Loading...
2001-7003 G i SOIL AND GEOLOGIC RECONNAISSANCE ROHRBACH RESIDENCE 3695 LONE DOVE LANE t ENCINITAS CALIFORNIA 14 I11E ~ IIFI, i~ 1 I C O 19 1 It T E I PREPARED FOR IN 311 -104 Ni'll JOHN & ANN ROHRBACH ENCINITAS, CALIFORNIA APRIL 11, 2001 I J GEOCON ' INCORPORATED GEOTECHNICAL CONSULTANTS _ Project No. 06710-42-01 ' April 11, 2001 ' John & Ann Rohrbach ' 3695 Lone Dove Lane Encinitas, California 92024 Attention: Mr. & Mrs. Rohrbach Subject: ROHRBACH RESIDENCE PARCEL 2 OF TPM 00-107 ENCINITAS, CALIFORNIA SOIL AND GEOLOGIC RECONNAISSANCE In accordance with your authorization, we have prepared this soil and geologic reconnaissance for the subject property. Our study was conducted to identify and document the presence of a fill that was placed in the rear yard of the lot to satisfy the City of Encinitas requirements for submittal and approval of a ' grading plan. A discussion pertaining to the soil and geologic conditions observed is presented hereinafter. Should you have questions regarding this report, or if we may be of further service, please contact the ' undersigned at your convenience. Very truly yours, ' GEOCONINCORPORATED 0 GF0 DALE M. C • HAMELEHLE Rodney Mikesell Dale Hamelehle N4. 1760 CERTIFIED GE 2533 CEG 1760 * ENGINEERING # ~ GEOLOGIST ~ No, 25~ N 12-31-02 CC Eup 06130,04 rn DH: RCM:dlj 4r OFCALWF (6/del) Addressee 6960 Flanders Drive ■ San Diego, California 92121-2974 ■ Telephone (858) 558-6900 ■ Fax (858) 558-6159 ' SOIL AND GEOLOGIC RECONNAISSANCE ' 1. PURPOSE AND SCOPE This report presents the findings of our soil and geologic reconnaissance performed for the Rohrbach ' Residence located at 3695 Lone Dove Lane in the City of Encinitas, California. The purpose of this study was to map for documentation purposes a fill that was placed in the rear portion of the lot. This information is being required by the City of Encinitas as a condition for acceptance of a grading plan. We ' understand the fill was placed by the homeowner without City approval and that the City is now requiring a grading plan. Our study was conducted to delineate the site soil and geologic conditions and to identify geotechnical constraints (if any) that could adversely impact future development of the property. ' The scope of our study consisted of performing a site reconnaissance and geologic field mapping. In addition, we have reviewed aerial photographs, published maps and geotechnical reports pertaining to the site. References used for this study are summarized at the end of this report. In addition, grading plans provided by San Dieguito Engineering, Incorporated, entitled Grading Plans For: Lot 2, Map 13208, undated were reviewed and used as the base map to depict the geologic conditions (See Geologic Map, Figure 2). 2. SITE AND PROJECT DESCRIPTION The subject property is located at 3695 Lone Dove Lane in the City of Encinitas, California (See Vicinity Map, Figure 1). The fill area in question is situated within the southwest corner of the property and consists of an approximately 120 foot by 200 foot area where up to approximately 10 feet of fill has been placed. ' A drainage channel along the western property line borders the property. Topographically, this area of the rear yard slopes gently towards the drainage channel. The drainage channel is roughly lined with rock of t various sizes. In addition, just north of the drainage is a large stockpile of miscellaneous rock. Previously placed fill associated with the original building pad is located in the north portion of the lot. The main ' residence and a swimming pool are on this previously placed fill pad. A tennis court is located at the southeast corner of the lot. The above locations and descriptions are based on our site reconnaissance, and our review of the referenced grading plan. ' Project No.06710-42-01 1 - April 11, 2001 ' 3. SOIL AND GEOLOGIC CONDITIONS Four surficial soils (previously placed fill, undocumented fill, colluvium and alluvium) were observed ' during our site reconnaissance. The surficial units are underlain by the Santiago Peak Volcanics. A general description of the surficial soils and the formational unit are presented below. ' 3.1 Undocumented Fill (Qudf) ' An existing small pad located within the southwestern corner of the rear yard consists of undocumented fill (see Figure 2). It is our understanding that this fill was placed intermittently over a period of time and no compaction testing was performed during fill placement. Based on discussions with the homeowner, we understand that the deeper portions of the undocumented fill contain abundant oversized rock mixed with fill soil. A slope associated with this fill exists along the drainage channel on the western side of the ' property and is approximately 6 to 10 feet in height. Observations indicated that the slope appears to have been constructed slightly steeper than 2:1 (horizontal: vertical). Arcuate shaped cracks observed around the top of this slope suggest that this existing slope face may be subject to surficial sloughage. In general, the undocumented fill soils consist of loose, yellow brown, silty to clayey, fine to medium sand with abundant oversized rock. 3.2 Previously Placed Fill (Qpf) ' Previously placed fill exists in the north and east portion of the lot and creates the pad, which has the main residence, pool and the tennis court. In addition, a smaller area of previously placed fill exists to the southwest and creates a dirt road that crosses the western drainage channel. ' 3.3 Colluvium (Qcol) Based on previous experience in this general area, a 2 to 3 foot layer of colluvium is anticipated to blanket most of the subject rear yard area. Typically, colluvium is relatively loose and normal grading requires removal and recompaction to create structural fills. It is assumed that the above-described undocumented ' fill was placed directly on this colluvial layer. In general, the colluvium consists of loose, dry, brown, clayey fine to coarse sand with some angular rock. 3.4 Alluvium (Qal) It is anticipated that alluvium exists within the drainage channel on the west side of the property. Based on prior experience, the alluvium will likely consist of loose, moist, brown, sandy clay to clayey fine to coarse sand with abundant oversized rock. It is also estimated that this alluvial deposit will be ' approximately 3 to 4 feet thick. A portion of the undocumented may have been placed over this alluvial deposit. ' Project No.06710-42-01 -2- April 11, 2001 ' 3.5 Santiago Peak Volcanics (Jsp) The Santiago Peak Volcanics underlies the entire rear yard area and consists of fractured metavolcanic ' rock. The Santiago Peak Volcanics within this part of the county is typically very hard and excavates as angular rock varying from approximately 4 to 24 inches in size. Excavations into this formation can be ' very difficult and may require specialized equipment, such as, a hydraulic rock hammer and/or limited blasting. The Santiago Peak Volcanics has adequate bearing capacity to support structural fill and/or settlement sensitive site improvements in its present condition. 4. GROUNDWATER r Seepage, or conditions suggestive of shallow ground water (i.e., phreatophytes) were not observed within the subject site. However, there is the potential during the wetter months of the year for groundwater to ' perch at the contact between the alluvium and underlying Santiago Peak Volcanics. Groundwater conditions are not anticipated to adversely impact the lot. 5. GEOLOGIC HAZARDS 5.1 Faulting ' Based on our reconnaissance and a review of published geologic maps and reports, the site is not located on any known active or potentially active, fault trace. 5.2 Liquefaction ' Liquefaction is a phenomenon where loose, saturated and relatively cohesionless soil deposits lose strength during strong ground motions. Primary factors controlling the development of liquefaction include intensity and duration of ground accelerations, characteristics of the subsurface soil, in situ stress ' conditions and depth to groundwater. Liquefaction potential for the site is considered unlikely due to the high in-place density of the underlying metavolcanic rock. 5.3 Landslides No evidence or documentation of ancient landslide deposits were observed within or directly adjacent to the subject site. However, tension cracks at the top of the slope associated with the undocumented fill ' suggest that the outer zone of the slope may be subject to surficial instability. ' Project No.06710-42-01 -3- April 11, 2001 6. CONCLUSIONS AND RECOMMENDATIONS 6.1 General 6.1.1 The fill soils observed within the rear yard area of the subject site are classified as ' Undocumented Fill and in their present condition are not acceptable for the support of structural fill and/or settlement sensitive site improvements. If this area is to remain as undocumented fill the existing slope should be cut back to at least a 2:1 inclination. ' Trimming the slope combined with trackwalking the slope face should reduce the potential for surficial slope instability. 6.1.2 If structural fill and/or settlement sensitive site improvements are planned within the undocumented fill area, then all colluvium, alluvium and undocumented fill will require complete removal and recompaction. 6.1.3 Remedial grading of the undocumented fill and alluvium, if it occurs, will generate abundant oversized rock. Some of this rock may be used within the fill, as long as it is i placed in accordance with the recommendations provided in Appendix A. However, most of the oversized rock will have to be set aside, used as landscape rock or placed in the existing adjacent rock stockpile. 6.2 Grading 6.2.1 It is our understanding that minor grading will occur to pull back the existing fill slope from a drainage area. Review of the grading plan indicates that the slope will be regarded to a 2:1 ' (horizontal: vertical) final slope configuration. The recommendations presented herein are for this minor grading and for grading (if desired) to create a structural fill pad in the event of planned future planned improvements for this area. 6.2.2. All grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix A. Where the recommendations of this section conflict with those of Appendix A, the recommendations of this section take precedence. 6.2.3 Grading to construct the new slope per the grading plan will consist of cutting the existing slope. During this slope excavation, oversize rock encountered should be removed. Soil fines may be required to create a smooth slope face. After cutting of the slope, it is recommended ' that the slope face be trackwalked with a bulldozer to compact the slope zone materials. Project No.06710-42-01 -4- April 11, 2001 i ' 6.2.4 If it is desired to create structural fill where the existing undocumented fill exists, the undocumented fill and underlying colluvium and/or alluvium will require complete removal and recompaction. Santiago Peak Volcanics should be exposed at the base of the overexcavation. 6.2.5 Removal of the existing non-structural fill will result in generation of large oversize rock. ' Oversize rock may be reused in the fill provided that it is individually placed with sufficient room to place and compact soil-rock and/or soil fill between the oversize fragments. Excess ' rock that cannot be used in the fill may be used as landscape rock or placed on the existing stockpiled rock area. ' 6.2.6 Fill soils should be placed and compacted to at least 90 percent of maximum dry density at/or slightly above optimum moisture content, as determined by ASTM Test procedure D-1557-91. 1 6.2.7 Recommended remedial grading for the subject site would likely create a cut-fill transition line within both of the proposed pad areas. If future plans result in structures and/or buildings that cross this cut-fill line, the cut portion of the pads will need to be undercut at least 3 feet below finish grade and replaced with granular low expansive compacted fill. This undercut should extend at least 5 feet outside any proposed building perimeter. 6.2.8 It is recommended that slopes be constructed at inclinations of 2:1 (horizontal: vertical) or flatter. The outer 15 feet (or a distance equal to the height of the slope, whichever is less) of fill slopes should be composed of properly compacted granular "soil" fill to reduce the potential for surficial sloughing. All fill slopes should be compacted by backrolling with a loaded sheepsfoot roller at vertical intervals not to exceed 4 feet and should be trackwalked upon completion such that the fill soils are uniformly compacted to at least 90 percent relative compaction to the face of the finished slope. ' 6.2.9 Grading should be observed by representatives from a qualified geotechnical engineering consultant to verify that soil and geologic conditions do not differ significantly from those ' anticipated and to provide recommendations, where necessary, due to conditions encountered. 6.3 Slope Maintenance 6.3.1 Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions, which are both ' difficult to prevent and predict, be susceptible to near surface (surficial) slope instability. The instability is typically limited to the outer three feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope. The ' occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The Project No.06710-42-01 5 - April 11, 2001 1 disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant ' contributing factor to surficial instability. It is, therefore, recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks ' and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. Although the incorporation of the above ' recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. 6.4 Drainage ' 6.4.1 Adequate drainage provisions are critical to future performance of the project.. Under no circumstances should water be allowed to pond adjacent to footings. The building pads should be properly finish graded after the buildings and other improvements are in place so that drainage water is directed away from foundations, pavements, concrete slabs, and slope tops to ' controlled drainage devices. 1 Project No.06710-42-01 -6- April 11, 2001 1 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1 1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. 1 2. This report is issued with the understanding that it is the responsibility of the owner, or his representative to ensure that the information and recommendations contained herein are brought 1 to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are valid as of the present date. However, changes in the conditions of 1 a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. 1 1 1 1 1 t 1 Project No. 06710-42-01 April 11, 2001 ' LIST OF REFERENCES ' Fault Activity Map of California, California Division of Mines and Geology, 1992. Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San ' Diego County, California, by F. Harold Weber, Jr., California Division of Mines and Geology, Open-File Report 82-12 LA, 1982. Landslide Hazards in The Encinitas Quadrangle, San Diego County, California by Siang S. Tan, California Division of Mines and Geology, Open File Report 86-8, 1986. On The Manner Of Deposition Of The Eocene Strata in Northern San Diego County, San Diego Association of Geologists Guidebook, April 13, 1985. ' Unpublished reports, aerial photographs, and maps on file with Geocon Incorporated. Project No. 06710-42-01 April 11, 2001 SZSS -2SL (09Z-) 'ON 3NONd 0N1 `ON1633N10N3 oiin!D31G NVS :3NVN SAMMON3 � N L� Z W 2 W o Q 3 Q I Cr z O rn a J z p ° J N 11.16 O� L? Q, (f) c) cc �" --� Q 00 ILL tz CU W 30 Q �-� m o "'moo Z _ o �PP"',L, � N O N (k W I- � W W i�,,pa,aM�h lv N 0 p O Q L w w =3 �rz �~ z ' NNN W J U U s = ti ly W n� `gyp. Q Z N Q J O N W U Q Q ,p, �yr�.,n�`t� I p to I11 = ►- v a F-- '� i �. 1 - V w I Z __j �';r% „ a ,,, h�• z o z O Z � � W° \ t _ W , �, W p 2 Q \ w � m �< a 3 U v> Q ,, \,w „ n , Mt W c) D \ .Z' o _ a > Z 0 a z I ``' , .r� „ u� , tntw , �- J V o ° W Q W `!” I �� O Q� � Z W N m W m Q O C Lq �' ` o �.� o z � W LLJ Z OZ CL 2 �Q zZ) 1 t WW �Q) Or o > cn \ ��_ — � W LJJ n >- U C..) = 3 - - - LAO Q) L.L. CCCL C3 F- Q ° V) Q�QU_ z z z n l` Q N z o rn ao2 a O O F- U � I V) ui o C a�v =w V a ° Z W U as m a `� r ?= r° � aZU o LLI w z a U ° w cn J •- cn F- W U a 0 J O i` Z o r l U LLI © U 00 Q�z = Jam w° V) 3 F - m OQU� QF U C �U J d F- ZOO z Fa Q cnwN�� UN LL LL _j OwzX cnwJ Z Q Z �0 c„ OwU Dw °►-z o°oaa w�'` ~ c „owUUw00 W o W J3a z a_ cno Jo a a oo zoa NL+-w a0 17 �0 J� °�O O�. O W �OD p W I z VS Uw,n 0 x 00 J pv) (14 �N Z�° ° ~v J =Q �( LJLj v�z0) °�ocwnWZOt� cr z O 0 zw < z w ZQQ ° aa=° ZO ZDF- d O 0 1 z LL U UQ �_ Om ° F- CY Q �-z W�oa�z °Qr aCb Cl) �/ �W II aZ 4Z� O U^ d°0 Qz _j zcn Z ce p Jrn 0 � w Q= w �00 L A J OZ O a o w F=wVOW Qw DZ� OZ z I ��_ N ~ �N cc U) Wpm ��LLi WNw n Q� O �Li� � W a -nW Q NQN z F' Z ° WZ mw Cn z a 00 ow °aw o?a0W Q v) J warn wi 0 VO rlo �N aZ - f 'Z o av�-)NZC�nONZa�a - p Q c c F - Q Z �� ^ �Q ° Q cnU� W -Cw) M N cn UzOQZL�rnWOz- °~ ° WU z�~ , Q Z - a ° zU C l. cnm N w >� Ln I =,- Cr ° - o r W cn_ Q -oz° 0 3 I1 w° w Qp N mU 0CL =ate o co M o OmOOmN ►- CY�QQQ0 Wn.-< Dza z ° �Lj 0 ^ o (+, m v w Jz VUZ U) C S Jc F- F- ►= a LAJw 't ZZ J oy U-) (1 W w ypa� J Qp� wN J x JQ z CL w _j 7, Z zp Q ° p oQ J ZZCr U- � II r� cnOU `' U V J C� F- Q O LL- QtOJ W o W z U CYW LYW�JW Q WLLrn0 M_j0<0�WL� O V Q _z to = a U S V Z 0 OF- J OF - - aZ__ o_O Q �-I _� U o N Q LWiI�wQZQ O Dz V)w W W W JQ LLzUtLZNaQ��Ua z0 U LL (jj �wQ W ' w( n J W� �+ Z U a Ln W C]` (n W V) J Q Q z 1 _ O° Q - M 3 Q Q ZZ Y a Z 0 20 Q J Ow r�L►> -a0 Zo ONF- O2L�zC�Ca � r+ 0[.j c 0 O__ cwnIM �0 0 W WL� {� z� ac � L � QC �z ° OLL_Q— x O vim (n0 di < >`� � � U (r rZ_J } VOY V) Q O 3 03 w U } zLJW 0) J F- O V) X °O N Q °w 0 -< a�cn° Q Qa LLQLLLLQJ�v) 3OxC) z Z O � O ~ a N f C�3 o Q F- Q �Cn� af-- �_ }- H- - �_� =W o V) V)l` ZN (t) m Q F-O o - LLJM Z a � Z ZOtY m J Z W W �uj m Z =W W W F -OO)WW O -w ° O F-U QIi �Or- 0 Q J 0 ) Q JW Or O0) m F- 00 F- LnZF--N� cnWO w� Z = zx QZO W a OzI= �Lil F-- O QS rn ( 2�d =cn �(n° JF- wz UO ►-00 W cnQL+- > UQtn 0ix< V) CL UQmw J °•- ° Uo�U J3 O- tr X IX O F- o Wo NW - WC>` W (n F- -C' W JD U aZ > - - ZO aM - a MzN- tY F- W_ Q Ow o to W Z Z N O a W ULL -Z Z _ O - C)C r. 171 .. .-. x Q Q mz a'D��j�LWO�C °WU O 0CQ M l.j O w0U F- °a' - J a' ~ O N � Ln F — N ° ° w Z °a °a°�a UNLL z � O ��Cr0L a: L, LL F F- W o Q d D C>: Ln �L Z OZ cD Q aOz =� L L Z ZOM ow�ow� q Q J QO�p zF- W`QCnQ� �F a� 0� 0zwQL W > Q m _ W z� U W W 2 a O U D CI! C W cr f- QWF -Q -Q ZwQzmwF- ° >F- W LL L Ua -V) w 0 F qQ - � O wo U� ZZ_JZZNZ QJ WF- xZ WOO U W Q J O X L Lv FW- W W F- W z 0 g ° - O Z F - 5 w�U) Z o° Z1 0C)ZLi- Q CL Q U Q a w = w LnWwww a a 3 w- w- wz avi =w_ crwvi w r•) wz °oQ, U CL U ?`'' >w '�' UN Zc L-)LA- - ©F-cn Ono � L� z azwmU_ w w o Ln O cn a cn V) Q w- � �- z - _ t>` J� J Ja Q Q z� Q z�aoU�[>r v > woDO � Wz - o aQ �C Cl- o Q a o Q J W LJ, - M )i - F w - W wLL z Z O� � z� J J�, O O 0 ►-) z w U � LAJ J U O wLC) U uj0 O~ zzrnzzwzOLniZLL> 0 0za 1 aaQO Z ww OOL` a �z W o mw zC�LLzL)`Li wo Qar -<<0< a��omCrLLQF- aaLLF -?aa > Io 7 NQOO z F- Oa OOF-oo =Z r N t� Mwrn Of QQ �aaz 0 4 W LLJ LL_ 0 W O O :2 ? a z wLYOwCrO �< wz LL cn CrN >7) N g w ° w U F- Q W Q ►•� O ►- F- ° z LJ CL N Cl. U L ` C) It U x§ �W U w� Q Z � MO W �- W U x V W m w W X LL O ,6S'26Z M „ 10,E 1.68 N O oo M i W w L. J ° W Z (/) F' CU C1 LLJ — -- - -- a� w . :; w Z O O CO z z Li 04 0 U d Q LL o m I 0 a W 1 �� w _j �& g I I 1 Lit =' o ° a I� N �° 1 f Za = V) I °° N I cn a 0 W Y • N I LL- z W p a w UU I rn g\ W r { I� ow �— as Z� w 0 w I ` N pe ` Xz \�'• �� �•- JOB W LLJ uj - ` z CID CL W Lf) w W �, > o a w p� d8 �, =E CL ►- l Q Q LLJ o I.-:o wo ° a 1 a - II \ W Z Z ° J O Q Q .- �• U z J ° x Cr (n O v j .. M ( w Q •� a i= 0 w1 � 1 _ > w C w O a ° Y g 3Jo �N 1 z w ° m o w �' (� W • a..., Q = W� �•� 0 F_ ir Li V 0 '�..�•°� Q m wo Z Q U � V) 0) _ " V N O NO �' d F r p '{ I W° Lb Z Z = O d 0rn ' N Z N W W U 1 J � U 6 0 W m �� Z M I Cr Q O m [Y �2 F- ` WW < I Z wa , N v� rn ��° Oa°o vi Z Wiz °� ° ,,) T. J ti W O t� N a u ° F-Q i W m a z ( 7 1 o v�o �w wv NZ ° O °m a Q °' [Y w �wc�n�U Q2 vi ° F- U z Q Q W V) Ja:cr w W >X WU Z W m V) Q_ ° a UZ °o L °w�oQ z oz° ag cn f ) o Z ° ZO 11 - Ua°w�U fox C7 ' W ° �� �; z W � x�Q °0w w Z W w- �- F- ZWO w L _ 1 00o c�3 wF =-��aLL. J J W N F- W W -W L Z O Uw W- U 1 CTC�+ - w Q M Q� LOO LL aO L�JN� V) w wt �2Q w zWZ �QO , i Qz M Q W Q ZD O >o0O O WHO w f , F - w M b ���� a M o O C%4 Z a C7 Q Cr O X �p Cr Z Z =� wZr� Q oD WU =Z0� a�0 �U U RO azQD -_ _. 0 U a Z 1 x w 3�z w z�>zcnQm d_` z Lv m 1 w �oa Z' Q� O� Limes �F- a w Z - :3 RZ O� ~ LL CL -<z � WDd ' cD I XOOw �Cl. zZ�a - ,?ao ' • 3 J z WF a Z 1100UL' W� o O F- Wn=WF =Q0 V J � •J w O 1 ,Xw U = Q_� c N G. >o I Wa wto ~ tn n- � D � e a' N W rn ZQ(n / i� V) u) , a N cn W Z 0) t` Q o X W W ivo 0 0 ; LAJ zZ ( 2 a - 0 g wa W J 4g - z �! < V) o O i ce «•zz L =1 ,00'002 =8 _ .._y- ” .� _ I c