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2000-6640 G/TE SEP - 29 -2000 06:229 AM 01-:8-20� 'D;CCAUTAL CUM, ,118SICN P. 01 FA ' I _rEr � 819?e7 X8214 P � 02 OP A64= yCMWr CAL MRNtA C" OABTAL COMMISSION our v e�►aano,�,� WS M L?rAAt tWiM JUrM 1 U+ CO3N CA ru%4ft ro lY1Mum i f � EMERGENCY PERMIT Apolftnts: Monte ■renMiaabeth vhft : 800 Neptune Avenue a Lrnelnlhs, CA 92024 i Agent; aob'nrttlN.fohn Nlven Em argOnCy Permit No, Aftima Locution of KnOrg" work: Od0 Neptune Avenue, enelnitu. San 01 e09 County, I WC* Proponod:•Construction of an ro xlmetei app y+42 ft. long, eppro3d high, relnfomd cnnanala euwelt on t its beach. The ""ue+y 17 ft. �j�owa of tieback anchors rodmate 0mvull win kworporaie two fnd tee to mete. t amid a djace nt n ly to i j, �� � and vein be colored *onstruotbn of a belo"rade, p" is the Opirer bluff nrientlon +rpproxlrnataly 40 ft. lorlp sortcreb reinforced oaf an •xletin sf eyetem. The tMr1tlon ayetem aria be constructed in *a roar uff edge and well eaenslst of easel rMnfergd ocnc ty 0 to 2 0 ft. inland et the Placed approxlmatefy •lght (0) ft. on oenter with tls mko a n d to a copp b of W rnd concrete plain. bake a copp a steel Thlu latter cormtlnnes approvol Of the a' WQGr work you or your repm � Bated to be done at the location 11SW above. i understand from your taiwe him air � inspeotion that an unexpected owurrence in the form of ap maw and rogytroe h Nn"l action to prevent or mitlpats loan or damage to life, hoem, pr opert y or tee Public asrvlcea, 1 Cal, Admin. Code Section 1 appp, The t;::teouttve C of the OZ111 Commission hereby finds that: i (e) An emereenoy e:dete which requires scgon mere quickly than permitled by the procedures for odminlatrathm or ordinary parmits and the d can and will be completed within 30 days unless othvrwla0 •yalopment terms of this permit; Specified by the (b) Public Comment on the proposed emerpencY action has been reviewed i If time allows; (C) As aondi tioned, the work requirements of the Callforrda moved Act of I conalatant with the G'oA9ta1 Ant of i Q'70, The 1work Is hereby approved, subject to the conditions listed cn the attached pa", Sincerely, PEM M. DOUQLA9 Executive Olreaisr oy� C�t�Ahl N. LEE oe" Director SEP - 29 -2000 06:29 AM P. 02 8rr.P ?6 THU 16 i 95i f Ll1 COABI'AL =MM I SS I C N TEL181a767 ZBBM1 P1@S 6.00.14643 September 27, 2000 Pap Z CONOITMNA ORAPIRFMA 1. The enclosed Emergency Psmflt AccepW" farm must be glued by the PROPERTY OWNER and returned to our dlbe within 16 days, i 2. The work euthOrind by this permit must bs aotn within 00 days of the date of Oft permit (I.e., by November 27, 2MM This et►tergenoY Permft N only for the above described seawall and bluff retention system. No other wC* Is approved by this emergency permit. The construction or plooment of any boy or Protective structure, Including but not limited te, $tauways or other aoee$$ etrucar res, drainage structures or pipes, watw, tense. etc., an not authorised by this truces H during construction, site condklons warrant ohangse to the approved Pima, the Son Diego 01atriat office d the Coastal Commisslon shall be oontaated immediately prior to any changes to the project In the field. 3. The e merpenay work carried out under this pennh le 00nalder+ecl to be TEMPORARY work done In an emergency situation, In order to have the Vnerpenoy work became a permanent development, a regular masts' development permit must be obtained. An application for regular Coastal Permit to haw the emwrpsnay work remain as perrrlensnt shah be submitted within 80 days of the data of this permit (i.e.. by November 27, 2ow). It a regular coastal development permit Is not realved from the City d Encinitas andior the Coeetal Commission, the sMerpeney work shall be removed In Its entirety within 1110 days of the above date unIfts walmd by the Executive Dlractvr. 4. In exereleing this permmit, the Commission harmless from ��� sprees to held the Calftomla Coasted or any lfabllk%o for damage to pubib or private pwpsrtles personal Injury that may result from the prqaat. d. This permit does not obviate the need to obtain necessary authorizations wxft Engineers. ft C other alUarniia Depaftent d OW �'PteareMlon. Army o Corps 8. Prior to the oommenoement of construction, the applicant shall submit to the beeeutiw Director, for review and written approval, loud plena few ft sawall and bluff retskion syatsm that have been reviewed and approved by the City of Enolnitaa Engineering Department. Geld plane shalt be in conlormartce with the tuns dated 2/11/00 and 41110100 by Golf Engineering Constructlon, Ino. and Include the falloMng spealtieatlons: a. The proposed seawall $half conform as obeelY to the ton of the bluff as possibts. b. No local sand. cobbles or shoreline rooks shall be used for bacidlll ar for any other purpose as awalnwtlon material. I SEP -29 -2000 06:30 AM SEP -29 -d0PJ8 THU %F o 98 101 COASTAL COMMISSION 7ILL 161 5787 ZVW P 104 64-146.0 &PftAW 27, 2000 Pale 3 c. The proposed upper bluff tatsntlon system shall follow the alignment proaaeed on the plan by Sd Bngineeting COnetwdbn, CommisWon data stamped Septrmber $5, 2M (aftohed to this penult). i If you have any questions about the provlslm of We amer2smay permi plepN all the COMMlsafon's Son Dl"o CoAst Aroa Office at the addraes and telephone number llstedl on the first page. i I i i f i i I , i i i SEP - 29 -2000 06:31 AM 5EP -4d -ZOW TIU 16o4o IUI CGASTAL CUMMISSION 'EL I S18767 2809► Pies 60.1 6%ptember 27, 2040 Page i EMERGENCY PERMIT ACCEPTANCE FORM Tf1" 7676 METROPOLITAN DRIVE, SUITE 103 BAN DIEGO, CA Ga100.44M (e10) 787 -2370 RE:� Srttsrpeney Permit No. "0-jfi INSTRUCTION6; After reading the attachad Emergency Permit. pieses sign this form and retum to the San Diego Cosec Area OMbe wffhin 1 x worldrig days from the permife date, I I hereby understand all of the conditions of the emergen and agree to «bide by them. permit d°Ing Issued to ms also understand that a regular Coastal Permit is necessary to nentnanently authorize the emergency work. I agree to apply for a regular Coastal Permit within f!0 days of the date of the emergency permit (Le., by November 27, 2000). I signature of proFMy" Owner 1 � I Name i Addrsse I i Date of elgning i i (oAl�n ol&FWMWVWCy+ -Ml4e -o Aran &Pala i i SEP -29 -2000 06:31 AM P-05 Z8W P f 07 - y6 -Ze= TMU 16141 1DI=ASTPL CDMMIGSICN . ' a i i �j t ' CL Go i l ` „� � � / M � � Z• � fit,- � '+• �• }• % All ke �� . ����..r � r -� � ter' �r��� , L • Y` , � M � —r,j • . I � /'� �G"`~+�. -. --- � ...��}. �j ter.•", i '�_... - r .��r�'� r _'"'• Y'~ -•; 1 SEP -29 -2000 06:32 AM P.06 8EP — e8 -Z0Ri0 TNU 15 t 413 v 10 1 COAS T Y � � i>a8i AN TEL 6197137 2>l1�1 •r• •��� a Y� 1 I MMw II � 3 looll 11• . w 1 li e r I , 9 2.33M 7.74 rqw �7 Mae rs:S 92.7 • '40 v x �. Sa- COA STAL � SSIpN SAN o p CCu1ST D13TRET SOIL maniounc consciucclon., October 9, 2000 TO: Director of Community Services Department, City of Encinitas FROM: John W. Niven Soil Engineering Construction, Inc. SUBJECT: Contractor Responsibility This correspondence is provided to acknowledge that Soil Engineering Construction, Inc. (SEC), will be liable for any costs to correct damages to the beach or adjacent areas resulting from permit work undertaken by SEC for Coastal Development Permit No. 6- 00- 146 -G, bluff repairs at 808 Neptune Avenue. In addition, SEC recognizes that construction debris washing onto the beaches (during the period of time that SEC is constructing this project) within one -mile north or south of the work site shall be the responsibility of SEC and shall be removed at no expense to the City of Encinitas. Construction debris is defined as any lumber, piling, crates, boxes, containers and other objects which, could be used for construction identical to that being used on the project site. Debris also includes any pre - existing items excavated at the site such as reinforcing steel, concrete and bricks. —Y . lE � - —1 0 0 ohn . Niven, P.E. Date Soil Engineering Construction, Inc. 927 Arguello Street, Redwood City, California 94063 -1310 (650) 367 -9595 • FAX (650) 367 -8139 CALIFORNIA ALL - PURPOSE ACKNOWLEDGMENT State of Cal i f o r n i a County of San Diego On Oct.9, 2000 before me, La u r a Lyn n e Date Name and Title of Officer (e.g., "Jane Doe, Notary Public")� personally appeared John W. N i v e n, P. E. Name(s) of Signer(s)> ix personally known to me - O �p'kc�hrt1 f'oxri'4cxt14L g� 5t�p��X� to be the person(s) whose name(s) ishaxe subscribed to the within instrument ; and acknowledged to me that h~ftg& cexecuted the same in his /fxe X** authorized capacity(4;A), and that by Lft" LYNNE his /heX✓ftk signature(90 on the instrument the personQt), or the entity upon behalf of which the person(t) acted, QO�On� iLi1! executed the instrument. �i1�1l1� -t1� l�t0 VV cam WITNES my hand and official seal. Laura Lynn e Signature of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent A; fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) r ' Signer's Name: Signer's Name: rs ❑Individual 11 Individual ❑ Corporate Officer ❑ Corporate Officer Title(s): Title(s): ❑ Partner — ❑ Limited ❑ General ❑ Partner — ❑ Limited ❑ General ❑ Attorney -in -Fact ❑ Attorney -in -Fact ❑ Trustee ❑ Trustee ❑ Guardian or Conservator El Guardian or Conservator `: ? ❑ Other: Top of thumb here ❑ Other: Top of thumb here Signer Is Representing: Signer Is Representing: © 1995 National Notary Association • 8236 Remmet Ave., P.O. Box 7184 • Canoga Park, CA 91309 -7184 Prod. 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RE: Preliminary Geotechnical Evaluation ' Proposed Lower and Upper Bluff Repairs Brem Residence, 808 Neptune Avenue Encinitas California Soil Engineering Construction (SEC) has re ared the following, re P P g, p liminary geotechnical evaluation in response to the following urgent concerns: ' * * Recent sudden and unexpected failures along sections of the lower coastal bluff; ' * * An upper bluff failure at 798 Neptune that is continuing to extend northward toward the subject property; and ** Within the past 50 days, there e has been a sudden and unexpected fracturing of the ' upper bluff. This tension crack is located on the slope just below the top of bluff and extends northward from the property line with Kimball (798 Neptune), encompassing approximately '/2 the length of the subject property. ' As noted in the conclusions oft this review, the sudden and unexpected failures of the lower bluff, as well as the sudden and unexpected fracture occurring along the upper bluff, has promoted a level of bluff instability that places the residence on the subject property under imminent threat of failure. ' This review includes the results of our bluff stability analyses, conclusions and recommendations for the emergency repairs to the lower and upper bluff. August 7, 2000 927 Arguello 5rreer, Redwood Ciry, California 9 4063-1310 (650) 367 -9595 0 FAX (650) 367 -8139 ' ' This review utilizes, as a base for substantiating our analyses, information presented in the following reports, which have been previously submitted, to the California Coastal Commission: ' 1. " Geotechnical Report / Request equest for Emergency Processing, Proposed Lower Bluff Seawall, Johnson & Downing Properties, 788, 790 Neptune Avenue, Encinitas California ", prepared by SEC, dated July 29, 1996. 2. "ADDENDUM, Geotechnical Report / Request for Emergency Processing, Proposed Lower Bluff Seawall, Johnson & Downing Properties, 788, 790 Neptune Avenue ' Encinitas, California ", prepared by SEC, dated August 19, 1996. 3. "Addendum to Geotechnical Report, Johnson & Downing Lower Seawall, 788 & 790 ' Neptune Avenue, Encinitas, California ", prepared by SEC, dated May 20, 1997. 4. "Addendum No. 2, Geotechnical Report, Johnson & Downing Lower Seawall, 788 & 790 Neptune Avenue, Encinitas, California ", prepared by SEC, dated September 11, 1997. 5. "Updated Geotechnical Review / Request for Emergency Processing, Proposed Upper Bluff Retention System, Downing Residence, 790 Neptune Avenue, Encinitas, ' California ", prepared by SEC, dated April 27, 1998. 6. "Updated Geotechnical Review / Request for Emergency Processing, Proposed Upper Bluff Retention System, Johnson Residence, 788 Neptune Avenue, Encinitas, California ", prepared by SEC, dated May 29, 1998. 7. "Preliminary Geotechnical Evaluation / Request for ��' q Emergency Processing, Proposed ' Lower Bluff Seawall & Upper Bluff Retention System, Mattingley Residence, 794 Neptune Avenue, Encinitas, California ", prepared by SEC, dated February 10, 1999. ' 8. "Supplemental Geotechnical Information, 794 Neptune Avenue, Encinitas, California ", prepared by SEC, dated February 18, 1999. ' 9. "Preliminary Geotechnical Evaluation / Request for Emergency Processing, Proposed Lower Bluff Seawall, Funke & Kimball Residences, 796 and 798 Neptune Avenue, ' Encinitas, California ", prepared by SEC, dated October 5, 1999. 10. "Supplemental Recommendations for Repairs to Upper Bluff, Funke & Kimball Residences, 796 and 798 Neptune Avenue, Encinitas, California ", prepared by SEC, dated February 10, 2000. ' August 7, 2000 2 1 SITE DESCRIPTION ' The project site is located at 808 Neptune Avenue in Encinitas. The site consists of relatively level building Pad areas (El. +92' + / -) and is occupied by a single story wood fiame residential dwelling Of standard construction with appurtenant improvements. It appears that the structure is founded on shallow foundations. The project site is bounded to the east by Neptune Avenue, single family residences to the north and south, and on the west, by an approximately 90 foot high, steeply sloping, westerly facing sea bluff. ' Based on our observations of the subject site, and the results of this geotechnical evaluation, it is our opinion that the site conditions have degraded significantly during the past 120 days. As observed on the beach, large blocks ks of the lower Ardath formation have failed and are continuing to fail. Some of these blocks still exist in front of the bluff area on the northern half of ' the property and extend onto the neighboring property at 816 Neptune. Near the base of the approximately + 8' M.S.L., a clay seam exists across the property blur at ' P Perty and appears to extend across the properties to the north Major landslides appear to have occurred on this clay seam on properties to the north and south of the subject site. In addition, an ongoing upper bluff failure h spread acro the 796 and 798 properties a now threatens the subject property. ss In addition, prior to initiating emergency upper bluff repairs at the 796 and 798 properties, SEC observed and notified the owner at 808 Neptune that a tension crack was visible just below the top of bluff. This fracture e e ' from the property's boundary with 798 Neptune Avenue northward approximately 20 feet. xt nds SUBSURFACE CONDITIONS ' On August 23, 1999, SEC advanced a boring near the property lines between the 796 and 798 properties to a depth of approximately 97 feet. The approximate boring location is shown on Figure 1. An engineer from this office logged the boring, collected disturbed and relatively "undisturbed" soil samples and oversaw the drilling operation. The boring was advanced, using a CME 75 High Torque truck mounted drilling rig, equipped with 8 -inch hollow -stem augers and ' an automatic trip hammer for soil sampling. Tri- County Drilling, Inc. of San Diego, California, supplied the drill rig and operator. August 7, 2000 3 I ' Subsurface soils were visually classified in the field in general accordance with the procedures of ASTM D2488 -84 and the Unified Soil Classification System (USCS) The boring was backfilled ' but not compacted, upon the completion of logging and sampling. Logs of the boring are presented on Plates 1 through 4. ' As encountered in the boring, the site is underlain by minor amounts of fill u to p 2 feet consisting of silty sands. Underlying the said fill are Terrace deposits to a depth of ' approximately 69 feet. Underlying the fill and the Terrace deposits is the Ardath formation, which consists of siltstone /claystone and lenses of sandstone. The Ardath formation was ' continuously sampled, using a continuous core barrel to observe any clay seams or shear zones. In addition, a few relatively undisturbed drive samples were obtained for direct shear testing. No clay seams or shear zones were observed from the recovered samples. A trace of groundwater was observed perched over the Ardath formation. At a depth of approximately 95 feet, very dense Torrey sandstone formation was encountered. ' SLOPE STABILITY ANALYSES Presented herein are the results of our bluff slope stability analyses for the subject site. The ' purpose of the analyses was to find the minimum factors of safety with respect to sliding for the existing (before construction of the seawall and upper bluff retention system) and the post construction conditions. The analyses were performed for both static and seismic conditions utilizing the Modified Bishops Method of Slices (GSTABL7 computer program) and the results are discussed herein. The location of the assumed most critical bluff cross - section A -A', shown on Figure 1 and the cross - section, is shown on Figure 2, and represents the bluff slope used in our analyses. The computer printouts are included in this review and are attached. Assumed ' design soil parameters used for our analysis were based on laboratory testing, Plate 5, and on our past experience working in the area, and are presented in the table on the following page: August 7, 2000 4 ' Material Total Unit Cohesion Friction Weight (pcf) (psf) Angle ' (degrees) Terrace Deposits (Upper- 120 150 37 Bluff) Santiago Formation 100 100 17 (Residual Strength) ' Santiago Formation 110 300 25 (Peak Strength) ' Torrey Sandstone 125 1000 40 ' Seismic criteria are included in the slope stability analyses. The slope stability analysis uses a pseudo - static method with a Seismic Coefficient of 0.15 gravity. The calculated factor of safety ' with respect to sliding for each load case are presented below: ' Bluff Condition Minimum X- Section A -A' Calculated Factor of Safety Existing Bluff Analysis Before Seawall Construction Static Analysis - Pseudo-Static Analysis- 1.18 0.93 t Bluff Analysis After Construction of Seawall Static Analysis- 1.57 Pseudo-Static Analysis- 1.18 Existing Upper Bluff Analysis Before Upper Bluff Retention System Static Analysis- 1.11 Pseudo-Static Analysis- 0.86 ' Bluff Analysis After Construction of Upper Bluff Retention System ' Static Analysis- 1.59 Pseudo-Static Analysis- 1.27 ' August 7, 2000 5 CONCLUSIONS AND RECOMMENDATIONS ' Based on the findings presented above, it is recommended that emergency repairs consisting of the construction of a lower bluff seawall and buried upper bluff retention system proceed ' immediately. It is our opinion that the threat to the subject residence consists of a potential failure, in a large volume slide, based upon the referred to clay seam. The lower wall will mitigate this concern. It acts both to counteract the slide and to prevent erosion from wave ' actions. In addition to the potential of a large volume slide on the clay seam, the subject properties are also affected by failures of the over - steepened upper bluff materials, failures extending from the 798 property and the appearance of the tension crack on the southern half of the property. ' It is recommended, based on our slope stability analyses, that the proposed seawall be designed to resist a force of 45 kips per lineal foot. Tiebacks for the lower wall should be designed ' accordingly, using a minimum bond stress of 20 pounds per square inch within the bonded zone. The bonded zone for the tiebacks should be considered that portion of the anchor, which is embedded into the underlying Torrey sandstone. It is recommended that the diameter of the ' borehole for the tiebacks be a minimum of 12 inches in diameter. The bottom of the wall should extend to a minimum elevation of 0' M.S.L. It is recommended that three hydroaugers be ' installed across the property. The said hydroaugers should be installed at various locations along the proposed seawall's length. The hydroaugers should be installed in three -inch +/- diameter borings, drilled at a slope of about +2% and be a minimum of 50 feet in length. The outer ten feet of the hydroauger should not be perforated. ' In order to protect the residential structures at the site from imminent damage or loss due to an upper bluff failure, it is recommended that a buried upper bluff retention system, consisting of ' caissons /grade beam and tiebacks, be constructed across the residential lot fronting the sea bluff. The purpose of the buried upper bluff retention system is to interrupt the upper bluff failures and the expected flattening of the Terrace deposits and to protect the residential structure against ' otherwise expected underminement and failure. ' It is recommended that the buried retention system be constructed across the width of the subject lot, approximately 42 feet. At this time, an end return is not recommended because the property owner at 816 has initiated engineering design for the repairs to the 816 property and the repairs ' will be connected/tied into the repairs at the 808 property. ' It is recommended that the caissons for the buried upper bluff retention system be a minimum of 40 feet in depth. Caissons should not be spaced greater than 8 feet center to center. Minimum diameter of the caissons should not be less than 30 inches. August 7, 2000 6 I The buried retention system should be restrained at the top using tiebacks. It is recommended that tiebacks be drilled in a borehole of 8 inches and be a minimum of 40 feet in length. The said tiebacks should be designed assuming a minimum unbonded length of 16 feet and a minimum bonded length of 24 feet. Tiebacks for the buried upper bluff retention system should be designed using a minimum stress of 12.5 pounds per square inch. It is recommended that all surface drainage be directed away form the top of bluff and drained to ' Neptune Avenue in non - eroding subsurface drainage pipes. All permanent irrigation systems should be removed and capped a minimum of 40 feet from the bluff face. ' It is also recommended that the owner of the property provide drought resistant vegetation on the bluff face materials in order to prevent future erosion. A landscape contractor or architect should ' be retained for specific recommendations on planting. It is recommended that foot traffic be kept to a minimum on the fragile bluff face and, if possible, the planting should be performed by hydroseeding. PROJECT DESCRIPTION The proposed project will consist of approximately 42 lineal feet of lower bluff seawall consisting of steel reinforced, poured -in -place wall with two rows of tiebacks approximately 45 to 55 feet in length. The proposed seawall will match the height and appearance of the ' neighboring seawalls located to the south. The exposed surfaces of the seawall will be textured and colored to resemble, to the extent possible, the surrounding bluff areas. At this time, the height of the proposed lower seawall is anticipated to be +17' M.S.L. The foundation of the proposed seawall will extend down to an elevation of approximately 0' M.S.L. ' In addition, a buried upper bluff retention system consisting of drilled piers to a depth of approximately 40 feet will be constructed across the width of the lot. The caissons will be connected at the top with a grade beam and surface counter- balance slab w/ rebar. It will be ' restrained at the top with tiebacks up to 40 feet in length. August 7, 2000 7 i Thank you, in advance, for providing your immediate attention, review and comments to this ' review. If the proposed project is delayed, we recommend ' that the California Coastal Commission provide SEC and the property owner assurance that these present site conditions ' will not adversely affect the subject property as well as the neighboring properties. If you have any questions, require additional materials, or would desire an on -site meeting, ' please call us at (760) 633 -3470. ' Sincerely, SOIL ENGINEERING CONSTRUCITON, Inc. ' John W. Niven, R.C.E. 57517 Robert D. Mahony, G.E. 554, C.E.G. 847 ' August 7, 2000 8 FIGURES I AND 2 JW waEwM'PMW1W 1W wM WwM w iiw MfW wM w dNF 1W KIN, PACIFIC OCEAN - -" _ - -- "•- Ali - -- _- „ - e< N 'µ SAN ki - - - -- -._. _. •- v < ? — s_ g 1 �•. 1�.., _ ....c I � J ' -�- i _ g •. — 'L_ i' � i' � / i ce . \\ "�' / //' / iZ� m' { °� I as I� / $ - '.� I �x \ \ \'�\ •\ �\ \. I cs _g \ mrnz� \`\ '\ �`\ 14 \` v a - z � \ \ \ WO x z 0 \ \ a czm \ \ \ \ `\ \ \ co a mZ ` m m z \. mf v ;o� \ \ ` z m -u Ln C ZZ Z O C \ \ \ ` c \ I m z f '� zZC m \ \ \ \ \ \ cx 1 m r-0 z� \ \ e 1 Z <m \ m < m om \ \ m z \� \ �\ D m `\ I \ z co n m p \'\ �\ k I ♦� < r \ I '' c m I C 1 ' v 1 I 1�� z \ I j m\ ��\ - - \ \' w k I \ \ I 1 � y • 1 I ti Ij I E 0 6 r M 3N()1d3N - - - -- - -.- -- . N Q1,•, Z.UN ( /� W j Nan "ONQStl // cl 0 / • / J � •EG,S7 N ° REPAIRS TO UPPER BLUFF SITE PLAN +3s° sol` ^�'* � #t 4 < ENGINEERING SOIL ENGINEERING CONSTRUCTION, INC. O ® Bo D , } r FUNKE RESIDENCE, 796 NEPTUNE AVENUE, "'A. �& CONSTRUCTION.. • (s y ° KIMBALL RESIDENCE, 798 NEPTUNE AVENUE, I b "' { .E. R MW. w IUM 4, o MWAS. a BREM RESIDENCE, 808 NEPTUNE AVENUE, +�, - * ►wc aye wa.* ►�. �.. wr►ae ENCINITAS, CALIFORNIA * M "� 'RPiw OW ME MW wdb'RP OP "W MM wMlp EL�V � c�J 4. S,L, Oij 0 0 I Y 1 do m o cA rn al G N o Z_ 1 m rT � b C) BORING LOG 1 1611ingcwWww TM- County Drilling. lnc BORING DWIMETER: g — I AIC f / DATE 812wo Blow Dry Moisture Soil Class. v ' (ft) Caw" Density C-wd ( %) (U.S.C.S) Boring No. / SOIL DESCRIPTION Elevation c 1Z -- 0 Cii[L .' 8 �o�N S LT `, 5.4--J D PA-1 o ! c — SK Trz� AC£ 1�OS /TS ELLOW To f � y ceQ.�6E e 5 ,o rl►s 2. ► �s �L7 25 5 A /3oLAE L oPss '5--L LOG OF BORING Plate No. SOIL ENGINEERING CONSTRUCTIO► 927 Arguello Sreet Redwood City. CA 94083 Sic. , T 3.0 Qr1 E c B L L4L) S L a- T lung oomteny Trl- County Drilling. br— BORING DIA11ilETER: S DATE tir23lgB Blow Dry Ramie" Soil Clan. DOM (R) Couma Dens" ConWd (%) (U.S.C.S) Boring No. / eonrd SOIL DESCRVnON / Ehvadon 30 -S,E E- -Piz E v . S N E-£T 35 40 Li6HT C, it F "E A J J v�l 7 Sc16t47Ly i'Ho r 5 T� FiJ � 45 50 aZ SA 4 oLj 55 60 R sA.•�IE AS 4soJ� i LOG OF BORING Plate No. SOIL ENGINEERING CONSTRUCTIOp =7 Arguello Street Redwood City. CA 94063 qLil 1 ' TrI-County D„INng, l r— BORING DWAETER. DATE &PMO Ilirp oanp BIOw Dry Moisture Soil Class. ' (R) Corsi Density Coitesrrt (%) (U.S.C.S) Boring No. coi. SOIL DESCRIPTION oewe0n Z �/- 60 SE � �� ✓ Sh�T 1 1 �1 q �2c44�D C-iZ0 0 /o GZ 7 7 51LT5Ton1E CL4y srcr%)r Mo (ST C .C e . 70 . /C07 fjl+N`4) CQrJT�nlvoy5 Co2E rdum 7o't ro 75' /1OCL- r y 75 S��► F A-s 4 3 WE M /774,J SlFl-L- /CraL /%l LL47 SE,a«.! s OBSEetAF D ' °0 -c �- Q,SI A S a r3o vE es f�ia6 COn1 T. N 2 � rtzo n S ss.s t 7 so /A/ z) C SE,a�.�S DT�S��Zt1 pj VZO% fi- I uoi LOG OF BORING PlieNO. 3 EERrNG CONSTRUCTIOP 927 Argumoo SWwK Redwood City, CA 91003 x+4IAI SA-A .F4. 4 47 TS, 7- S BORING OV,METEFt: DATE !T23I99 mowsaxs Soil Class. C SOIL DESCRIPTION I D.. (M C,. I � conrwK 1 %► (U.S-C-S) Bofi No. / eaKd Brabon °° c 4 q o , SA^A F- AS �2 F-N J 7- 45 I as i2M�4 ivr7 ! �1 �� �CoQ�D Z� r•.l 1S Mr..�vTES, too i 97 G2�v D�9T' C35cLJF'�, - � E k gEb pvEtZ AZ�>4T4 mac? rvIA71rr� 105 i =6 170 I 115 120 LOG OF BORING Plains No. SOIL ENGINEERING CONSTRU p 927 Arguello Street Re&^VW CIlY, CA 94063 I eJ6 S 11 E !_ s Q.0 pL 0, 77 _ cTl^.vDaa D PEr/r T2 7P � �T ;L1 - 8 CIJS LA 5 /Z �� m c, - 0),j7-,,,)voLjs (1-,aE r Q 1 DIRECT SHEAR TEST RESULTS i 1 r 1 1 r 1111 ■ ■ � NwNNNNN■■Nw wNNww N■N■N �■■■■ .111 �M�MN■ Nw■w ■NN 111 ■�w�■r■■NN ■w■NNN�N■■ ■N ■■N� �Nw■�N■N �� ■p�NN�w■ w ��N� 1 1 1 �N NN ■� wa■ ■wNwN■ww■ ��w■ww�a � N ■wN■■N• ■■■�iA■ ■■NiA■■■ w■wa■a■���� r�■N■w 111 � �Nw�7Ni■N�� w■■■■Nw■N■r.��or 1 1 111 :111 111 .111 1111 • Boring Shear Description �-• • - • • • Num ber •- • • • Clayey Siltstone DIRECT SHEAR TEST RESULTS • SOIL ENGINEERING CONSTRUCTIO CALIF 'OJECT NO 1 11 1 � � � % ! � % � $ k a § co @ ƒ/k kq Ko¢ � co � ® 5 co 2 Co CL a 2 tm « ® E k w ` c 2 q f Q o \ � IQL k 2 6 @ // � � ® m� tv A C f �- _ — CO a ._ .- § W/I a � k \ 2 [ ® § § ■ Cr o k E 2� LO p# / �04 CM ■ w c 2 k 2 0 1-) 2 2 F- L) § $ ■ co 0 < / _ /o U. 9 a k� . ��� 2 E 5CL5�« /q � c r-0)04 z U f %2 2 « � � k co w «6 ® $« 0 o � o o § CD -jCVcbOD m R q CT q E k co � .. § k k k i E� k t E Cl) 2 2 @ c 3 R o m [ / am3kk0U. � �,o � a SLOPE STABILITY ANALYSES ' (Computer Printouts) 1 o LO ._ • v • cn cn r o v Z - -- - - -- --- - - - - -- -- L d b a \\\w N — N r $ N �� a r, \\ 0 wCD a r N ----- - -- ---------------------- O CM U ,r 'E N � m m m •�+ 3 --- ---- --- ----- - - - - -- - - - -- - - -- - -- ---------------- o N ��0000 0 4] U C-MN -IT! V I" m U- Q . LQ c,7 O a 0000 G ' m aU00 CD v � M UU W .2 aNNO ------ - - - - -- - -- - - - -- - - - - -- -- O �° �0000 — •4 d V cc � ..000CD Ci000ui, aN.-0N 0 j,Z —NMQ ____________ _ _ _____ _ __ _ ____________ __ ____ ___ _______ ___ ______ ' O O E � ICf o Of (n F a :..o U � N N N N N M M M M O o 0 0 0 0 lJJ N N rl 1 r r ' CD CO) t3 •�• r . .. - - -- _ -- - - - - - -- \` \ r �a N O � r i r N o O -� - -\, - -- -- - -- - -- ----- ---- - - - - -- C Z N V � m � V � ;r c_ r C � J _ - -- -- - - - - - -- - - - -- - - -- - - -- ------ - - - - -- - 1 M � m W H N ' L U O — O r r r ' N N ° o u ° W F- N 1 i C: \sted \breml.OUT Page 1 ' * ** GSTABL7 * ** ** GSTABL7 by Garry H. Gregory, P.E. ** ** Version 1.0, January 1996; Version 1.15, April 2000 ** - -Slope Stability Analysis- - Simplified Janbu, Modified Bishop or Spencer's Method of Slices (Based on STABL6 -1986, by Purdue University) ' Run Date: 7/27/00 Time of Run: 1:27PM Run By: JWN Input Data Filename: C:breml. ' Output Filename: C:breml.OUT Unit System: English Plotted Output Filename: C:breml.PLT PROBLEM DESCRIPTION F.S. Before Construction of Seawall BOUNDARY COORDINATES ' 12 Top Boundaries 16 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 51.00 150.00 52.00 2 2 150.00 52.00 151.00 57.00 2 3 151.00 57.00 151.10 58.00 3 4 151.10 58.00 154.00 70.00 2 5 154.00 70.00 157.00 71.00 2 6 157.00 71.00 163.00 75.00 1 7 163.00 75.00 195.00 120.00 1 8 195.00 120.00 215.00 130.00 1 9 215.00 130.00 220.00 135.00 1 ' 10 220.00 135.00 230.00 139.00 1 11 230.00 139.00 236.00 140.00 1 12 236.00 140.00 343.00 143.00 1 13 157.00 71.00 343.00 71.00 2 14 151.10 58.00 343.00 58.00 3 15 151.00 57.00 343.00 57.00 2 16 100.00 49.00 343.00 49.00 4 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. 1 120.0 125.0 150.0 37.0 0.00 0.0 1 2 110.0 120.0 300.0 25.0 0.00 0.0 1 3 100.0 110.0 100.0 17.0 0.00 0.0 1 4 125.0 130.0 1000.0 40.0 0.00 0.0 1 ' 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of Water = 62.40 Piezometric Surface No. 1 Specified by 2 Coordinate Points Point X -Water Y -Water ' No. ( (ft) 1 157.00 71.00 2 343.00 71.00 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. ' 250 Trial Surfaces Have Been Generated. 125 Surfaces Initiate From Each Of 2 Points Equally Spaced Along The Ground Surface Between X = 151.00(ft) and X = 151.10(ft) Each Surface Terminates Between X = 220.00(ft) and X = 343.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) ' 22.00(ft) Line Segments Define Each Trial Failure Surface. Restrictions Have Been Imposed Upon The Angle Of Initiation. The Angle Has Been Restricted Between The Angles Of -90.0 And 0.0 deg. r C: \sted \breml.OUT Page 2 ' 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 Modifidd Bishop Method Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 151.00 57.01 2 172.99 56.41 3 194.46 61.20 4 214.12 71.09 5 230.77 85.47 ' 6 243.40 103.48 7 251.26 124.03 8 253.23 140.48 Circle Center At X = 164.6 ; Y = 144.7 and Radius, 88.8 * ** 1.182 * ** Individual data on the 20 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge 1 Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 0.1 5.5 842.2 86.9 0.0 0.0 0.0 0.0 0.0 2 0.1 11.5 297.5 76.3 0.0 0.0 0.0 0.0 0.0 3 2.8 2408.3 5095.0 2464.7 0.0 0.0 0.0 0.0 0.0 4 3.0 4871.8 98.7 2643.5 0.0 0.0 0.0 0.0 0.0 5 6.0 11631.0 0.0 5332.4 0.0 0.0 0.0 0.0 0.0 6 10.0 30451.9 0.0 9015.1 0.0 0.0 0.0 0.0 0.0 7 2.6 10778.9 0.0 2406.3 0.0 0.0 0.0 0.0 0.0 ' 8 4.5 20631.8 0.0 3868.1 0.0 0.0 0.0 0.0 0.0 9 14.4 65368.8 0.0 10462.7 0.0 0.0 0.0 0.0 0.0 10 0.5 3745.6 0.0 361.4 0.0 0.0 0.0 0.0 0.0 11 18.9 132968.0 0.0 6302.3 0.0 0.0 0.0 0.0 0.0 ' 12 0.2 1240.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13 0.9 6168.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14 5.0 35093.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15 10.0 67812.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' 16 0.8 4960.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17 5.2 31626.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 18 7.4 37219.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19 7.9 25054.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20 2.0 1933.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 2 173.08 57.07 3 194.78 60.69 4 215.26 66.71 5 233.65 80.79 6 249.15 96.41 7 261.09 114.89 8 268.96 135.43 9 269.83 140.95 Circle Center At X = 166.6 ; Y = 162.9 and Radius, 106.0 * ** 1.239 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) ( 1 151.00 57.01 2 172.99 56.33 3 194.64 60.23 4 215.00 66.56 5 233.19 80.93 6 248.41 96.82 7 260.00 115.52 i C: \sted \breml.OUT Page 3 ' 8 267.44 136.23 9 268.08 140.90 Circle Center At X = 165.2 ; Y = 161.3 and Radius, 105.2 * ** 1.253 * ** a Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 2 172.97 55.60 3 194.79 58.37 4 215.37 66.16 5 233.55 78.54 6 248.33 94.84 7 258.90 114.13 8 264.67 135.36 9 264.83 140.81 ' Circle Center At X = 172.2 ; Y = 149.1 and Radius, 93.5 * ** 1.268 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 173.00 56.89 3 194.63 60.90 4 215.13 68.88 5 233.78 80.56 6 249.91 95.51 7 262.96 113.23 8 272.46 133.07 9 274.58 141.08 Circle Center At X = 162.6 ; Y = 173.5 and Radius, 117.1 * ** 1.279 * ** Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 2 173.03 56.22 ' 3 194.85 59.05 4 215.59 66.37 5 234.35 77.86 6 250.30 93.02 ' 7 262.73 111.17 8 271.10 131.51 9 272.83 141.03 Circle Center At X = 170.5 ; Y = 161.0 and Radius, 104.8 * ** 1.293 * ** ' Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 172.87 54.60 3 194.72 57.13 4 215.46 64.48 5 234.04 76.26 6 249.51 91.90 7 261.11 110.59 8 268.25 131.40 9 269.26 140.93 Circle Center At X = 172.6 ; Y = 152.6 and Radius, 98.0 * ** 1.311 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 172.89 54.84 3 194.75 57.40 I r C: \sted \breml.OUT Page 4 4 215.55 64.55 5 234.35 75.98 6 250.28 91.15 ' 7 262.61 109.37 c 8 270.78 129.80 9 272.65 141.03 Circle Center At X = 172.0 ; Y = 157.4 and Radius, 102.6 * ** 1.313 * ** ' Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 ' 2 173.10 57.78 3 194.83 61.22 4 215.68 68.24 5 235.07 78.64 6 252.45 92.12 7 267.34 108.32 8 279.32 126.77 9 285.65 141.39 Circle Center At X = 163.4 ; Y = 188.9 and Radius, 131.5 * ** 1.342 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 172.73 53.58 3 194.66 55.35 4 215.56 62.22 ' 5 234.26 73.79 6 249.75 89.42 7 261.14 108.25 8 267.79 129.22 ' 9 268.61 140.91 Circle Center At X = 176.3 Y = 146.7 and Radius, 93.2 * ** 1.343 * ** 1 1 1 -- M ' � o dl +► � o $ 0 _ N Ln 4) 4j \ N N v� a O \ _� CD W � °' 0 rl 7 �i g c6 0 i.19 F- 0! a o .^! LL m J N C: = J d 44 a m q -a =z N CDV 43 t o ��0000 `CQ�MNe -q' N G W . o O. 000 w � L y n��OOO l0 O LL O v - °o _ 7'= aNN -PM w N O 4 y 0000 O� UOOOtn 1 c Q N j,Z - In y01 Na O � 0.9 t0// 2 N O d t _N O 'n Mtn 1- CD <T O O . — C v OC C)0 0000 �ptj 0000 M.0 U Nr- OfL.- o - -- o - - -- - Cl O o o W CD N N (n 1 I r ' o - M �3 • o- • 1 O cc om I N •v Oj k. CD Z M 3 Mm m= CO) cr C J r ' y � � W L m H w r C 00 L _ so - O � r d m Cd O _ - O - - - - -- - O N CD N - w - C L O LLLJ i r C: \sted \bremla.OUT Page 1 * ** GSTABL7 * ** ** GSTABL7 by Garry H. Gregory, P.E. ** ** Version 1.0, January 1996; Version 1.15, April 2000 ** - -Slope Stability Analysis -- Q Simplified Janbu, Modified Bishop or Spencer's Method of Slices (Based on STABL6 -1986, by Purdue University) ' Run Date: 8/7/00 Time of Run: 9:28AM Run By: JWN Input Data Filename: C:bremla. Output Filename: C:bremla.OUT Unit System: English Plotted Output Filename: C:bremla.PLT PROBLEM DESCRIPTION F.S. Before Construction of Seawall Pseudo Static Analysis ' BOUNDARY COORDINATES 12 Top Boundaries 16 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 51.00 150.00 52.00 2 2 150.00 52.00 151.00 57.00 2 3 151.00 57.00 151.10 58.00 3 4 151.10 58.00 154.00 70.00 2 5 154.00 70.00 157.00 71.00 2 6 157.00 71.00 163.00 75.00 1 7 163.00 75.00 195.00 120.00 1 8 195.00 120.00 215.00 130.00 1 ' 9 215.00 130.00 220.00 135.00 1 10 220.00 135.00 230.00 139.00 1 11 230.00 139.00 236.00 140.00 1 12 236.00 140.00 343.00 143.00 1 ' 13 157.00 71.00 343.00 71.00 2 14 151.10 58.00 343.00 58.00 3 15 151.00 57.00 343.00 57.00 2 16 100.00 49.00 343.00 49.00 4 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. ' 1 120.0 125.0 150.0 37.0 0.00 0.0 1 2 110.0 120.0 300.0 25.0 0.00 0.0 1 3 100.0 110.0 100.0 17.0 0.00 0.0 1 4 125.0 130.0 1000.0 40.0 0.00 0.0 1 ' 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of Water = 62.40 Piezometric Surface No. 1 Specified by 2 Coordinate Points Point X -Water Y -Water No. (ft) (ft) 1 157.00 71.00 2 343.00 71.00 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 Circular Surfaces, Has Been Specified. 250 Trial Surfaces Have Been Generated. 125 Surfaces Initiate From Each Of 2 Points Equally Spaced Along The Ground Surface Between X = 151.00(ft) and X = 151.10(ft) Each Surface Terminates Between X = 220.00(ft) and X = 343.00(ft) 1 C: \sted \bremla.OUT Page 2 ' Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 22.00(ft) Line Segments Define Each Trial Failure Surface. Restrictions Have Been Imposed Upon The Angle Of Initiation. The Angle Has Been Restricted Between The Angles Of -90.0 And 0.0 deg. 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 Bishop Method Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 151.00 57.01 2 172.99 56.41 3 194.46 61.20 4 214.12 71.09 5 230.77 85.47 6 243.40 103.48 7 251.26 124.03 ' 8 253.23 140.48 Circle Center At X = 164.6 ; Y = 144.7 and Radius, 86.8 * ** 0.934 * ** Individual data on the 20 slices Water Water Tie Tie Earthquake ' Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 0.1 5.5 842.2 86.9 0.0 0.0 0.8 0.0 0.0 2 0.1 11.5 297.5 76.3 0.0 0.0 1.7 0.0 0.0 3 2.8 2408.3 5095.0 2464.7 0.0 0.0 361.2 0.0 0.0 4 3.0 4871.8 98.7 2643.5 0.0 0.0 730.8 0.0 0.0 5 6.0 11631.0 0.0 5332.4 0.0 0.0 1744.6 0.0 0.0 ' 6 10.0 30451.9 0.0 9015.1 0.0 0.0 4567.8 0.0 0.0 7 2.6 10778.9 0.0 2406.3 0.0 0.0 1616.8 0.0 0.0 8 4.5 20631.8 0.0 3868.1 0.0 0.0 3094.8 0.0 0.0 9 14.4 85368.8 0.0 10462.7 0.0 0.0 12805.3 0.0 0.0 10 0.5 3745.6 0.0 361.4 0.0 0.0 561.8 0.0 0.0 11 18.9 132968.0 0.0 6302.3 0.0 0.0 19945.2 0.0 0.0 12 0.2 1240.8 0.0 0.0 0.0 0.0 186.1 0.0 0.0 13 0.9 6168.0 0.0 0.0 0.0 0.0 925.2 0.0 0.0 14 5.0 35093.9 0.0 0.0 0.0 0.0 5264.1 0.0 0.0 15 10.0 67812.9 0.0 0.0 0.0 0.0 10171.9 0.0 0.0 16 0.8 4960.7 0.0 0.0 0.0 0.0 744.1 0.0 0.0 17 5.2 31628.6 0.0 0.0 0.0 0.0 4744.3 0.0 0.0 18 7.4 37219.0 0.0 0.0 0.0 0.0 5582.9 0.0 0.0 ' 19 7.9 25054.7 0.0 0.0 0.0 0.0 3758.2 0.0 0.0 20 2.0 1933.7 0.0 0.0 0.0 0.0 290.1 0.0 0.0 Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 2 173.08 57.07 3 194.78 60.69 ' 4 215.26 68.71 5 233.65 80.79 6 249.15 96.41 7 261.09 114.89 8 268.96 135.43 9 269.83 140.95 Circle Center At X = 166.6 ; Y = 162.9 and Radius, 106.0 * ** 0.951 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 C: \sted \bremla.OUT Page 3 ' 2 172.99 56.33 3 194.64 60.23 4 215.00 68.56 ' S 233.19 80.93 v 6 248.41 96.82 7 260.00 115.52 8 267.44 136.23 9 268.08 140.90 ' Circle Center At X = 165.2 ; Y = 161.3 and Radius, 105.2 * ** 0.969 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 173.00 56.89 3 194.63 60.90 ' 4 215.13 68.88 5 233.78 80.56 6 249.91 95.51 7 262.96 113.23 ' 8 272.46 133.07 9 274.58 141.08 Circle Center At X = 162.6 ; Y = 173.5 and Radius, 117.1 * ** 0.977 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 2 172.97 55.60 ' 3 194.79 58.37 4 215.37 66.16 5 233.55 78.54 6 248.33 94.84 7 258.90 114.13 8 264.67 135.36 9 264.83 140.81 Circle Center At X = 172.2 ; Y = 149.1 and Radius, 93.5 ' * ** 0.988 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 151.10 58.00 2 173.03 56.22 3 194.85 59.05 4 215.59 66.37 5 234.35 77.86 6 250.30 93.02 7 262.73 111.17 8 271.10 131.51 9 272.83 141.03 ' Circle Center At X = 170.5 ; Y = 161.0 and Radius, 104.8 * ** 0.993 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 151.10 58.00 2 173.10 57.78 3 194.83 61.22 4 215.68 68.24 5 235.07 78.64 6 252.45 92.12 7 267.34 108.32 8 279.32 126.77 9 285.65 141.39 Circle Center At X = 163.4 ; Y = 188.9 and Radius, 131.5 * ** 1.005 * ** C: \sted \bremla.OUT Page 4 ' Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 151.00 57.01 c 2 172.89 54.84 3 194.75 57.40 4 215.55 64.55 5 234.35 75.98 6 250.28 91.15 7 262.61 109.37 8 270.78 129.80 9 272.65 141.03 Circle Center At X = 172.0 ; Y = 157.4 and Radius, 102.6 * ** 1.014 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 151.00 57.01 2 172.87 54.60 3 194.72 57.13 4 215.46 64.48 5 234.04 76.26 6 249.51 91.90 7 261.11 110.59 8 268.25 131.40 ' 9 269.26 140.93 Circle Center At X = 172.6 ; Y = 152.6 and Radius, 98.0 * ** 1.020 * ** Failure Surface Specified By 9 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 172.88 54.70 3 194.76 56.98 4 215.70 63.74 5 234.78 74.69 6 251.18 89.35 ' 7 264.19 107.09 8 273.24 127.14 9 276.30 141.13 Circle Center At X = 172.9 ; Y = 160.4 and Radius, 105.7 * ** 1.034 * ** 1 — -- O Ln M Q —. — M N � N a 0 o a ° 0 0 ----------- -- - -- - - - - - -- ------------- ---- ---`-- �`'.--- _-- ~�' - -- ---- O r O C 02 m N C V � '3 m 0 b. 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Output Filename: C:brem3.OUT ' Unit System: English Plotted Output Filename: C:brem3.PLT PROBLEM DESCRIPTION F.S. After Construction of Seawall BOUNDARY COORDINATES ' 12 Top Boundaries 16 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 51.00 150.00 52.00 2 2 150.00 52.00 151.00 57.00 2 3 151.00 57.00 151.10 58.00 3 4 151.10 58.00 154.00 70.00 2 5 154.00 70.00 157.00 71.00 2 ' 6 157.00 71.00 163.00 75.00 1 7 163.00 75.00 195.00 120.00 1 8 195.00 120.00 215.00 130.00 1 9 215.00 130.00 220.00 135.00 1 10 220.00 135.00 230.00 139.00 1 11 230.00 139.00 236.00 140.00 1 12 236.00 140.00 343.00 143.00 1 13 157.00 71.00 343.00 71.00 2 ' 14 151.10 58.00 343.00 58.00 3 15 151.00 57.00 343.00 57.00 2 16 100.00 49.00 343.00 49.00 4 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. 1 120.0 125.0 150.0 37.0 0.00 0.0 1 ' 2 110.0 120.0 300.0 25.0 0.00 0.0 1 3 100.0 110.0 100.0 17.0 0.00 0.0 1 4 125.0 130.0 1000.0 40.0 0.00 0.0 1 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit.Weight of Water = 62.40 Piezometric Surface No. 1 Specified by 2 Coordinate Points Point X -Water Y -Water No. (ft) (ft) 1 157.00 71.00 2 343.00 71.00 TIEBACK LOAD(S) 2 Tieback Load(s) Specified Tieback X -Pos Y -Pos Load Spacing Inclination Length No. (ft) (ft) (lbs) (ft) (deg) (ft) 1 151.58 60.00 180000.0 8.0 30.00 50.0 2 152.79 65.00 180000.0 8.0 30.00 50.0 NOTE - An Equivalent Line Load Is Calculated For Each Row Of Tiebacks Assuming A Uniform Distribution Of Load Horizontally Between Individual Tiebacks. A Critical Failure Surface Searching Method, Using A Random Techniaue For Generating Circular Surfaces, Has Been Specified. 250 Trial Surfaces Have Been Generated. 125 Surfaces Initiate From Each Of 2 Points Equally Spaced Along The Ground Surface Between X = 151.00(ft) C: \sted \brem3.OUT Page 2 and X = 151.10(ft) Each Surface Terminates Between X = 220.00(ft) and X = 343.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 22.00(ft) Line Segments Define Each Trial Failure Surface. Restrictions Have Been Imposed Upon The Angle Of Initiation. The Angle Has Been Restricted Between The Angles Of -90.0 And 0.0 deg. 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 Bishop Method Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 172.99 56.41 3 194.46 61.20 4 214.12 71.09 5 230.77 85.47 6 243.40 103.48 7 251.26 124.03 8 253.23 140.48 Circle Center At X = 164.6 ; Y = 144.7 and Radius, 88.8 * ** 1.572 * ** Individual data on the 20 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 0.1 5.5 842.2 86.9 103.0 -16.7 0.0 0.0 0.0 2 0.1 11.5 297.5 76.3 97.4 -13.3 0.0 0.0 0.0 3 2.8 2408.3 5095.0 2464.7 5470.6 1477.3 0.0 0.0 0.0 4 3.0 4871.8 98.7 2643.5 4418.5 3870.9 0.0 0.0 0.0 5 6.0 11631.0 0.0 5332.4 4647.4 7036.4 0.0 0.0 0.0 6 10.0 30451.9 0.0 9015.1 2900.2 7947.0 0.0 0.0 0.0 7 2.6 10778.9 0.0 2406.3 793.5 1479.3 0.0 0.0 0.0 8 4.5 20631.8 0.0 3868.1 1022.3 2241.3 0.0 0.0 0.0 9 14.4 85368.8 0.0 10462.7 1749.3 5373.3 0.0 0.0 0.0 10 0.5 3745.6 0.0 361.4 69.7 162.7 0.0 0.0 0.0 11 18.9 132966.0 0.0 6302.3 1976.2 4632.8 0.0 0.0 0.0 12 0.2 1240.8 0.0 0.0 12.4 35.6 0.0 0.0 0.0 13 0.9 6168.0 0.0 0.0 119.2 183.3 0.0 0.0 0.0 14 5.0 35093.9 0.0 0.0 595.2 982.8 0.0 0.0 0.0 15 10.0 67812.9 0.0 0.0 876.2 1700.3 0.0 0.0 C.0 16 0.8 4960.7 0.0 0.0 54.8 117.7 0.0 0.0 C.0 17 5.2 31628.6 0.0 0.0 644.3 854.8 0.0 0.0 0.0 18 7.4 37219.0 0.0 0.0 685.6 1056.6 0.0 0.0 0.0 19 7.9 25054.7 0.0 0.0 1056.2 1217.6 0.0 0.0 0.0 20 2.0 1933.7 0.0 0.0 650.8 576.7 0.0 0.0 0.0 Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 2 173.08 57.07 3 194.78 60.69 4 215.26 68.71 ' S 233.65 80.79 6 249.15 96.41 7 261.09 114.89 8 268.96 135.43 9 269.83 140.95 ' Circle Center At X = 166.6 ; Y = 162.9 and Radius, 106.0 * ** 1.576 * ** Failure Surface Specified By 9 Coordinate Points C: \sted \brem3.OUT Page 3 Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 172.99 56.33 ' 3 194.64 60.23 4 215.00 68.56 5 233.19 80.93 6 248.41 96.82 ' 7 260.00 115.52 8 267.44 136.23 9 268.08 140.90 Circle Center At X = 165.2 ; Y = 161.3 and Radius, 105.2 ' * ** 1.602 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 173.00 56.89 3 194.63 60.90 4 215.13 68.88 5 233.78 80.56 6 249.91 95.51 7 262.96 113.23 8 272.46 133.07 9 274.58 141.08 Circle Center At X = 162.6 ; Y = 173.5 and Radius, 117.1 * ** 1.615 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf 1 No. (ft) (ft) 1 151.10 58.00 2 172.97 55.60 3 194.79 58.37 4 215.37 66.16 5 233.55 78.54 6 248.33 94.84 7 258.90 114.13 8 264.67 135.36 9 264.83 140.81 Circle Center At X = 172.2 ; Y = 149.1 and Radius, 93.5 * ** 1.627 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 2 173.03 56.22 3 194.85 59.05 4 215.59 66.37 5 234.35 77.86 6 250.30 93.02 7 262.73 111.17 8 271.10 131.51 9 272.83 141.03 Circle Center At X = 170.5 ; Y = 161.0 and Radius, 104.8 * ** 1.630 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 172.89 54.84 3 194.75 57.40 4 215.55 64.55 5 234.35 75.98 6 250.28 91.15 7 262.61 109.37 8 270.78 129.80 C: \sted \brem3.OUT Page 4 9 272.65 141.03 Circle Center At X = 172.0 ; Y = 157.4 and Radius, 102.6 * ** 1.656 * ** ' Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 2 173.10 57.78 3 194.83 61.22 4 215.68 68.24 5 235.07 78.64 6 252.45 92.12 7 267.34 108.32 8 279.32 126.77 9 285.65 141.39 Circle Center At X = 163.4 ; Y = 188.9 and Radius, 131.5 * ** 1.662 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 172.87 54.60 3 194.72 57.13 4 215.46 64.48 5 234.04 76.26 ' 6 249.51 91.90 7 261.11 110.59 8 268.25 131.40 9 269.26 140.93 ' Circle Center At X = 172.6 ; Y = 152.6 and Radius, 98.0 * ** 1.664 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 151.00 57.01 2 172.88 54.70 3 194.76 56.98 4 215.70 63.74 5 234.78 74.69 6 251.18 89.35 7 264.19 107.09 8 273.24 127.14 9 276.30 141.13 Circle Center At X = 172.9 ; Y = 160.4 and Radius, 105.7 * ** 1.685 * ** Ln 2% ' o L '� i i j M i, (D Ln 4) N CL Cc 0 C In, 1-4 V 00 4, a(D co CY V- 4n 0 co -2 " C " T >° C> 0 Moc" C> CM Z cr M LIJ - U) cc cli 0 LL _ l o U) V JDI r- LO r- CD —M N 'T U- r s 0 d 1 - 5 S C' Mc:, -- LL. C Cc ui CL 0 ch > Ln o E 0 (n 0' Cc CD CO 0 N M cl) cn'v i L L C C C C CN 04 C4 CV : W Ln Ln CM cm V-4 CO) 3 I l � li I I ° F CO) ' I C I Q N V i+ I NCI � i �I O ai rz mN m p 0. Z N co CO) O a C C = W � m � I L 0 W 1 a N i �I O i I " ' O Q ' CD CD ° LV N N y C: \sted \brem3a.OUT Page 1 ' *f• GSTABL7 • ** ** GSTABL7 by Garry H. Gregory, P.E. ** ** Version 1.0, January 1996; Version 1.15, April 2000 ** - -Slope Stability Analysis- - Simplified Janbu, Modified Bishop or Spencer's Method of Slices (Based on STABL6 -1986, by Purdue University) ' Run Date: 8/7/00 Time of Run: 9:32AM Run By: JWN Input Data Filename: C:brem3a. Output Filename: C:brem3a.OUT ' Unit System: English Plotted Output Filename: C:brem3a.PLT PROBLEM DESCRIPTION F.S. After Construction of Seawall Pseudo Static Analysis ' BOUNDARY COORDINATES 12 Top Boundaries 16 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type ' No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 51.00 150.00 52.00 2 2 150.00 52.00 151.00 57.00 2 3 151.00 57.00 151.10 58.00 3 4 151.10 58.00 154.00 70.00 2 5 154.00 70.00 157.00 71.00 2 6 157.00 71.00 163.00 75.00 1 7 163.00 75.00 195.00 120.00 1 8 195.00 120.00 215.00 130.00 1 9 215.00 130.00 220.00 135.00 1 10 220.00 135.00 230.00 139.00 1 11 230.00 139.00 236.00 140.00 1 12 236.00 140.00 343.00 143.00 1 13 157.00 71.00 343.00 71.00 2 14 151.10 58.00 343.00 58.00 3 15 151.00 57.00 343.00 57.00 2 16 100.00 49.00 343.00 49.00 4 ' 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. 1 120.0 125.0 150.0 37.0 0.00 0.0 1 2 110.0 120.0 300.0 25.0 0.00 0.0 1 3 100.0 110.0 100.0 17.0 0.00 0.0 1 4 125.0 130.0 1000.0 40.0 0.00 0.0 1 ' 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of Water = 62.40 Piezometric Surface No. 1 Specified by 2 Coordinate Points Point X -Water Y -Water ' No. (ft) (ft) 1 157.00 71.00 2 343.00 71.00 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) TIEBACK LOAD(S) 2 Tieback Load(s) Specified Tieback X -Pos Y -Pos Load Spacing Inclination Length No. (ft) (ft) (lbs) (ft) (deg) (ft) 1 151.58 60.00 180000.0 8.0 30.00 50.0 2 152.79 65.00 180000.0 8.0 30.00 50.0 NOTE - An Equivalent Line Load Is Calculated For Each Row Of Tiebacks Assuming A Uniform Distribution Of Load Horizontally Between C: \sted \brem3a.OUT Page 2 Individual Tiebacks. A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 250 Trial Surfaces Have Been Generated. 125 Surfaces Initiate From Each Of 2 Points Equally Spaced Along The Ground Surface Between X = 151.00(ft) and X = 151.10(ft) Each Surface Terminates Between X = 220.00(ft) and X = 343.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 22.00(ft) Line Segments Define Each Trial Failure Surface. Restrictions Have Been Imposed Upon The Angle Of Initiation. The Angle Has Been Restricted Between The Angles Of -90.0 And 0.0 deg. 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 Bishop Method Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 2 173.08 57.07 3 194.78 60.69 4 215.26 68.71 5 233.65 80.79 6 249.15 96.41 7 261.09 114.89 ' 8 268.96 135.43 9 269.83 140.95 Circle Center At X = 166.6 ; Y = 162.9 and Radius, 106.0 + ** 1.177 * ** Individual data on the 19 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 0.0 0.6 167.6 39.7 54.7 -10.2 0.1 0.0 0.0 2 2.9 2106.4 5223.1 2325.3 6727.8 2810.3 316.0 0.0 0.0 3 3.0 4561.1 98.7 2470.5 3919.6 4370.0 684.2 0.0 0.0 4 6.0 11048.6 0.0 5012.8 3904.4 6937.9 1657.3 0.0 0.0 5 10.1 29935.7 0.0 8637.4 2311.0 7455.0 4490.4 0.0 0.0 6 5.6 23843.7 0.0 4763.7 1148.3 2770.7 3576.6 0.0 0.0 7 16.1 94756.0 0.0 11877.7 1563.4 5607.2 14213.4 0.0 0.0 8 0.2 1558.0 0.0 151.1 27.6 60.8 233.7 0.0 0.0 9 .20.0 144739.1 0.0 8454.8 1573.2 4423.0 21710.9 0.0 0.0 10 0.3 1954.0 0.0 41.5 14.0 48.1 293.1 0.0 0.0 11 3.5 25962.3 0.0 297.2 322.1 624.8 3894.3 0.0 0.0 12 1.3 9473.8 0.0 0.0 106.0 215.7 1421.1 0.0 0.0 ' 13 10.0 74269.5 0.0 0.0 689.0 1557.6 11140.4 0.0 0.0 14 3.7 26165.4 0.0 0.0 200.0 507.0 3924.8 0.0 0.0 15 2.3 16296.0 0.0 0.0 209.2 331.2 2444.4 0.0 0.0 16 13.1 79523.4 0.0 0.0 890.6 1626.6 11928.5 0.0 0.0 17 11.9 49985.5 0.0 0.0 928.8 1346.0 7497.8 0.0 0.0 18 7.9 14779.2 0.0 0.0 775.3 918.2 2216.9 0.0 0.0 19 0.9 289.2 0.0 0.0 186.8 166.7 43.4 0.0 0.0 Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 173.00 56.89 3 194.63 60.90 ' 4 215.13 68.88 5 233.78 80.56 6 249.91 95.51 r' C: \sted \brem3a.0UT Page 3 ' 7 262.96 113.23 8 272.46 133.07 9 274.58 141.08 ' Circle Center At X = 162.6 ; Y = .173.5 and Radius, 117.1 + ** 1.202 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 172.99 56.33 3 194.64 60.23 4 215.00 68.56 5 233.19 80.93 6 248.41 96.82 7 260.00 115.52 8 267.44 136.23 1 9 268.08 140.90 Circle Center At X = 165.2 ; Y = 161.3 and Radius, 105.2 * *+ 1.207 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 2 173.10 57.78 3 194.83 61.22 4 215.68 68.24 5 235.07 78.64 6 252.45 92.12 7 267.34 108.32 ' 8 279.32 126.77 9 285.65 141.39 Circle Center At X = 163.4 ; Y = 188.9 and Radius, 131.5 * ** 1.208 * ** Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 172.99 56.41 3 194.46 61.20 4 214.12 71.09 5 230.77 85.47 6 243.40 103.48 7 251.26 124.03 8 253.23 140.48 Circle Center At X = 164.6 ; Y = 144.7 and Radius, 88.8 * ** 1.211 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 2 173.03 56.22 3 194.85 59.05 4 215.59 66.37 5 234.35 77.86 ' 6 250.30 93.02 7 262.73 111.17 8 271.10 131.51 9 272.83 141.03 Circle Center At X = 170.5 ; Y = 161.0 and Radius, 104.8 * ** 1.217 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.10 58.00 2 173.10 57.61 3 194.89 60.60 C: \sted \brem3a.0UT Page 4 4 215.97 66.89 5 235.84 76.34 6 254.02 88.73 ' 7 270.09 103.76 8 283.66 121.07 9 294.42 140.26 10 294.94 141.65 Circle Center At X = 164.7 ; Y = 200.1 and Radius, 142.8 ' * ** 1.229 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 151.10 58.00 2 172.97 55.60 3 194.79 58.37 4 215.37 66.16 ' 5 233.55 78.54 6 248.33 94.84 7 258.90 114.13 8 264.67 135.36 ' 9 264.83 140.81 Circle Center At X 172.2 ; Y = 149.1 and Radius, 93.5 * ** 1.233 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 151.10 58.00 2 173.10 57.98 3 194.85 61.28 ' 4 215.85 67.85 5 235.61 77.52 6 253.68 90.07 7 269.63 105.22 8 283.11 122.61 9 293.68 141.62 Circle Center At X = 162.3 ; Y 202.4 and Radius, 144.8 * ** 1.233 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 151.00 57.01 2 172.97 55.85 3 194.84 58.27 4 216.02 64.20 5 235.97 73.48 6 254.15 85.87 7 270.08 101.04 8 283.34 118.60 9 293.59 138.06 10 294.79 141.65 Circle Center At X = 169.2 ; Y = 190.6 and Radius, 134.8 * ** 1.235 * ** Y A X I S F T 0.00 42.88 85.75 128.63 171.50 214.38 X0.00 +---------+--------- +--------- +--------- +---- - - - - -+ 42.88 + A 85.75 + ** X 128.63 + - * * *T ** * Z 171.50 + ..19 TT .... 1 - 12 C:\sted\brem3a.0UT Page 5 s 214.38 + .......615 5 .........041 ' = 5 ...413 5 5 257.25 + ...........07 3 .421 .. 38 ' _ ... ........ 79 ...211 ............. ... 4 . .........79 .4 .............. .... 07 F 300.13 + .. . ........... ................. ................. ............. ........... 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Output Filename: C:brem4.OUT ' Unit System: English Plotted Output Filename: C:brem4.PLT PROBLEM DESCRIPTION F.S. Upper Bluff Before Const. Upper Bluff Retention System ' BOUNDARY COORDINATES 12 Top Boundaries 16 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 51.00 150.00 52.00 2 2 150.00 52.00 151.00 57.00 2 3 151.00 57.00 151.10 58.00 3 4 151.10 58.00 154.00 70.00 2 5 154.00 70.00 157.00 71.00 2 6 157.00 71.00 163.00 75.00 1 7 163.00 75.00 195.00 120.00 1 8 195.00 120.00 215.00 130.00 1 9 215.00 130.00 220.00 135.00 1 10 220.00 135.00 230.00 139.00 1 11 230.00 139.00 236.00 140.00 1 12 236.00 140.00 343.00 143.00 1 13 157.00 71.00 343.00 71.00 2 ' 14 151.10 58.00 343.00 58.00 3 15 151.00 57.00 343.00 57.00 2 16 100.00 49.00 343.00 49.00 4 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. ' 1 120.0 125.0 150.0 37.0 0.00 0.0 1 2 110.0_ 120.0 300.0 25.0 0.00 0.0 1 3 100.0 110.0 100.0 17.0 0.00 0.0 1 4 125.0 130.0 1000.0 40.0 0.00 0.0 1 1 PI$ZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of Water = 62.40 Piezometric Surface No. 1 Specified by 2 Coordinate Points Point X -Water Y -Water No. (ft) (ft) 1 157.00 71.00 2 343.00 71.00 TIEBACK LOAD(S) ' 2 Tieback Load(s) Specified Tieback X -Pos Y -Pos Load Spacing Inclination Length No. (ft) (ft) (lbs) (ft) (deg) (ft) 1 151.58 60.00 180000.0 8.0 30.00 50.0 2 152.79 65.00 180000.0 8.0 30.00 50.0 ' NOTE - An Equivalent Line Load Is Calculated For Each Row Of Tiebacks Assuming A Uniform Distribution Of Load Horizontally Between Individual Tiebacks. A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 250 Trial Surfaces Have Been Generated. 50 Surfaces Initiate From Each Of 5 Points Equally Spaced r C: \sted \brem4.OUT Page 2 ' Along The Ground Surface Between X = 157.00(ft) and X = 190.00(ft) Each Surface Terminates Between X = 220.00(ft) ' and X = 343.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 17.00(ft) Line Segments Define Each Trial Failure Surface. 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 Bishop Method Failure Surface Specified By 7 Coordinate Points ' Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 2 179.23 87.84 ' 3 192.73 98.17 4 205.73 109.12 5 218.20 120.68 6 230.11 132.80 ' 7 236.56 140.02 Circle Center At X = -32.8 ; Y = 379.1 and Radius, 360.3 * ** 1.112 * ** Individual data on the 11 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 14.0 8365.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 13.5 23184.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 2.3 5250.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 10.7 23286.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 9.3 15867.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 3.2 4769.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 1.8 2697.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 10.0 11284.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 0.1 86.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 5.9 2409.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11 0.6 20.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 157.00 71.00 2 173.15 76.31 3 188.15 84.31 4 201.54 94.78 5 212.94 107.39 6 222.00 121.78 7 228.45 137.51 8 228.66 138.46 Circle Center At X = 134.6 ; Y 166.6 and Radius, 98.2 * ** 1.118 * ** Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 2 181.00 84.56 3 195.31 93.73 4 207.69 105.39 5 217.71 119.12 6 225.04 134.46 7 225.81 137.32 Circle Center At X = 138.7 ; Y = 166.3 and Radius, 92.1 * ** 1.125 * ** Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf C: \sted \brem4.OUT Page 3 No. (ft) (ft) 1 165.25 78.16 2 180.14 86.37 ' 3 194.33 95.74 4 207.73 106.20 5 220.26 117.68 6 231.84 130.13 7 239.75 140.11 Circle Center At X = 69.3 ; Y = 269.8 and Radius, 214.3 * ** 1.135 * ** Failure Surface specified By 7 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 165.25 78.16 2 180.45 85.79 3 194.82 94.87 ' 4 208.22 105.33 5 220.52 117.06 6 231.61 129.95 7 238.71 140.08 ' Circle Center At X = 95.8 ; Y = 235.5 and Radius, 172.0 * ** 1.137 * ** Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf No. (ft) 1 165.25 78.16 2 177.68 89.77 3 189.92 101.56 4 201.96 113.56 ' S 213.82 125.74 6 224.07 136.63 Circle Center At X = -545.8 ; Y = 852.3 and Radius, 1051.1 * ** 1.141 * ** Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 ' 2 177.85 89.58 3 190.42 101.02 4 202.99 112.47 5 215.53 123.95 6 228.06 135.44 7 232.36 139.39 Circle Center At X * * * * ** ; Y = 8599.2 and Radius, * * * * ** * ** 1.156 * ** Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 2 177.57 89.87 ' 3 189.86 101.63 4 202.10 113.42 5 214.31 125.25 6 226.47 137.13 7 227.27 137.91 Circle Center At X = * * * * ** Y = 3729.5 and Radius, 5028.7 * ** 1.161 * ** Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 2 181.35 83.62 3 195.82 92.55 4 207.91 104.50 5 217.03 118.85 6 222.69 134.88 r C: \sted \brem4.OUT Page 4 ' 7 222.83 136.13 Circle Center At X = 149.3 ; Y = 151.8 and Radius, 75.4 * ** 1.165 * ** ' Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 2 177.46 89.99 ' 3 189.63 101.87 4 201.74 113.80 5 213.80 125.77 6 225.02 137.01 ' Circle Center At X = * * * * ** ; Y = 2961.6 and Radius, 4005.3 * ** 1.167 * ** 1 1 1 1 1 1 1 t 1 1 r ' o an �a � • M i I I M O O I ! N a i i I V o N' N H a = ccn An O o) 2 2" 2 ' \ 00 CMI y �oI$C'l �� p °0 O cs '1 I U \\ CO) ~ w m m J �� LL m � � I = I 0. Ln CO) eo N � o � gp ^ ` C Sm C4 IW Q O ' i � ♦♦ o � w V w C ' O � .4 �000°o w a° OO ° O U I V c �-.- co -- C ' 0000 ,y m � - — CM CM h CO) OOOO ' N O N L C— D Q. .O FL O (n d ! 4 Z g C o pp E Ln ' � � o h •�, t � ' CO0 �yU�,l I ' W 1--w WOl00 NN rn p00 0000000 �, Z! /0� V� m... Olt• -• R I 0 L Ln C1 L uj W N N e-1 r4 � M �a • i I VI O a I i E ° � i N C c j O� w C c co W CY N 7 m ; c� a�� I I v -a IA T- m C a V W II i U � 0 m I C L C N I o N ° o � ° W W) C: \sted \brem4a.OUT Page 1 ' *** GSTA13L7 * ** ** GSTAB17 by Garry H. Gregory, P.E. ** ** Version 1.0, January 1996; Version 1.15, April 2000 ** - -Slope Stability Analysis- - Simplified Janbu, Modified Bishop or Spencer's Method of Slices (Based on STABL6 -1986, by Purdue University) Run Date: 8/7/00 ' Time of Run: 9:37AM Run By: JWN Input Data Filename: C:brem4a. Output Filename: C:brem4a.OUT ' Unit System: English Plotted Output Filename: C:brem4a.PLT PROBLEM DESCRIPTION F.S. Upper Bluff Before Const. Upper Bluff Retention System - Pseudo Static ' BOUNDARY COORDINATES 12 Top Boundaries 16 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 51.00 150.00 52.00 2 2 150.00 52.00 151.00 57.00 2 3 151.00 57.00 151.10 58.00 3 4 151.10 58.00 154.00 70.00 2 5 154.00 70.00 157.00 71.00 2 6 157.00 71.00 163.00 75.00 1 7 163.00 75.00 195.00 120.00 1 8 195.00 120.00 215.00 130.00 1 9 215.00 130.00 220.00 135.00 1 10 220.00 135.00 230.00 139.00 1 11 230.00 139.00 236.00 140.00 1 12 236.00 140.00 343.00 143.00 1 13 157.00 71.00 343.00 71.00 2 14 151.10 58.00 343.00 58.00 3 15 151.00 57.00 343.00 57.00 2 16 100.00 49.00 343.00 49.00 4 ' 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. ' 1 120.0 125.0 150.0 37.0 0.00 0.0 1 2 110.0 120.0 300.0 25.0 0.00 0.0 1 3 100.0 110.0 100.0 17.0 0.00 0.0 1 4 125.0 130.0 1000.0 40.0 0.00 0.0 1 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of Water = 62.40 Piezometric Surface No. 1 Specified by 2 Coordinate Points Point X -Water Y -Water No. (ft) (ft) 1 157.00 71.00 2 343.00 71.00 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) TIEBACK LOAD(S) 2 Tieback Load(s) Specified Tieback X -Pos Y -Pos Load Spacing Inclination Length No. (ft) (ft) (lbs) (ft) (deg) (ft) 1 151.58 60.00 180000.0 8.0 30.00 50.0 ' 2 152.79 65.00 180000.0 8.0 30.00 50.0 NOTE - An Equivalent Line Load Is Calculated For Each Row Of Tiebacks Assuming A Uniform Distribution Of Load Horizontally Between C: \sted \brem4a.OUT Page 2 Individual Tiebacks. A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 250 Trial Surfaces Have Been Generated. 50 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 157.00(ft) and X = 190.00(ft) Each Surface Terminates Between X = 220.00(ft) and X = 343.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 17.00(ft) Line Segments Define Each Trial Failure Surface. 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 Bishop Method Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 2 179.23 87.84 3 192.73 98.17 4 205.73 109.12 5 218.20 120.68 ' 6 230.11 132.80 7 236.56 140.02 Circle Center At X = -32.8 ; Y = 379.1 and Radius, 360.3 * ** 0.856 * ** Individual data on the 11 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 14.0 8365.3 0.0 0.0 0.0 0.0 1254.8 0.0 0.0 2 13.5 23184.7 0.0 0.0 0.0 0.0 3477.7 0.0 0.0 3 2.3 5250.1 0.0 0.0 0.0 0.0 787.5 0.0 0.0 4 10.7 23286.8 0.0 0.0 0.0 0.0 3493.0 0.0 0.0 5 9.3 15867.6 0.0 0.0 0.0 0.0 2380.1 0.0 0.0 6 3.2 4769.9 0.0 0.0 0.0 0.0 715.5 0.0 0.0 7 1.8 2697.8 0.0 0.0 0.0 0.0 404.7 0.0 0.0 8 10.0 11284.3 0.0 0.0 0.0 0.0 1692.6 0.0 0.0 9 0.1 86.3 0.0 0.0 0.0 0.0 12.9 0.0 0.0 10 5.9 2409.3 0.0 0.0 0.0 0.0 361.4 0.0 0.0 11 0.6 20.3 0.0 0.0 0.0 0.0 3.1 0.0 0.0 Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 2 180.14 86.37 3 194.33 95.74 4 207.73 106.20 5 220.26 117.68 6 231.84 130.13 7 239.75 140.11 Circle Center At X = 69.3 ; Y = 269.8 and Radius, 214.3 * ** 0.874 * ** Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) 1 165.25 78.16 2 180.45 85.79 3 194.82 94.87 4 208.22 105.33 5 220.52 117.06 6 231.61 129.95 7 238.71 140.08 C: \sted \brem4a.0UT Page 3 Circle Center At X = 95.8 ; Y = 235.5 and Radius, 172.0 * ** 0.879 * ** Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.15 76.31 3 188.15 84.31 4 201.54 94.78 5 212.94 107.39 6 222.00 121.78 7 228.45 137.51 8 228.66 138.46 Circle Center At X = 134.6 ; Y = 166.6 and Radius, 98.2 * ** 0.888 * ** Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 2 181.00 84.56 3 195.31 93.73 4 207.69 105.39 5 217.71 119.12 6 225.04 134.46 7 225.81 137.32 Circle Center At X = 138.7 ; Y = 166.3 and Radius, 92.1 * ** 0.890 * ** Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 2 177.68 89.77 3 189.92 101.56 4 201.96 113.56 5 213.82 125.74 6 224.07 136.63 Circle Center At X = -545.8 ; Y = 852.3 and Radius, 1051.1 ' * ** 0.895 * ** Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 2 177.85 89.58 3 190.42 101.02 4 202.99 112.47 5 215.53 123.95 ' 6 228.06 135.44 7 232.36 139.39 Circle Center At X = * * * * ** Y = 8599.2 and Radius, * * * * ** * ** 0.896 * ** Failure Surface Specified By 7 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 2 177.57 89.87 3 189.86 101.63 4 202.10 113.42 5 214.31 125.25 ' 6 226.47 137.13 7 227.27 137.91 Circle Center At X * * * * ** ; Y = 3729.5 and Radius, 5028.7 * ** 0.908 * ** Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 C: \sted \brem4a.OUT Page 4 2 177.46 89.99 3 189.63 101.87 4 201.74 113.80 1 5 213.80 125.77 6 225.02 137.01 Circle Center At X = * * * * ** ; Y = 2961.6 and Radius, 4005.3 * ** 0.916 * ** Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 165.25 78.16 2 179.55 87.36 3 193.59 96.94 4 207.36 106.91 5 220.85 117.25 6 234.05 127.97 7 246.95 139.04 8 248.39 140.35 Circle Center At X = -157.9 Y 596.9 and Radius, 611.2 * ** 0.919 * ** o I M �o i Nf Ln IA Ili I O ;N y N N CL co ° _: r BOO w� O Ip W WOOI ~~ O C C-�'' CL 8 04 N I N W I-- I {� ♦"' � II ! I J d Q N prrrr + Dd O V a a Ln N v 16. ui V OV O w I; o � ^0000 m c LCti r� c Q m l LL Q� NrQl Q c .. O w o a 000° NI m `t�iiCOC� p i r y aO0001 CJ it U C r 1h r r 1L ° o Z% 0000' r., CL = —r� -r w co _ �/j o 0 0 Sri I j Hj 0 ,,ZrN1n� O V � 10 N � I � 1 0 U Cc to LL N1N0.1 l �.. r r i! 10.0 (3 - 0 !Dw O Q ' L p L O tL O W N N ri o M i i �I l L ----------- - - - --- ---------- _- - - - - -_ M m - r N ---- --- - - - - -- w C --------------------------------------- --- - -- - -- N r C a ®� o ~� o CM CL C � e ' J - --- --'-- ------- --- V�------------------- ----- ----- -- - r W m � m I- -------------------- -------------------- --------- - - - - -- U. ---------- - - - - -- •----------- - - - - -- ------------------ o 0 o 0 0 o LV gn CD in w N N y .�.ay C: \sted \brem5.OUT Page 1 tt* GSTABL7 t *t ** GSTAB17 by Garry H. Gregory, P.E. ** ** Version 1.0, January 1996; Version 1.15, April 2000 ** - -Slope Stability Analysis- - Simplified Janbu, Modified Bishop or Spencer's Method of Slices (Based on STABL6 -1986, by Purdue University) Run Date: 7/27/00 Time of Run: 10:19AM Run By: JWN Input Data Filename: C:brem5. Output Filename: C:brem5.OUT ' Unit System: English Plotted Output Filename: C:brem5.PLT PROBLEM DESCRIPTION F.S. Upper Bluff After Const. Upper Bluff Retention System BOUNDARY COORDINATES 12 Top Boundaries 16 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 51.00 150.00 52.00 2 2 150.00 52.00 151.00 57.00 2 3 151.00 57.00 151.10 58.00 3 4 151.10 58.00 154.00 70.00 2 5 154.00 70.00 157.00 71.00 2 6 157.00 71.00 163.00 75.00 1 7 163.00 75.00 195.00 120.00 1 8 195.00 120.00 215.00 130.00 1 9 215.00 130.00 220.00 135.00 1 10 220.00 135.00 230.00 139.00 1 11 230.00 139.00 236.00 140.00 1 12 236.00 140.00 343.00 143.00 1 13 157.00 71.00 343.00 71.00 2 14 151.10 58.00 343.00 58.00 3 15 151.00 57.00 343.00 57.00 2 16 100.00 49.00 343.00 49.00 4 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. 1 120.0 125.0 150.0 37.0 0.00 0.0 1 2 110.0 120.0 300.0 25.0 0.00 0.0 1 3 100.0 110.0 100.0 17.0 0.00 0.0 1 4 125.0 130.0 1000.0 40.0 0.00 0.0 1 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of Water - 62.40 Piezometric Surface No. 1 Specified by 2 Coordinate Points Point X -Water Y -Water No. (ft) (ft) 1 157.00 71.00 2 343.00 71.00 Searching Routine Will Be Limited To An Area Defined By 1 Boundaries 1 Of Which The First 0 Boundaries Will Deflect Surfaces Upward Boundary X -Left Y -Left X -Right Y -Right No. (ft) (ft) (ft) (ft) 1 235.90 100.00 236.00 139.90 TIEBACK LOAD(S) 2 Tieback Load(s) Specified Tieback X -Pos Y -Pos Load Spacing Inclination Length No. (ft) (ft) (lbs) (ft) (deg) (ft) 1 151.58 60.00 180000.0 8.0 30.00 50.0 2 152.79 65.00 180000.0 8.0 30.00 50.0 NOTE - An Equivalent Line Load Is Calculated For Each Row Of Tiebacks Assuming A Uniform Distribution Of Load Horizontally Between 1 C: \sted \brem5.OUT Page 2 Individual Tiebacks. A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 500 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 157.00(ft) and X = 180.00(ft) Each Surface Terminates Between X = 243.00(ft) and X = 343.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 17.00(ft) Line Segments Define Each Trial Failure Surface. 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 Bishop Method ' Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.75 68.12 3 190.72 69.25 4 206.94 74.32 5 221.53 83.05 6 233.66 94.96 7 242.66 109.38 8 248.04 125.51 9 249.30 140.37 Circle Center At X = 177.5 ; Y = 140.0 and Radius, 72.0 ' * ** 1.586 * ** Individual data on the 16 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 6.0 1811.0 0.0 195.8 0.0 0.0 0.0 0.0 0.0 3 10.8 17445.2 0.0 1331.6 0.0 0.0 0.0 0.0 0.0 4 17.0 67919.7 0.0 2457.6 0.0 0.0 0.0 0.0 0.0 5 4.3 24191.8 0.0 303.6 0.0 0.0 0.0 0.0 0.0 6 1.3 7893.2 0.0 18.0 0.0 0.0 0.0 0.0 0.0 7 10.6 64533.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 8.1 49554.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 5.0 31117.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 1.5 9671.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11 8.5 50926.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12 3.7 20274.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13 2.3 12059.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14 6.7 28834.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15 5.4 14713.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' 16 1.3 1127.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.85 68.78 3 190.81 70.02 4 207.16 74.69 5 222.21 82.59 6 235.35 93.37 7 246.02 106.61 8 253.78 121.73 9 258.30 138.12 10 258.46 140.63 Circle Center At X = 176.3 ; Y = 151.6 and Radius, 82.9 * ** 1.618 * ** C: \sted \brem5.OUT Page 3 Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 ' 2 173.77 68.19 3 190.76 68.71 4 207.32 72.54 5 222.82 79.53 ' 6 236.65 89.42 7 248.28 101.81 8 257.27 116.24 9 263.27 132.15 ' 10 264.70 140.80 Circle Center At X = 179.7 ; Y 154.0 and Radius, 86.0 * ** 1.673 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.98 70.27 3 190.86 72.29 4 207.19 77.01 5 222.55 84.31 6 236.52 94.00 7 248.73 105.82 8 258.88 119.46 9 266.69 134.56 10 268.76 140.92 Circle Center At X 170.2 ; Y 174.3 and Radius, 104.1 ' * ** 1.684 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.75 68.10 3 190.75 68.37 4 207.40 71.79 5 223.13 78.25 6 237.37 87.53 7 249.65 99.29 8 259.52 113.13 9 266.65 128.56 ' 10 269.75 140.95 Circle Center At X - 180.9 ; Y = 158.4 and Radius, 90.6 * ** 1.705 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.71 67.86 3 190.71 67.86 4 207.41 71.02 5 223.24 77.23 6 237.64 86.25 7 250.13 97.80 8 260.25 111.45 9 267.67 126.75 10 271.54 141.00 Circle Center At X = 182.2 ; Y = 158.5 and Radius, 91.0 * ** 1.711 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.30 66.18 3 190.27 65.13 L C: \sted \brem5.OUT Page 4 4 207.04 67.91 5 222.76 74.39 6 236.63 84.22 7 247.94 96.91 8 256.11 111.82 9 260.74 128.17 10 261.36 140.71 Circle Center At X = 186.4 ; Y = 139.9 and Radius, 74.9 * ** 1.712 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.97 71.94 3 190.72 74.87 4 207.01 79.74 ' S 222.61 86.50 6 237.30 95.04 7 250.89 105.26 8 263.19 117.00 9 274.02 130.10 10 281.22 141.27 Circle Center At X - 157.7 ; Y = 214.7 and Radius, 143.7 * ** 1.717 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.36 66.38 3 190.33 65.37 4 207.12 68.03 5 222.95 74.22 6 237.09 83.67 7 248.87 95.93 8 257.75 110.42 9 263.31 126.49 10 265.00 140.81 Circle Center At X = 186.5 ; Y 143.8 and Radius, 78.6 * ** 1.724 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) ' 1 157.00 71.00 2 173.55 67.09 3 190.54 66.53 4 207.30 69.33 5 223.19 75.38 6 237.57 84.45 7 249.88 96.18 8 259.63 110.10 9 266.44 125.68 10 269.75 140.95 Circle Center At X = 184.9 ; Y = 151.9 and Radius, 85.6 * ** 1.726 * ** ' o M I c L O � _ M O ra i O U) � ' a m � N N N 2 f+ CL O = Q1 I to p o 1 C I maa of °D �= v ° oo ° oi FN S O N O � Z mm o N C d1 T Q Co m N W 1" LL C �1 -H.IV i � m M 7 I '� C OI L L� m Q 'd lOprrrr , r Q C� cc CL ` Q aNZ�i��� ri !0 r-% w i o.cP ^0000 m N m < —Cn N-V Q ccn C oo°° $ i. °� °000 v O v en r LL O Z Q 0000 .-1 w .� E , Ln000l �p O ?�r rrrl N M � W �' 00001 L Ot 000M) � C ��rONI I r r r Q. CL 'O Or Nc7 V I z p �j O: A T Ln '0 � :° y o Li ��I LL C%!— NNc v < NNN -- - -- -- � r r e I ! � RL U� m•� O)L. -.�� I 3 O nn o Ln 0 Ln O H L ' N N 1 o I M r i r ° m CL E N � N f+ r ° ' C O m z cc m Z N I to CL M CI W Q' 1 ` J CL Q I r O td L O r m I cod W vii � m I � Io a �o 1 m i 1 a CL 1 � II i `Y 1 � 04 M) C W O W N r r C: \sted \brem5a.0UT Page 1 twt GSTABL7 * *• ** GSTABL7 by Garry H. Gregory, P.E. ** ** Version 1.0, January 1996; Version 1.15, April 2000 ** - -Slope Stability Analysis -- , Simplified Janbu, Modified Bishop or Spencer's Method of Slices (Based on STABL6 -1986, by Purdue University) Run Date: 8/7/00 Time of Run: 9:47AM Run By: JWN Input Data Filename: C:brem5a. Output Filename: C:brem5a.OUT Unit System: English Plotted Output Filename: C:bremSa.PLT PROBLEM DESCRIPTION F.S. Upper Bluff After Const. Upper Bluff Retention System - Pseudo Static ' BOUNDARY COORDINATES 12 Top Boundaries 16 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 51.00 150.00 52.00 2 2 150.00 52.00 151.00 57.00 2 3 151.00 57.00 151.10 58.00 3 4 151.10 58.00 154.00 70.00 2 5 154.00 70.00 157.00 71.00 2 6 157.00 71.00 163.00 75.00 1 7 163.00 75.00 195.00 120.00 1 8 195.00 120.00 215.00 130.00 1 ' 9 215.00 130.00 220.00 135.00 1 10 220.00 135.00 230.00 139.00 1 11 230.00 139.00 236.00 140.00 1 12 236.00 140.00 343.00 143.00 1 ' 13 157.00 71.00 343.00 71.00 2 14 151.10 58.00 343.00 58.00 3 15 151.00 57.00 343.00 57.00 2 16 100.00 49.00 343.00 49.00 4 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. ' 1 120.0 125.0 150.0 37.0 0.00 0.0 1 2 110.0 120.0 300.0 25.0 0.00 0.0 1 3 100.0 110.0 100.0 17.0 0.00 0.0 1 4 125.0 130.0 1000.0 40.0 0.00 0.0 1 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of Water = 62.40 Piezometric Surface No. 1 Specified by 2 Coordinate Points Point X -Water Y -Water ' No. (ft) (ft) 1 157.00 71.00 2 343.00 71.00 Searching Routine Will Be Limited To An Area Defined By 1 Boundaries Of Which The First 0 Boundaries Will Deflect Surfaces Upward ' Boundary X -Left Y -Left X -Right Y -Right No. (ft) (ft) (ft) (ft) 1 235.90 100.00 236.00 139.90 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) TIEBACK LOAD(S) 2 Tieback Load(s) Specified Tieback X -Pos Y -Pos Load Spacing Inclination Length C: \sted \brem5a.OUT Page 2 No. (ft) (ft) (lbs) (ft) (deg) (ft) 1 151.58 60.00 180000.0 8.0 30.00 50.0 2 152.79 65.00 180000.0 8.0 30.00 50.0 NOTE - An Equivalent Line Load Is Calculated For Each Row Of Tiebacks ' Assuming A Uniform Distribution Of Load Horizontally Between Individual Tiebacks. A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 500 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X - 157.00(ft) and X = 180.00(ft) • ' Each Surface Terminates Between X = 243.00(ft) and X = 343.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 17.00(ft) Line Segments Define Each Trial Failure Surface. 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 Bishop Method Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.75 68.12 3 190.72 69.25 4 206.94 74.32 5 221.53 83.05 6 233.66 94.96 7 242.66 109.38 8 248.04 125.51 9 249.30 140.37 ' Circle Center At X = 177.5 ; Y = 140.0 and Radius, 72.0 * ** 1.275 * ** Individual data on the 16 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 6.0 1811.0 0.0 195.8 0.0 0.0 271.7 0.0 0.0 3 10.8 17445.2 0.0 1331.6 0.0 0.0 2616.8 0.0 0.0 4 17.0 67919.7 0.0 2457.6 0.0 0.0 10188.0 0.0 0.0 5 4.3 24191.8 0.0 303.6 0.0 0.0 3628.8 0.0 0.0 6 1.3 7893.2 0.0 18.0 0.0 0.0 1184.0 0.0 0.0 ' 7 10.6 64533.2 0.0 0.0 0.0 0.0 9680.0 0.0 0.0 8 8.1 49554.4 0.0 0.0 0.0 0.0 7433.2 0.0 0.0 9 5.0 31117.1 0.0 0.0 0.0 0.0 4667.6 0.0 0.0 10 1.5 9671.4 0.0 0.0 0.0 0.0 1450.7 0.0 0.0 11 8.5 50926.2 0.0 0.0 0.0 0.0 7638.9 0.0 0.0 12 3.7 20274.1 0.0 0.0 0.0 0.0 3041.1 0.0 0.0 13 2.3 12059.7 0.0 0.0 0.0 0.0 1809.0 0.0 0.0 14 6.7 28834.4 0.0 0.0 0.0 0.0 4325.2 0.0 0.0 15 5.4 14713.0 0.0 0.0 0.0 0.0 2207.0 0.0 0.0 16 1.3 1127.0 0.0 0.0 0.0 0.0 169.1 0.0 0.0 Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.85 68.78 3 190.81 70.02 4 207.16 74.69 5 222.21 82.59 6 235.35 93.37 7 246.02 106.61 C: \sted \brem5a.OUT Page 3 8 253.78 121.73 9 258.30 138.12 10 258.46 140.63 Circle Center At X = 176.3 ; Y - 151.6 and Radius, 82.9 * ** 1.277 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.97 71.94 3 190.72 74.87 4 207.01 79.74 5 222.61 86.50 6 237.30 95.04 7 250.89 105.26 8 263.19 117.00 9 274.02 130.10 10 281.22 141.27 Circle Center At X 157.7 ; Y - 214.7 and Radius, 143.7 * ** 1.291 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.98 70.27 3 190.86 72.29 4 207.19 77.01 5 222.55 84.31 6 236.52 94.00 7 248.73 105.82 8 258.88 119.46 9 266.69 134.56 10 268.76 140.92 Circle Center At X - 170.2 ; Y = 174.3 and Radius, 104.1 * ** 1.301 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.77 68.19 3 190.76 68.71 4 207.32 72.54 5 222.82 79.53 6 236.65 89.42 7 248.28 101.81 8 257.27 116.24 9 263.27 132.15 10 264.70 140.80 Circle Center At X 179.7 ; Y - 154.0 and Radius, 86.0 * ** 1.307 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.75 68.10 3 190.75 68.37 4 207.40 71.79 5 223.13 78.25 6 237.37 87.53 ' 7 249.65 99.29 8 259.52 113.13 9 266.65 128.56 10 269.75 140.95 Circle Center At X = 180.9 ; Y = 158.4 and Radius, 90.6 * ** 1.319 * ** Failure Surface Specified By 10 Coordinate Points r C: \sted \brem5a.OUT Page 4 Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.71 67.86 ' 3 190.71 67.86 4 207.41 71.02 5 223.24 77.23 6 237.64 86.25 7 250.13 97.80 8 260.25 111.45 9 267.67 126.75 10 271.54 141.00 Circle Center At X = 182.2 ; Y 158.5 and Radius, 91.0 ' * ** 1.319 * ** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.69 74.25 3 190.16 78.44 4 206.37 83.56 5 222.27 89.58 6 237.81 96.48 7 252.93 104.25 8 267.59 112.86 9 281.73 122.29 ' 10 295.33 132.50 11 306.58 141.98 Circle Center At X = 107.7 ; Y = 368.2 and Radius, 301.3 * ** 1.328 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 162.75 74.83 ' 2 179.58 77.24 3 196.15 81.04 4 212.35 86.20 5 228.06 92.69 6 243.17 100.47 7 257.59 109.48 8 271.21 119.66 9 283.93 130.94 10 294.14 141.63 Circle Center At X = 142.4 ; Y = 277.4 and Radius, 203.6 * ** 1.330 * ** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 157.00 71.00 2 173.66 74.37 3 190.12 78.62 ' 4 206.34 83.73 5 222.26 89.68 6 237.85 96.47 7 253.05 104.07 r 8 267.84 112.46 9 282.16 121.61 10 295.98 131.51 11 309.16 142.05 Circle Center At X = 101.4 ; Y = 388.5 and Radius, 322.4 ' * ** 1.338 * ** r r