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2006-407 G SOIL mcminmc conspucoon,.. STRUCTURAL CALCULATIONS FOR PROPOSED REPAIRS TO UPPER COASTAL BLUFF FOR: MS. NANCY GAULT AND MS. ERIN GAULT PROPERTY, 554 NEPTUNE AVENUE, ENCINITAS, CALIFORNIA 92024 SOIL ENGINEERING CONSTRUCTION, INC. 560 N. HIGHWAY 101, SUITE 5, ENCINITAS, CA 92024 TEL. (760) 633-3470, FAX (760) 633-3472 MARCH 3, 2005 JOB NO. 05-007 -, I NOV 3 0 2006 927 Arguello Street, Redwood City, California 94063-1310 (650) 367-9595 • FAX (650) 367-8139 SOIL ENGINEERING CONSTRUCTION, INC. JOB 927 Arguello Street SHEET NO. OF REDWOOD CITY, CALIFORNIA 94063 (650) 367-9595 CALCULATED BY DATE FAX (650) 367-8139 CHECKED BY DATE SCALE F7) .................. ......... c- t�j f P ............. ............. ...... . ............. ................. ;r..._......_ ............. ................- ... ......................... .....................- ........ ........ ........... ........... ............. 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SOIL ENGINEERING CONSTRUCTION, INC. 927 Arguello Street SHEET No.__ b of REDWOOD CITY, CALIFORNIA 94063 (650) 367-9595 CALCULATED BY DATE FAX (650) 367-8139 CHECKED BY DATE r 3 �-- SCALE ..... ..... -f�x-71�.,{� t.�o,� tom.: _C.c�._....-?�;5........_........: ...... _._. _._. . ..... ...... ..... ...... ..... ..... ......... ...... ...... ................tG.................. ..... ..... .._... _..... :........... ...._..V..... .... : C `C � ................ ....._... ...._. .._....._ .. ..... ..... ........... .. ....:.................. ............. _..: :Q.11: .................... ._ ............_ ................... ..._ .... .....r. ,�--� - ... .... ..... .................... .......... . ....... ............. \....... ... .... ...... ...... ............._........................................................................}4.....:......................... r ...... ............. ._............ _...._............ M may. 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L su"Ic 1w ROIL f NM pmAMM=*WA1 XrVWWM CM Ilia' M WAWMX a C1MPLIEMT MONLOn "AL"•VOUEN-00 Sao"MM AM POMEW a M a1Rit. A9M77 W�s ARC NolNml�r>7tL,. UMM T"M GoMORIOLS,iElLX=ff"Mao=Ails AC"*%AM 1W=K w1.t+ ,00 MVnAt&MOM 1!. slwrwr Ftit11E T1wo��1N NECL of r�.!l�:ts OF�LIIIOlA111[Alp�loUllpMAt� FIE']31A!lARENrff FIGURE 2 CooPutation of Simple Active and Paaaive Pressures r"tanC �: �OI3tg�lt 19Eb 7.2-b2 Mew N �"t— A-V r . cj �►wM a f oN•0.20 O 'form<_ 0.+t) ��l0.le nT1� rwM rN PH•0.550'l,resultant force N i 1 ,N off a 1.28-0. min )i (for m>0.si l PHA resultant force F*9 — Lateral pre wre dut to line load tBoussinaq equation rssodirod by experilnsntl latter Twzaohi771 Strip Loads — Highways and railroads are examples of strip bads. When they are parallel to a sheet pile wall, the lateral pressure distribution on the wall may be calculated as shown in Figure 10. .ftow i °1120 � jd-sinQ cos 2 c I all abarkse view Fig. 10 — Lateral pressure dueio strip toad(8ousainesq equation modified by experiment) (after Tang') Based on the relationships given above. Figure 11 shows plots of the lateral pressure distributions under point and line loads and gives the positions of the resultant force for various values of the parameter m. Low Loa PGWA►... 0 woof 0.7 ` _ w•0.7 w•0.7 • o� � w'e-� 44 IF Ot � O.a / ej fON a.] In SON o s ssN o• .7e "M a-, c.s •s .w o a 7 . 1.o 0 YAMS OF 0011 gat. VALL4 Of�N 1 Fis. 11 — Horitantal pressures doe to point and line loads(after Nwdadrsrr) DYWIDAG-SYSTEMS INTERNATIONAL ` ,jYWIDAG Bar Rock and Soil Anchors Prestressing Steel Properties - ASTM A722 Ultimate Cross Ultimate Prestressing Force Nomimal Maximum Anchor Stress Section Strength Weight Bar Size Area (Au An) 0.80 A Ao. 0.70 A Ao= 0.60 A X. (bar only) Diameter in mm ksi MPa in' mm' kips kN kips kN kips kN kips kN plf kg/m in mm 1 26 150 1030 0.85 548 127.5 567 102.0 454 89.3 397 76.5 340 3.01 4.48 1.20 30.5 1 26 160" 1100 0.85 548 136.0 605 108.8 485 95.2 423 81.6 363 3.01 4.48 1.20 30.5 1'/4 32 150 1030 1.25 806 187.5 834 150.0 662 131.3 584 112.5 500 4.39 6.54 1.46 37.1 1'/4 32 1 160` 1100 1 1.25 806 200.0 890 160.0 707 140.0 623 120.0 534 4.39 6.54 1.46 37.1 11/8 36 150 1030 1.58 1018 237.0 1,055 189.6 839 165.9 738 142.2 633 5.56 8.28 1.63 41.4 13/8 36 160' 1100 1.58 1018 252.8 1,125 202.3 899 177.0 787 151.7 675 5.56 8.28 1.63 41.4 13/4 46 150 1030 2.62 1 1690 400 1,779 320 1423 280 1245 240 1068 9.23 113.741 2.00 51.0 Steel Stress Levels 'Available on special order. Dywidag Threadbars may be stressed to the allow- structural system, 0.60 fp. may be used as an approxi- able limits of ACI 318. The maximum jacking stress mation of the effective (working) prestress level. (temporary) may not exceed 0.80 fps, and the transfer Dywidag Threadbars may be used individually or in ress (lockoff) may not exceed 0.70 fpu. multiples depending upon the magnitude of force ne final effective (working) prestress level depends requirements or upon drilling considerations. on the specific application, installation procedure, Actual loss calculations require structural design infor- stressing sequence and the rigidity of the structural mation not normally present on contract documents. system. In the absence of a detailed analysis of the Hardware Dimensions Bar in mm in mm in mm in mm Diameter 1 26 1.25 32 1.375 36 1.75 46 Anchor Plate Size 5x5x1.25 130x130x32 6x7x1.50 160x160x38 7 x 7.5 x 1.75 180 x 190 x 25.4 9x9x2.5 230x230x63.5 4x6.5x1.25 100x165x32 5x8x1.5 130x200x38 5x9.5x1.75 130x240x45 - - Nut Extension a 1.875 50.0 2.5 63.5 2.75 70 2.875 74 Min.Bar Protection b 3 76.2 3.5 88.9 4.00 100 3.625 92 Coupler Length c 5.5 140 ,6.75 170 8.625 220 6.75 173 Coupler Diameter d 2 50.0 2.375 60.325 2.625 67 3.125 79 NUT ANCHOR PLATE Minimum Anchor Diameter Corrosion Protection Nominal Without Single Double Bar Without With Without With Without With C Diameter Coupler Coupler Coupler Coupler Coupler Coupler a �' in mm in mm in mm in mm in mm in mm in mm b COUPLER 1 26 1.20 30.5 2.000 50.00 1.625 41.28 2.125 53.98 2.375 60.33 2.500 63.5b, 17, 32 1.46 37.1 2.375 60.00 1.875 47.63 2.500 63.50 2.875 73.03 3.125 79.38 1'/4 36 1.63 41.4 2.750 67.00 2.000 50.80 2.875 73.03 2.875 73-- 3.03 3.125 79.38 d 8 AV iE- Double Corrosion Protection DCP (Type C) in applications where the free stressing length will Corrosion protection for the anchor tendon can be remain ungrouted for an extended period of time. improved by extending the outer corrugated PE or The Dywidag wedge anchor for epoxy coated strand PVC duct over the free stressing length. in this bites through the coating into the strand, developing case, pregrouting of the anchor inside the plastic a minimum of 950 of its nominal ultimate tensile duct is not recommended because of difficulties strength. Corrosion protection provided by the which might be encountered during transportation epoxy is not compromised by the wedge. and placing. Although the cost of epoxy coated.strand is higher Double Corrosion Protection DCP (Type D) than bare strand, the total cost of the installed The ideal protection for strand anchors is one in anchor is reduced by eliminating the outer corru- gated plastic duct. This makes it possible to mini- which the strand is totally and permanently pro- mize the drill hole size, thereby reducing the cost of tected from the time of manufacture throughout its drilling and grouting. life. Such protection is provided by epoxy coating the individual strands both externally and internally. Double Corrosion Protection DCP (Type E) Flo-bond Flo-fit® is a rugged, thermally bonded For anchors in which single stage grouting is polymer coating that offers maximum corrosion desirable, the free stressing length of epoxy coat- protection, with a bond strength that exceeds that ed strand anchors can be coated with a lubricat- of bare strand. When two stage grouting is used, ing grease and encased in a seamless extruded OR additional corrosion protection is required even PE sheath. `*Multistrand Prestressing Steel Properties -ASTM A416 Nominal Nominal Ulthim" Prestressing Force Anchor Cross Section Weight Strength Size Area (bare strand) (hu A-) 0.80 bw Am 0.70 tau A.. 0,80 hu Ar. In' mm' Pit kglm kips kN kips kN kips kN kips kN 3 -0.6 0.65 420 2.20 3.27 175.8 782 140.6 625 123.0 547 105.5 469 4 -0.6 0.87 560 3.00 4.46 234.4 1,043 187.5 834 164.1 730 140.6 626 5 -0.6 1.09 700 3.70 5.51 293.0 1,303 234.4 1,043 205.1 1 912 175.8 ' 782 6 -0.6 1.30 840 4.40 6.55 351.6 1,564 281.3 1,251 246.1 1,095 211.0 938 7 -0.6 1.52 980 5.20 7.74 410.2 1,825 328.2 1,460 287.2 1,277 246.2 1,095 8 -0.6 1.74 1,120 5.90 8.78 468.8 2,085 375.0 1,668 328.1 1,460 281.3 1,251 9 -0.6 1.95 1,260 6.70 9.97 527.4 2,346 421.9 1,877 369.2 1,642 316.4 1,408 12 -0.6 2.60 1,680 8.90 13.24 703.2 3,128 562.6 2,503 492.3 2,190 422.0 1,877 15 -0.6 3.26 2,100 11.10 16.52 879.0 3,910 703.2 3.128 615.3 2,737 527.4 2,346 19 -0.6 4.12 2,660 14.10 20.98 1,113.4 4,953 890.7 3,962 779.4 3,467 666.0 2,972 27 -0.6 5.86 3,780 20.00 29.76 1,582.2 7,038 1,265.8 5,631 1,107.6 4,927 949.4 4,223 37 -0.6 8.03 5.180 27.40 40.78 2,168.2 9,645 1,734.6 7,716 1,517.8 6,751 1,301.0 5.787 9 -0.6 10.41 6,720 35.50 52.83 2,812.8 12,512 2,250.2 10,009 1,%8.9 8.#1.687.7 7,507 54 -0.6 11.72 7,560 39.90 59.38 3,164.4 14,076 2,531.5 11,261 2,215.1 9, 8,446 61 -0.6 13.24 8,540 45.10 67.12 3,574.6 15.901 2,859.7 12,721 2,502.2 11, 9,540 SOIL ENGINEERING CONSTRUCTION, INC. JOB 927 Arguello Street SHEET NO. I CZ OF �i f REDWOOD CITY, CALIFORNIA 94063 (650) 367-9595 CALCULATED BY DATE FAX (650) 367-8139 CHECKED BY � DATE SCALE ..............i.......................................... `. ...... ... . ..... ... ..... i i .......... ( _ ( ..... ............... .. 'c ..._... _\j _ Q > ... ...... ..... ...... ..... _ - 3 3 3 3 ._._.. : a 3 .... _..... .......... ..... ....._..._ . .. ► . ................ ...-. :. . .. . .. ( ..N � n�c. ....._ ... ... .... r .a ........_ .................... . � s ._... _ 5 T 1........... ..... ... ..... ......... ' r...._...._ s._v._..�.............r... ?i' ...... s .a . ............... ..... ....... f I '. ...... ...... (! ?.. �........._... ...._:.........._.:.........._.... _... ..... ._.. t._...._._:.__.... z S" ±t............................ ...... ..... ... ...................._............. .......... . ,ham w _ r� Imo- ......_.. k .._ : ... . . . .. � . �. C C.-Z.. .................. �- r . ...... 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TYahuoihAC::.x' , }' t When using any driving directions or map, it's a good idea to do a reality check and make s exists, watch out for construction, and follow all traffic safety precautions.This is only to be used as an aid Planning. sure the road still in Privac_v po!!-Terms of Se p ri ht @ y 005 shoo!Inc.All rights reserved. -Yahoo!Ma s Terms of Use- He1u-Ad Feick http://maps.yahoo.com/pmaps?csz=Encinitas%2C+CA+92024-2019&stat — e—CA&uzip=9202•... 3/7/2005 CI R:1I ICCZII M consnuccion... U JUl 6 ES PRELIMINARY GEOTECHNICAL EVALUATION OF COASTAL BLUFF PROPERTY 554 NEPTUNE AVE ENCINITAS, CA 92024 PREPARED FOR: MS. NANCY & MS. ERIN GAULT MAY 30, 2006 560 N. Highway 101 Suite 5, Encinitas California 92024 • (760) 633-3470 • FAX (760) 633-3472 ��■vn 65.1v--IBM■V consviuccion.c. May 30, 2006 Ms. Nancy and Ms. Erin Gault 554 Neptune Avenue Encinitas, CA 92024 Subject: Preliminary Geotechnical Evaluation of the Coastal Bluff Property, 554 Neptune Avenue, Encinitas, California. In accordance with your request, Soil Engineering Construction, Inc. has completed this Preliminary geotechnical evaluation of the coastal bluff along the western part of your property. This report presents the results of our geotechnical evaluation for the stability of the coastal bluff, an engineering evaluation for the most appropriate and acceptable stabilization methods applicable for the specific on-site bluff conditions. The following report documents our findings and presents conclusions and recommendations concerning geotechnical aspects of the coastal bluff. The most significant geotechnical issue affecting the site is the instability of the upper bluff Terrace deposits. Absent the implementation of timely mitigative measures, upper bluff instability will likely result in ongoing failures in the mid and upper sections of the bluff that could adversely affect the subject residence as well as the neighboring residences and their respective upper north and south of the subject property. Accompanyiing th s report retaining re engineeringldrawing ts and e calculations for the repair of the bluff, as well as an alternatives analysis provided under separate cover. We trust this report will meet with your expectations and present needs. If you should have any questions, or need additional information, please contact us at your earliest convenience. Very truly yours, SOIL ENGINEERING CONSTRUCTION, Inc. r J SS/0 Quo o tiq�� Robert D. Mahony, G.E., C. .G. N 2� QAOFESSj� S�pNAI GF w NO.C57517 m HALO�'�l �kr5 '� D•Algy�O ¢. EXP. 12131/07 M 0 O P* �GE 554 Z m a �EXP.081847 � • CnA �� 06110-07 tit °.a FOF CAl1F�P HN�GP�P'g 9�Fp OF CALIFa NX/ F CA1.�� 560 N. Highway 101 Suite 5, Encinitas California 92024 • (760) 633-3470 • FAX (760) 633-3472 TABLE OF CONTENTS INTRODUCTION 2 PROPOSED SCOPE OR WORK 2 BLUFF/SITE CONDITIONS 3 SUBSURFACE INVESTIGATION 3 GEOLOGIC UNITS AND STRUCTURE 3 QUARTERNARY BEACH DEPOSITS QUARTERNARY TERRACE DEPOSITS TERTIARY TORREY SANDSTONE ACTIVE FAULTING&REGIONAL SEISMICITY 4 REGIONAL FAULTS LOCAL FAULTING SEISMICITY GROUNDWATER AND SURFACE WATER 5 LABORATORY TESTING 5 LABORATORY STANDARD-MAXIMUM DRY DENSITY EXPANSION INDEX TESTING DIRECT SHEAR TESTS SATURATED RESISTIVITY,PH,&SOLUABLE SULFATES SLOPE STABILITY ANALYSES 7 GROSS STABILITY ANALYIS SURFICIAL SLOPE STABILITY BLUFF STABILITY TSUNAMI AND STORM WAVES 8 CONCLUSIONS &RECOMMENDATIONS 8 LIMITATIONS 9 FIGURES: FIGURE 1 -SITE LOCATION MAP FIGURE 2-CALIFORNIA FAULT MAP FIGURE 3-TOPOGRAPHIC MAP/STI'E PLAN FIGURE 4-GEOLOGIC CROSS-SECTION A-A' ATTACHMENTS: APPENDIX A-REFERENCES APPENDIX B-BORING LOG APPENDIX C-SLOPE STABILITY Ms.Nancy&Ms.Erin Gault Residence Page 2 554 Neptune,Encinitas, May 5,2006 PRELIMINARY GEOTECHNICAL EVALUATION 554 NEPTUNE AVENUE,ENCINITAS, CALIFORNIA INTRODUCTION This report summarizes the findings of Soil Engineering Construction, Inc. (SEC) preliminary geotechnical assessment of the coastal bluff at 554 Neptune Avenue, Encinitas, California. The site location is shown on the attached vicinity map, Figure 1. The evaluation was conducted at the request of the owners' of the subject property and was completed in accordance with our proposal to provide professional engineering services. This report presents our findings, conclusions, and recommendations regarding the necessary repairs to the bluff in order to protect the subject residential structure from a potential upper bluff failure. This preliminary geological evaluation references the initial geotechnical evaluation performed by Earth Systems Design Group, dated October 26, 1992, SEC's updated geotechnical reviews prepared on December 11, 1995 and August 20, 1996, and a "Draft" preliminary geotechnical evaluation and bluff study, prepared by GeoSoils, Inc., dated November 12, 2004. PURPOSE AND SCOPE OF WORK The purpose of our preliminary geotechnical evaluation was to study the potential upper bluff instability at the subject location, determine the subsurface bedrock and soil conditions,present useful information relevant to the coastline erosion processes in the area, and in turn, the safety of the single family home (554 Neptune Avenue), and to outline geotechnical considerations and recommendations pertinent to restoring stability to the residential structure at the subject property. The scope of our geotechnical evaluation includes the following: • Review of geological and topographical maps and literature pertaining to the site and vicinity. (See appendix A). • Geological reconnaissance to observe relevant portions of the coastal bluff pertaining to the existing site conditions. • Evaluate test boring logs and laboratory testing performed by Geosoils, Inc, (GSI). • Present site topographic plans and provide geological cross-sectional profiles of the coastal bluff property. • Preparation of this report. Ms.Nancy&Ms.Erin Gault Residence Page 3 554 Neptune,Encinitas,- it May 5,2006 BLUFF/SITE DESCRLMON The property bluff investigation for 554 Neptune Avenue was initially conducted in October 26, 1992 by Earth Systems Design Group. Soil Engineering Construction, Inc. (SEC) completed an updated geotechnical reviews for the subject property on December 11, 1995 and August 20, 1996. Some geotechnical information presented in those earlier reports is not included herein; therefore, the prior reports should be utilized in conjunction with this review. Specific recommendations provided under the purview of this report supercede those presented in the referenced documents. The subject coastal bluff property is located at 554 Neptune Avenue in the City of Encinitas (refer to the site location map, Figure 1). 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 95 foot high, steeply sloping westerly facing sea bluff with an overall gradient exceeding 45 degrees on average (for the site topographic setting refer to Figure 3). Geological cross-sections are presented as Figure 4. The site consists of a two story single family home on a easterly slightly sloping building pad area. An out building exists at the southwest corner of the site and is approximately 3 feet from the top of bluff. An approximately 18 foot high seawall exists at the base of the coastal bluff and was constructed around the year 1996. Based on conversations with the Client, the proposed development consists of removal of the existing two-story residence and one-story outbuilding, and construction of a new two-story, single family residence. It appears that the planned development would be supported by continuous footings with slab-on-grade floors and wood frame construction. Building loads are assumed to be typical for this type of relatively light structure. It is anticipated that sewage disposal will be tied into the regional municipal system. SUBSURFACE INVESTIGATION As per our proposal agreement, SEC will use the existing field exploration performed by GeoSoils, Inc. (GSI) on September 16, 2004, for this report. Subsurface exploration consisted of drilling one oriented core boring for evaluation of near- surface soil and geologic conditions. The boring was logged by a geologist from GSI who collected representative bulk and undisturbed samples from the boring for appropriate laboratory testing. The log of the boring is presented in Appendix B, with the location of the boring presented on Figure 3. REGIONAL GEOLOGY The subject property is located within the prominent natural geomorphic province in southwestern California known as the Peninsular Ranges. It is characterized by steep, elongated mountain ranges and valleys that trend northwesterly. The mountain ranges are underlain by basement rocks consisting of pre-Cretaceous metasedimentary rocks, Jurassic metavolcanic rocks, and Cretaceous plutonic rocks of the Southern California batholith. In the San Diego region, deposition occurred during the Cretaceous Period and Cenozoic Era in the continental margin of a forearc basin. Sediments, derived from Cretaceous-age plutonic rocks and Jurassic- Ms.Nancy&Ms.Erin Gault Residence Page 4 554 Neptune,Encinitas, May 5,2006 age volcanic rocks, were deposited into the narrow, steep, coastal plain and continental margin of the basin. These rocks have been uplifted, eroded, and deeply incised. During early Pleistocene time, a broad coastal plain was developed from the deposition of marine terrace deposits. During mid to late Pleistocene time, this plane was uplifted, eroded and incised. Alluvial deposits have since filled the lower valleys, and young marine sediments are currently being deposited/eroded within coastal and beach areas. COASTAL BLUFF GEOMORPROLOGY The typical coastal bluff profile may be divided into three zones: the"shore platform"; a lower near-vertical cliff surface defined as the"sea cliff'; and an upper bluff slope area generally ranging in inclination between approximately 30 and 45 degrees. The bluff top is the boundary between the upper bluff and coastal terrace. Offshore from the sea cliff is an area of indefinite extent defined as the"near-shore"zone. The bedrock surface in the"near-shore" zone, which extends out to sea from the base of the sea cliff, is the "shore platform". The boundary between the"sea cliff' and the"shore platform" is called the cliff-platform junction, or sometimes the shoreline angle. Within the "near-shore"zone is a subdivision called the"inshore" zone, beginning where the waves break. This boundary varies with time because the point at which waves begin to break changes dramatically with changes in wave size and tidal level. During low tides, larges waves will begin to break further away from shore. During high tides, waves may not break at all, or they may break directly on the lower cliff. Closer to shore is the"foreshore" zone, or the portion of the shore lying between the upper limit of wave wash at high tide and the ordinary low water mark. Both of these boundaries often lie on a san or cobble beach. In this case, a shoreline with a bluff; the "foreshore"zone extends from the low water to the lower face of the bluff. GEOLOGIC UNITS AND STRUCTURE Three earth material units were observed and/or encountered in the vicinity of the subject site. Mapped units are shown on the Geologic Cross-Section Map (Figure 4). A general description of each material type is presented as follows, from youngest to oldest. Quarternary Beach Deposits (Mao Symbol—Ob) A transient shingle beach composed of rounded sand and some cobbles exists at the base of the bluff. The beach deposits will not be encountered in the vicinity of the proposed development. Quarternary Terrace Deposits(Mal) Svmbo_1—Ot) Our field and boring observations and literature review indicate that the upper portion of the sea cliff is composed primarily of Pleistocene-age terrace deposits, consisting of silty sands and poorly graded sands with silt, that appear to be weakly cemented with iron oxide. These deposits W.Nancy&Ms.Erin Gault Residence Page 5 554 Neptune,Encinitas, May 5,2006 rest upon an older wave-cut terrace, also Pleistocene in age. The terrace deposits make up the sea bluff primarily between approximately +/- 29 feet Mean Sea Level (MSL) to near the top of the bluff. The upper +/- 2 to +/- 3 feet of near surface weathered terrace deposits are generally loose and potentially compressible, and will require removal and re-compaction, if settlement- sensitive improvements are proposed within their influence. Tertiary Torrey Sandstone(Mao Symbol TO The Eocene-age Torrey--Sandstone unconformably underlies the terrace deposits at the site. These materials were observed in the lower portions of the coastal bluff(i.e. sea cliff). Onsite, this formation consists of moderately cemented silty sandstones and poorly graded sandstones. This formation is described (Kennedy and Peterson, 1975) as an arkosic, subangular, moderately well indurated sandstone. -The Torrey Sandstone is believed to have been formed along a submerging coast on an arcuate barrier beach. This beach enclosed and later transgressed over lagoonal sediments. Its deposition ceased when submergence slowed and the shoreline retreated. The terrace deposits generally exhibit massive to weak, subhorizontal bedding. The Torrey Sandstone primarily exhibits massive to subhorizontal bedding with occasional northwesterly to southeasterly dipping cross beds(approximately 12 to 20 degrees). FAULTING AND REGIONAL SEISMICITY Regional Faults Our review indicates that there are no known active faults crossing this site within the area proposed for development, and the site is not within an Earthquake Fault Zone(Hart and Bryant, 1997). However, the site is situated in an area of active, as well as potentially active, faulting. These include, but are not limited to: San Andreas fault; the San Jacinto fault; the Elsinore Fault; the Coronado Bank fault zone; and the Newport-Inglewood — Rose Canyon fault zone. The location of these, and other major faults relative to the site, are indicated on Figure 2 (California Fault Map). The possibility of ground acceleration, or shaking at the site, may be considered as approximately similar to the southern California region as a whole. Major active fault zones that may have a significant affect on the site, should they experience activity, are lis2ted in the following table(modified from Blake, 2000a): Ms.Nancy&Ms.Erin Gault Residence Page 6 534 Neptune,Encinitas, May 5,2006 ABBREVIATED FAULT NAME APPROXIMATE DISTANCE MILES Rose Canyon Ne ort-In lewood Offshore 10 3.3.0 5.3 5.3) Coronado Bank 17.9 28.8 Elsinore-Temecula 27.7 44.5 Elsinore-Julian 27.7 44.5 Palos Verdes ,- 40.0 (64.3) Elsinore-Glen Ivy 40.4 65.0 Earth uake Valle 42.6 68.6 Local Faulting Based upon geologic reconnaissance by others (Tan and Kennedy, 1996; Eisenberg, 1985), numerous minor faults ("shear joints") and /or fractures, generally trending northeast — southwest, have been mapped, offsite, to the north. Elliot (2001) has indicated that potentially active faults are exposed within this portion of the Encinitas coastline. However, the State of California does not currently recognize any of these faults as being active or potentially active. No faulting was observed to transect the site. Therefore, the potential for local faulting to affect the site development is considered low. GROUNDWATER Perched water was observed seeping from the bluff slope along the contact of the Torrey Sandstone with the overlying terrace deposits and in the boring at +/- 29 feet MSL. Perched water seepage exiting the bluff face on top of the bedrock tends to cause spring sapping and solution cavities along joints, and bedding planes, locally accelerating marine erosion where these conditions exist. In addition, perched water may infiltrate bluff-parallel joints, which form naturally behind and parallel to the bluff face as a result of near-surface, stress-relief. Perched groundwater is not expected to significantly influence the development. However, based on the permeability contrasts between fill and terrace deposits, perched groundwater conditions may develop in the future due to excess irrigation, poor drainage or damaged utilities, and should be anticipated. Should manifestations of this perched condition (i.e. seepage) develop in the future, this office could assess the conditions and provide mitigative recommendations, as necessary. The regional water table is generally consistent with sea level. COASTAL BLUFF RETREAT San Diego County has experienced a significant amount of coastal erosion in the last several decades, with elevated periods of erosion during heavy winter storm periods. The entire base of the sea cliff portion of the coastal bluff is exposed to direct wave attack along most of San Diego's coastline. The waves act to erode the sea cliff through impact on small joints/fractures and fissures in the bedrock units, and by water-hammer effects. The upper bluff, which often Ms.Nancy&Ms.Erin Gault Residence Page 7 554 Neptune,Encinitas, May 5,2006 supports little or no vegetation, is subject to wave spray and splash, sometimes causing saturation of the outer layer and subsequent sloughing of over-steepened slope areas. In addition, wind, rain, irrigation, and uncontrolled surface runoff are contributing factors to the erosion of the upper coastal bluff. This is more evident on the over-steepened portions comprised of friable sands. LABORATO_SMG Laboratory test were performed on representative samples of representative site earth materials in order to evaluate their physical characteristics. Test procedures used and results obtained are presented below. Classification Soils were classified visually according to the Unified Soils Classification System. The soil classification of onsite soils is provided in the Boring Logs in Appendix B. Mositure-Density Relations The maximum density and optimum moisture content was determined for the major soil types encountered in the boring. The laboratory standard used was ASTM D-1557. Results of this testing are presented in the Boring Logs located in Appendix B. Laboratory Standard-Maximum Dry Density To determine the compaction character of a representative sample of onsite soil, laboratory testing was performed in accordance with ASTM Test Method D-1557. Test results are presented in the following table: BORING&DEPTH(FT) MAXIMUM DENSITY OPTIMUM MOISTURE c CONTENT B-1 2 2'-10" 131.5 9.0 Expansion Index Testing Expansion index(E.I.)testing was performed on a representative soil sample, according to UBC Standard 18-2 of the UBC (ICBO, 1997). The test result is presented below: BORING& DEPTH (FT) SOIL TYPE EXPANSION EXPANSION INDEX POTENTIAL B-1 @ 2'40" Dark brown, Silty Sand <5 V Low Ma.Nancy&Ms.Erin Gault Residence 554 Neptune,Encinitas, Page 8 May 5,2M6 - Direct Shear Tests PRIMARY RESIDUAL BORING COHESIW42 CTION COHESION FRICTION DEPTH(FT) (psF) NGLE 'SF) ANGLE (DEGREES EGRESS B-1 10 169 36 73 B-1 20 74 35 36 108 32 B-1 30 84 35 87 B-1 40 96 34 36 84 36 B-I 50 129 37 98 B-1 60 309 35 42 399 35 B-1 65 73 478 B-1 85 240 31 38 219 36 B-1 Q, 90 158 36 230 31 SLOPE STABILITY ANALYSIS Presented herein are the results of our upper bluff slope stability analysis for the subject site. The purpose of the analysis was to find the minimum factors of safety with respect to sliding for the existing upper bluff conditions. The analysis was 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 4 (attached), represents the bluff slope used in this report. The computer printouts are included in this report and are attached. For the stability analysis, the soil strength parameters were assumed based upon the laboratory test results by GSI and our experience working in the area. Assumed design soil parameters used for our analysis are as follows: Material Saturated Unit Weight Total Unit Friction Weight Cohesion (Pcfl i g (Psf) Angie (Pcf) (degrees) Terrace Deposits (Pre-& Post- 120.0 120.0 115.0 150.0 36.0 Construction) Torr2y Sandstone 130.0 130.0 125.0 1000.0 40.0 Ms.Nancy&Ms.Erin Gault Residence 554 Nq*me,Encinitas, Page 9 May 5,2006 (Pre-&Post- ` Construction) Seismic criteria are included in the slope stability analysis. 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—Cross Section A-A' Minimum Calculated Upper Bluff Analysis B ore Construction Factor of Safe Static Analysis 1.12 Pseudo-Static Anal sis 0.84 Upper Bluff Analysis A�Construction Static Analysis 1.57 Pseudo-Static Analysis 1.13 TSUNAMI AND STORM WAVES Tsunamis are sea waves generated by submarine earthquakes, landslides or volcanic action. Submarine earthquakes are common along the edge of the Pacific Ocean and coastal areas are subject to potential inundation by tsunami. Most of the 19 tsunamis recorded on the San Diego tidal gauge(between 1854 and 1872 and 1906 to 1977)have only been a few tenths of a meter in height. The largest recorded San Diego area tidal gauge excursion (approximately 1 meter of about 3.25 feet) was associated with the tsunami of May 22, 1960 and was recorded at La Jolla (Scripps Pier). This tsunami was generated by a Richter magnitude 8.5 earthquake in Chile. For comparison, the diurnal range of tides at San Diego Bay is 1.7 meters (approximately 5.5 feet). During the winter of 1997-1998 (October through April), storm waves were observed to break with wave run-up to elevations of+20 feet. These conditions were observed during times of high tides and during storm wave events. Such events can occur again. In the event of a significant earthquake on the Coronado Bank or Rose Canyon, the bluff at this site could be subject to significant tsunami damage. CONCLUSIONS AND RECOMMENDATIONS Based on our geotechnical investigations at the subject sites, it is our opinion that the subject residence requires the installation of an upper bluff retention system. In the present state, the slope has a high to critical potential for continued potential immediate failure that will impact the subject residence as well as the existing upper bluff retention systems on the neighboring properties located to the north and south. The rear-yard upper bluff retention system is necessary to restore an adequate factor of safety Ma.Nancy&Mo.Erin Gault Residence 554 Neptune,Encinitas, Page 10 May 5,2006 against sliding for the post construction condition(see slope stability results). The slope stability analysis presented in Appendix C. The criteria presented in the text of this report provides the basis for our engineering design work. Recommendations: In order to protect the residential structure at the site from imminent damage or loss due to an-- upper bluff failure, it is recommended that a below-grade rear yard retention system, consisting of 30-inch caissons placed a maximum 8 feet on center, with tiebacks and grade beams be constructed across the subject residential lot fronting the coastal bluff at 554 Neptune. This rear- yard, below-grade retention system, in conjunction with the existing lower wall, will restore an adequate factor of safety against sliding for the residential structure. The rear-yard, below-grade upper bluff retaining system should be restrained using tiebacks. It is recommended that tiebacks be drilled in a borehole of 8-inches and be a minimum of 55 feet in length. The said tiebacks should be designed assuming a minimum unbonded length of 15 feet and a maximum bonded length of 35 feet. Tiebacks for the upper bluff retaining system should be designed using a minimum bond stress of 15-pounds per square inch. The wall shall be designed so that, as the bluff retreats, any exposed areas between the caissons can be treated with sculpted reinforced shotcrete to match, to the extent possible, adjacent bluff areas. 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 property owner provide drought resistant vegetation on the bluff face in order to prevent future erosion. A landscape contractor or landscape architect should be retained for specific recommendations on planting. It is recommended that foot traffic be kept to a minimum on the re-graded bluff face and, if possible, the planting should be performed by hydroseeding. LEWTATIONS AND CHANGING CONDO S This geotechnical evaluation report addresses the coastal bluff conditions at the subject property and is based on our document review, a subsurface investigation and laboratory testing performed by GeoSoils, Inc., our observations of the geological conditions exposed in the coastal bluff at this locality. This report assumes that the geologic/soils conditions do not deviate appreciably from those observed and/or encountered. The recommendations of this report pertain only to the subject site coastal bluff locality. The findings of this report are valid as of this date. Changes in conditions of this region can, however, occur with the passage of time, due to natural processes or the work of man at this vicinity. In addition, changes in applicable or appropriate standards may occur, from legislation or the broadening of knowledge in the fields of geotechnical engineering or geology. Hence, the findings of this report may be invalidated wholly or in part by changes beyond our control. Alb.17auYr a 111b.l Iw wown AGMypIRf. 534 Nephme,Endnk,,,, rb�y as May S,2006 If there are questions regarding the information contained herein, we should be contacted. We will not be responsible for the interpretation by others of the information herein. Our services consist of professional consultation and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed by us. Attachments: Figure 1 —Site Location Map Figure 2— California Fault Map Figure 3 — Site Topographic plan Figure 4—Geologic Cross Section Appendix A—References Appendix B—Boring Log FIGURES 4 AW din .4. xx At- 4F 4-t A 4AFr S1 Am 41, k ik A lw A 4 -4W 700 FEET 4 .. ........ 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N O 000 N 0 o Q Q) 0 N �+ -------- co 1 , I 3 W (D CL O O N I , I I 7 I , -------------- ----- -----------* --------- c N O 'm I C) m W _ I co v/ C 7 V. a - I ————--— —————— —r— —r— Q W W 03 I ' -_---- (Q vI 7 co Qcc t Ol N*4 Y- /♦'1 � I , � ' I h I c M 1 Ol Xg ------- -------- - � ------1 N ------- - -- ------- --------- --- -------- c I I I , I --------------------------------------, e- 1 f O O O O O J ate- r � 00 t0 er N O Q F�- C7 1 , - v� 1 O O)U cc I to r wa• W z V O i aI 73 v W 'O �•� 6', N ° 'DQ N ' I OYV mp (� ---- ---;- ———————————+-————— O m m 000 --- r r � O a 'Z ii ° t�'A l�r 'cm r • C 'o x -------- ----- M LL lC; ----- A to V p --- -------- ---------------- O C4 m m � I I , i I � •a 0mE j O m W O p0 tL ammoo J !� 4.0 CN .� g --------- ---------- ------ F- is -------- m m q °i° r ----------- coo U' co ll. O) �O L Q1 p-O i QN V_ I I 1 V y O) ^ —————————r—————————�Nom —---------r--------- . �{ _____ ___ O IL W E 4. x 0 m3 00 a o10 0504— --------- ---- ch H Z-N U V 0 co o �' --�--� ---------- ----------------- N cAm�w�rn aitO L6e-.•-7 . ..-NNNN 1 :m (O.a U'O 4)`•-- OIL•-•� i � 1 I , I , O ~ O O O O J N t0•• OD t00 IV N O CO r � co APPENDIX A REFERENCES 1. "Draft Preliminary Geotechnical Evaluation&Bluff Study, 554 Neptune Avenue, Encinitas, California", prepared by GeoSoils, Inc., dated November 12, 2004, 2. Davis, James F., 1997, Guidelines for evaluating and mitigating seismic hazards in California: California Division of Mines and Geology, Special Publication 117. 3. "Updated Geotechnical Review Report/Request for Emergency Processing,Proposed Upper Bluff Retention System", 528-532 Neptune Avenue, Encinitas, California, prepared by Soil Engineering Construction, dated August 20, 1996. 4. "Updated Geotechnical Review Report—Proposed Lower Bluff Seawall", 528-532 Neptune Avenue, Encinitas, California, prepared by Soil Engineering Construction, dated December, 11, 1995. 5. "Geotechnical and Geological Investigation, Neptune II Project, 470 through 554 Neptune Avenue, Encinitas, California', prepared by Earth Systems Design Group, dated October 26, 1992. 6. "Geotechnical and Geological Study, Bradley Property, 560 Neptune California", prepared by Owen Consultants, dated June 30, 19$g Avenue, Encinitas, 7. "Preliminary Geotechnical Excavation, Bradley Residence, Lot Adjacent to 560 Neptune, Encinitas, California", prepared by Buchana-Rahilly, Inc., dated October 27, 1986. 8. California Coastal Commission, 1985, California's Battered Coastline, Annual meeting, San Diego, California, sponsored by San Diego Association of Geologists. 9. Eisenberg, L.T., 1985, Pleistocene and Eocene geology of the Encinitas and Rancho Santa Fe quadrangles, in Abbott, P.L., ed., On the manner of Deposition of the Eocene strata in northern San Diego County: San Diego Association of Geologists, fieldtrip guidebook. 10. Weber, F.H., 1982, Geologic map of north-central coastal area of San Diego County, California, showing recent slope failures and pre-development Landslides: California Department of Conservation, Division of Mines and Geology, OFT 82-12 LA. 11. Emery, K.O., and Kuhn, G.G., 1982, Sea cliffs: Their processes, profiles, and classifications: Geological Society of America Bulletin, V. 93, No. 7. 12. Wilson, K.L., 1972, Eocene and related geology of a portion of the San Luis Rey and Encinitas quadrangles, San Diego County, California: unpublished Masters thesis, University of California, Riverside. 13. Kuhn, G.G., and Shepard, F.P., 1984, Sea Cliffs, beaches and coastal valleys of San Diego County: some amazing histories and some horrifying implications: University of California Press, Berkeley, California, and London, England. 14. Tan, S.S., and Kennedy,M.P., 1996, Geologic maps of the northwestern part of San Diego County, California, DMG Open-File Report 96-02. 15. Trenhaile, A.S., 1987, The geomorphology of rock coasts: Clarendon Press, Oxford. APPENDIX B GeoSoils, Inc. BORING LOG W.0._ 4491-A_sC PROJECT..GAULT 544 Neptune Ave. BORING B-1 SHEET 1 OF 4 DATE DCCAVATED 9-16-04 Sample SAMPLE METHOD: 0-65'Hollow Stem Auger,65-105 Oriented Core Sampler Standard Penetration Test c L N Ia 0® Undisturbed,Ring Semple Groundwater 8 h8 o m' cn o rn Description of Material Snn 0 -%'As halt. QUATERNARY TERRACE DEPncITc /s - 10 SILTY SAND, reddish brown, dry, loose to medium dense with depth. 5 s 10 so 114.0 3.0 17.5 @ 10'SILTY SAND, light brown to orange brown,dry,dense. s: 15 @ 15'SILTY SAND, light brown, dry, dense. 20 39 107.4 1.2 6.0 @ 20' SILTY SAND, light brown, dry, dense. 25 @ 25'SILTY SAND, light brown, dry, dense. 544 Neptune Ave. GeoSoils, Inc. PLATE &1 GeoSOIIS, Inc. BORING LOG PROJECT.-GAULT W.O. 4491 544 Neptune Ave. BORING B-1 SHEET 2 CF DATE SCCAVATED 9-16-04 Sample SAMPLE METHOD.- 0-65'Hollow Stem Auger,65-105 Oriented Core Samol: Standard Penetration Test L n g m o ® Undisturbed,Ring Sample Groundwater o a �?m a z o Description of Material 69 SM 104.1 1.1 5.2 �' @ 30'SILTY SAND, light brown, dry, dense. 35 @ 35'SILTY SAND, light brown, dry, dense. 40 78 105.5 1.2 5.7 @ 40'SILTY SAND, light brown, dry, very dense. 45 50 851 100.8 2.8 11.6 550-4" : @ 50'SILTY SAND, light brown, dry, very dense. 55 544 Neptune Ave. GeoSoilS, Inc. PLATE B-2 GeoSoils, Inc. BORING LOG W.O. 4491-A-SC PROJECT.-GAULT BORING B-1 SHEET 3 OF 4 544 Neptune Ave. DATE EXCAVATED 9-16-04 Sample SAMPLE METHOD. 0-65'Hollow Stem Auger,65-105 Oriented Core Sampler Standard Penetration Test L 0 ® Undisturbed,Ring Sample Groundwater C V$ _ s o m P-�' m Co o 2 0 Description of Material 50-4/w SP toss 18.7 89.0 @ 60'SAND w/SILT, light brown,wet, very dense;micaceous, orange iron oxide staining,seepage encountered(perched groundwater). 63'Base of perched groundwater table. TERTIARY TRK UEY SANDSTONE: @ 63'SILTY SANDSTONE, oranrl- hrr,,•'- saturated,dense; b:;-1 iron oxwe staining. 50-4"' ,.•, 101.5 23.9 100.0 @ 65'SILTY SANDSTONE, uy,;. wr. orange brown, saturated, very dense; iron oxide staining, oriented core sampling start. @ 66'Bedding: N80E/20SE @ 67'Bedding: N70E/12NW 70 @ 70 -75'SANDSTONE, light gray to orange,wet, very dense to SILTY SANDSTONE,olive grav, saturated, dense; massive to sui.l'. ;zontal bedding. 75 @ 75 -80'SILTY SANDSTONE, olive gray to light gray, saturated, very dense; iron oxide staining. @ 77'Fracture: N30W/41SW - @ 78'Subhorizontal bedding. 80 @ 79'Bedding: N30E/11NW @ 80 -85'SILTY SANDSTONE, light grz,,,to olive gray, saturated, very dense; massive, iron oxide staining. 85 99.7 23.7 95.4 @ 85 - v„'SILTY SANDSTONE, c!' e arav to light yellow gray, saturated, very dense; iron oxide staining. @ 87'Subhorizontal bedding. @ 88 -90'Massive. 544 Neptune Ave. GeoSoiis, Inc. PLATE B-3 GeoSoils, Inc. BORING LOG W.O. 4491-A-SC PROJECT.•GAULT 544 Neptune Ave. BORING &1 SHEET 4 OF 4 DATE ECCAVATED 9-16-04 Sample SAMPLEMETHOD: 0-65'Hollow Stem Auger,65-105 Oriented Core Sampler _ Standard Penetration Test eR � �o ® Undisturbed,Ring Sample Groundwater y o 2 w Description of Material snn 99.2 20.0 79.5 @ 90-95 SILTY SANDSTONE, light yellow brown,wet,very w : dense;massive. 95 _ @ 95- 100'SILTY SANDSTONE, light yellow brown,wet,very . . dense; massive. 100 @ 100- 105'SILTY SANDSTONE, light gray brown,wet,very dense; massive. 105 Total Depth=105' Seepage(Perched Groundwater)Encountered @ 60' Base of Perched Groundwater Table @ 63' Backfilled 9-16-2004 110 115 544 Neptune Ave. GeOSOIIs, Inc. PLATE 134