to a caisson/grade beam system where bedrock is deeper. The tennis court may be founded on a reinforced concrete mat slab (or equivalent post -tensioned mat slab) over a shallow compacted fill blanket; and perimeter shear pin caissons to support the downhill side around the existing residence. The swimming pool development shall be supported by Caissons designed as Soldier piles, as necessary. Recommendations for the future stable area are not provided at this time, however would also require caissons, if developed. Below are Analysis and Recommendations for residence, pool, and tennis court areas using caissons designed as soldier piles, shear pins or standard, as appropriate. POOL CAISSONS (PERMANENT SOLDIER PILES) The swimming pool location represented by Section A -A', should be supported using caissons designed as soldier piles. This design conservatively assumes that the underlying Ancient Landslide (Qols3) activates and moves away and that 20 vertical feet of above slide and bedrock material is entirely supported by soldier pile caissons. The slope stability computer program SLIDE for block failure surfaces was utilized to model the ancient landslide in Section A -A'. Ancient landslide shear strength (cohesion and angle of internal friction were determined to be c=450 psf and phi=10 degrees using back -analysis of the slide (Reference Nos. 1 & 2). Caisson Soldier Pile design pressures were determined from the resultant force required to achieve a satisfactory Factor of Safety for a 20 feet vertical face left in -place should the below slide mobilize. Results of the analyses are summarized below. Summary of Ancient Landslide Analysis and Caisson Soldier Pile Design cti Section A -A' (Ancient Landslide) Author (11 Upper Blackwater) 15-1958-2 taticlSeis ctor- of s< 0.92/0.82 rtt"Force:to ivalent;;! ;dye: luid'Prssure ISeismic(1 7.15/5.1 kips/ft HAM I LTON Assoc ic1Se 36/26 pcf (say 60 pcf) August 10, 2016 Page 2 • • Based on the results of static and seismic (pseuido-static) slope stability analyses, we recommend that the pool area be supported by a caisson soldier piles extending well below the slide plane (Qols3), as necessary. Caissons should be deepened into competent bedrock to a depth necessary to support the landslide `equivalent -fluid' pressure of 60 pcf for a 20 feet vertical face. Stability Analyses indicate that the above ancient slide would have a calculated static and seismic factors -of -safety (F.S.) greater than 1.5 and 1.1, respectively. Plots of slope stability output files, including critical failure surfaces, are attached. TENNIS COURT CAISSONS (SHEAR PINS) The lower tennis court pad may be supported using shear pins. This will improve global stability for both the tennis court pad and portions of the upper residential pad represented by Section B-B'. Shear pins assume that the slide (Qols2) does not necessarily move (as it is already secured by the below residential lot's buttress), however caissons are proposed to add additional shear strength along the ancient slide plane to meet static and seismic stability requirements. The slope stability computer program PCSTABL 6 using the Modified Bishop Method of Analyses was also utilized to evaluate Caisson Shear Pin Improvement of Landslide (Qols2), along Cross Section B-B'. Shear Pin Caissons should be minimum 3 feet in diameter and spaced 25 feet on center; a schematic is shown on Cross Section B-B' (Plate A-3) and plan view on the Site Geologic Plan (Plate A-1). Results of the slope stability analyses are summarized in the following table. Summary of Remedial Caissons Slope Stability Analysis atic Seismic afety (1=S):::. Safety (FS) Section B-B' (Ancient Landslide) Section B-B' (Ancient Landslide) 1.2 1.72 1.12 Global w/o Caissons Global w/ Caissons Stability Analyses indicate that caisson shear pins have a calculated global static factor - of -safety (F.S.) greater than 1.5 and a calculated global pseudo -static F.S. greater than 1.1, meeting County Codes. Summary plots of slope stability output files, including critical failure surfaces, are attached for reference. RESIDENCE PAD CAISSONS The upper residence pad should include a row of perimeter caissons to protect the pad against potential movement of the downhill slope with ancient slides (Qols3 & Qols2). We recommend that these perimeter piles be designed to resist a 15 feet vertical excavation below existing grade. Caissons should be spaced no further than 25 feet on center, be 36 inch in diameter, and extend 70 feet bgs. Author (11 Upper Blackwater) 15-1958-2 HAMILTON Ki Assntia es August 10, 2016 Page 3 RESPONSE TO COUNTY REVIEW COMMENTS Review Comment No. 1 At the grading/building plan stage, address the stability of temporary excavation required to achieve proposed remedial grading. Show locations of the cross -sections used in slope stability analysis and recommend mitigation if factors of safety are below County minimum standards. Response: This report incorporates the preliminary site plan provided by the Design Architect showing the approximate location of proposed site improvements. At the grading/building plan stage, final plans and specifications should be provided to Hamilton and Associates, Inc. for geotechnical and geological review and comment, as necessary. Review Comment No. 2 At the grading/building/plan stage, show the following on the plan a. Foundation plans and details, if building or pool plans are submitted. b. Existing and proposed grades. c. Approximate limits and depth of removal and recompaction of unsuitable soils, if necessary. d. Location and details of remedial grading, keyway, benches, and drains. e. All standard general geotechnical notes and fill notes, if applicable. The notes must comply with current standards as stated in the County of Los Angeles Department of Public Works Building and Safety Division "Grading Review Sheet". f. All recommended mitigation measures, as necessary. Response: Acknowledged. This response includes the preliminary site plan provided by the Design Architect. At the grading/building plan stage, plans should be provided to Hamilton and Associates, Inc. for geotechnical and geological review and comment, as necessary. Review Comment No. 3 The plan must be specifically approved by the geotechnical consultant(s) by manual, original signatures and date on each sheet prior to approval. Response: Acknowledged. Author (11 Upper Blackwater) 15-1958-2 HAMILTON Assaciatex August 10, 2016 Page 4 • Review Comment No. 4 The Geotechnical and Material Engineering Division is now accepting review submittals through a web application at the following URL: https://dpw.lacounty.gov/apps/esubmissions/gme.default.aspx. Please use this web portal to submit documents in response to this review. Response: Acknowledged. We look forward to assisting you during the design and construction phases of the project. Should there be any further questions, please contact this office. Respectfully Submitted, HAMILTON & ASSOCIATES, INC. Brendan J. Miller, IT 'Michael F.<MiI Staff Engineer Senior Geologist vid T. Hamilton, SM.-P.E:",--G.E. Geotechnical Engineer/President Attachments: County of Los Angeles Review Sheet, dated April 20, 2016 Plate A-1 Site Geologic Map Plate A-3 Cross Sections A -A' and B-B Stability Analysis Output Distribution: (4) Addressee Author (11 Upper Blackwater) 15-1958-2 HAMILTON & Assecia es August 10, 2016 Page 5 • • Dist. Office 12.02 PCA B372001 / A304 Telephone: (626) 458-4925 County of Los Angeles Department of Public Works Geotechnical and Materials Engineering Division GEOLOGIC AND SOILS ENGINEERING REVIEW SHEET 900 S. Fremont Avenue, Alhambra, CA 91803 Tract / Parcel Map Lot(s) Site Address 11 Upper Blackwater Cyn Rd Location Geologist Hamilton & Associates Developer/Owner Soils Engineer Hamilton & Associates Engineer/Arch. Review of: Miscellaneous Application No. 1510290002 For: Grading Plan Dated by Processing Center 10/30/15 Geologic Report(s) Dated Soils Engineering Report(s) Dated Geotechnical Report(s) Dated 3/7/16, 6/16/15 References: Remarks/Conditions: Rolling Hills Sheet 1 of 1 Parent Tract APN 7569-011-003 Author Homes LLC Bolton Engineering Prior to recommending approval of future building/grading/pool permits, the following must be addressed. Specific development plans must be submitted for review during the building/grading permit process. At that time additional information and/or an addendum soils engineering and/or engineering geology report will be required. 1. At the grading/building plan stage, address the stability of temporary excavations required to achieve proposed remedial grading. Show locations of the cross -sections used in slope stability analyses and recommend mitigation if factors of safety are below County minimum standards. 2. At the grading/building/ plan stage, show the following on the plans: a. Foundation plans and details, if building or pool plans are submitted. b. Existing and proposed grades. c. Approximate limits and depth of removal and recompaction of unsuitable soils, if necessary. d. Location and details of remedial grading, keyways, benches, and drains. e. All standard general geotechnical notes and fill notes, if applicable. The notes must comply with current standards as stated in the County of Los Angeles Department of Public Works Building and Safety Division "Grading Review Sheet". f. All recommended mitigation measures, as necessary. 3. The plan must be specifically approved by the geotechnical consultant(s) by manual, original signature and date on each sheet prior to approval. 4. The Geotechnical and Materials Engineering Division is now accepting review submittals through a web application at the following URL: httos://dow.lacountv.aov/apos/esubmissions/ame/default.asox. Please use this web portal to submit documents in response to this review. The Department of Public Works "Geotechnical Site Inspection" review is intended to preliminarily tell you if readily apparent conditions indicate that a geology or soils report may be required and/or to tentatively indicate possible conditions that may have to be met prior to issuance of a permit. This process is not intended to produce geotechnical review sheets suitable for submittal to Building and Safety Division for the issuance of building/grading permits or to any other agency. Any comments, determinations, opinions or other statements concerning the property that are contained in this review sheet are tentative and subject to change. Additi, ,.ta may be brought to Public Works' attention that may materially affect and/or supersede statements made herein. Because of the ve i i - e review conducted by Public Works, any statements made in this review sheet are not binding on Public Works and are not to be dt1? t deciding whether to build on or buy any property. Pir S No.74899 Prepared by \\,*, * %.'3"! William Man Soils Section 'TEOFCAL\FO Charles Nestle Geology Section Date 4/20/16 Please complete a Customer Service Survey at htto://dow.lacountv.aov/ao/amedsurvev NOTICE: Public safety, relative to geotechnical subsurface exploration, shall be provided in accordance with current codes for excavations, inclusive of the Los Angeles County Code, Chapter 11.48, and the State of California, Title 8, Construction Safety Orders. P:\gmepub\Development Review \!Combined Reviews\12.02 City of Rolling Hills\11 Upper Blackwater MSI_2.docx Opton 1: Remedial Grading (landslide removal, compacted fill, . keyway, benching, sub - drains, etc ) 0'@ 25' 10•@ 27' 15•@ 30' WV 33' 15•e 3]' 19°@42' 5•@ 45' 35•@ 61. /3r@ 65 Site Geologic Map i,Z@ 0'12 X..@15 '11�25°@ 25' \28'e28' j--2]°@30' X06°@ 33' /11�4•e 35' HYY"'@4,b' 5/3 •10•@46• X25'@ 60' Y,5•@ 62' yi5@sr Y,4•@63' /1r@65.5' B Option 2: Caissons 1231@ 23 5' 113•@ 26' 115'@ 29' — 11s'@32' 20•@35' N15•@00' \?r@41' %3•@ 45.5' �1r@4r %2r@ 50' ``J�16•@52' �1]•@ 55.5' Opkg- CarSsons i \r@045 N5'@852 /2211@0.5.s '\1r@85A r@45.9' \,r@85.6' 2°@522' '\2e1@88' II` i25'@88.r `71�0°@53.1' \l]'@50.3' 22•@69.]' `` 10•@ 105.7' 15•@ 549' 15'@ 109.3' 7.(g56' -115•@56.3' X9'@119' \19•@ 569' TJ4]°@,19.3 1 4•@ 66.5' / ]•@ 1221' /191@80.8' ...),tr@126.1' \6•@ 85.1' yr@ 138' APPROX SCALE: 1" = 100' LEGEND B-4+ Approximate Location of Exploratory Borings TP-8. Approximate Location of ExploratoryTest Pit /,5@ 14' Strike & Dip of Bedding Estimated Geologic Contact Questionable where Surmised A (B) A' (B') Approximate Alignment of Geologic Cross Section Approximate Location of Corehole (H&A 2016) LITHOLOGY Qols1 Landslides QoIs21 with Qols1 the oldest Qols3 and Qols3 the youngest Tma-Altamira Shale PROJECT: Choudhury-Author Homes PROJECT NO: 15-1958-1 Hamilton & Associates PLATE A-1 (REVISED AUGUST 10, 2016) GEOLOGIC CROSS SECTIONS A -A' & B-B' A A' 900' - 800' - PL 700' - 1 600' - S18E Optionl: Conceptual Remedial Grading (landslide removal, compacted fill, keyway, benching, sub -drains, etc...) B-4 Option 2: Caisson Soldier Piles - - -� Shears 8-2 % _ : Proposed Pool '� 7D=71 Projected - Colsi (?) '% TO= .1'' 7 ---- ? --------- - - ? ? ---- ? -.- Tma ? ••-.- ? B-B' PL I I Residence I CH-1 I B-3 B 900' - S81E (from Hinkle, 2001) Option 1: Conceptual Remedial Grading (landslide removal. compacted hll, keyway, benching, sub -drains. etc...) PL Cul de Sac! 1 800' PLocs\ r \) - Qolsz 700' - 600'- PROJECT: 11 Upper Blackwater Canyon Road, Rolling Hills, CA I© ------------------ Assumed 'Buttress' Geometry Hamilton & Associates ? Tma Option 2: Caisson Shear Pins -TTT Shears 7D = 71' Qolsi (?) A -A' PL CH 1 I - 900' Per Haydon 2007 Tb (?) APPROX SCALE 1'=100' H&V _7D=68' Per Haydon ? 2007 Tma APPROX. SCALE 1 =100' H&V B' — 800' -700' - 600' PROJECT NO: 15-1958-1 -900' - 800' - 700' -600' DATE: March 2016 PLATE A-3 (REVISED AUGUST 10.20161 0 - L0-- o - C.— cm_ in N.— ] C. - L0-- Safety Factor 0.000 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000+ (51 bmeli C›- - SLIDEINTERPRET 7.017 ‘‘,„ •:-•M? A;.L, -1fitefglit'S • M Cohesion atOtiat,Naiile, Stren hAi0e, Ru , psfy, ' r:N Fill Ancient Slide Plane Bedrock (abc) 125 Mohr -Coulomb 200 0 125 Mohr -Coulomb 450 0 125 Mohr -Coulomb 450 0 Ancient Landslide Qols3 25 50 75 100 Project iina4,sis Description Drawn By Date Landslide Plane Ground Surface 125 150 175 200 225 250 11 Upper Blackwater, Rolling Hills, CA Section A- Static (No Caissons) BM/DTH Iscaie 1:337 Company 8/1/2016, 10:56:55 AM FlleName Hamilton & Associates, Inc. 1958A5C1.slim SIIDEINTERPRET 7.017 11 Upper Blackwater, Rolling Hills, CA: Page 1 of 4 Slide Analysis Information 11 Upper Blackwater, Rolling Hills, CA Project Summary File Name: 1958A5C1.slim Slide Modeler Version: 7.017 Project Title: 11 Upper Blackwater, Rolling Hills, CA Analysis: Section A- Remedial Caisson Soldier Pile Static Author: BM/DTH Company: Hamilton & Associates, Inc. Date Created: 8/1/2016, 10:56:55 AM General Settings Units of Measurement: Imperial Units Time Units: days Permeability Units: feet/second Failure Direction: Right to Left Data Output: Standard Maximum Material Properties: 20 Maximum Support Properties: 20 Analysis Options Slices Type: Vertical Analysis Methods Used' ;; Bishop simplified Janbu simplified Number of slices: 50 Tolerance: 0.005 Maximum number of iterations: 75 Check malpha < 0.2: Yes Create Interslice boundaries at intersections Yes with water tables and piezos: Initial trial value of FS: 1 Steffensen Iteration: Yes Groundwater Analysis 1958A5C1.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM SUDEINTERPRET 7.017 • • 11 Upper Blackwater, Rolling Hills, CA: Page 2 of 4 Groundwater Method: Water Surfaces Pore Fluid Unit Weight [Ibs/ft3]: 62.4 Use negative pore pressure cutoff: Yes Maximum negative pore pressure [psf]: 0 Advanced Groundwater Method: None Random Numbers Pseudo -random Seed: 10116 Random Number Generation Method: Park and Miller v.3 Surface Options Surface Type: Non -Circular Block Search Number of Surfaces: 100 Multiple Groups: Disabled Pseudo -Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 135 Left Projection Angle (End Angle): 135 Right Projection Angle (Start Angle): 45 Right Projection Angle (End Angle): 45 Minimum Elevation: Not Defined Minimum Depth: Not Defined Minimum Area: Not Defined Minimum Weight: Not Defined Seismic Advanced seismic analysis: No Staged pseudostatic analysis: No Material Properties ......................... rope Color Strength Type Unit Weight [lbs/ft3] Cohesion [psf] Friction Angle [deg] Water Surface Ru Value Fill '.;;:: Ancient.51'iile; Ptarie;:Bedrock (abc) n n Mohr -Coulomb Mohr -Coulomb Mohr -Coulomb 125 125 125 200 450 450 28 10 15 None None None 0 0 0 Global Minimums 1958A5C1.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM SUDEINTERPRET 7 017 ri16:1‘- Method: bishop simplified :0 926520 „ Axis Location: Left Slip Surface Endpoint: Right Slip Surface Endpoint: Left Slope Intercept: Right Slope Intercept: Resisting Moment: Driving Moment: Total Slice Area: Surface Horizontal Width: Surface Average Height: Method: janbu simplified Axis Location: Left Slip Surface Endpoint: Right Slip Surface Endpoint: Left Slope Intercept: Right Slope Intercept: Resisting Horizontal Force: Driving Horizontal Force: Total Slice Area: Surface Horizontal Width: Surface Average Height: 115.877, 215.473 125.000, 187.520 143.712, 206.000 125.000 192.000 143.712 206.000 389709 Ib-ft 420616 lb-ft 173.82 ft2 18.7124 ft 9.289 ft 1.012610 115.877, 215.473 125.000, 187.520 143.712, 206.000 125.000 192.000 143.712 206.000 10482.2 lb 10351.8 lb 173.82 ft2 18.7124 ft 9.289 ft Global Minimum Coordinates Method: bishop simplified 125 187.52 125.6 186.921 137.026 199.314 143.712 206 Method: janbu simplified X 125 187.52 125.6 186.921 137.026 199.314 143.712 206 List Of Coordinates Block Search Polyline 11 Upper Blackwater, Rolling Hills, CA: Page 3 of 4 1958A5C1.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM SUDEINTERPRET 7.017 • 11 Upper Blackwater, Rolling Hills, CA: Page 4 of 4 125.47 186.78 142.859 205.64 External Boundary 60 160 60.81 119.372 225 119.372 225 230 162 225 144 206 143.985 , 206 143.394 206 143.146 206 142.048 206 126 206 125 192 125 188.054 125 186.899 125 186.015 125 186 124.957 185.97 124.638 185.748 102 170 Material Boundary 124.935 185.947 124.957 185.97 Material Boundary 125 188.054 142.048 206 Material Boundary 124.638 185.748 124.759 185.644 143.636 205.779 143.394 206 1958A5C1.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM Safety Factor 0.000 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000+ 0 L()— sLIDEIN ERPRET 7.017 25 ateriai Fill Ancient Slide Plane 71 125 Bedrock (abc) 125 Mohr -Coulomb 200 28 Mohr -Coulomb 450 10 125 Mohr -Coulomb 450 15 7150.00Ibs/ft N. i Ancient Landslide Ir Qols3 r 50 Project 75 Analysis Description Drawn By Date Landslide Plane Ground Surface Soldier Pile Caissons 100 125 150 175 200 225 250 11 Upper Blackwater, Rolling Hills, CA Section A- Remedial Caisson Soldier Pile Static BM/DTH 8/1/2016, 10:56:55 AM Scale 1:342 Company File Name Hamilton & Associates, Inc. 1958A5C2.slim SIIDONTERPRET 7.017 of • • 11 Upper Blackwater, Rolling Hills, CA: Page 1 of 5 Project Summary Slide Analysis Information 11 Upper Blackwater, Rolling Hills, CA File Name: 1958A5C2.slim Slide Modeler Version: 7.017 Project Title: 11 Upper Blackwater, Rolling Hills, CA Analysis: Section A- Remedial Caisson Soldier Pile Static Author: BM/DTH Company: Hamilton & Associates, Inc. Date Created: 8/1/2016, 10:56:55 AM General Settings Units of Measurement: Imperial Units Time Units: days Permeability Units: feet/second Failure Direction: Right to Left Data Output: Standard Maximum Material Properties: 20 Maximum Support Properties: 20 Analysis Options Slices Type: Anaiysis'Methods Us Vertical Bishop simplified Janbu simplified Number of slices: 50 Tolerance: 0.005 Maximum number of iterations: 75 Check malpha < 0.2: Yes Create Interstice boundaries at intersections Yes with water tables and piezos: Initial trial value of FS: 1 Steffensen Iteration: Yes Groundwater Analysis 0000110111 1958A5C2.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM SLIOHNTERPRET 7.017 11 Upper Blackwater, Rolling Hills, CA: Page 2 of 5 Groundwater Method: Water Surfaces Pore Fluid Unit Weight [Ibs/ft3]: 62.4 Use negative pore pressure cutoff: Yes Maximum negative pore pressure [psf]: 0 Advanced Groundwater Method: None Random Numbers Pseudo -random Seed: 10116 Random Number Generation Method: Park and Miller v.3 Surface Options Surface Type: Non -Circular Block Search Number of Surfaces: 100 Multiple Groups: Disabled Pseudo -Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 135 Left Projection Angle (End Angle): 135 Right Projection Angle (Start Angle): 45 Right Projection Angle (End Angle): 45 Minimum Elevation: Not Defined Minimum Depth: Not Defined Minimum Area: Not Defined Minimum Weight: Not Defined Seismic Advanced seismic analysis: No Staged pseudostatic analysis: No Loading 1 Line Load present Line Load;1>- Angle from horizontal [deg]: Magnitude: Material Properties Strength Type Unit Weight [Ibs/ft3] 1958A5C2.slim 0 7150 Mohr - Coulomb 125 Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM SLIDENTERPRET 7.017 Cohesion [psf] Friction Angle [deg] Water Surface Ru Value Global Minimums Method: bishop simplified Axis Location: Left Slip Surface Endpoint: Right Slip Surface Endpoint: Left Slope Intercept: Right Slope Intercept: Resisting Moment: Driving Moment: Total Slice Area: Surface Horizontal Width: Surface Average Height: Method: janbu simplified Axis Location: Left Slip Surface Endpoint: Right Slip Surface Endpoint: Left Slope Intercept: Right Slope Intercept: Resisting Horizontal Force: Driving Horizontal Force: Total Slice Area: Surface Horizontal Width: Surface Average Height: 200 28 None 0 508250 115.877, 215.473 125.000, 187.520 143.712, 206.000 125.000 192.000 143.712 206.000 415281 Ib-ft 275339 Ib-ft 173.82 ft2 18.7124 ft 9.289 ft 115.877, 215.473 125.000, 187.520 143.712, 206.000 125.000 192.000 143.712 206.000 11046.1 lb 6972.87 Ib 173.82 ft2 18.7124 ft 9,289 ft Global Minimum Coordinates Method: bishop simplified 125 187.52 125.6 186.921 137.026 199.314 143.712 206 Method: janbu simplified 125 187.52 125.6 186.921 137.026 199.314 143.712 206 11 Upper Blackwater, Rolling Hills, CA: Page 3 of 5 1958A5C2.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM SLIDEINTERPRET 7.017 • 11 Upper Blackwater, Rolling Hills, CA: Page 4 of 5 List Of Coordinates Block Search Polyline 142.859 205.64 125.47 186.78 External Boundary 60 160 60.81 119.372 225 119.372 225 230 162 225 144 206 143.985 206 143.394 206 143.146 206 142.048 206 126 206 125 192 125 188.054 125 186.899 125 186.015 125 186 124.957 185.97 124.638 185.748 102 170 Material Boundary 124.935 185.947 124.957 185.97 Material Boundary 125 188.054 142.048 206 Material Boundary 124.638 185.748 124.759 185.644 143.636 205.779 143.394 206 1958A5C2.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM to - cm _ c‘i - 0 0- - LO- 11) SLIDEDITERPRET 7.017 Safety Factor 0.000 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000+ -25 0 Material Fill Ancient Slide Plane Bedrock (a bc) Unit Weight t-eth Type 125 125 125 ,Othion 1 Phi, Mohr -Coulomb Mohr -Coulomb Mohr -Coulomb Ancient Landslide Qols3 200 28 450 10 450 15 Landslide Plane 25 50 75 100 125 150 175 Project Analysis Description DrawnBy Date BM/DTH 8/1/2016, 10:56:55 AM 11 Upper Blcakwater, Rolling Hills, CA Section A -Seismic (No Caissons) SIe 1:384 Company File Name Ground Surface 200 225 Hamilton & Associates, Inc. 1958A5C3.slim 250 0.15 11 Upper Blcakwater, Rolling Hills, CA: Page 1 of ^=�� ""=._��"xw"vysxs xnfoxxvvwxtxovx 11 Upper Blicakwater, Rolling Hills., CA Project Summary File Name: 1958A5C3sUm Slide Modeler Version: 7.017 Project Tide: 11Upper 8|cakwuter,Rolling Hills, CA Analysis: Section A'Remedial Caisson Soldier Pile Seismic Author: BIVI/DTH Company: Date Created: General Settings Hamilton aAssociates, Inc. Units ufMeasurement: Imperial Units Time Units: days Permeability Units: feet/second Failure Direction: Right toLeft Data Output: Standard Maximum Material Properties: 20 Maximum Support Properties: 20 Analysis Options Slices Type: Vertical Bishop simplified ]anbusimp|died Number ofslices: 50 Tolerance: 0.005 Maximum numbaofiterations: 75 Check ma|pha<O.2: Yes Create |nters|iceboundaries atintersections es w�hwmtertab|esandpiezns �— Initial trial value ofFS: 1 Steffensen Iteration: Yes Groundwater Analysis 1958A5C3aUm Hamilton & Associates, Inc. 8/1/2016,10:55:55AM SI]DEIMERPRET 7.017 • • 11 Upper Blcakwater, Rolling Hills, CA: Page 2 of 5 Groundwater Method: Water Surfaces Pore Fluid Unit Weight [Ibs/ft3]: 62.4 Use negative pore pressure cutoff: Yes Maximum negative pore pressure [psf]: 0 Advanced Groundwater Method: None Random Numbers Pseudo -random Seed: 10116 Random Number Generation Method: Park and Miller v.3 Surface Options Surface Type: Non -Circular Block Search Number of Surfaces: 100 Multiple Groups: Disabled Pseudo -Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 135 Left Projection Angle (End Angle): 135 Right Projection Angle (Start Angle): 45 Right Projection Angle (End Angle): 45 Minimum Elevation: Not Defined Minimum Depth: Not Defined Minimum Area: Not Defined Minimum Weight: Not Defined Seismic Advanced seismic analysis: No Staged pseudostatic analysis: No Loading Seismic Load Coefficient (Horizontal): 0.15 Material Properties 1958A5C3.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM 1111=="° Color Strength Type Unit Weight [|b$ft3] Cohesion[Psf] Friction Angle [deg] Water Surface RuVa|ue Mohr -Coulomb 125 200 28 None O Global Minimums Method: bishop simplified Axis Location: Left Slip Surface Endpoint: Right Slip Surface Endpoint: Left Slope Intercept: Right Slope Intercept: Resisting Moment: Driving Moment: Total Slice Area: Surface Horizontal Width: Surface Average Height: Method: 'aobosimplified Mohr -Coulomb 12s 450 10 None O ' 115�7,215.473 125.000187j20 143,712,206.000 125.000192.000 143.712205.000 381796|b4t 465336|b4t z73.82ft2 18.7124ft 9.289ft Axis Location: Left Slip Surface Endpoint: Right Slip Surface Endpoint: Left Slope Intercept: Right Slope Intercept: Resisting Horizontal Force: Driving Horizontal Force: Total Slice Area: Surface Horizontal Width: Surface Average Height: z��7,Z15�8 zz5�OO 187�2O 143J12'206.000 125.000192.000 143.712205.000 1VI3l.3|b 11892.5|b 173.82ft2 zDJ124ft 9.289ft Global Minimum Coordinates Method: bishop simplified 125 187.52 125.6 185.921 137.026 199314 Mohr -Coulomb 125 450 15 None O 11Upper Bbakwater, Rolling Hills, CA: Page 3of5 1958A5C aUm Hamilton &Associates, Inc.8/1/016,10:56:55AM SLIDEINTERPRET 7.017 Poi • • 11 Upper Blcakwater, Rolling Hills, CA: Page 4 of 5 Method: janbu simplified X 125 187.52 125.6 186.921 137.026 199.314 143.712 206 List Of Coordinates Block Search Polyline x „Y. 125.47 186.78 142.859 205.64 External Boundary ... 60 160 60.81 119.372 225 119.372 225 230 162 225 144 206 143.985 206 143.394 206. 143.146 206 142.048 206 126 206 125 192 125 188.054 125 186.899 125 186.015 125 186 124.957 185.97 124.638 185.748 102 170 Material Boundary 124.935 185.947 124.957 185.97 Material Boundary 125 188.054 142.048 206 1958A5C3.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM SLIDEINTERPRET 7.017 P1 62.J2 • • 11 Upper Blcakwater, Rolling Hills, CA: Page 5 of 5 Material Boundary X 124.638 185.748 124.759 185.644 143.636 205.779 143.394 206 1958A5C3.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM Safety Factor 0.000 0.250 0.500 0.750 10— c1.000 1.250 1.500 1.750 2.000 I 2.250 N 2.500 2.750 3.000 3.250 3.500 3.750 0 4.000 N _ 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000+ I0— Lo- N— I 25 ova 6t:41Q;1 SLIDPINTERPRET 7.017 ' I ' 50 raaaa Fill Ancient Slide Plane Bedrock (abc) 75 Project 3treTypei \[b5Jft3 ngt C\ V 125 Mohr -Coulomb I 200 28 125 Mohr -Coulomb 450 10 125 Mohr -Coulomb I 450 15 5100.00 Ibs/ft--- Ancient Landslide Qols3 Analysis Description Drawn By Date 100 Landslide Plane Ground Surface Solidier Pile Caissons 125 150 175 200 11 Upper Blackwater, Rolling Hills, CA Section A- Remedial Caisson Soldier Pile Seismic BM/DTH 'sole 1:338 8/1/2016, 10:56:55 AM Company File Name 1 0.15 225 250 275 Hamilton & Associates, Inc. 1958A5C4.slim 9]7101TERPRET 7.017 014„ • • 11 Upper Blackwater, Rolling Hills, CA: Page 1 of 5 Project Summary Slide Analysis Information 11 Upper Blackwater, Rolling Hills, CA File Name: 1958A5C4.slim Slide Modeler Version: 7.017 Project Title: 11 Upper Blackwater, Rolling Hills, CA Analysis: Section A- Remedial Caisson Soldier Pile Seismic Author: BM/DTH Company: Hamilton & Associates, Inc. Date Created: 8/1/2016, 10:56:55 AM General Settings Units of Measurement: Imperial Units Time Units: days Permeability Units: feet/second Failure Direction: Right to Left Data Output: Standard Maximum Material Properties: 20 Maximum Support Properties: 20 Analysis Options Slices Type: Vertical ,: A"nalysis 1Vlethods Used Bishop simplified Janbu simplified Number of slices: 50 Tolerance: 0.005 Maximum number of iterations: 75 Check malpha < 0.2: Yes Create Interstice boundaries at intersections Yes with water tables and piezos: Initial trial value of FS: 1 Steffensen Iteration: Yes Groundwater Analysis 1958A5C4.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM poi wD 11ERPMET 7.017 Groundwater Method: Water Surfaces Pore Fluid Unit Weight [Ibs/ft3]: 62.4 Use negative pore pressure cutoff: Yes Maximum negative pore pressure [psf]: 0 Advanced Groundwater Method: None Random Numbers Pseudo -random Seed: 10116 Random Number Generation Method: Park and Miller v.3 Surface Options Surface Type: Non -Circular Block Search Number of Surfaces: 100 Multiple Groups: Disabled Pseudo -Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 135 Left Projection Angle (End Angle): 135 Right Projection Angle (Start Angle): 45 Right Projection Angle (End Angle): 45 Minimum Elevation: Not Defined Minimum Depth: Not Defined Minimum Area: Not Defined Minimum Weight: Not Defined Seismic Advanced seismic analysis: No Staged pseudostatic analysis: No Loading Seismic Load Coefficient (Horizontal): 0.15 1 Line Load present Line Load: l'::; ;'r: Angle from horizontal [deg]: Magnitude: Material Properties ape Color Strength Type 0 5100 Mohr - Coulomb • 11 Upper Blackwater, Rolling Hills, CA: Page 2 of 5 1958A5C4.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM keit';= su7INTERPRET7.°17 Unit Weight [lbs/ft3] Cohesion [psf] Friction Angle [deg] Water Surface Ru Value Global Minimums Method: bishop simplified 125 200 28 None 0 . FS Axis Location: Left Slip Surface Endpoint: Right Slip Surface Endpoint: Left Slope Intercept: Right Slope Intercept: Resisting Moment: Driving Moment: Total Slice Area: Surface Horizontal Width: Surface Average Height: Method: janbu simplified FS Axis Location: Left Slip Surface Endpoint: Right Slip Surface Endpoint: Left Slope Intercept: Right Slope Intercept: Resisting Horizontal Force: Driving Horizontal Force: Total Slice Area: Surface Horizontal Width: Surface Average Height: LI.0303 115.877, 215.473 125.000, 187.520 143.712, 206.000 125.000 192.000 143.712 206.000 399807 lb-ft 362463 lb-ft 173.82 ft2 18.7124 ft 9.289 ft 115.877, 215.473 125.000, 187.520 143.712, 206.000 125.000 192.000 143.712 206.000 10625.8 lb 9481.39 Ib 173.82 ft2 18.7124 ft 9.289 ft Global Minimum Coordinates Method: bishop simplified 125 187.52 125.6 186.921 137.026 199.314 143.712 206 Method: janbu simplified 11 Upper Blackwater, Rolling Hills, CA: Page 3 of 5 1958A5C4.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM SLIDENTERPRET 7 017 125 187.52 125.6 186.921 137.026 199.314 143.712 206 List Of Coordinates Block Search Polyline 142.859 205.64 125.47 186.78 External Boundary 60 160 60.81 119.372 225 119.372 225 230 162 225 144 206 143.985 206 143.394 206 143.146 206 142.048 206 126 206 125 192 125 188.054 125 186.899 125 186.015 125 186 124.957 185.97 124.638 185.748 102 170 Material Boundary 124.935 185.947 124.957 185.97 Material Boundary 125 188.054 142.048 206 Material Boundary 1958A5C4.slim • • 11 Upper Blackwater, Rolling Hills, CA: Page 4 of 5 Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM 2.0 10, SLIDEINTERPFtEl 7 017 • • 11 Upper Blackwater, Rolling Hills, CA: Page 5 of 5 ' X 124.638 185.748 124.759 185.644 143.636 205.779 143.394 206 1958A5C4.slim Hamilton & Associates, Inc. 8/1/2016, 10:56:55 AM 960,30 768.24- • 576.18 384.12 192.06 • Ground Sii ff ace Section B.- Remedial. Caisson Shear Pins Static med Ancient slide Plane Clols2 )0, INITIATION RANGE TERMINATION RANGE Assumed Ground Water Assumed Ancient Landslide Plane 0- -19.:-06 384,12 576.18,' 766.24 :960 30- 1152.-36 1344,42- 1536.48. Safety Factors 1.72 1.84 1.84 2.11 2.82 2,16 2.93 3;09 3.26 3.58- • • 1958B5C1 ** PCSTABL6 ** by Purdue University modified by Peter J. Bosscher University of Wisconsin -Madison --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencers Method of Slices PROBLEM DESCRIPTION Section B- Remedial Caisson Shear Pins Static BOUNDARY COORDINATES 17 Top Boundaries 37 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 120.00 735.00 133.00 727.00 1 2 133.00 727.00 277.00 810.00 1 3 277.00 810.00 360.00 810.00 1 4 360.00 810.00 383.00 810.00 2 5 383.00 810.00 400.00 800.00 2 6 400.00 800.00 460.00 800.00 2 7 460.00 800.00 487.00 785.00 2 8 487.00 785.00 520.00 805.00 2 9 520.00 805.00 564.00 831.00 1 10 564.00 831.00 567.00 831.00 4 11 567.00 831.00 600.00 835.00 1 12 600.00 835.00 638.00 839.00 2 13 638.00 839.00 656.00 850.00 2 14 656.00 850.00 675.00 860.00 1 15 675.00 860.00 714.00 865.00 1 16 714.00 865.00 725.00 866.00 2 17 725.00 866.00 943.00 873.00 2 18 133.00 716.00 214.00 716.00 2 19 214.00 716.00 360.00 810.00 2 20 520.00 805.00 564.00 835.00 2 Page 1 • • 1958B5C1 21 564.00 821.00 567.00 821.00 4 22 567.00 821.00 600.00 835.00 2 23 658.00 850.00 714.00 865.00 2 24 235.00 726.00 473.00 752.00 3 25 473.00 752.00 564.00 789.00 3 26 564.00 780.00 567.00 780.00 4 27 567.00 780.00 592.00 789.00 3 28 592.00 789.00 631.00 804.00 3 29 631.00 804.00 650.00 845.00 3 30 235.00 724.00 473.00 750.00 2 31 473.00 750.00 564.00 778.00 2 32 564.00 778.00 567.00 778.00 4 33 567.00 778.00 592.00 787.00 2 34 592.00 787.00 631.00 802.00 2 35 631.00 802.00 650.00 843.00 2 36 235.00 723.00 943.00 750.00 3 37 233.00 713.00 943.00 740.00 2 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 290.0 32.0 0.00 0.0 1 2 125.0 125.0 450.0 10.0 0.00 0.0 1 3 125.0 125.0 450.0 10.0 0.00 0.0 1 4 150.0 150.0 50000.0 0.0 0.00 0.0 1 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of Water = 62.40 Piezometric Surface No. 1 Specified by 8 Coordinate Points Point X-Water Y-Water No. (ft) (ft) Page 2 • • 1958B5C1 1 120.00 712.00 2 218.00 712.00 3 255.00 738.00 4 718.00 750.00 5 785.00 860.00 6 810.00 860.00 7 839.00 758.00 8 943.00 762.00 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Sliding Block Surfaces, Has Been Specified. 20 Trial Surfaces Have Been Generated. 2 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 20.0 Box X-Left Y-Left X-Right Y-Right Height No. (ft) (ft) (ft) (ft) (ft) 1 300.00 730.00 525.00 770.00 20.00 2 550.00 775.00 725.00 830.00 20.00 Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Janbu Method * * Failure Surface Specified By 10 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 442.66 800.00 Page 3 • 1958B5C1 2 443.75 798.91 3 462.61 792.27 4 480.38 783.10 5 499.73 778.03 6 513.90 763.91 7 666.57 816.79 8 672.85 835.78 9 683.68 852.59 10 688.62 861.75 *** 1.715 * * * Page 4 960.30 768.24 • 576.18 384.12 192.06 • Section B- Remedial Caisson Shear Pins Seismic Ground Surface INITIATION RANGE Assumed Ancient Landslide Plane Qols2 TERMINATION RANGE Assumed Ground Water Assumed Ancient Landslide Plane Qalsi 0 192 06 384.12 :57618766.-24 .96.6„30 1152:-36 1344,42 153,6-,48 Safety Factors 1.12 1.18. 1.20 1.27 1.32 1.42 1.50 1.57 1.62 1.68 • • 1958B5C2 ** PCSTABL6 ** by Purdue University modified by Peter J. Bosscher University of Wisconsin -Madison --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices PROBLEM DESCRIPTION Section B- Remedial Caisson Shear Pins Seismic BOUNDARY COORDINATES 17 Top Boundaries 37 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 120.00 735.00 133.00 727.00 1 2 133.00 727.00 277.00 810.00 1 3 277.00 810.00 360.00 810.00 1 4 360.00 810.00 383.00 810.00 2 5 383.00 810.00 400.00 800.00 2 6 400.00 800.00 460.00 800.00 2 7 460.00 800.00 487.00 785.00 2 8 487.00 785.00 520.00 805.00 2 9 520.00 805.00 564.00 831.00 1 10 564.00 831.00 567.00 831.00 4 11 567.00 831.00 600.00 835.00 1 12 600.00 835.00 638.00 839.00 2 13 638.00 839.00 656.00 850.00 2 14 656.00 850.00 675.00 860.00 1 15 675.00 860.00 714.00 865.00 1 16 714.00 865.00 725.00 866.00 2 17 725.00 866.00 943.00 873.00 2 18 133.00 716.00 214.00 716.00 2 19 214.00 716.00 360.00 810.00 2 20 520.00 805.00 564.00 835.00 2 21 564.00 821.00 567.00 821.00 4 Page 1 • • 1958B5C2 22 567.00 821.00 600.00 835.00 2 23 658.00 850.00 714.00 865.00 2 24 235.00 726.00 473.00 752.00 3 25 473.00 752.00 564.00 789.00 3 26 564.00 780.00 567.00 780.00 4 27 567.00 780.00 592.00 789.00 3 28 592.00 789.00 631.00 804.00 3 29 631.00 804.00 650.00 845.00 3 30 235.00 724.00 473.00 750.00 2 31 473.00 750.00 564.00 778.00 2 32 564.00 778.00 567.00 778.00 4 33 567.00 778.00 592.00 787.00 2 34 592.00 787.00 631.00 802.00 2 35 631.00 802.00 650.00 843.00 2 36 235.00 723.00 943.00 750.00 3 37 233.00 713.00 943.00 740.00 2 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 290.0 32.0 0.00 0.0 1 2 125.0 125.0 450.0 10.0 0.00 0.0 1 3 125.0 125.0 450.0 10.0 0.00 0.0 1 4 150.0 150.0 50000.0 0.0 0.00 0.0 1 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of Water = 62.40 Piezometric Surface No. 1 Specified by 8 Coordinate Points Point X-Water Y-Water No. (ft) (ft) 1 120.00 712.00 2 218.00 712.00 Page 2 • • 1958B5C2 3 255.00 738.00 4 718.00 750.00 5 785.00 860.00 6 810.00 860.00 7 839.00 758.00 8 943.00 762.00 A Horizontal Earthquake Loading Coefficient Of0.150 Has Been Assigned A Vertical Earthquake Loading Coefficient Of0.000 Has Been Assigned Cavitation Pressure = 0.0 psf A Critical Failure Surface Searching Method, Using A Random Technique For Generating Sliding Block Surfaces, Has Been Specified. 20 Trial Surfaces Have Been Generated. 2 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 20.0 Box X-Left Y-Left X-Right Y-Right Height No. (ft) (ft) (ft) (ft) (ft) 1 300.00 730.00 525.00 770.00 20.00 2 550.00 775.00 725.00 830.00 20.00 Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Janbu Method * * Failure Surface Specified By 9 Coordinate Points Page 3 • • 1958B5C2 Point X-Surf Y-Surf No. (ft) (ft) 1 428.27 800.00 2 431.71 796.97 3 447.15 784.26 4 462.84 771.86 5 476.99 757.72 6 724.09 820.37 7 736.01 836.43 8 750.07 850.66 9 760.48 867.14 *** 1.118 *** Page 4