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2001-6949 CN/GCITY OF ENCINITAS &PPLICANT SECURITY DEPOSIT RELEASE Depositor Name: Address: G State DEPOSIT DESCRIPTION: I. MEMO PROJECT NUMBER 2. RELEASED AMOUNT: Vendor No. Phon o. v v- Zip AUTHORIZATION TO RELEASE: DEPOSIT BALANCE CONFIRMED: GENERAL LEDGER # I D 1- 0000 - 218.00 -00 Project Coordinate Supervisor Department Head Finance Dept PROJ. # BRIEF DESCRIPTION (25 Characters limit) Security Deposit - _ _ _ _ _ _ I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A JUST CHARGE AGAINST THE CITY OF ENCINITAS PROCESSED BY DEPARTMENTAL APPROVAL DATE OF REQUEST DATE CHECK REQUIRED Next Warrant TOTALS FINANCE DATE Date a2ll� Date Date Date AMOUNT ArrKUVCU rum rr► I IviG►l CITY OF ENCINITAS APPLICANT SECURITY DEPOSIT RELEASE Depositor Name: /% Vendor No. Address: �QI Phone N�� State Zip DEPOSIT DESCRIPTION: 1. MEMO PROJECT NUMBER 2. RELEASED AMOUNT: $ L,✓ f��• eqO 3. DEPOSIT BALANCE: 20 Notes: AUTHORIZATION TO RELEASE: Project Coordinator Date Supervisor Date Department Head Date DEPOSIT BALANCE CONFIRMED: Finance Dept Date GENERAL LEDGER # PROJ. # BRIEF DESCRIPTION (25 Characters limit) AMOUNT 101- 0000 - 218.00 -00 - - - - - - Security Deposit - I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A JUST CHARGE AGAINST THE CITY OF ENCINITAS PROCESSED BY DEPARTMENTAL APPROVAL DATE OF REQUEST DATE CHECK REQUIRED DEPRLSE doc 9/19/98 Next Warrant TOTALS FINANCE DATE APFKUVED t- UK PAY MEN l Sthe ea B right W'company c. 4. OP,i-t: N 'ZZ rc� i C" f Fo /O 4, AL�- Z CO CD U,qe-- R No. 0028902 UP. 3-31-02 CIW- Engineering Management General Contracting Development 4322 Sea Bright Place Carlsbad, CA 92008 Telephone/FAX 760-720-0098 �2 IF _ 10 /,LL MON CiLDG. RETAlWMG WALLS PER. COUNT/ BLDG DFQT 3TA)DS OROVIp[ FREkC4 i�fc�pEO. PRP/IDE WALE. AT DRAIN 5ERINC EYISTIIIG WALL ON C0 All WALLS Vi `QP TOP OG A5� AO7ACEUT PROPER./ J X01 131.96' fcD L� �� /z0 I�ousEw�� • �� _ _ � X5'33 - 'IOb15. PAD = 196.0 "ba3'r� C{, p I -!' 110 GE c_u 1 'EXTEwD FR / =_YIST SLD Ff 1 A63 1 VZA 70 ` .. r.I1Y L14r�T ' N lO ' DRAIN SD'% w� ; � 4 ' f 3 YC lnl - ,1'V�s zz 2:1 _ q _ o9.c— P�,IVATC. 1'COAD _ -I-I - oIC33'JTP.`.IC%; � _" `IOZi i _AScMcN-1 1O333T:� 03' �o _ _ - W PaP 15:1 !S• v r Da.I 11 nG5 Y10h Oc •�ri�b p1F.�_ - PgOVID'e •ES I I MON IV, SLOPE �� I -- I`r10i 0•w' V�OfS_ '/ REINFORCEMEUT, � �� C'• F ! I.5 • ON I.S -1 SLOBS T . _ TI — PER SOIL? XePM 7, �. � � •-� I I T5- OCA1.1 SIDpE TU - "� SLOPE AT TOE JF DP y1` _ ` �1 LXI TING SLOPE EYISZING '\ Y/ 1 DAY LI BHT 91.p 7- FY' { V O TD1.D 9 F4tw� �OCAi W L I WA4 FS �CI_/ QRIET I'!J I�l,�I EAST `MATCH E•X15TING E.P. yo BURGUNDY ROAD c DChIN r�T LCT NYp2o�.o�y MAP 1i 1ji UN Or V �c E3 WdOt7:SO 700E 20 0600 0E2- 09,' : 'ON 3NOHd O:? 1HSIdE H3S 3H1 : WM3 �4 7 rgs 0 Y 1i 1ji UN Or V �c E3 WdOt7:SO 700E 20 0600 0E2- 09,' : 'ON 3NOHd O:? 1HSIdE H3S 3H1 : WM3 Cal 41 evans, colbaugh & assoc., inc. 2453 impala drive carlsbad, california 92008 -7234 (760) 438 -4646 fax 438 -4670 November 29, 2001 Mr. Blake Baxter 135 S. Sierra Avenue, #I Solana Beach, CA 92075 ECA 00 -18 -02 Subject: Interim Rough Grading Report, 1585 Burgundy Road, Encinitas, California. References: 1) "Residential Grading - Erosion Control Plan, Baxter Residence, ..." Latest Revision Dated 11/12/01, by The Seabright Company. 2) "Report of Geotechnical Investigation, Proposed Baxter Residence, Burgundy Road, ... ", dated February 27. 2001, by Evans, Colbaugh & Associates, Inc. Mr. Baxter, This letter report is presented in response to the request of Mr. Barry Fisher, your general contractor in responsible charge of the subject work To date, the rough grading to accommodate the building pad shown on the referenced grading plan has been completed in substantial conformance with the recommendations presented in our investigative report (Reference [2]) . However, the remaining work shown on the plan, which we understand will need to be completed prior to the issuance of a building permit, remains to be completed This work consists of 1.) processing and compaction of the driveway subgrade and base material and 2.) compaction of the backfill for the retaining walls along the north and east sides of the driveway. Additionally, we understand that in order to accommodate a compromise position with other City restraints, it is proposed to lower the recently graded building pad by 30 inches. From a grading standpoint, this is a non issue. However, from a geotechnical engineering standpoint, the issue of lot capping comes back into focus. During the recent grading to accommodate the building pad, a transition was created between cut in bedrock and fill which required over excavation of the cut portion of the lot roughly 3 feet deep and replacement with compacted fill. This was done in accordance with our recommendations. By lowering the building pad 30 inches, this not only negates that work which was performed to create the cap, but it also slightly enlarges the newly created transition which will need to be capped. This is not a problem from our perspective, rather an issue that needs to be dealt with accordingly. • geotechnical engineering • engineering geology November 29, 2001 Page 2 !ice Other issues resulting from the proposed pad grade lowering which will need to be addressed by the design Civil Engineer, Mr. Robert Sukup, deal with the area drains and other utility lines which we understand have already been established at the current pad grade and the addition of retaining walls to accommodate the rear garage pad elevation separation. We recommend that any final design changes be reviewed by our office. Additionally, any retaining walls proposed in the rear area near the garage will need to be reviewed for any potential surcharge loading from the proposed garage foundation system. Upon completion of the above described remaining work, we will issue a final rough grade compaction report including all of our field and laboratory test results, conclusions and appropriate recommendations. Respectfully submitted, EVANS, COLBAUGH & ASSOCIATES, E. David Co augh President Principal Geotechnical Engineer, GE 22 Distribution: (1) Addressee (3) Mr. Barry Fisher (1) The Seabright Company, Mr. Robert Sukup �J 4 �oPy�O COLg'4' ti No. 228 Exp. 3 -31 -03 OF r evans, colbaugh & assoc., inc. 2453 impala drive r carlsbad, california 92008 -7234 (760) 431�g. ro�jg3814670 February 27, 2001 X REPORT OF.GEOTECBMCAL INVESTIGATION PROPOSED BAXTER RESIDENCE BURGUNDY ROAD, ENCINITAS, CALIFORNIA r PREPARED FOR: 4 MR. ALAN LIVINGSTON 2274 Highview Trail Vista, California 92084 r PREPARED BY: EVANS, COLBAUGH & ASSOC., INC. 2453 Impala Drive Carlsbad, California 92008 r R • geotechnical engineering • engineering geology 0 0 0 -MIElk euans, colhaugh & assoc., inc. 2453 impala drive carlsbad, california 92008 -7234 (760) 438 -4646 fax 438 -4670 Mr. Alan Livingston 2274 Highview Trail Vista, California 92084 February 27, 2001 ECA 00 -18 -01 Mr. Alan Livingston: This letter transmits our "Report of Geotechnical Investigation, Proposed Baxter Residence, Burgundy Road, Encinitas, California ". Our work was performed in response to your request on behalf of Mr. And Mrs. Blake Baxter. In our opinion, the subject property is suitable for its intended use providing the recommendations presented herein are incorporated into the design and construction phase of the proposed development. r This report has been prepared for your exclusive use in developing the subject property in accordance with currently accepted geotechnical engineering practice. No other warranty, expressed or implied is made. Respectfully submitted, EVANS, COLBAUGH & ASSOCIATES, INC. . E. David Colbaugh GE 228 P� NCH: -bs r1'4 / CO(�GCyK� No. 228 Exp. 3 -31 -03 . 3 Addressee 3 The Sea Bright Company Jonathan M. Cain Project Geologist Reviewed by: Dennis A. Evans CEG 19 • geotechnical engineering • engineering geology ECA 00 -18 -01 TABLE OF CONTENTS !ice INTRODUCTION............................................ ............................... 1 Purpose ....................... :.................................................... 1 Location............................................. ............................... 1 Scope............................................... ............................... 1 REFERENCES.............................................. ............................... 2 FINDINGS.................................................. ............................... 2 Proposed Development ................................. ............................... 2 SurfaceConditions ..................................... ............................... 2 Subsurface Conditions .................................. ............................... 3 Colluvium.................................... ............................... 3 Terrace Deposits ............................... ............................... 3 Bedrock........................ ............ ............................... 3 Geology............................................. ............................... 3 GroundWater ........................................ ............................... 3 Seismic Design Considerations ........................... ............................... 3 CONCLU•SIONS ............................................. ............................... 4 Feasibility........................................... ............................... 4 SlopeStability ........................................ ............................... 4 RECOMMENDATIONS....................................... ............................... 5 Site Preparation and Corrective Grading .................... ............................... 5 Clearing................ :.................................................... 5 Stripping..................................... ............................... 5 StabilizationFill .............................................................. 5 Subdrain...................................... ............................... 5 Slope Reinforcement ............................ ............................... 6 Compacted Fill Blanket .......................... ............................... 6 Fill Material and Fill Placement ...... ............................... ................. 6 Suitability.................................... ............................... 6 Compaction Standard ........................... ............................... 6 Moisture- Content ............................... ............................... 6 Compaction of Fill Slope Surfaces ................. ............................... 6 Slope Landscaping .............................. ............................... 6 PavementDesign .................................. ............................... ... 7 FoundationDesign ..................................... ............................... 7 Soil Bearing Pressure ........................... ............................... 7 FootingDesign ................................ ............................... 7 Slab -on -Grade ................................. ............................... 8 Presoaking.................................... ............................... 8 CementType .................................. ............................... 8 Lateral Earth Pressure .................................. ............................... 8 - Unrestrained Walls ............................. ............................... 8 RestrainedWalls ............................... ............................... 8 Allowable Passive Resistance ..................... ............................... 8 FrictionFactor ................................. ............................... 9 RetainingWalls ................... ............................... ......... 9 Subdrain...................................... ............................... 9 Waterproofing ................................. ............................... 9 Backfill...................................... ............................... 9 Exterior Concrete Flatwork .............................. ............................... 9 SurfaceDrainage ..................................... ............................... 10 APPENDIX A - Supporting Data and Procedures r INTRODUCTION Iowa 1 Purpose The purpose of our study was to perform a geotechnical investigation of the subject property to determine the engineering and geologic characteristics of the subsurface soil and/or rock pertinent to developing the site to accommodate a single family residence and appurtenant structures. I Location The subject site comprises roughly one -third of an acre of undeveloped land and is located 1 on the east side of Burgundy Road in the City of Encinitas, California and is known as Parcel 2 of San Diego Parcel Map 7848. Scope 1 The scope of our work undertaken to complete our investigation consisted of the following: • Review of plot and parcel maps provided by Mr. Alan Livingston. 1 Review of available published reports, plans, maps, etc. related to the geotechnical • and/or geologic conditions of the subject site and vicinity. • Subsurface exploration consisting of excavating three test pits to assist in delineating 1 the subsurface soil and/or.rock conditions and retrieve samples for laboratory testing. • Laboratory testing of the samples retrieved to determine the engineering characteristics pertinent to the proposed development. • Discussions with you and/or the design civil engineer regarding the proposed development. • Engineering analysis of the existing and proposed slopes relative to gross and surficial stability-and geosynthetic reinforcement. 1 0 Computer enhanced geologic evaluation of the site regarding seismic source factors. • Preparation of this report presenting our findings, conclusions and recommendations. k N ECA 00 -18 -01 REFERENCES Iowa Page 2 1. Conceptual Grading Plan, by The Sea Bright Company, Revision dated February 23, 2001. 2. Baxter Residence Plot Plan, by Alan Livingston, undated. 1 3. "UBCSEIS ", Computer software by Thomas Blake, dated January, 1998. 4. "Maps of Known Active Fault Near - Source Zones in California and Adjacent Portions of Nevada:, by CDMG, dated February, 1998. 5. "DMG Open -File Report 96 -02 ", Geologic Map of The Encinitas and Rancho Santa Fe Quadrangles, Plate 2, dated 1996. FINDINGS Proposed Development Review of the grading plan (Reference 1) indicates that cut and fill grading techniques will be utilized to establish a level pad for a two -story single family residence with a detached garage structure at the rear of the property. The driveway access to the garage will be along the north side of the property. An eight foot (maximum) high retaining wall is planned along the eastern edge of the property to accommodate the garage area. Portions of the wall will incorporate the east and south walls of the garage structure. Surface Conditions The site gently descends roughly twenty feet from east to west with a moderately steep slope roughly six to eight feet high descending to Burgundy Road. This slope appears to be a cut slope which was constructed at a gradient of roughly one and one -half to one to accommodate the construction of Burgundy Road. The slope does not appear to have been maintained and exhibits surficial erosional features and shallow slumping. At the time of our field investigation the site was vacant. Vegetation consisted of grass, scattered weeds, shrubs and small trees at the eastern portion of the property. There were numerous rodent holes throughout the site and in particular in the slope along Burgundy Road. i 1 i I 1 V 10 IN ECA 00 -18 -01 Subsurface Conditions Page 3 Colluvium - The soil in the upper one to two feet consists of colluvial material. This material consists of dense and stiff, clayey sand and sandy clay with pinhole porosity. Terrace Deposits - The terrace deposits which underlie the colluvium in two of the three test pits consists of medium dense to dense layers of clayey sand and silty sand. Bedrock- The formational material underlying the site consists ofpoorly bedded and poorly indurated sandstone and siltstone of the Middle Miocene Santiago Formation. Review of Reference 5 indicates that regionally, the geologic structure of this formation strikes roughly northeast with low angle bedding dips toward the northwest. Geology The site is located south of Batiguitos Lagoon on a known Pleistocene marine terrace. The closest active fault zone is the Newport - Inglewood/Rose Canyon Fault which is between five to ten kilometers west of the site. There are no known landslides in the vicinity of the site nor were any detected during our investigation. Ground Water Ground water was not encountered in any of our exploratory test pits. Seismic Design Considerations Review of Reference 4 indicates that the site is within l 0km of the Rose Canyon Fault Zone. Therefore, according to Section 1629.4.2 of the 1997 UBC, this site must be assigned a "near . source" factor. The near - surface soil is classified as being equivalent to soil profile type "SC" of the Uniform Building Code (UBC) Table 16 -J - Soil Profile Types. This information along with the longitude and latitude coordinates of the site were provided as input parameters in the referenced software "UBCSEIS ". The program performs a search of the most current California Division of Mines and Geology database of known active faults and calculates the UBC near - source factors ECA 00 -18 -01 Iowa Page 4 based on the closest, most critical active fault to the site. The findings are summarized below and ' a copy of the output file is attached as Plates A -5.1 through A -5.10. Soil Profile Type: UBC Seismic Zone: Nearest Type B Fault: Distance to Fault: UBC Seismic Coefficients: SC 0.4 Rose Canyon 6.5 km Na =1.0 Nv=1.1 California =0.40 Cv =0.64 Ts =0.638 To =0.128 No other. seismically related phenomena (e.g., liquefaction and seiching) are considered to be factors in developing the subject site. CONCLUSIONS Feasibility The development of the subject site to accommodate the proposed single - family residence is considered to be geotechnically feasible provided the recommendations presented herein are incorporated into the design and construction phase of the proposed development 1 Slope Stability The proposed grading of the subject site will require extending the existing slope, which ascends from Burgundy Road, upward a maximum of an additional seven feet resulting in a slope which is fifteen feet (maximum) in height. The existing slope exhibits a gradient of roughly one and one -half horizontal to one vertical, and you propose, to construct the fill portion of this slope at the same gradient. Since the existing cut slope does exhibit surficial instability, we recommend that this slope be replaced with a stabilization fill. This will result in a fill slope with a maximum height of fifteen feet at a gradient of one and one -half to one. To provide for adequate stability for this slope gradient some form of soil reinforcement will need to be incorporated into the fill mass. Our analysis of one form of slope reinforcement is presented as Plate A -6.1 through A -6.3. The results indicate that Miragrid 7XT geogrid spaced at a vertical interval of 2.5 feet would be required to accommodate a surficial stability factor of safety of at least 1.5. ECA 00 -18 -01 Page 5 Deep seated stability analysis of the slope was performed utilizing STABL 5M from Purdue University and the static factor of safety for the proposed slope configuration is roughly 1.7 (see Plates A -7.1 through A -7.5. The addition of the structure has negligible influence on these results (see Plates A -7.6 through A -11). Minor cut slopes in the range of five to ten feet in height are planned for the upper portion of the property to accommodate the driveway and garage areas. These slopes are planned at a gradient of two horizontal to one vertical and are in our opinion will have an adequate factor of safety against failure as planned. Vertical slopes up to eight feet in height will be excavated to accommodate the proposed retaining wall along the eastern boundary of the property. These excavations will most likely expose the Santiago Formational material and will require mapping by a qualified geologist to determine if there are any adverse conditions exposed. RECOMMENDATIONS C Site Preparation and Corrective Grading Clearing. All dense grasses, bushes and trees which are not tagged for replanting should be cleared and disposed of off -site. Stripping. All topsoil and/or colluvial soil should be removed to expose firm formational and/or terrace deposits prior to fill placement. `. Stabilization Fill. As discussed above, we recommend that the existing cut slope along Burgundy Road be replaced with a stabilization fill. This fill mass should be ten feet wide and supported with a keyway founded at least one foot into firm terrace deposits at the front of the key and at least two feet at the back of the key. Subsequent to all required inspections, the base of the ! keyway should be scarified, moisture conditioned and mechanically compacted as described below. Subdrain. Upon achieving an elevation roughly one foot higher than the proposed toe of the stabilization fill slope, a subdrain should be installed. The subdrain should consist of a four -inch diameter, Schedule 40, PVC, perforated pipe encased in roughly six cubic feet of free - draining granular material (i.e., crushed rock) per linear foot, wrapped in a filter cloth (i.e., Mirafi 140NS or equivalent). Outlet pipes consisting of four -inch diameter Schedule 40 solid PVC pipe should be placed at intervals not exceeding fifty feet along the toe of the slope. Valk ECA 00 -18 -01 Page 6 Slope Reinforcement. As discussed above, all fill slopes proposed at a gradient of one and one -half horizontally to one vertically will require reinforcement with Mirafi Miragrid 7XT geogrid, spaced at vertical intervals not to exceed 2.5 feet. The first layer should be placed 2.5 feet above the toe of the slope (see Plate A -6.4). Compacted Fill Blanket. The current plan indicates that the proposed cut/fill transition will cross through the resident structure. We recommend that the cut portion of the building pad (and five feet horizontally beyond) be over excavated three feet and be replaced with compacted fill. Additionally, the fill area near the transition may also require over excavation to maintain a minimum three foot thick compacted fill blanket. Fill Material and Fill Placement Suitability. All on -site soil and bedrock material is suitable for use as compacted fill provided these materials are brought to the proper moisture content prior to compaction. Compaction Standard. All proposed fill should be compacted to at least 90 percent relative compaction as determined by ASTM Test Method D1557 -91. Moisture Content. In general, the fill may be compacted at the moisture content the material has as it comes out of the cut areas provided the minimum relative compaction is achieved and provided the moisture content is at optimum or higher. Fill within the upper three feet in building areas should be compacted at a moisture content which is well in excess of optimum to reduce the expansion potential. Compaction of Fill Slope Surfaces. Fill slopes should be carefully constructed to minimize the amount of loose material present on the slope surface. The final slope surface should be over- filled on the order of one to two feet and trimmed back to the compacted core. Alternatively, the D slope surface can be compacted at roughly two -feet intervals with sheepsfoot type compaction equipment and grid rolled to form the finished surface. Slope Landscaping. Landscaping of the slope surfaces promptly after the completion of the slope grading will be essential, particularly for slopes exposing expansive soil. This landscaping should consist of drought - resistant varieties of grass or ground cover, or other plant material recommended by a landscape architect. The use of any sprinkler system should be predicated on 0 D ECA 00 -18 -01 Page 7 providing (1) the minimum flow necessary for plant growth, (2) protection from erosion, and (3) maintaining a more *or less constant soil moisture content within the outer three feet of the slope surfaces. We recommend that all irrigation pipe -lines be located either on, or immediately above, a graded slope area rather than in a trench. Pavement DeSiQn We understand that, currently, your plan to construct a four - inch -thick Portland Cement Concrete (PCC) driveway reinforced with No. 3 steel reinforcing bars; positioned 24- inches on center. Based on our preliminary laboratory testing, which indicates the subgrade soil may exhibit a high expansion potential, we recommend that a four- inch -thick base course of Caltrans, Class 2, 3/4 -inch aggregate base be constructed under all pavement areas. We recommend additional testing at the completion of the grading to verify the expansion potential of the subgrade soil. As an alternate, three inches of Caltrans, Type B, 3/4 -inch asphaltic concrete over four inches i of Caltrans Class 2, 3/4 -inch aggregate base would provide a life to first maintenance of about 20 years. Asphaltic concrete pavement should be maintained on a relatively regular basis for the design life of the pavement. 1 Foundation Desien Preliminary laboratory testing indicates the surficial on -site soil exhibits an expansion potentiaFclassified as high according to the Uniform Building Code (UBC). During the grading of the site there will be a variation of soil types encountered therefore, we recommend additional testing be made upon completion of pad grading.. The recommendations presented below are based on a high expansion potential. We understand that you do not wish to consider a post - tensioned foundation system. F. Soil Bearing Pressure. We recommend an allowable soil bearing pressure of 2000 pounds per square foot, with a one -third increase for short-term wind or seismic loads. Lateral loads against buildings may be resisted by friction between the footing bases and the supporting soil. Footing Design. Exterior footings for both single and two -story structures and the garage should be at least 18- inches deep and reinforced with two No. 5 deformed, steel reinforcing bars, one 0 Moak Page 8 ECA 00 -18 -01 near the top and one near the bottom. All interior footings should be at least 12- inches below the top of the floor slab. Slab -on- Grade. The slab -on -grade for both the resident structure and garage should be at least five inches thick and should be reinforced with No. 3 deformed steel reinforcing bars 18 inches on center. The reinforcing bars should be positioned at the mid - height of the slab and maintained during concrete placement. The slab -on -grade in all living areas should be underlain by one inch of clean moist sand overlying a six -mil polyvinyl chloride (PVC) plastic sheeting with all joints overlapped at least 12 inches. There should be at least two inches of clean moist sand or gravel beneath the plastic sheeting. The intent of the sand and plastic sheeting beneath the slab -on -grade is to provide a capillary break for any moisture that may migrate beneath the slab. It is not imtended as a waterproofing system. Presoaking. Even though the fill soil beneath the building pad area will be placed at above optimum moisture conditions, additional moisture conditioning may be required due to the highly expansive nature of the on -site soil. We recommend that the upper 18 inches of the slab subgrade be presoaked to achieve at least 90 percent saturation. Presoaking of the garage slab subgrade will not be necessary if the slab is "free floating ". The slab subgrade moisture content should be verified by-the soil engineer withing 24 hours prior to placing the plastic sheeting and steel reinforcement. Cement Ty g. Based on the results of our laboratory testing, Type II cement maybe utilized for all concrete in contact with the subgrade soils provided that all provisions of Table 19 -A -4 of the 1997 UBC are satisfied. Lateral Earth Pressure Unrestrained Walls. Retaining walls which are unrestrained (free to rotate) maybe designed to resist the static pressure exerted by a fluid having a unit weight of 30 pounds per cubic foot for level backfill and 45 pound per cubic foot for a two horizontal to one vertical sloping backfill provided that the wall backfill consist of clean, free draining granular soil (SE >_ 30). Restrained Walls. Retaining walls which are restrained against rotation should be designed to resist the static pressure exerted by a unit weight of at least 60 pounds per cubic foot. Allowable Passive Resistance. The allowable passive resistance for compacted fill may be taken as the pressure exerted by a fluid having a unit weight of 200 pounds per cubic foot. ECA 00 -18 -01 as 0.4. IBM& Page 9 The friction factor between concrete and stiff subgrade soil may be taken Subdrain: The proposed retaining wail at the eastern boundary of the property should be supplied with a subdrain system consisting of a four inch diameter, Schedule 40, PVC, perforated pipe encased in four cubic feet of free - draining granular material per linear foot, wrapped in a filter cloth (Mirafi 140 NS or equivalent). Open mortar joints in the base course of the wall may be utilized as outlets except where the retaining wall is part of the garage structure. In this area the drain should be sloped to drain to the southwest corner of the structure and exit into either a surface or subsurface area drain system. Waterproofing. The entire length of the retaining wall should be waterproofed to prevent moisture migration through the face of the wall. The waterproofing material will also need to be protected from any potential damage during the wall backfill operations. Backfill. Subsequent to the installation of the subdrain as discussed above, the retaining wall should be backfilled to within two feet of the top of the wall by either placing and mechanically compacting free - draining granular soil (SEz30) or placing "self- compacting" rounded pea gravel. The upper two feet of the wall backfill should consist of native soil mechanically compacted to at least 90 percent relative compaction based on ASTM D1557 -91. Additionally, it is recommended that a concrete swale be constructed.behind the top of the wall to direct surface runoff away from the wall. Exterior Concrete Flatwork Exterior concrete flatwork at the site will move and may be subject to distress due to the effects of the on -site expansion soils. Pre-soaking, -or maintaining moisture contents ofthe subgrade soils to at least five percentage points above optimum moisture content prior to placing concrete and maintaining positive drainage away from hardscape areas, will help to mitigate the effect of expansive soils. !ice ECA 00 -18 -01 Page 10 Concrete flatwork should be divided into as nearly square panels as possible. Frequent joints should be provided to give articulation to the concrete panels. Landscaping and planters adjacent to concrete flatwork should be designed in such a manner as to direct drainage away from concrete areas to approve outlets. Patios and walkways should be presoaked to a minimum of 18 inches below proposed finished subgrade. They should have a 4 -inch minimum thickness and be reinforced with 6x6, 10 x 10 welded wire fabric placed and maintained at mid - height through concrete placement. Surface Drainage The performance of foundations constructed on expansive soils is partly dependent upon maintaining adequate surface drainage both during and after construction. The ground surface around structures should be graded so that surface water will be carried quickly away from the building without ponding. The minimum gradient within five feet of the building will depend upon surface landscaping and hardscape. In general, we suggest that paved and landscape areas have a minimum gradient of two percent. Planters should be constructed so that moisture is not allowed to seep into foundation areas or beneath slabs and pavements. The impact of heavy irrigation can artificially raise existing groundwater tables or create perched water conditions. This, may result in seepage or shallow groundwater conditions where previously none existed. Attention to surface drainage and controlled irrigation will significantly reduce the potential for future groundwater problems. MM !ice APPENDIX A SUPPORTING DATA and PROCEDURES. TABLE OF CONTENTS APPENDIX A !ice Page I EXPLORATION............................ ............................... A -1 TESTING.................................. ............................... A -3 General................. .......... ............................... A -3 Moisture - Density .. ............................... .................. A-4 CompactionTest ...................... ............................... A -4 Corrosivity........................... ............................... A -4 ExpansionTest ........................ ............................... A -4 Direct Shear Test ...................... ............................... A -5 PLATES Plates A -1.1 through A -1.3 - Log of Test Pit Plate A -2 - Explanation of Logs Plate A -3 - Compaction Test Data Plate A -4 - Direct Shear Test Plates A -5.1 through A -5.10 - UBC Seismic Design Parameters Plate A -6.1 through A -6.4 - Slope Reinforcement Design Plates A -7.1 through A -7.11 - Slope Stability Analyses 1 ECA 00 -18 -01 APPENDIX A C SUPPORTING DATA PROCEDURES AND ANALYSIS EXPLORATION Page A -1 The subsurface exploration was performed on November 21, 2000 and consisted of the excavation of three test pits ranging in depth from 3.3 to 4.6 feet. The estimated locations of these test pits are shown on the enclosed Plate 1 - Geotechnical Map. The test pits were logged by our project geologist. Relatively undisturbed samples were obtained by pushing and/or driving the drive sampler, a steel, solid - barrel sampler containing a brass sleeve three inches long in which the sample is obtained. The inside diameter of the sleeve is 2.62 inches. The outside diameter of the sampler is 3.38 inches. All samples were sealed and capped upon extraction from the test pits. The logs of each test pit are presented as Plates A -1.1 through A- 1.3 - Log of Test Pits. The geologic and engineering field descriptions and classifications which appear on these logs are prepared according to ASTM, Corps of Engineers and Bureau of Reclamation standards. Major soil classifications are prepared according to the Unified Soil Classification System. Since description and classification which appear on these logs are intended to be those which most accurately describe a given interval of test pit (frequently an interval of several feet), discrepancies do occur in the Unified Soil Classification nomenclature between that interval and a particular sample in the interval. For example, a two- foot -thick interval in the log may be identified as a SILTY SAND (SM) while one sample taken within the interval may have individually been identified as a SANDY SILT (ML). This discrepancy is frequently allowed to remain to emphasize the occurrence of local textural variations in the interval. Plate A -2 is a "foldout" legend to those logs. The descriptive terminology generally conforms to current ASTM standards and is summarized as follows: a. Soil Type - per Legend to Logs 0 ECA 00 -18 -01 !ice Page A -2 b. Color - at field moisture C. Moisture - (as estimated during the excavation) Ildryll "damp" - some moisture but less than optimum for compaction d. e. f. 9. 1 E L' "moist" "wet" "saturated" Grain Size Densi (granular soil) . Consistency (cohesive soil) "soft" "firm" "stiff' - near optimum - above optimum - containing free moisture - "fine ", "medium" and "course" - "loose" and "dense" - easily penetrated several inches with thumb - penetrated several inches with thumb with moderate effort - readily indented with thumb, but only with great effort "very stiff' - readily indented with thumbnail "hard" - indented with difficulty with thumbnail Hardness (used with "ROCK ") "soft" - can be dug by hand and crushed by fingers "moderately" - friable, can be gouged deeply with knife hard" and will crumble readily under light hammer blows "hard" - knife scratch leav "es dust trace, will withstand a few hammer blows before breaking "very hard" - scratched with knife with difficulty, difficult to break with hammer blows h. Stratification "thinly laminated" - less than 1 /10 inch "laminated" - 1 /10 to V2 inch 0 !ice 1 0 ECA 00 -18 -01 I. Fracturing "very thinly bedded" - "thinly bedded" - "thickly bedded" - '/z to 2 inches 2 inches to 2 feet more than 2 feet !ice "intensely fractured" - less than 1 inch spacing "very fractured" - 1 to 6 inch spacing "moderately fractured " - 6 to 12 inch spacing "slightly fractured" - 12 to 36 inch spacing j: Weathering Page A -3 "very" - abundant fractures coated with oxides, carbonates, sulfates, mud, etc., thorough discoloration, rock disintegration, mineral decomposition "moderately" - some fracture coating, moderate or localized discoloration, little to no affect on cementation, slight mineral decomposition "slightly" - a few stained fractures, slight discoloration, little to no affect on cementation, no mineral decomposition. "fresh" - unaffected by weathering agents, no appreciable change with depth TESTING General. The following sections describe the procedures for laboratory tests commonly performed by Evans, Colbaugh & Associates, Inc. on soil and rock samples obtained during the exploratory phase of our investigation. The selection of certain samples for laboratory testing is based primarily on engineering judgement, and all laboratory tests described below have not necessarily been performed on every sample obtained. The types of laboratory testing performed on the samples is identified on the individual test pit logs. ECA 00 -18 -01 !ice Page A -4 Moisture - Density. Field moisture content and in -place density were determined for each sample of undisturbed soil material obtained. The field moisture content is determined according to ASTM Test Method D 2216 -98 by obtaining one -half the moisture sample from each end of the tube. The in -place dry density of the sample is determined by using the net weight of the entire sample. At the same time the field moisture content and in -place density are determined, the soil material at each end of the sleeve is classified according to the Unified Soil Classification System and pocket penetrometer readings are made in the cohesive samples. The results of the field moisture content and in -place density determinations are presented on the logs (Plates A -1.1 through A -13). The basis for our classification of the soil is explained on Plate A -2 - Explanation of Logs. Compaction Tests. A bulk sample representative of the major soil type on -site was tested to determine the maximum dry density and optimum moisture content. These compactive characteristics were determined according to ASTM Test Method D 1557 -91. The results are summarized on Plate A -3 Compaction Test Data. Corrosivity. The sulfate content of the near surface soil was tested in accordance with California Test Method 417 -99. The results are as follows: Sample Location Soluble Sulfate Content Sulfate Exposure TP -1 @ 1' <0.10% Negligible Expansion Test. The one - dimensional expansion of a remolded sample of on -site soil was evaluated. To provide a standard definition of one - dimensional expansion, the test was performed according to the Expansion Index test referred to as Standard Test 18 -2 of the uniform Building Code, International Conference of Building Officials. The results from this test procedure are reported as an "Expansion Index ". Volk ECA 00 -18 -01 Page A -5 The procedure basically consists of performing a loaded swell test on a sample one inch high and four inches in diameter, remolded to a density equivalent to a compactive energy of about 10,300 foot - pounds per cubic foot, at a moisture content equivalent to percent saturation not less than 49 nor more than 51. The Expansion Index is determined as follows: Expansion index equals 1000 ( h) F where; h is the change in sample height in a 24 -hour period, and f is the sample fraction passing the No. 4 sieve. The results of the expansion test performed as part of this work are summarized below. Sample Location Expansion Index UBC Classification TP 1 @ 1 91 High Direct Shear Test. Direct shear tests were performed to obtain the drained peak and ultimate strength of samples of the near surface soil which were remolded to 90 percent relative compaction. . The tests were performed on cylindrical samples having a diameter of 2.625 inches and a height of one inch. Prior to testing the samples are soaked in the consolidometer under the same normal stress to be employed during the test to allow the sample to expand or consolidate and reach equilibrium under load. Soaking periods were at least three days. After consolidation, the sample is placed in the direct shear box, the normal stress is reapplied through a loading frame and lever system, and the sample is submerged. Prior to testing, cohesive samples are allowed to restablize. Vertical movement is monitored electronically by a digital dial indicator. The samples were sheared at a strain rate of 0.001 inches per minute. The shearing force is measured by means of an electronic load cell. Horizontal displacement of the sample is monitored electronically by a digital dial indicator. Shear force, normal force, and vertical movement of the sample are all automatically recorded by computer link and stored in a unique data file. For peak and ultimate strength, each sample is sheared to a displacement of approximately one -half inch. After achieving the desired displacement the drive motor is turned off and the sample is allowed to relax under the applied normal and shearing stresses until a constant shear force is achieved. The results of the direct shear tests are presented on Plate A -4 - Shear Test Data. The Plates that are attached and complete this Appendix are listed in the Table of Contents. m. V' TP-2 ••• ,o�i f � ()COI 1 �`r;.Q - �(Ts) - • •. • � log .f • - �. 103 iaomo - J p. TPT� ��►Z3�1� *T0 IN ,bC 14 3p ( 01 EXPLANATION SCAL i 1s: 0 2123101 TP -3 Estimated Location of Exploratory Test Pi TO nAow Re8U11..b Qcol Colluvium of e:Y1,ST scope VWS Qt Terrace Deposits () Where Buried u Suom @ 1.5. 1 TS Santiago Formation O Where Buried ? •••• ? Geologic Contact - Dotted Where Buried 1 IBM& GEOTECHNICAL MAP -Burgundy Road i evans, colbaugh & asscc., fnc. Plate 1 !ice APPENDIX A SUPPORTING DATA and PROCEDURES. TABLE OF CONTENTS APPENDIX A !ice Page I EXPLORATION............................ ............................... A -1 TESTING.......... ............................... A -3 General................. .......... ............................... A -3 Moisture - Density ..................................................... A- 4 Compaction Test ...................... ............................... A -4 Corrosivity........................... ............................... A -4 Expansion Test ........................ ............................... A -4 Direct Shear Test ..................... ............................... A -5 PLATES Plates A -1.1 through A -1.3 - Log of Test Pit Plate A -2 - Explanation of Logs Plate A -3 - Compaction Test Data Plate A -4 - Direct Shear Test Plates A -5.1 through A -5.10 - UBC Seismic Design Parameters Plate A -6.1 through A -6.4 - Slope Reinforcement Design Plates A -7.1 through A -7.11 - Slope Stability Analyses ECA 00 -18 -01 APPENDIX A !ice SUPPORTING9 DATA PROCEDURES AND ANALYSIS EXPLORATION Page A -1 The subsurface exploration was performed on November 21, 2000 and consisted of the excavation of three test pits ranging in depth from 3.3 to 4.6 feet. The estimated locations of these test pits are shown on the enclosed Plate 1 - Geotechnical Map. The test pits were logged by our project geologist. Relatively undisturbed samples were obtained by pushing and/or driving the drive sampler, a steel, solid - barrel sampler containing a brass sleeve three inches long in which the sample is obtained. The inside diameter of the sleeve is 2.62 inches. The outside diameter of the sampler is 3.38 inches. All samples were sealed and capped upon extraction from the test pits. The logs of each test pit are presented as Plates A -1.1 through A- 1.3 - Log of Test Pits. The geologic and engineering field descriptions and classifications which appear on these logs are prepared according to ASTM, Corps of Engineers and Bureau of Reclamation standards. Major soil classifications are prepared according to the Unified Soil Classification System. Since description and classification which appear on these logs are intended to be those which most accurately describe a given interval of test pit (frequently an interval of several feet), discrepancies do occur in the Unified Soil Classification nomenclature between that interval and a particular sample in the interval. For example, a two- foot -thick interval in the log may be identified as a SILTY SAND (SM) while one sample taken within the interval may have individually been identified as a SANDY SILT (ML). This discrepancy is frequently allowed to remain to emphasize the occurrence of local textural variations in the interval. Plate A -2 is a "foldout" legend to those logs. The descriptive terminology generally conforms to current ASTM standards and is summarized as follows: a. Soil Tyne - per Legend to Logs !ice ECA 00 -18 -01 Page A -2 b. Color - at field moisture C. Moisture - (as estimated during the excavation) Ildryll "damp" - some moisture but less than optimum for compaction d. e. f. 9. 1 "moist" "wet" "saturated" Grain Size Densi (granular soil) Consistency (cohesive soil) "soft" "firm" "stiff' - near optimum - above optimum - containing free moisture - "fine ", "medium" and "course" - "loose" and "dense" - easily penetrated several inches with thumb - penetrated several inches with thumb with moderate effort - readily indented with thumb, but only with great effort "very stiff' - readily indented with thumbnail "hard" - indented with difficulty with thumbnail Hardness (used with "ROCK ") "soft" - can be dug by hand and crushed by fingers "moderately" - friable, can be gouged deeply with knife hard" and will crumble readily under light hammer blows "hard" - knife scratch leaves dust trace, will withstand a few hammer blows before breaking "very hard" - scratched with knife with difficulty, difficult to break with hammer blows h. Stratification "thinly laminated" - less than 1 /10 inch "laminated" - 1/10 to 'h inch 1 W, t P 0 0 b 0 0 0 MERL ECA 00 -18 -01 Page A -3 "very thinly bedded" - %z to 2 inches "thinly bedded" - 2 inches to 2 feet "thickly bedded" - I more than 2 feet I. Fracturing "intensely fractured" - less than 1 inch spacing "very fractured" - 1 to 6 inch spacing "moderately fractured " - 6 to 12 inch spacing "slightly fractured" - 12 to 36 inch spacing j: Weathering "very" - abundant fractures coated with oxides, carbonates, sulfates, mud, etc., thorough discoloration, rock disintegration, mineral decomposition "moderately" - some fracture coating, moderate or localized discoloration, little to no affect on cementation, slight mineral decomposition "slightly" - a few stained fractures, slight discoloration, little to no affect bn cementation, no mineral decomposition. "fresh" - unaffected by weathering agents, no appreciable change with depth TESTING General. The following sections describe the procedures for laboratory tests commonly performed by Evans, Colbaugh & Associates, Inc. on soil and rock samples obtained during the exploratory phase of our investigation. The selection of certain samples for laboratory testing is based primarily on engineering judgement, and all laboratory tests described below have not necessarily been performed on every sample obtained. The types of laboratory testing performed on the samples is identified on the individual test pit logs. I 1 ECA 00 -18 -01 IBM& Page A -4 Moisture - Density. Field moisture content and in -place density were determined for each sample of undisturbed soil material obtained. The field moisture content is determined according 1 to ASTM Test Method D 2216 -98 by obtaining one -half the moisture sample from each end of the tube. The in -place dry density of the sample is determined by using the net weight of the entire 1 sample. At the same time the field moisture content and in -place density are determined, the soil material at each end of the sleeve is classified according to the Unified Soil Classification System / and pocket penetrometer readings are made in the cohesive samples. The results of the field moisture content and in -place density determinations are presented on the logs (Plates A -1.1 through 1 A -13). The basis for our classification of the soil is explained on Plate A -2 - Explanation of Logs. Compaction Tests. A bulk sample representative of the major soil type on -site was tested to determine the maximum dry density and optimum moisture content. These compactive ! characteristics were determined according to ASTM Test Method D 1557 -91. The results are summarized on Plate A -3 Compaction Test Data. Corrosivity. The sulfate content of the near surface soil was tested in accordance with California Test Method 417 -99. The results are as follows: Sample Location Soluble Sulfate Content Sulfate Exposure TP -1 @ 1' <0.10% Negligible Expansion Test. The one - dimensional expansion of a remolded sample of on -site soil was evaluated. To provide a standard definition of one - dimensional expansion, the test was performed according to the Expansion Index test referred to as Standard Test 18 -2 of the uniform Building Code, International Conference of Building Officials. The results from this test procedure are reported as an `Expansion Index ". ECA 00 -18 -01 VEIL Page A -5 The procedure basically consists of performing a loaded swell test on a sample one inch high and four inches in diameter, remolded to a density equivalent to a compactive energy of about 10,300 foot - pounds per cubic foot, at a moisture content equivalent to percent saturation not less than 49 nor more than 51. The Expansion Index is determined as follows: Expansion index equals 1000 ( h) F where; h is the change in sample height in a 24 -hour period, and f is the sample fraction passing the No. 4 sieve. The results of the expansion test performed as part of this work are summarized below. Sample Location Expansion Index UBC Classification TP 1 @ 1 91 High Direct Shear Test. Direct shear tests were performed to obtain the drained peak and ultimate strength of samples of the near surface soil which were remolded to 90 percent relative compaction. . The tests were performed on cylindrical samples having a diameter of 2.625 inches and a height of one inch. Prior to testing the samples are soaked in the consolidometer under the same normal stress to be employed during the test to allow the sample to expand or consolidate and reach equilibrium under load. Soaking periods were at least three days. After consolidation, the sample is placed in the direct shear box, the normal stress is reapplied through a loading frame and lever system, and the sample is submerged. Prior to testing, cohesive samples are allowed to restablize. Vertical movement is monitored electronically by a digital dial indicator. The samples were sheared at a strain rate of 0.001 inches per minute. The shearing force is measured by means of an electronic load cell. Horizontal displacement of the sample is monitored electronically by a digital dial indicator. Shear force, normal force, and vertical movement of the sample are all automatically recorded by computer link and stored in a unique data file. For peak and ultimate strength, each sample is sheared to a displacement of approximately one -half inch. After achieving the desired displacement the drive motor is turned off and the sample is allowed to relax under the applied normal and shearing stresses until a constant shear force is achieved. The results of the direct shear tests are presented on Plate A -4 - Shear Test Data. The Plates that are attached and complete this Appendix are listed in the Table of Contents. M 1 Log of Test Pit Tp -1 Date Excavated: 11/21/00 Elevation: 107' Logged By: CID Pit Dimensions (Feet): 3'W' x 4.6'L a 3.3'D wth: Back Hoe Please Note Limitations Discussed on low,% evans,colbaugh & assoc. inc. anation of Logs" Date: February 2001 Project No.: 00 -18-01 . Plate LOG OF TEST PIT Tp -1 A4.1 Burgundy Rd. 1 of 1 as�vi >1 a� >, 4 U o v, a 4 V1 m 040 a Description Aw VE 0U OE- ] $4 Av SC COLLUYRTM(Qcol): Clayey sand - Sandy clay, sta moist, very dark brown, black and dark reddish. brown, fine to medium grained sand, pinhole porosity, rootlets, minor E" subrounded pebbles to small oblong cobbles. 1 LB D 106 13 I- D i 2 Irre contact. SC , - TERRACE(Qt): Clayey sand, medium dense, moist, rust brown, fine to medium grained ° sand, minor subrounded to rounded pebbles. 3 LB D 105 8 TOTAL DEPTH 3.3 FEET 4 i 5 I I 6 I 7 i Please Note Limitations Discussed on low,% evans,colbaugh & assoc. inc. anation of Logs" Date: February 2001 Project No.: 00 -18-01 . Plate LOG OF TEST PIT Tp -1 A4.1 Burgundy Rd. 1 of 1 I I Log of Test Pit Tp -2 Date Excavated: 11/21/00 Elevation: 101' Logged By: CID Pit Dimensions (Feet): YW x 61L a 4.61D With: Back Hoe -P '-I N >1 SCI 4J 0 U a� A w roa Description A w U) 00 O H A $4 SC COLLLIVIUM(Qcol): Clayey sand - Sandy clay, stif, moist, dark reddish brown, fine to _ medium grained sand, roots, pinhole porosity. 1 � D 106 15 2 D Gradational contact from 1 -1/2 to 2 feet. SP SANTIAGO FORMATION(Ts): Sandstone: Clayey sand, dense, moist, very light gray and tan, highly weathered, fine to medium grained. 3 D 97 15 D 4 (Ts): Siltstone: Sandy silt, stiff moist, olive gray and rust brown, fine grained sand. ML 5 TOTAL DEPTH 4.6 FEET LB D 96 17 D 100 17 6 7 Please Note Limitations Discussed on "Explanation of Logs" Date: February 2001 1 Project No.: 00 -18 -01 Iowa% LOG OF TEST PIT Tp -2 Plate Plate Burgundy Rd. evans, colbaugh & assoc. inc. 1 of 1 i 1 1 1 1 1 Ot Log of Test Pit Tp -3 Date Excavated: 11 /21/00 Elevation: 95' Logged By: CTD Pit Dimensions (Feet): XW a 10.5% z 3,31D With: Back Hoe +� i • 0 AN Em • • 0 • • • 7 ,-%1500- LL N a_ cn E- w PEAK M N 1000- 0 � o ? / 10% STRAIN a • w CO) 500 • 0 500 1000 1500 2000 2500 3000 NORMAL STRESS (PSF) Test Conditions Results Tests performed on samples taken Peak 0 = 220 from test pit TP -1 at 1'. All samples C = 275 PSF were remolded to 90% relative compaction and submerged at least 10% Strain 0 = 22° 3 days prior to testing. C =175 PSF Strain Rate = 0.001 inches /minute - -- SHEAR TEST RESULTS Id COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS uu- 10- u1.UUL IE 1 * * * * * * * * * * * * * * * * * * * * * ** * * * U B C S E I S * * * Version 1.00 1 * * * * * * * * * * * * * * * * * * * * * * * ** COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS 1 JOB NUMBER: 00 -18 -01 DATE: 11 -27 -2 000 1 JOB NAME: BURGANDY ROAD FAULT - DATA -FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: 33.0781 SITE LONGITUDE: 117.2889 UBC SEISMIC ZONE: 0.4 UBC SOIL PROFILE TYPE: SC 1 NEAREST TYPE A FAULT: NAME: ELSINORE- JULIAN DISTANCE: 42.0 km 1 NEAREST TYPE B FAULT: NAME: ROSE CANYON DISTANCE: 6.5 km NEAREST TYPE C FAULT: NAME: i DISTANCE: 99999.0 km SELECTED UBC SEISMIC COEFFICIENTS: Na: 1.0 Nv: 1.1 Ca: 0.40 Page 1 A -5.1 1 UU- 10-U1.UUL Cv: 0.64 Ts: 0.638 To: 0.128 * * * ** * CAUTION: The digitized data points used to model faults are * 1 * limited in number and have been digitized from smal 1- ** scale maps (e.g., 1:750,000 scale). Consequently, * by the estimated fault- site - distances may be in error * t several kilometers. Therefore, it is important tha * the distances be carefully checked for accuracy and * * adjusted as needed, before they are used in design. * --------------------------- / SUMMARY OF FAULT PARAMETERS --------------------- - - - - -- Page 1 ------------------------------------- - - - - -- 1 I APPROX.ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I (km) I (A, B, C) I (Mw) I (mm/yr ) 1 (SS, DS, BT) 1 ROSE CANYON I 6.5 I B I 6.9 I 1.50 1 SS NEWPORT- INGLEWOOD (Offshore) I 15.7 I B I 6.9 I 1.50 I 1 SS CORONADO BANK I 31.0 I B I 7.4 I 3.00 I SS ELSINORE - JULIAN 1 42.0 I A 1 7.1 I 5.00 1 SS ELSINORE- TEMECULA I 42.0 I B 1 6.8 1 5.00 Page 2 A -5.2 I 11 I 00- 18- 01.out I SS ELSINORE -GLEN IVY 1 63.1 I B 1 6.8 I 5.00 1 SS PALOS VERDES 1 64.7 I B I 7.1 I 3.00 1 SS EARTHQUAKE VALLEY 1 66.9 I B 1 6.5 1 2.00 1 SS SAN JACINTO-ANZA I 78.8 I A 1 7.2 1 12.00 1 SS SAN JACINTO -SAN JACINTO VALLEY I 81.3 I B 1 6.9 1 12.00 1 SS NEWPORT - INGLEWOOD (L.A.Basin) 1 83.4 I B I 6.9 I 1.00 I SS SAN JACINTO- COYOTE CREEK 1 84.1 1 B 1 6.8 1 4.00 1 SS CHINO - CENTRAL AVE. (Elsinore) I 85.9 1 B 1 6.7 1 1.00 DS ELSINORE - COYOTE MOUNTAIN 1 87.3 1 B I 6.8 1 4.00 1 SS ELSINORE - WHITTIER I 92.2 I B 1 6.8 1 2.50 1 SS SAN JACINTO - BORREGO I 102.9 1 B I 6.6 1 4.00 1 SS SAN JACINTO -SAN BERNARDINO 1 104.4 I B 1 6.7 I 12.00 I SS SAN ANDREAS - Southern 1 110.3 1 A 1 7.4 1 24.00 1 SS SAN JOSE 1 119.2 1 B 1 6.5 I 0.50 I DS PINTO MOUNTAIN 1 121.1 1 B 1 7.0 1 2.50 1 SS CUCAMONGA 1 123.4 1 A 1 7.0 I 5.00 1 DS SIERRA MADRE (Central) 1 123.6 1 B 1 7.0 1 3.00 1 DS SUPERSTITION MTN. (San Jacinto) 1 127.7 1 B I 6.6 1 5.00 1 SS BURNT MTN. 1 128.5 I B I 6.5 I 0.60 1 SS NORTH FRONTAL FAULT ZONE (West) 1 130.8 I B 1 7.0 1 1.00 DS EUREKA PEAK 1 133.0 I B 1 6.5 I 0.60 1 SS CLEGHORN 1 133.1 1 B I 6.5 1 3.00 1 SS ELMORE RANCH I 133.8 1 B 1 6.6 1 1.00 I SS SUPERSTITION HILLS (San Jacinto) 1 135.4 I B 1 6.6 1 4.00 Page 3 A -5.3 1 r 1 1 i 1 1 1 1 UU-10-U1.our I SS ELSINORE - LAGUNA SALADA I 136.8 1 SS I B l 7.0 I 3.50 NORTH FRONTAL FAULT ZONE (East) I 137.5 I B 1 DS I 6.7 I 0.50 RAYMOND DS I 138.2 I B i 6.5 I 0.50 CLAMSHELL- SAWPIT 1 DS I 138.7 I B I 6.5 I 0.50 SAN ANDREAS - 1857 Rupture I 138.9 I A 1 SS I 7.8 I 34.00 VERDUGO 1 DS I 142.1 I B I 6.7 I 0.50 HOLLYWOOD 1 DS I 145.2 I B I 6.5 l 1.00 LANDERS 1 SS I 145.5 l B I 7.3 I 0.60 HELENDALE - S. LOCKHARDT I 148.9 I B 1 SS i 7.1 I 0.60 BRAWLEY SEISMIC ZONE I 150.4 I B 1 SS I 6.5 I 25.00 SANTA MONICA 1 DS I 152.7 I B I 6.6 I 1.00 LENWOOD- LOCKHART -OLD WOMAN SPRGS 1 154.4 I B l SS I 7.3 I 0.60 MALIBU COAST 1 DS I 157.0 I B I 6.7 I 0.30 EMERSON So. - COPPER MTN. I 157.9 I B 1 SS I 6.9 I 0.60 JOHNSON VALLEY (Northern) I 158.6 I B 1 SS I 6.7 I 0.60 IMPERIAL I 1 SS 161.5 I A I 7.0 I 20.00 SIERRA MADRE (San Fernando) I 163.0 I B 1 DS I 6.7 I 2.00 Page 2 I FAULT -------------------------- SUMMARY OF FAULT PARAMETERS -------------------- - - - - -- Page 4 APPROX.ISOURCE I MAX. I SLIP A -5.4 00- 18- 01.0ut ■: Page 5 A -5.5 ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE 1 FAULT NAME I (km) I (A,B,C) 1 (Mw) I (mm/yr I (SS,DS,BT) ANACAPA -DUME I 165.3 I B I 7.3 I 3.00 1 DS 1 SAN GABRIEL I 165.9 I B I 7.0 I 1.00 I SS PISGAH- BULLION MTN.- MESQUITE LK I 167.6 B I 7.1 I 0.60 1 SS CALICO - HIDALGO I 171.5 I B I 7.1 I 0.60 1 SS / SANTA SUSANA I 178.4 I B I 6.6 I 5.00 1 DS HOLSER I 187.3 I B I 6.5 I 0.40 1 DS SIMI -SANTA ROSA I 194.8 I B I 6.7 I 1.00 1 I DS OAK RIDGE (Onshore) I 195.6 I B I 6.9 I 4.00 1 DS GRAVEL HILLS - HARPER LAKE I 202.5 I B I 6.9 I 0.60 1 SS SAN CAYETANO I 204.1 I B I 6.8 I 6.00 1 1 DS BLACKWATER I 217.9 I B I 6.9 I 0.60 1 SS VENTURA - PITAS POINT I 222.8 I B I 6.8 I 1.00 I DS SANTA YNEZ (East) I 223.8 I B I 7.0 I 2.00 1 1 SS SANTA CRUZ ISLAND I 230.9 I B I 6.8 I 1.00 I DS M.RIDGE- ARROYO PARIDA -SANTA ANA I 233.5 I B I 6.7 I 0.40 1 DS 1 RED MOUNTAIN I 236.7 I B I 6.8 I 2.00 1 DS GARLOCK (West) I 240.2 I A I 7.1 I 6.00 1 SS PLEITO THRUST I 245.6 I B I 6.8 I 2.00 1 DS BIG PINE I 251.3 I B I 6.7 I 0.80 I SS GARLOCK (East) I 254.7 I A I 7.3 I 7.00 1 SS SANTA ROSA ISLAND 1 265.6 I B I 6.9 I 1.00 I DS 1 Page 5 A -5.5 vv- L0-U1.UUL 1 Page 6 A -5.6 WHITE WOLF I 266.2 I B I 7.2 I 2.00 1 DS SANTA YNEZ (West) I 268.6 I B I 6.9 I 2.00 1 SS So. SIERRA NEVADA I 279.1 I B I 7.1 I 0.10 DS LITTLE LAKE I 283.5 I B I 6.7 I 0.70 1 SS OWL LAKE I 283.7 I B I 6.5 I 2.00 1 SS PANAMINT VALLEY 1 284.0 I B I 7.2 I 2.50 1 SS TANK CANYON I 285.1 I B. I 6.5 I 1.00 DS DEATH VALLEY (South) I 292.3 I B I 6.9 I 4.00 1 SS LOS ALAMOS -W. BASELINE I 310.7 I B 1 6.8 I 0.70 1 DS LIONS HEAD I 328.3 I B i 6.6 I 0.02 1 DS DEATH VALLEY (Graben) I 334.1 I B I 6.9 I 4.00 1 DS SAN LUIS RANGE (S. Margin) I 338.1 I B I 7.0 i 0.20 1 DS SAN JUAN I 339.0 I B I 7.0 I 1.00 I SS CASMALIA (Orcutt Frontal Fault) I 346.4 I B I 6.5 i 0.25 1 DS OWENS VALLEY I 352.1 I B I 7.6 I 1.50 1 SS LOS OSOS I 368.2 I B I 6.8 I 0.50 1 DS HOSGRI I 374.0 I B I 7.3 I 2.50 1 SS HUNTER MTN. - SALINE VALLEY I 378.2 1 B I 7.0 I 2.50 1 SS DEATH VALLEY (Northern) I 387.6 I A I 7.2 I 5.00 1 SS INDEPENDENCE I 388.0 I B I 6.9 I 0.20 1 DS RINCONADA I 389.2 I B I 7.3 I 1.00 I SS BIRCH CREEK I 444.3 I B I 6.5 I 0.70 1 DS SAN ANDREAS (Creeping) I 445.7 I B I 5.0 I 34.00 1 SS WHITE MOUNTAINS I 448.8 I B I 7.1 I 1.00 I SS Page 6 A -5.6 1 1 1 1 1 1 VU-10-Vl VUL DEEP SPRINGS I DS 1 467.3 1 B 1 6.6 1 --------------------------- SUMMARY OF FAULT PARAMETERS --------------------- - - - - -- Page 3 ----------------------------------------- - - - - -- Page 7 A -5.7 - I APPROX.ISOURCE I MAX. I SLIP FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I ( km) I (A, B, C) I (Mw) I (mm/yr (SS, DS, BT ) DEATH VALLEY (N. of Cucamongo) I 472.2 I A I 7.0 I 5.00 1 SS ROUND VALLEY (E. of S.N.Mtns.) I 479.4 1 B I 6.8 1 1.00 DS FISH SLOUGH I 487.2 I B I 6.6 1 0.20 1 DS HILTON CREEK 1 505.5 I B I 6.7 I 2.50 1 DS HARTLEY SPRINGS I 529.9 I B I 6.6 I 0.50. 1 DS ORTIGALITA I 530.1 I B I 6.9 i 1.00 I SS CALAVERAS (So-of Calaveras Res) I 535.6 I B I 6.2 1 15.00 1 SS MONTEREY BAY - TULARCITOS I 538.2 I B 1 7.1 I 0.50 1 DS PALO COLORADO - SUR I 539.1 I B 1 7.0 I 3.00 1 SS QUIEN SABE 1 548.9 I B I 6.5 1 1.00 SS MONO LAKE I 565.9 I B I 6.6 I 2.50 1 DS ZAYANTE - VERGELES I 567.4 I B I 6.8 I 0.10 I SS SAN ANDREAS (1906) I 572.6 I A i 7.9 I 24.00 1 ss SARGENT 1 572.7 I B I 6.8 1 3.00 Page 7 A -5.7 - UU-10-Ul.UUL Page 8 A -5.8 I SS ROBINSON CREEK I 597.2 I B I 6.5 i 0.50 1 DS SAN GREGORIO I 613.6 I A I 7.3 I 5.00 1 SS GREENVILLE I 622.5 I B I 6.9 I 2.00 1 SS MONTE VISTA - SHANNON I 622.8 I B I 6.5 I 0.40 1 DS HAYWARD (SE Extension) I 622.9 I B I 6.5 i 3.00 1 SS ANTELOPE VALLEY I 637.5 I B I. 6.7 I 0.80 1 DS HAYWARD (Total Length) I 642.7 I A I 7.1 I 9.00 1 SS CALAVERAS (No.of Calaveras Res) I 642.7 { A I 6.8 I 6.00 1 SS GENOA I 662.9 I B I 6.9 I 1.00 I DS ' CONCORD - GREEN VALLEY I 690.4 I B I 6.9 I 6.00 1 SS RODGERS CREEK I 729.2 I A I 7.0 I 9.00 1 SS WEST NAPA i 730.1 I B I 6.5 I 1.00 I SS 1 POINT REEYES I 748.0 I B I 6.8 I 0.30 DS HUNTING CREEK - BERRYESSA I 752.6 I B I 6.9 I 6.00 1 SS MAACAMA (South) I 792.0 I B I 6.9 i 9.00 1 SS 1 COLLAYOMI I 808.9 I B I 6.5 I 0.60 1 SS BARTLETT SPRINGS I 812.4 I A I 7.1 I 6.00 1 SS MAACAMA (Central) I 833.6 I A I 7.1 I 9.00 i I SS MAACAMA (North) I 893.2 I A I 7.1 I 9.00 1 SS ROUND VALLEY (N. S.F.Bay) I 899.3 I B I 6.8 I 6.00 1 SS BATTLE CREEK I 922.8 I B I 6.5 I 0.50 I 1 DS LAKE MOUNTAIN I 957.8 I B I 6.7 I 6.00 1 SS GARBERVILLE- BRICELAND I 974.9 I B I 6.9 I 9.00 1 SS 1 MENDOCINO FAULT ZONE 1 1031.2 I A I 7.4 I 35.00 Page 8 A -5.8 Uu- 10- V1.VUL DS LITTLE SALMON (Onshore) F I DS MAD RIVER I DS CASCADIA SUBDUCTION ZONE I DS McKINLEYVILLE I DS TRINIDAD I DS FICKLE HILL I DS TABLE BLUFF 1 1 DS LITTLE SALMON (Offshore) I DS 1 1037.9 I A I 7.0 I 5.00 1 1040.7 I B I 7.1 I 0.70 1 1044.9 I A I 8.3 I 35.00 1 1051.1 I B I 7.0 I 0.60 1 1052.6 I B I 7.3 I 2.50 1 1053.1 I B I 6.9 I 0.60 1 1058.5 I B I 7.0 I 0.60 1 1071.8 I B i 7.1 I 1.00 --------------------------- SUMMARY OF FAULT PARAMETERS --------------------- - - - - -- Page 4 ----------------------------------------------- I APPROX.ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE 1 i TYPE FAULT NAME I (km) I (A, B, C) I (Mw) I (mm /yr I (SS, DS, BT ) BIG LAGOON - BALD MTN.FLT.ZONE 1 1089.5 I B I 7.3 I 0.50 DS * * * * * * * * * * * ** Page 9 A -5.9 p 0 r U� W a� ,moo a w� � o R Z � 0 �o �N W �Q i LO o LO o LO o N N O (6) uoiIea91900y lealoadg O LO O 14 w cyi O Cl) cy' o U N N � ,O O � N � Lq O U) O 07 A -5.10 SLOPE REINFORCEMENT DESIGN Sheet of �x��.(L`aNL•�S: �� p�s�Ga �oV�Dr�N�s �R �VtCt^►��` ST /�►C3i,...�c'1' L1Fti1Si`R Zic1..1�c4R.�Fy SL�IPGS b rLx l PRAV A C .^c (iS � j'(1�� Spa —�—� -� c.�,.� ra-�,�� '• � �� `33 ?4� A ` jZS C- ` x'15 C'S6 �10� S'� jV►�*'� P � F-� � 2� l °i3 ►-RS . rS No. 228 i 'Z C-5 (,'1i � � (�Z, • 1o't,4)C c�� Il Exp. 3 -31 -03 l ti evana, cdbaugh 8 aaao inc. Project No. a -ICS \ Prepared by Date ' Project r�3 V R c llok`c j1.b Reviewed by Date Subject Sheet of L-TAa L COS) c.F LD'F\� S DF uS t � LT ►w�l�:�s - T�;�.aS.�.� ST�t, ^�c��t� Gr � G (ZC'rsP ��aALIC'T �OwL r��Tg1t �F • ,7, V fL�ar3 ►L ►T -� � bl1c,� opal F faC-c�ft Fo(��RPco(Z.� -T X -C �, i P � L � ► g °t l Lf3s�FT Ty \�w•.PVT6 �— :`�v�(L�.D �c(Ct� l- .P`C`�ftiS A I "L s Lr 4 2.2 ' >° 3 1 -.n�c� R s V . _ C�� S' P� G► � c. r nr� jv RFC c,1 !� \ $T J►t3 � �.� (3.; cw'ra�a.�, L.A. tc RS U� If No. 228 y EXP. 3 -31 -03 OF Prepared by �— 1 Reviewed by YSPT ESL ►.� =7 \� soma, cdbngh & smc, Inc. Date 12. ►�' Date J A -6.2 Project No. Project, Subject ,, Sheet of = 12j (Z,,$) LAf � 2co� �ts� L Ls LA � 1 SQ V, Y" r." fl--C V R-c� c�� PP c.� cot Z • S �2 ► L_�S N v� . p� �► az�, Spa P T� PROFESS �PV1D C04 61, No. 228 * Exp. 3 - 31 -03_ N�9� CH��GP A -6.3 mn& cdbaugh & asm Inc. _ Project No. Prepared by l ` Date �Z' �� Project Reviewed by Date Subject 2.5' Reconstruct Slope To 1-1/2: 1 Gradient Mirafi 7XT Miragrid Fill to be Mechanically Compacted to at least 90% Relative Compaction 9 1 Not to Scale A -6.4 SLOPE STABILITY ANALYSES (D O Fr CD c D m SZ'tic 00'SZ SL' 8L 09'ZL SE'9 0 • Ln cY7 v O Ln r- m Ln 4 N 4- cq O (I) O _{ Ln X (u Q I in x Go O Ln N Ln CU LD A -7.1 PROFIL Burgundy Road 00 -18 -01 63 0. 10. 10. 10. 2 10. 10. 32.5 25. 1 32.5 25. 50. 25. 1 10. 10. 20. 10. 2 20. 10.29. 16. 2 29.16. 50. 17.5 2 SOIL 2 120. 120. 175. 22. 0. 0. 1 120. 120. 275. 22. 0. 0. 1 CIRCL2 1010 5. 10. 32.5 50. 0.2. 0. 0. 1 I 1 1 1 A -7.2 I ** PCSTABLSM ** 1 by Purdue University 1 - -Slope Stability Analysis- - 1 Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 02/08/01 i Time of Run: 1430 Run By: edc Input Data Filename: 00181.dat Output Filename: 00181.out Plotted Output Filename: 00181.plt i PROBLEM DESCRIPTION Burgandy Road 00 -18 -81 BOUNDARY COORDINATES 3 Top Boundaries 6 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 10.00 10.00 10.00 2 2 10.00 10.00 32.50 25.00 1 3 32.50 25.00 50.00 25.00 1 4 10.00 10.00 20.00 10.00 2 5 20.00 10.00 29.00 16.00 2 6 29.00 16.00 50.00 17.50 2 1 A--7.3 I 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. 1 Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 175.0 22.0 .00 .0 1 2 120.0 120.0 275.0 22.0 .00 .0 1 1 1 1 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 100 Trial Surfaces Have Been Generated. 1 10 Surfaces Initiate From Each Of 10 Points Equally Spaced Along The Ground Surface Between X = 5.00 ft. and X = 10.00 ft. Each Surface Terminates Between X = 32.50 ft. and X = 50.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 2.00 ft. Line Segments Define Each Trial Failure Surface. 1 Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical i First. A -7.4 I 1 * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 17 Coordinate Points 1 Point X -Surf Y -Surf No. (ft) (ft) 1 10.00 10.00 2 12.00 10.05 1 3 13.99 10.26 4 15.96 10.61 5 17.89 11.11 6 19.79 11.75 7 21.63 12.54 8 23.40 13.46 9 25.10 14.52 10 26.72 15.70 11 28.24 16.99 12 29.66 18.40 13 30.97 19.92 14 32.16 21.52 15 33.22 23.21 16 34.16 24.98 17 34.17 25.00 Circle Center At X = 10.3 ; Y = 36.5 and Radius, 26.5 * ** 1.706 * ** Individual data on the 17 slices A -7.5 Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 1 2.0 153.6 .0 .0 .0 .0 .0 .0 .0 2 2.0 439.9 .0 .0 .0 .0 .0 .0 .0 A -7.5 I 1 1 1 O n- D m 8L'88 05'92 80'6 5z'EZ E9'9 0 0 m Ln Ln rn m m m o (1� Ln H X cv Q co co x cn LO m LO co 0 0 A -7.6 PROFIL Burgundy Road 00 -18 -01 Structure Load Applied 63 0.10. 10.10. 2 10. 10.32.5 25. 1 32.5 25. 53.25. 1 10. 10. 20. 10. 2 20. 10. 29. 16. 2 29. 16. 53. 17.5 2 SOIL 2 120. 120. 175. 22. 0. 0. 1 120. 120. 275. 22. 0. 0. 1 LOADS 3 39.5 39.6 1500.0. 39.6 52.4 500. 0. 1 52.4 52.5 1500. 0. CIRCL2 1010 5. 10. 32.5 52.5 0. 2. 0.0. 1 1 1 1 L' 0 A-7.7 I ** PCSTABL5M ** 1 by Purdue University 1 - -Slope Stability Analysis -- ► Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 02/09/01 1 Time of Run: 0755 Run By: EDC Input Data Filename: 00181L.DAT Output Filename: 00181L.OUT Plotted Output Filename: 00181L.PLT 1 PROBLEM DESCRIPTION Burgandy Road 00 -18 -8 Structure Load A 1 ppliedl 1 BOUNDARY COORDINATES 3 Top Boundaries 6 Total Boundaries 1 Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 10.00 10.00 10.00 2 2 10.00 10.00 32.50 25.00 1 / 3 32.50 25.00 53.00 25.00 1 4 10.00 10.00 20.00 10.00 2 5 20.00 10.00 29.00 16.00 2 6 29.00 16.00 53.00 17.50 2 1 0 A -7.8 ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. 0 Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (pso (deg) Param. (psf) No. 1 120.0 120.0 175.0 22.0 .00 .0 1 2 120.0 120.0 275.0 22.0 .00 .0 1 0 1 BOUNDARY LOAD(S) 3 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (lb /sqft) (deg) 1 1 39.50 39.60 1500.0 .0 2 39.60 52.40 500.0 .0 3 52.40 - 52.50 1500.0 .0 1 1 1 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 1 100 Trial Surfaces Have Been Generated. 10 Surfaces Initiate From Each Of 10 Points Equally Spaced 1 Along The Ground Surface Between X = 5.00 ft. and X = 10.00 ft. 0 A -7.9 1 1 1 1 Each Surface Terminates Between X = 32.50 ft. and X = 52.50 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends is Y = .00 ft. 2.00 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. 1 * * Safety Factors Are Calculated By The Modified Bishop Method * * 1 Failure Surface Specified By 17 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 1 10.00 10.00 2 12.00 10.05 3 13.99 10.24 4 15.96 10.59 5 17.90 11.08 6 19.79 11.72 7 21.64 12.50 8 23.41 13.42 9 25.12 14.46 10 26.74 15.63 1 11 28.27 16.93 12 29.69 18.33 13 31.01 19.83 14 32.21 21.43 15 33.28 23.12 16 34.23 24.88 17 34.28 25.00 A -7.10 Circle Center At X = 10.4 ; Y = 36.5 and Radius, 26.5 * ** 1.698 * ** Individual data on the 17 slices Failure Surface Specified By 21 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 10.00 10.00 Water Water Tie Tie Earthquake 9.76 5 17.98 Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 1 2.0 154.3 .0 .0 .0 .0 .0 .0 .0 2 2.0 442.2 .0 .0 .0 .0 .0 .0 .0 3 2.0 685.5 • .0 .0 .0 .0 .0 .0 .0 4 1.9 879.8 .0 .0 .0 .0 .0 .0 .0 5 1.9 1022.5 .0 .0 .0 .0 .0 .0 .0 6 1.8 1112.4 .0 .0 .0 .0 .0 .0 .0 7 1.8 1150.6 .0 .0 .0 .0 .0 .0 .0 8 1.7 1139.4 .0 .0 .0 .0 .0 .0 .0 9 1.6 1.083.3 .0 .0 .0 .0 .0 .0 .0 10 1.5 987.8 .0 .0 .0 .0 .0 .0 .0 11 1.4 860.2 .0 .0 .0 .0 .0 .0 .0 12 1.3 708.8 .0 .0 .0 .0 .0 .0 .0 13 1.2 542.9 .0 .0 .0 .0 .0 .0 .0 14 .3 113.4 .0 .0 .0 .0 .0 .0 .0 15 .8 234.6 .0 .0 .0 .0 .0 .0 .0 16 .9 113.3 .0 .0 .0 .0 .0 .0 .0 17 .1 .4 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 21 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 10.00 10.00 2 11.99 9.81 3 13.99 9.73 4 15.99 9.76 5 17.98 9.91 6 19.97 10.17 A -7.11 I Blake Baxter 135 S. Sierra #1 Solana Beach, CA 92075 (760)- 214 -0207 TO: City of Encinitas Grading Dept. C/O Ron Quigg Inspector RE: Final Grading Evaluation by Curtis Duggan of Evans Colbaugh Assoc. Dated March 3 2003 Here is a list of all of the recommendations made by Mr. Duggan in the final grading report. These have all been completed and are ready for your final inspection. We are 100% in compliance with the grading report and the city's requirements. 1) The 4" pipe draining the keyway drain was uncovered but we have designed and built a small headwall to protect it and reworked the recommended dissipater above it. Incidentally, the slope has stood up perfectly for an entire year. 2) A concrete headwall is constructed at a prolongation of the 4' pipe draining the retaining wall for its' 1/2 distance going northwest 3) Contractor has placed a drain under each and every scupper and connected it to the main system with a schedule 40 -4" pipe. The 2" pipes on NW corner fall on the slab in front of double doors and more importantly are secondary drains placed over bedroom windows as required by the building code. The idea is to be aware that the main drains are plugged by seeing the water flow over window. There is no ponding. The finished grade takes water to designed drains. 4) There is no ponding on the Southeast. All water flows to drains at the designed locations. 5) Drains are clean. Each is designed as a sand trap so they can be maintained. 6) The trench at the NW corner of garage is to accommodate a 3' scupper draining 1/2 the roof. It contains a 4' schedule 40 pipe connected the main system and a 2'x 2' collector slab. 7) The main drainage swale at the Eastern side of the property shown as section B -B of grading plan was redesigned by the engineer, Bob Sukup, to incorporate the idea of dissipating flows of water 2 rather than concentrating the flow. This was a recommendation by a city engineer that was very good. It works perfectly. We were in the process of lining it and were stopped by the rain. It is finished as designed and works. The design did not, however, show an awkward condition created by the transverse flow of the B -B swale. We have designed a concrete (mesh reinforced) scupper to collect the water falling directly between the main swale and the wall. This scupper flows the entire 83' of the eastern property line and then flows into the city recommended swale. This scupper allows no water to percolate down the backside of the retaining wall and covers the wall to the waterproofing. 8) The driveway was scarified AND COMPACTED MANY MONTHS AGO WITH 4" OF CLASS 2 BASE AT THE TOP AND 4" TO 8" ON THE SLOPE. THIS ENTIRE AREA WAS MECHANICALLY COMPACTED. We waited for ten days after the rain to place the concrete. 9) The main drain outlet flows on a pad and diverter to carry the water to the center of the drive as designed. It was fitted with galvanized bolts for rodent control. 10) All concrete poured as walks and steps are reinforced with #4 bars @ 18" centers and dowelled and grouted to secure them to house footings. As for the walkway, it is dowelled into both sides @ 18" centers and #4 bar throughout. In addition to these items we have: 1) Installed drains at every scupper 2) Used the city recommended dissipater approach to every foot of perimeter of the property with A. MIRIFI base, crushed rock and heavy rock over. 3) Protected every drain outlet - All these efforts were made to protect the concrete structure. The slab had some irregularity due to a cold joint created by a delay by the concrete company's final delivery. Contractor has ground off high spots and filled some low spots with Ardex. We have diligently worked to finish this grading using any and all recommendation wherever they have come from. We are convinced that these efforts have protected the property and its' structures. They exceed all the recommendations of the original grading report. As to failed density tests; according to the dailys there are no failed tests that have not been reworked and tested above 90 %! The final test is at 7 elevation 104, which is pad elevation as designed by Robert Sukup for the house pad. Additionally, the following suggestions were talked about on a continuing basis with the owner and the city. 1) How to get the water to drain from the property so it would not accumulate near concrete structures. 2) Reinforce, cushion and drain slabs into pipes connected to the main drain system. 3) Prepare the driveway to follow the recommendations outlines in the grading report. 4) How to landscape with minimum watering and thus have no infiltrations that would harm the integrity of the concrete slabs and structures. We are aware that the soil is highly expansive and have spent copious sums to mitigate future problems. Sincerely, Blake Baxter V O1 V1 A (J N M C j m m C j 0 .v M v m r m m 0 D n 31 Z M M 0 m _ z m z p m z m M ZM< �?mmmc� M3) m� 3C W m m � s m z D n Zi z Z �.. m> -m D r C1 G) D M O ai 7n 'D m z M z m 4l r -r 0M G7 z -7 G) m = oOi z v z m z G) C. m z m 0 -i Gn m 0 v y C Z O m z 0 M < Z M k ° z N 0 z v 0 z m tmn m D 'n D c m 2 r Z V M z n M r D z M m0 M'Z MU) T M zn D r0 zz en En M 0 qv Om zr D v M D 2 9 M K T M C Z D 37 m -1 G) A D D t, 50 00 0 .v -:9 m 0 _ M 0 0 _ z m Z n m c m m z m Z M3) m� 3C W D z D m Z �.. m> -m D r C1 G) D M O ai 7n 'D m M M z m 4l r -r 0M O -0 z -7 G) m = oOi z c0) 0 C z m z G) C. m z m 0 -i Gn b v y C Z O m z 0 M < Z M k ° z N 0 z v 0 z m tmn m D 'n c m I m z I To m AlC z O v z v (n U) D M m 0 v v 0 i 0 M o !Q MM 0 O z 0 r m m 00 D m m n (y I = An Po D D v v v Op D y r r y N MA mm 00 C C mD vM �v 3� yo -� 70 O� D T 3 D z r G) O ca zn Ma �z O< z z N 0 Q rz =O D m zm v �m DO me DM M .! mm Dv D �z r 0 O D v M D M M C (0-0 =D v D ywmp :pie 0ii= �c o `" 3 a yarn 3 T sm � 0 - �3m ,°�, D mm �a o s Dim 7D z m m z0 MM-0 n w vvD DO �^ O< p.'n oy ° m o Oar, zm 3 m m* cM, 3003 word ro v U) )I.M —0 r'ro y;y ro a m Oo �=mi36 E3 = m =z - ° ^ N =05m00 ° z» qm� >O as » 3 m mr;mm A �a ZDm zM Qai U) CEI N `t y Cm -4=* 0 m- DM m = SOMMMO m Tr. U);K '� y mnz p0 - c A Om CO sm ow vm m M-4 'oz a mm m ° v O Ox zx N 0 mm -z z <9 my 30•� fz w 0 7m_Dm z� m O!o v Oo o a Ma ° p zlm m ? S 7CO a M W m N N c -i N -4 = zx= N N � N N " S 7 3'R 00 o � IT ° 0 Na m is ° G 3 Q m 0 4�a c°° °a ,a 'a a_ O v 3 a zN am -� aw CL cr j 3 N �! n ° c o may 5 z O v m � �vv 3 r A 2 N O 2 O r O m Z D 37 m -1 G) A D D t, 50 00 C (�v 00 a m> r C7 0 m Gl p!n 0 Z= z cn z a MM 37 m IV M _ z mm Z n m c m r 0 z m O 4 m z n z z p U w D M3) m� 3C o G) D G) G) D r 0 = 0 O m v M O ai m M z N m 4l c -r 0M O -0 Z -7 = oOi z v z m ��-' 0 z > m Gn b v C) v D C Z m M < Z M k ° 0 z v 0 z m tmn m D 'n c m I m To m AlC z O v z z (n U) D M v v 0 M C (0-0 =D v D ywmp :pie 0ii= �c o `" 3 a yarn 3 T sm � 0 - �3m ,°�, D mm �a o s Dim 7D z m m z0 MM-0 n w vvD DO �^ O< p.'n oy ° m o Oar, zm 3 m m* cM, 3003 word ro v U) )I.M —0 r'ro y;y ro a m Oo �=mi36 E3 = m =z - ° ^ N =05m00 ° z» qm� >O as » 3 m mr;mm A �a ZDm zM Qai U) CEI N `t y Cm -4=* 0 m- DM m = SOMMMO m Tr. 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Z M al` C tmn AlC m C) N -4 D D n m m c n c r.. M '.-a m r m m � D 0 D Z D jI r A Oz 0 m m z I p D m0Z m < -4 4zzxzc, v O = O= 4< m m a m m D m (7 < r (7 m m A. M n z. Z O -4 Z L7 D r D ) D r n z Z = o D M L7 Z m p m Oc U) C u 0 m T (n Z (n v D S Q az m O -4 O Z ZD m in m� z 0 O T m m 0 < m > { o-0 O m mQC Zzz f DN D NN m m z D m --4 mm 0 ' I n 0 �D m m C) N m m c r.. D D T -fin D D � D r T m z m Z D v_ .z 4zzxzc, v O = O= 4< m m z m A. Z O A m z 3 n z. O L7 D r D ) D r n z o0 = o D M z Z m p m Oc U) C �i 0 m T (n Z (n v D S Q az a O -4 O Z ZD m in m� z 0 ° m T m m 0 < m > { o-0 O m mQC Zzz f DN D NN m m z z G7 --4 mm 0 ' I n 0 �D m m v n Om til n r Z O O ° D O m yj 7J m m a v n z 1 m Z n 0 m { T D a m z -4 m m m C) v C m m c r.. D D T -fin D D 004,, p Z❑ Z D v Q D D D D n a D N D O D m D 0 0 T m z m Z D v_ .z 4zzxzc, v O = O= 4< m m m z m A. Z O A m z 3 n z. O L7 D r ,� ) D r n z o0 = o O M v Z m c m z U) C �i 0 p0K z Z (n v D U) O a O -4 O Z N m ° m� z 0 •D 0 < { o-0 O m m G m f a m z 0 z G7 ' I m v m til uzi � r� O O m m yj m a z 1 0 m 0 m m m �n Ti 2 = mm 00 M x mm 00 D D v� v� as OQ D D r r � N as mm 00 C C aD mm °v va Oo as Om O m� D �O z 0 0c v m> 9z 0 o< c� �D v_ m <n�3mo d z No T. O m y= C O j a yD V O v x 3 o m 3 mcm D mD Mm 'to »N DDN to m Om V)0 Cp m cc �a0 mZ �' O z0 -T0 2 N - p D0 �^ < ..n_O TI D � a R. n OD n o Ocr z ?• m oo* tzn9 3 o 0 3 xcr < I m e M �7�C�ffi� »w (D� N3� a0 o m Z o -0 cn 73'7 miz v� �. N x O>MOO 0 -- -0.0 aC CL ii, c Imo Mr*-4 N m 0Dm U),- 0 1 0 -4 * 0.0 z< to 0°mx0 m— Dm :E O m m M,rn m � a,e TZ zO F o m " c� = 0m vm m o mm mz (A 3 �_ m-mi M� c -4 7 x 22 -4 v o w -i i 3 0 O mm zm 3 ° m pz 0 °. O W z° mm 0 C 3 zi Q y 1 N A N y � A A fNl/ 7 M. . Go Am o A m 00 CL d IQ G CL l0 N N s="a a A d A c m addW tC N N. Z =A O., F), N -:3 an CD � m aQ� O 5. 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Go Am o A m 00 CL d IQ G CL l0 N N s="a a A d A c m addW tC N N. Z =A O., F), N -:3 an CD � m aQ� O 5. CD may o to O m m n n ,3-0 C 3 N < 7 CD d q N - `< O D O< C 0 C C_ Z❑ Z D v Q D D D D n a D 0 -0 OD < ° ,> Z D"D D D O p m m a T 2 { Z m m A. ❑ D m O . cn D m D O ,� m lz p K o0 = o o M Z m D m z U) C �i gm p0K z Z T T U) O m O O -4 z O N m ° m� m 0 < ° o-0 O v M D m G m a m z Its m til uzi � r� O m m yj m z C 0 m z z cn m O D m O 9 m n 0 O z }� z nJ CD m 0 x- r- mm _ D-1 a o m c� �D v_ m <n�3mo d z No T. O m y= C O j a yD V O v x 3 o m 3 mcm D mD Mm 'to »N DDN to m Om V)0 Cp m cc �a0 mZ �' O z0 -T0 2 N - p D0 �^ < ..n_O TI D � a R. n OD n o Ocr z ?• m oo* tzn9 3 o 0 3 xcr < I m e M �7�C�ffi� »w (D� N3� a0 o m Z o -0 cn 73'7 miz v� �. N x O>MOO 0 -- -0.0 aC CL ii, c Imo Mr*-4 N m 0Dm U),- 0 1 0 -4 * 0.0 z< to 0°mx0 m— Dm :E O m m M,rn m � a,e TZ zO F o m " c� = 0m vm m o mm mz (A 3 �_ m-mi M� c -4 7 x 22 -4 v o w -i i 3 0 O mm zm 3 ° m pz 0 °. O W z° mm 0 C 3 zi Q y 1 N A N y � A A fNl/ 7 M. . Go Am o A m 00 CL d IQ G CL l0 N N s="a a A d A c m addW tC N N. Z =A O., F), N -:3 an CD � m aQ� O 5. 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CD 0 0 C Q 2 N z CD v x v� z 9 `C7ty 0f 'CITY OF ENCtNt7AS �.:. B�Z �. Ar En c i n i tCAILDING INSPECTION Df vISION City of Encinitas Community Development Department 505 S. Vulcan Ave. Encinitas, CA 92024 . Plan Check #: O0 1 2) 1) , L? 31 Site Address: 1,555 GY �C fi L Owner's Name: R1-Aye 1A� it�i IWcT�1K Assessor's Parcel Number:�� This is to affirm that on -,q o -Z. (date) the structure being ,constructed on the site was surveyed by, r under the direction of, the undersigned. The height from the lower of natural or finished grade to the highest finished point of the roof ridge elevation, or any .part of the structure immediately above, was found to be in conformance with the approved plans. Highest point surveyed (top of roof sheathing) above lower of natural or finished grade elevation, pursuant to Section 30.16.010 (B7e) of the Encinitas Municipal Code: t6ii P"PE:Dt;skSt.3 tZ:t�,L 34Ci0AL= tol.5Zt -e.I.� 1Z%.QZ Total thickness of roofing materials (i.e. felt and roofing) to be installed'after sheathing inspection, not to exceeds mac- , IN, 0 Z- i 3),9b = i &--5- 00 -� Total Height (not to exceed): Surveyed height of chimn5L.Cincludii finished grade below (i checke Ct�i1+7N�y 1 = Z7• `a£RG! 10 I0� .'. NA6H Ptkf; fa i LU is L F,G .1U` i4`,� N 1(. H LOJJ ig spark arrestor) above lower of natural or E/;F:Ff�:�i cuc.L IJC) tEt -,�j 2 r-,t \(L-N nN C HIJ%I- �r-� BUT f715 kv ae�t i 30.1 _ For additiona information, pleas contact r e at 7 W _12O (Phone No.) r I'`�' 0. °q• Registered Civil Engineerl Structural Engineer, or Licensed Land Surveyor Seal of Registration NO'T'E: Property owner or project applicant/developer may not certify building height. CD4rAgtcert. doc TEL F -ax 'n0 -n ; -2o )- -r!; S. \`idcan Avemir. F.11 iniCi�. California Q202•t -3633 TDD 7t,i) -o2, -? -00 recycled paper 0 low&Daily Field Log Project Name: } �X T?�' —�° 5 i CYL°/LC f �C JG'/`� Ur�1 � Project Num_be : Client: 11' /a X 4ie/— _ Date: Page: L of L Referenced Reports or Letters Dated: Contractor: Yoreman: -rte .t-i7; d.> J-_ Client Representative: Weather: Type of Equipment: ,�% , �, _ Yardage: Source and Description of Fill Material: X4 74 or V Purpose of Fill or Type of Work Observed: O h 1; Pf — [�+ r.*. rl ; i .t._ Items Requiring Further Action: 5U211 ►,o n Daily Project Summary: -i r 7A0 �� /� ^ /� /� mac; '' O/i. J t �L! .✓ _ i _ C`L 7L. i.. / l.r.. �! %%L. L Y'f+ 47 J_ ./` /. 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X�4ti'- Project Number: 6167-19-0 �- Client: )V" ��L ��c Y �e'r Date: /O- 0 Page: of • O�J� ".s v� rl,l %)%0.�; ; ^�'� � T a� �tJ.�. -� .��Cf _ �f7 U7 � S� d E� Referenced Reports or Letters Dated: T � �/� �'� � �`,P=4 A.-, ` �J� � � �+ L�`� /i r, r._ct7�i �� ... �ryon �r �yl��J �� lJt r. Z� y l �TAniri.�A t �l ✓�a 7 �� vi S �t ��II C Z , Contractor: Client Representative: Foreman: Weather: Type of Equipment: �A%e, /.3k A ii .0' lyi" e- e) Z' 71 '�ZJ Li O-e- /' Yardage: AZ Source and Description of Fill Material: Purpose of Fill or Type of Work Observed: . S /oa o ��' >'— t� h Items Requiring Further Action: !!� /-, ;, / 4 rem,. r z-- t. 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". •1, ti • • Prepared by: CG/`l7SUra Received by: White- Office, Yellow - Client, Pink -Field VElk • Project Name: Ar t?!- 2�.S Daily Field Log 7-lwr-_S4�1 �c_C..." v,_&6 "• Project Number: -/ 0 -O Z Client: �� _ %� % kv /3G ,X :6e/- Date: M O'UZ- -Page: __/ of Referenced Reports or Letters Dated: b,.- G � f�.1ti�;1, � l,e� �L� Contractor: ,�6 f % �/�,��- Foreman: _ i,. •� Client Representative: ?Jr. Weather: -Al Type of Equipment: 3 Yardage: Source and Description of Fill Material: Purpose of Fill or Type of Work Observed: -,�/ � -��ti �� 4.. ZI e-; Items Requiring Further Action: '21 I, Daily Project Summary: C'A, m4/ /-1 i�.� 410,4 �•ti i�...; , (3 '� �� y �c ,.� (Y � T 4 yroi` P�:rc� d� . 5`��9 �-.. � /'2k of Ti�a/h`/ • Jai (Yip n � �i�f3' /� /Zr ♦ �/1 r•` Y'fc. _r 7J J"- Gf7 Jysn �� T� / �L� // r°'tJ %Z�Z l^JC -('A„i i7 J_ / cl/lt1I, l/r N, P-P e_L�'6r -+ Technician: 0 Clients Signature: Time: Field Travel Regular: -3-0 _1P_ Overtime: -dQ— -60- White - Office, Yellow - Client, Pink -Field FieldVemorandum" To: k 17f,�L Project Name: Address: 7 j C) Project Number: —IAY 7y- 7 c' S ;3' c,�, Page: Of 4 Date: Subject: 141 9f__ References: Memorandum: A/ LZ Prepared by: Received by: White-Office, Yellow-Client, Pink-Field < 42La n e" e- a f.1 471K &0�1 Prepared by: Received by: White-Office, Yellow-Client, Pink-Field U-VCU lot %OwK.'CWV#9 to JJVj. 2453 IffPft Drive Carlsbad, Caftffft 92008 .7234 (M) 4NAM Field IMMEL /z " V'5'd Memorandum To: Project Name: /� 4::-- :; i Address: r Project Number: 00 0 A,- C_ 0' Z> Date: �-7— zoD Page: _L of Subject: Memorandum: 4 e r Z - 21 f D 0 A 61L) 7 '4 4 a ix, 05 4-04 e- L' O-LQ411AQ� 'Z' 14�' V, r — < J — -� _1 -tas 40 A- T Prepared by: Received by: White-Office, Yellow-Client, Pink-Field "'V6AS" �, /vAJ�C %. ' A Sgoc, -z ,, gzW8- 7#ield Memorandum 660) 1�M-v./ v-6 To: //'. 216 10(',o ,CS,o,1 Ar Project Name: Address: 957 5o (141- ('r c c 7 /-/ , c i. "V Project Number: (,r -n�a Date: z-7- ZoOr Page: ! of Subject: /CP�i��Pd C'ody �:� f?AC4 ZA S 41-- /VA/n/,i?( 14)411 he�ww'e v� Ref wouse6: /1 O(J S O alt 244a �� I-'V/-erN�Y'S -4 O 7 Po AVIZZ -7 i � �—�—�1 t 4, 6 s �e L�x �7 ` Z 7 7 0 /C � L" �� Z4 vo rrr v / < �., Qc� v�, i-c� Li) /-I 7�) /L° !// e D ,ZJ r _e �1 Lr s U1 r ►v'. C. rY re_ 7" ht'n APP'wc .494 1 P! PKi�✓— .O t / � t- - 71-1 C'd �r / P /P '0/' ," ire 1."f Prepared by: (�,* J/i .� % _ Received by: A -ii 5� �'/ ►/• s r)/ - White- Office, Yellow- Client, Pink -Field !ice 2453 impala drive evans, colbaugh & assoc., Inc. carlsbad, california 92008 -7234 �n (760) 438 -4646 fax 438 -4670 March 3, 2003 Mr. Blake Baxter 135 South Sierra Avenue, #1 Solana Beach, CA 92075 ECA 00 -18 -02 Subject: Geotechnical Evaluation of Existing Conditions, 1585 Burgundy Road, Encinitas, California. Dear Mr. Baxter, We recently visited the site on February 15 and 26, 2003 to observe and evaluate the conditions of the site related to how it withstood the recent heavy rain events. Our observations were as follows: It appears as though the slope which ascends from Burgundy Road to the pad was either never fully landscaped or the ground cover never propagated. The result of this has been the migration/erosion of surficial soils down to the toe of the slope. This migration of soil has essentially covered the outlet of the subdrain which was installed at the back of the keyway which supports this slope. At the west end of the low retaining wall on the south side of the driveway the end piece of the backdrain pipe is exposed and the outlet is covered with soil. None of the roof drains are connected to downspouts. On the north west and south sides of the house, these drains discharge directly onto the soil. At the northwest corner of the house, the roof drain discharges onto an area that does not appear to drain very well which, most likely, results in ponding of water during rain storms adjacent to the house. The current grade of the pad adjacent to the southeast corner of the house appears to be relatively flat to sloping toward the house. The roof drains which discharge onto this area as well as any rain falling directly onto this areas most likely ponds adjacent to the house. The inlet grates on the area drains in the south side yard are off. Based on the piles of soil adjacent to these inlets, it appears as though these area drains had become clogged and an attempt to clean them out was made. It is not known whether this was successful or not. - geotechnical engineering -engineering geology Mr. Blake Baxter March 3, 2003 ,so& ECA 00 -18 -02 Page 2 At the time of our visit on February 15, there was an open trench roughly one to two feet deep which extended from the northwest corner of the garage to the south side of the property. This trench was roughly half full of water. At the time of our visit on February 26, this trench had been filled in. It is not known what the purpose of this tench is /was. At the time of our visit on February 15, we observed an area of the rear retaining wall adjacent to the garage where soil had flowed over the top of the wall. This resulted in staining of the concrete surface. The earth swale which was supposed to be formed along the top of this wall has been filled in with soil as a result of the recent rains. Additionally, the earth swale which is situated above this swale (see detail section B -B' of the "Residential Grading- Erosion Control Plan) has also been partially filled with soil. Since this areas has not been landscaped, the barren soil has been allowed to erode into these swales which has diminished and/or eliminated their capacity to transport water away from the retaining wall /garage. Of particular concern is that during our visit to the site on February 26, this wall had been covered with at least a rough coat of white stucco /paint. Most likely, this will be stained with the next storm since the drainage swale above this wall has not been cleared of debris. It is our understanding theat the waterproofing material applied to this wall was not brought up to the top of the wall and the inefficiency of this swale may compromise the integrity of the waterproofing. The driveway subgrade soil has become soft and saturated and has various erosional features from water flowing down and alongside of it. The entire driveway subgrade will need to be reworked and recompacted prior to any pavement operations. Although we did not make a concerted effort to locate the outlet for the yard area drain system, it should be exposed and kept that way at all times. This should also be done for all other drainage system outlets. Your contractor has already constructed a concrete walkway along the rear /eastern portion of the house. It is not known whether or not the appropriate measures regarding the highly expansive soils were taken into consideration prior to and/or during the construction of this hardscape feature. As you are aware, the City of Encinitas did not require you to have a final grading report prior to issuance of the building permit, nor did you authorize the preparation of this document. In addition to all of the above described items which need to be addressed, there are several outstanding failing density tests which need to be taken care of as discussed in our previous correspondence. Mr. Blake Baxter March 3,2003 ,am& ECA 00 -18-02 Page 3 Although the issuance of a final grading report would not have prevented all of the above observed conditions from occurring, recommendations to avoid at least some of them would have been included as a normal course of business for the site conditions. The most important factor that you and /or your contractor need to understand is that this site is underlain by highly expansive soil which, if not treated appropriately, will, most likely, result in distortion and/or distress to foundation and/or hardscape elements. The ponding of water adjacent to the house will, most likely, result in some deformation of the structure elements and/or slab -on- grade. This deformation could result in distress to these elements or other interior features which are sensitive to movement (i.e., walls, door frames, etc.) As you are aware, we performed a manometer survey of the slab -on -grade on June 7, 2002 to establish a "baseline" reading shortly after it was placed. This survey indicated that the slab, as constructed, was roughly 3/4" out of level. Any additional measured distortion to the slab -on -grade will be the direct result of deformation due to either framing and/or roof loads or ground movement. Ifyou have nay questions and/or concerns regarding any ofthe information contained herein, please call at your convenience. Effective March 1, 2003, our new address is: 1565 Creek Street, Suite 107 San Marcos, CA 92069 760 -510 -9686 760 - 510 -9685 fax Distribution: Addressee Respectfully submitted, Evans, Co augh & Associates, Inc. z, E. David Colbaugh President Principal Geotechnical Engineer, GE 228 The SeaBright Company, Mr. Bob Sukup City of Encinitas, Mr. James Knowlton