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2006-186 G City OfNGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering December 10, 2007 Attn: Union Bank of California 200 West D Street Encinitas, California 92024 RE: Jamison, Charles and May 1019 Oldham Way APN 254-551-02 Grading Permit 186-GI Partial release of security Permit 186-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved rough grade. Therefore, release of a portion of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account # 0219107158 in the amount of$13,048.75. The document originals are enclosed. Should you have any questions or concerns, please contact Paul M. Dupree at (760) 633-2808 or in writing, attention the Engineering Department. Sincerely,/ �f Paul M. Dupree L bach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Jamison, Charles and May Debra Geishart File Enc. TEL 760-633-2600 1 FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 40� recycled paper r '4 ENGINEERING SER VICES DEPARTMENT City o Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering December 18, 2006 Attn: Union Bank of California 200 West D Street Encinitas, California 92024 RE: Jamison, Charles and May 1019 Oldham Way APN 254-551-02 Grading Permit 186-GI Partial release of security Permit 186-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved rough grade. Therefore, release of a portion of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# 0219107141 in the amount of$39,116.25. The document originals are enclosed. Should you have any questions or concerns,please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sinc rely, ` Debra Geisha /Finance y mbach Engineering Technician Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Jamison, Charles and May Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 recycled paper i WVINE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue Job #06-231-F Escondido,California 92029-1229 Phone(760)743-I2I4 Fax(760)739-0343 July 12, 2006 L JUL 1 3 2006 Lively Development Company Attention: Mr. Curtis Lively ENIc!NFFRIvc SERVICES P.O. Box 1787 UY Of ENMN!TAs Escondido, California 92025 AMENDED SOIL DESIGN PARAMETERS AND GEOTECHNICAL DESIGN METHODOLOGY REVIEW, REAR RETAINING WALLS, 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA We understand that lateral earth pressures of site clayey soils will result in overly large wall designs, and considerations are given to improve backfill conditions by placing very good quality sandy to gravelly Class 2 base type materials within the active zone (projected 1:1 wedge from top of foundations to daylight). Wall foundations (and/or shear key) will also predominantly penetrate into the firm and cemented undisturbed formational rocks. Consequently, the following amended recommendations are appropriate and should be used in the final designs wherever, appropriate and applicable: 1. Design wet density of good quality sandy to gravelly(Class 2 base) backfill materials = 131 PCF. 2. Design angle of internal friction of good quality sandy to gravelly (Class 2 base) backfill materials = 38 degrees. 3. Design active pressure for good quality sandy to gravelly (Class 2 base) backfill materials =45 PCF (EFP), 2:1 sloping backfill condition, cantilever unrestrained wall. 4. Design active pressure for good quality sandy to gravelly (Class 2 base) backfill materials = 53 PCF (EFP), 1Y2:1 sloping backfill condition, cantilever unrestrained wall. 5. Design active pressure for good quality sandy to gravelly (Class 2 base) backfill materials = 67 PCF (EFP), 1 Y4:1 sloping backfill condition, cantilever unrestrained wall. 6. Design passive resistance for undisturbed firm and cemented formational rock units = 346 PCF (EFP), level ground surface at the toe. Mr. Curtis Lively July 12, 2006 Page 2 The equivalent soil depth design approach used for determination of foundation shear key as presented on the design calculations are acceptable from a geotechnical viewpoint. 7. The net allowable foundation pressure = 2000 PSF (minimum 12 inches wide by 18 inches deep footings). The net allowable foundation pressure may be increased by 20% for each additional depth and 15% for each additional width to a maximum of 5500 PSF, if needed. The allowable foundation pressures provided herein also applies to dead plus live loads and may be increased by one-third for wind and seismic loading. 8. Design coefficient of friction for concrete on undisturbed firm and cemented formational rocks = 0.33. Notes: - In the case of varying slope conditions, use an overall average (top to toe). - Active pressures for slope gradients between those given herein may be obtained by interpolations. All remaining design and construction recommendations including keying, benching, processing and compaction of backfill soils remain the same and should be incorporated into the final designs and implemented during the construction phase as specified. We appreciate this opportunity to be of service to you again. Should any questions arise concerning this transmittal, please do not hesitate to contact this office. Reference to our Job #06-231-F will help to expedite our response to your inquiries. VINJE & MIDDLETON ENGINEERING, INC. 4R #46174 hdi S. Shariat �`' '�`� N'o.°16174 1 rn °C E.':p. 12 31,06 =' SMSS/jt ��9TF OF Distribution: Addressee (2) i;,rti Sowards & Brown Engineering Inc. Attn: Mr. Bob Sowards (2, fax) VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue•Escondido,California 92029-1229 •Phone(760)743-1214 s VIN E DLETON ENGINEERING INC. Q2450 Vineyard Avenue Job #06-231-F Escondido,California 92029-I229 � �,fib — '�` — r Phone(760)743-I2I4 Fax(760)739-0343 July 12, 2006 � I v �G Lively Development mpany Attention: Mr. Curtis Liv t:NU,,'-F1ytNC Kk'�IGES P.O. Box 1787 Cl-' 6F ofNCiN!t�s Escondido, California 92025 AMENDED SOIL DESIGN PARAMETERS AND GEOTECHNICAL DESIGN METHODOLOGY REVIEW, REAR RETAINING WALLS, 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA ` We understand that lateral earth pressures of site clayey soils will result in overly large wall designs; and considerations are given to improve backfill conditions by placing very good quality sandy to gravelly Class 2 base type materials within the active zone (projected 1:1 wedge from top of foundations to daylight). Wall foundations (and/or shear key) will also predominantly penetrate into the firm and cemented undisturbed formational rocks. Consequently, the following amended recommendations are appropriate and should be used in the final designs wherever, appropriate and applicable: 1. Design wet density of good quality sandy to gravelly (Class 2 base) backfill materials = 131 PCF. 2. Design angle of internal friction of good quality sandy to gravelly (Class 2 base) backfill materials = 38 degrees. 3. Design active pressure for good quality sandy to gravelly (Class 2 base) backfill materials=45 PCF (EFP), 2:1 sloping backfill condition, cantilever unrestrained wall. 4. Design active pressure for good quality sandy to gravelly (Class 2 base) backfill materials = 53 PCF (EFP), 1Y2:1 sloping backfill condition, cantilever unrestrained wall. 5. Design active pressure for good quality sandy to gravelly (Class 2 base) backfill materials = 67 PCF (EFP), 1'/4:1 sloping backfill condition, cantilever unrestrained wall. 6. Design passive resistance for undisturbed firm and cemented formational rock units = 346 PCF (EFP), level ground surface at the toe. Mr. Curtis Lively July 12, 2006 Page 2 The equivalent soil depth design approach used for determination of foundation shear key as presented on the design calculations are acceptable from a geotechnical viewpoint. 7. The net allowable foundation pressure = 2000 PSF (minimum 12 inches wide by 18 inches deep footings). The net allowable foundation pressure may be increased/by 20% for each additional depth and 15% for each additional width to a maximum of 5500 PSF, if needed. The allowable foundation pressures provided herein also applies to dead plus live loads and may be increased by one-third for wind and seismic loading. 8. Design coefficient of friction for concrete on undisturbed firm and cemented formational rocks = 0.33. Notes: - In the case of varying slope conditions, use an overall average (top to toe). - Active pressures for slope gradients between those given herein may be obtained by interpolations. All remaining design and construction recommendations including keying, benching, processing and compaction of backfill soils remain the same and should be incorporated into the final designs and implemented during the construction phase as specified. We appreciate this opportunity to be of service to you again. Should any questions arise concerning this transmittal, please do not hesitate to contact this office. Reference to our Job #06-231-F will help to expedite our response to your inquiries. VINJE & MIDDLETON ENGINEERING, INC. JJ Fps . ehdi S. Shariat w�i�Y �' �s R 46174 ys' _ w � N0.46174 'r rn SMSS/jt Exp. 12-31-06 s' `P�.q� Cl v l 1. IN- Distribution: Addressee (2) 0 GAOL Sowards & Brown Engineering Inc. Attn: Mr. Bob Sowards (2, fax) ViNJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue•Escondido,California 92029-I229•Phone(760)743-I2I4 t Y 9 O Geotechnical Evaluation -- Rear Retaining Walls 1019 Oldham Way Encinitas, California February 3, 2006 �.r Prepared For: LIVELY DEVELOPMENT COMPANY f Attention: Mr. Curtis Lively L" P.O. Box 1787 - Escondido, California 92025 L. Prepared By: VINJE & MIDDLETON ENGINEERING,INC. C_ 2450 Vineyard Avenue, Suite 102 Escondido, California 92029 L. Job #06-119-P WVINE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue Job #06-119-P Escondido,California 92029-1229 Phone(760)743-12I4 February 3, 2006 Fax(760)739-0343 Lively Development Company Attention: Mr. Curtis Lively P.O. Box 1787 Escondido, California 92025 GEOTECHNICAL EVALUATION, REAR RETAINING WALLS, 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA Pursuant to your request, Vinje and Middleton Engineering, Inc., has completed the enclosed Geotechnical Evaluation Report for the rear retaining walls at the above- referenced project site. The following report summarizes the results of our field investigation, including laboratory analyses and conclusions, and provides reconstruction recommendations for achieving stable conditions as understood. From a geotechnical engineering standpoint, it is our opinion that stable conditions can be established by wall reconstruction and backfilling methods provided the recommendations presented in this report are incorporated into the design and reconstruction of the subject areas. The conclusions and recommendations provided in this study are consistent with the indicated site geotechnical conditions and are intended to aid in preparation of final -- reconstruction plans and allow more accurate estimates of associated costs. If you have any questions or need clarification, please do not hesitate to contact this office. i Reference to our Job#06-119-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of-service to you. VINJE & MIDDLETON ENGINEERING, INC. MID6�� Dennis Middleton * O cEG 980 z CERTIFIED CEG #980 ENGINEERING A DM/jt N A/.3/la���Q OP CAUF� TABLE OF CONTENTS PAGE NO. I. INTRODUCTION . . . . . . '� . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 II. GEOTECHNICAL CONDIT IONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 A. Existing Embankments / Slope Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 B. Earth Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 - C. Laboratory Testing / �esults . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 III. CONCLUSIONS . . . . . . . II'� . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 IV. RECOMMENDATIONS . Ir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 V. GENERAL RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 - I VI. LIMITATIONS . . . . . . . . F . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 TABLE NO. - Soil.Type . . . . . . . . . . . . . . . h . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Grain Size Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Liquid Limit, Plastic Limt and Plasticity Index . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Maximum Dry Density and Optimum Moisture Content . . . . . . . . . . . . . . . . . . . . . 4 - Moisture-Density Tests . . . F . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Direct Shear Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 pH and Resistivity Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Sulfate Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Chloride Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Years to Perforation of Steelf Culverts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 -- PLATE NO. SitePlan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Test Pit Logs . . . . . . . . . . . . 'r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-3 Geologic Cross-Sections . . � . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . 4-5 Typical Reconstruction Map', . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 - Typical Reconstruction Det il . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Retaining Wall Drain Detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 I 1 GEOTECHNICAL EVALUATION REAR RETAINING WALLS 1019 OLDHAM WAY ENCINITAS, CALIFORNIA L INTRODUCTION Remodeling and rear yard redevelopment work is presently in construction at the above- referenced property. Construction areas of the rear yard are depicted on a Site Plan enclosed with this report as Plate 1. The property is an older graded parcel. The level rear yard is terminated by a graded slope that ascends nearly 30 feet onto an adjacent property above. Slope gradients range from nearly 1 Y2:1 (horizontal to vertical) to as steep as 1:1. Two parallel retaining walls (4 to 5 feet high) have recently been constructed within the lower reaches of the rear slope in order to enlarge the lower pad areas. A swimming pool has also recently been added nearby as shown. At your request, the purpose of this work was to evaluate the new retaining walls and their ability to support existing slope conditions. Our efforts were assisted by the excavation of 8 hand-dug test pits which exposed soil and foundation conditions associated with the - walls. The pits were logged by the undersigned who also retained soil samples for laboratory testing and supervised in-situ field density tests at selected soil horizons. Test pit locations are shown on Plate 1, and logs of the Test Pits are included with this report as Plates 2 and 3. Laboratory testing is tabulated in the following section. Based upon the above scope of work, recommendations for improvement and reconstruction are provided herein. The scope of this investigation is limited to the rear retaining wall areas as specifically delineated in this report. Other areas of the property and existing structures and improvements not investigated were beyond the scope of this report. 11. GEOTECHNICAL CONDITIONS A. Existing Embankments / Slope Stability Test pit exposures indicate that the rear slope is a cut-fill embankment that was graded in connection with the original site development and adjacent properties to the north . Cut surfaces occur in the eastern portions of the slope, while fill deposits were placed to construct finish embankment surfaces to the west as approximately mapped on the enclosed Plate 1. Slope gradients are over- steepened, however no indications of gross instability are in evidence at the site. Presently, wall back-cut excavations within the lower reaches of the embankment has created precarious conditions which can adversely impact slope stability, if not corrected. Existing walls also appear inadequate for rear slope retainment and - VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue•Escondido,California 92029-I229 •Phone(760)743-I2I4 GEOTECHNICAL EVALUATION PAGE 2 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 enhancing stability. Construction recommendations for an engineered lower wall and placement of compacted wall backfill with daylight filling of impacted areas at the base of slope are provided in the following sections to enhance overall gross slope stability. Reconstruction recommendations given herein, are also provided with the intent to alleviate potential adverse impacts of new construction works on nearby on-site structures. B. Earth Materials The east portion of the ascending slope exposes natural formational rocks which also underlie remaining areas of the property at depth. These units consist of dark colored claystone deposits that generally occur in a stiff and cemented condition. Horizontal bedding structure is poorly developed. The west portion of the slope is composed of compacted fill soils that support the upper property to the north. The fill consists chiefly of light colored clay-rich soil with included formational rock fragments. A section of natural colluvial soil is also exposed at the site and presently supports portions of the existing retaining walls. Site colluvium mantle the lower formational rocks and consists of clay-rich soil in a wet and soft condition. Details of site earth materials are given on the enclosed Test Pit Logs (Plates 2 and 3) and are additionally defined in a following section. The indicated subsurface relationship is depicted on Geologic Cross-Sections enclosed with this report as Plates 4 and 5. C. Laboratory Testing/ Results Earth deposits encountered in our exploratory test excavations were closely -- examined and sampled for laboratory testing. Based upon our test pits and field exposures, site soils have been grouped into the following soil types: TABLE 1 1 grey claystone (Formational Rock) 2 dark clayey sand to sandy clay(Colluvium) 3 1 Silty cla y with rock fragments Fill The following tests were conducted in support of this investigation: VINJE & MIDDLETON ENGINEERING, INC. - 2450 Vineyard Avenue-Escondido,California 92029-1229 -Phone(760)743-I2I4 i GEOTECHNICAL EVALUATION PAGE 3 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 1. Grain Size Analysis: Grain size analyses were performed on representative samples of site soils. The test results are presented in Table 2. TABLE 2 Sieve Sizer { s'w +/Z�� i #10 # #40 --- Location Soil Type Percent Passing TP-1 @ 1'/' 1 100 P9 98 g%0 95 u �r ` •: - TP-4 @ 1'/Z' 3 97 $ 92y 78 a Ty .,. TP-4 @ 4%' 2 100 99.,,. 98 92 83 x; 2. Liquid Limit. Plastic Limit and Plasticity Index: Liquid limit, plastic limit and plasticity index tests were performed on representative samples of on-site soils in accordance with ASTM D-4318. The test results are presented in Table 3. - TABLE 3 TP-1 @ 1 '/2 1 53 15 38 - TP-4 @ 1'/z 3 31 15 16 TP-4 2 4'/2' 2 34 19 15 3. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of representative project soils were determined in accordance with ASTM D-1557. The test results are presented in Table 4. TABLE 4 Sh x - � '`see# �, °'! .r.•, ,. ' �j���' � y, TP-4 @ 1'/'- 3 111.8 19.0 TP-4 a 4%' 2 125.0 11.5 VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue•Escondido,California 92029-I229-,Phone(760)743-I2I4 GEOTECHNICAL EVALUATION PAGE 4 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 4. Moisture-Density Tests: In-place dry density and moisture content of representative soil deposits beneath the site were determined from relatively undisturbed chunk samples using the water displacement.test method, and performing field in-place density tests utilizing 6-inch diameter sand-cone equipments in accordance with ASTM D-1556. The test results are presented in Table 5. TABLE 5 x f� TP-1 @ 1 MV 1 24.8 99.9 - - TP-2 @ 1' 1 30.1 96.6 - _ TP-2 @ 3%' 1 22.4 103.8 - - TP-3 @ 4'/2 1 21.9 93.6 - - TP-4 @ 1%2 3 22.0 96.9 111.8 86.7 TP-4 @ 4%' 2 16.3 104.6 125.0 83.7 TP-6 @ 1'/Z' 2 20.5 96.5 125.0 77.2 TP-6 @ 2'/�** 2 23.8 100.4 125.0 80.3 TP-7 @ 1' 3 22.9 97.9 111.8 87.6 TP-7 @ 4'** 2 26.6 94.8 125.0 75.8 TP-8 @ 2'** 2 27.4 94.7 125.0 75.8 * Designated as relative compaction for structural fills. ** Designates field sand-cone test per ASTM D-1556. Others are laboratory chunk density tests. Minimum required relative compaction for structural fill is 90% unless otherwise s ecified. S. Direct Shear Test: Direct shear tests were performed on representative samples of on-site soils. The prepared specimens were soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test results are presented in Table 6. - VINJE & MIDDLETON ENGINEERING, INC. * 2450 Vineyard Avenue-Escondido,California 92029-I229 -Phone(760)743-12I4 GEOTECHNICAL EVALUATION PAGE 5 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 TABLE 6 Wit 4�ngt�of Apparent e gat h � ch� fob UT TP-1 @ 1 W 1 remolded to 100%of in-place Yd&w% 123.2 19 726 TP-4 @ 4% 2 remolded to 100%of in-place Yd&w% 125.1 28 257 TP-7 @ 1' 1 3 1 remolded to 100%of in-place Yd &w% 119.5 23 832 6. pH and Resistivity Test: pH and resistivity of a representative sample of on- site soils was determined using "Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test Method (CTM) 643. The test result is presented in Table 7. _ TABLE 7 TP-4 @ 4'/' 2 185 6.6 7. Sulfate Test: One sulfate test was performed on a representative sample of Soil Type 2 in accordance with the California Test Method (CTM) 417. The test - result is presented in Table 8. TABLE 8 TP-4 @ 4%z' 2 0.017 _ 8. Chloride Test: A chloride test was performed on a representative sample of Soil Type 2,in accordance with the California Test Method (CTM) 422. The test result is presented in Table 9. TABLE 9 TP-4 4'/Z'` 2 0.059 VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue•Escondido,California 92029-I229•Phone(760)743-I2I4 GEOTECHNICAL EVALUATION PAGE 6 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 III. CONCLUSIONS Based upon the foregoing investigation, our observations and assessment of current geotechnical conditions, existing rear terraced retaining walls at the study site appear to be structurally inadequate for their indented purpose. Structural design calculations are not available and noted construction method lacks necessary engineering considerations. Geotechnical factors listed below were established during our investigation and will most influence rear yard improvements as planned: 1. Project walls are considered geotechnically inadequate from both design and construction points of view. The following primary defects are most apparent: Current wall heights in the upper terrace are not providing a full support for the near vertical back-cut excavated into the slope. Existing wall heights do not - match slope topography, and near vertical exposures remain above portions of the upper walls. Existing walls do not appear adequately sized to support lateral active pressures resulting from an ascending back slope above. In many cases, the upper terrace walls additionally surcharge the lower walls which do not appear suitably sized to support the added active surcharge loads. Existing wall constructions do not appear to have considered embankment support for enhancing stability and slope face drainage or erosion potential. 2. The existing walls should be demolished or dismantled as specified below. Based upon rear slope geometry, the construction of a larger, single wall with associated backfilling and daylight filling is considered the most cost-effective method of supporting the lower slope and providing the planned rear yard areas. 3. The project rear slope is a graded cut-fill embankment constructed during the original development and in connection of the upper neighboring property to the north. Hard to stiff claystone formational rocks underlie the eastern portions of the slope, while fills where placed to achieve final embankment surfaces to the west. Out-of-slope bedding or adverse geologic conditions which could impact overall stability were not noted. 4. Slope gradients are steeper than 2:1, however, gross geologic instability was not in evidence at the time of our field investigation. Current wall back-cut excavations and terracing have created precarious conditions which can impact slope stability if not corrected. Corrective measures should include reconstruction of the impacted VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue-Escondido,California 92029-1229-Phone(760)743-12I4 GEOTECHNICAL EVALUATION PAGE 7 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 slope areas using wall backfilling and daylight filling in connection with the construction of a larger wall at the toe which can also adequately retain the rear embankment as specified below. The upper wall may be broken and dismantled in- place as necessary to allow for proper backfilling of the new toe wall and daylight filling work. The new wall construction, backfilling and daylight filling recommended herein will also significantly enhance overall gross stability of the rear embankment. 5. On-site soils predominantly consist of poor quality medium to highly plastic clayey soils which are not suitable for site wall backfilis and daylight fill grading. Good quality sandy granular import soils should be considered to complete earthworks constructions as recommended in the following sections. 6. The formational rock units exposed in the eastern areas are hard to stiff deposits which can adequately support new wall constructions. However, colluvial deposits which underlie the western portions are soft to loose deposits requiring remedial foundation soils preparations as specified below. 7. Non-uniform bearing soil transition from undisturbed formational units to compacted fills should not be allowed at the bottom of wall foundation trench. Appropriate mitigation measures should be implemented to construct uniform bearing soil conditions under all wall foundations. IV. RECOMMENDATIONS The following recommendations are consistent with the indicated site conditions and should be incorporated into the new wall designs and reconstruction of rear slope in order to create a safe and stable embankment. Recommended procedures are also schematically illustrated on the enclosed Typical Reconstruction Map and Typical Construction Detail, Plates 6 and 7. The enclosed drawings are not civil/structural plans or surveyed maps and were prepared for the purpose of geotechnical presentations only. A qualified civil/structural consultant should be retained to prepare detailed construction drawings based on the recommendations of this report: 1. General: All backfilling, daylight fill grading and project constructions should be completed in accordance with the California Building Code, City of Encinitas Ordinances, the Standard Specifications for Public Works Construction and the requirements of the following sections wherever applicable. VINJE & MIDDLETON ENGINEERING, INC. • 24SO Vineyard Avenue-Escondido,California 92029-1229•Phone(760)743-1214 I GEOTECHNICAL EVALUATION PAGE 8 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 2. Demolitions and Clearing: The lower wall should be demolished and removed to accommodate the construction of a larger wall erected at the same locations. 1 The upper wall may be adequately broken or dismantled to allow for proper backfill and fill placement. All construction debris generated from wall demolitions, deleterious matter and unsuitable materials should be removed from the walls and new fill/backfill zone areas. Prepared ground should be inspected as approved by the project geotechnical engineer. 3. Existing Temporary Cut -back Slopes: Existing temporary back-cut slopes do not evidence any potential for gross.failures. All loose and unstable face debris should be knocked off, removed and cleaned up to expose unaffected deposits as 1 approved in the field. Added temporary back-cut slope excavations are also not anticipated, however, if any are planned, they should be completed as directed and k approved of the project geotechnical consultant. Project construction slopes ( should be protected from rain and irrigation water. Stockpiling the removed soils or construction materials atop the construction slope should also not be allowed. Deeper wall foundation trench excavations are also expected adjacent to the pool areas. Foundation excavations for the most part, likely expose competent formational rocks which typically perform adequately in temporary trench conditions. However, completing foundation trench excavations and construction in limited sections and using trench shield support may become necessary in the case unfavorable conditions are exposed as determined in the field by the project geotechnical consultant, and should be anticipated. The need for shoring of the site existing back-cut slopes are currently not indicated provided construction and earthworks are completed in a timely manner. Periodic inspections of the temporary back-cut should -be performed by the project geotechnical consultant. The need for flatter slope gradients, or shoring structures should be determined based on actual field conditions and may be anticipated. The contractor shall also obtain appropriate permits, as necessary, and conform to Cal-OSHA and local governing agencies' for a safe construction site and protection of the workmen. 4. New Wall Foundation Trenching and Bearing Soils Preparations: The majority of the new wall foundation trenching to the east will expose competent formational units. However, loose to soft colluvial deposits are expected at the bottom of 1 foundation trench to west which will require remedial bearing soil preparations. For this purpose, loose to soft soils encountered at the bottom of the foundation trench should be over-excavated to a minimum depth of 3 feet or competent formational units, whichever is less, and reconstructed to design grades as properly compacted fills. Excavated soils may be reused to complete foundation trench backfilling to i -- VINJE &MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue•Escondido,California 92029-I229•Phone(760)743-12I4 GEOTECHNICAL EVALUATION PAGE 9 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 the bott om of foundation level. On-site colluvial soils, however, are poor to marginal quality deposits which require added processing and moisture conditioning efforts in order to manufacture a suitable mixture for reuse as new compacted fills. As an option to remedial foundation soils preparations in the colluvial areas, deepened wall foundations which penetrated the upper soils and are adequately founded into the underlying formational units may be considered. Foundation bearing soil transition from undisturbed formational units to compacted fills should also not be permitted. Wall foundations should be uniformly supported on compacted fills or founded entirely on competent undisturbed formational units. The undisturbed formational bearing soils of the foundation trenches should be over-excavated to a sufficient depth to provide for a minimum of 12 inches of compacted till beneath the bottom of footing. Alternatively, foundation trenches in the colluvial soil areas may be sufficiently deepened and extended into the - underlying formational units. Foundation soils should be manufactured into a uniform mixture, moisture conditioned to slightly(2%to 3%) above the optimum moisture levels, placed in thin horizontal lifts and mechanically compacted to at least 90% of the corresponding laboratory maximum density value (per ASTM D-1557) unless otherwise specified. 5. Wall Foundation Depth, Adjacent Pool Excavations and Surcharging: New wall foundations should be at least 18 inches thick. Actual foundations and shear key dimensions,per structural design are based on soil design parameters given herein. Wall foundations should also not be allowed to surcharge the nearby pool shell structures, or pool excavations impact the adjacent wall foundations. For this purpose, portions of the wall foundation near the adjacent pool should be adequately deepened so that the bottom of pool shell is above a projected plane having a downward slope of 1-unit vertical to 2-units horizontal (50%) from a line 9 inches above the bottom edge of the wall footing as shown on the enclosed - Plates 6 and 7. 6. Wall Back Drainage: A back drainage system consisting of a minimum 4-inch diameter, Schedule 40 (SDR 35) perforated pipe, surrounded in a minimum of 3 cubic feet (minimum 12 inches wide by 36 inches high) per foot of 3%4-inch crushed rocks, wrapped in filter fabric (Mirafi 140-N), or Caltrans Class 2 permeable aggregate will be necessary behind the new retaining walls. Filter fabric can be eliminated if Caltrans Class 2 permeable material is used. The invert of the subdrain perforated pipe should be established at suitable elevations to ensure positive drainage into an approved drainage facility via a 4-inch diameter solid - VINJE & MIDDLETON ENGINEERING, INC. - 2450 Vineyard Avenue-Escondido,California 92029-I229-Phone(760)743-I2I4 GEOTECHNICAL EVALUATION PAGE 10 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 outlet pipe (SDR 35). The location of the proposed back drain should be inspected and approved by the project geotechnical consultant in the field. The wall back drain should be constructed in substantial accordance with the enclosed Plate 8. 7. Backfilling / Daylight Fill Grading: Site soils are predominantly poor quality medium to high plastic, moisture sensitive clay-rich deposits not suitable for reuse as new wall backfills or completing the recommended lower slope daylight grading. Good quality sandy granular import soils should be used for this purpose. Import soils should be clean non-corrosive sandy granular deposits (SM/SW)with very low expansion potential (100% passing 3/-inch sieve, more than 50% passing #4 sieve and less than 20% passing #200 sieve with expansion index less than 21). Import soils should be inspected, tested as necessary, and approved by the project geotechnical engineer prior to delivery to the site. The existing terraces and excavations behind the new walls should be thoroughly cleaned from any debris and loose materials. The upper terrace wall may be adequately broken, or satisfactorily dismantled in-place to allow for proper placement of new wall backfill and daylight fills, as directed and approved in the field. All debris, loose materials and existing expansive soil stockpiles should be removed from the construction areas and properly disposed of. Exposed temporary back-cut slope behind the walls should be properly benched out and the fills/wall backfills tightly keyed-in into the embankment as the earthworks construction progresses. A Reconstruct the lower slope by placing sandy import fills/backfills in thin, horizontal lifts which are tightly benched and keyed into the surrounding temporary construction slopes to achieve new daylight embankment surfaces at 2:1 or flatter slope gradients as conceptually illustrated on the enclosed Plates 6 and 7. Reconstructed lower embankment should be compacted to a minimum 90% out to the slope face. Backrolling and track-walking the completed slope, or over-building the slope and cutting back to design configurations is recommended. Field density tests should be performed to confirm adequate compaction levels within the slope -- face. 8. Surface Drainage Control: A well designed and constructed slope face drainage control is an important factor in the future stability and performance of the rear embankment. A minimum 2 feet wide drainage terrace should be incorporated into the lower slope reconstruction near the top where it daylights on the existing embankment, as shown on Plates 6 and 7. A minimum 18 inches wide concrete- lined drainage ditch should also be provided behind the top of the new retaining walls to disallow slope face saturation or overflow. Adequate drain inlets and area drains should be installed. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue•Escondido,California 92029-I229•Phone(760)743-I2I4 GEOTECHNICAL EVALUATION PAGE 11 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 The finished slope should be planted soon after completion of grading. Uncovered slope faces will be subject to excessive erosion and should not be permitted. Concentrated flow or saturation of the slope faces by excessive irrigation or uncontrolled runoff shall also not be allowed. Only the minimum amount of water to sustain vegetation life should be provided. 9. Engineering Inspections: All wall foundation trenching, backfilling and daylight filling including stability of the temporary back-cut slope, back drain installations, suitability of earth deposits used as compacted fills/backfill, and compaction procedures should be continuously inspected and tested by the project geotechnical consultant and presented in the final as-graded wall backfill compaction report. - Geotechnical engineering inspections shall include but not limited to the following: Temporary back-cut slope geologic inspection - After wall/debris removal and clean up but prior to initiation of actual construction works. Local and Cal- OSHA safety requirements for open excavations apply. Foundation trench inspection -After the wall foundation trench excavations but before steel placement. Fill/wall backfill inspection -After the fill/backfill placement is started but before the vertical height of fill/backfill exceeds 2 feet. There should be a minimum of one test for each 2 feet vertical gain within every 25 linear feet of fill/backfill unless otherwise approved by the project geotechnical consultant. Finish slope grade tests shall be required to confirm adequate slope face compaction. • Foundation bearing soils inspection - Prior to the placement of concrete for proper moisture and specified compaction levels. • Geotechnical foundation steel inspection - After the steel placement is - completed but before the scheduled concrete pour. • Wall back drain inspection - During the actual placement. All material shall conform to the project material specifications and approved by the project geotechnical engineer. VINJE & MIDDLETON ENGINEERING, INC. - 2450 Vineyard Avenue-Escondido,California 92029-I229-Phone(760)743-I2I4 GEOTECHNICAL EVALUATION PAGE 12 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 10. Soil Design Parameters The following soil design parameters are based upon tested representative samples of on-site earth deposits, expected engineering characteristics of the sandy granular import backfill soils, and overall gradients of the ascending slope above the walls. Import backfill soils should be tested to confirm engineering characteristic prior to actual placement: Design wet density = 125 pcf. Design angle of internal friction = 28 degrees. Design active soil pressure for retaining structures = 78 pcf (EFP), sloping backfill, cantilever, unrestrained walls. Design passive soil pressure for retaining structures = 242 pcf (EFP), level surface at the toe. Design coefficient of friction for concrete on soils = 0.22. Net allowable foundation pressure for competent on-site undisturbed bedrock (minimum 12 inches wide by 18 inches deep footings) = 2000 psf. Notes: Additional lateral active pressures from the nearby foundations and structural load surcharges, if any, should be considered by the project structural engineer. Use a minimum safety factor of 1.5 for walls overturning and sliding stability. However, because large movements must take place before maximum passive resistance can be developed, a safety factor of 2 may be considered for sliding -- stability where sensitive structures and improvements are planned near or on top of retaining walls. - When combining passive pressure and frictional resistance the passive component should be reduced by one-third. The net allowable foundation pressures provided herein were determined for footings having a ,minimum width of 12 inches and a minimum depth of 18 inches. These values may be increased by 20% for each additional depth and 10% for each additional width to a maximum 4500 psf; if needed. The allowable foundation pressures provided herein also applies to dead plus live loads and may be increased by one-third for wind and seismic loading. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue•Escondido;California 92029-I229 •Phone(760)743-I2i4 GEOTECHNICAL EVALUATION PAGE 13 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 V. GENERAL RECOMMENDATIONS 1. Adequate staking and construction control are critical factors in properly completing the recommended work. Construction control and staking should be provided by the project grading contractor or surveyor/civil engineer, and is beyond the geotechnical engineering services. Inadequate staking and/or lack of grading control may result in unnecessary or additional grading which will increase construction costs. 2. A qualified civil/structural engineer should be consulted to prepare accurate plans and construction details for the proposed new walls and associated daylight fill grading works. Final plans should reflect preliminary recommendations given in this report. Final plans may also be reviewed by the project geotechnical consultant for conformance with the requirements of the geotechnical investigation report outlined herein. More specific recommendations may be necessary and should be given when final grading and architectural/structural drawings are available. 3. Open or backfilled trenches parallel with a footing shall not be below a projected plane having a downward slope of 1-unit vertical to 2 units horizontal (50%) from a line 9 inches above the bottom edge of the footing, and not closer than 18 inches- form the face of such footing. - 4. Where pipes cross under-footings, the footings shall be specially designed. Pipe sleeves shall be provided where pipes cross through footings or footing walls, and sleeve clearances shall provide for possible footing settlement, but not less than 1-inch all around the pipe. 5. Foundations for all buildings, walls and structures,where the surface of the ground - slopes more,than 1-unit vertical in 10 units horizontal (10% slope) shall be level or shall be stepped so that both top and bottom of such foundations are level. Individual steps in continuous footings shall not exceed 18 inches in height and the slope of a series of such steps shall not exceed_ 1-unit vertical to 2 units horizontal (50%) unless otherwise specified. The steps shall be detailed on the structural drawings. The local effects due to the discontinuity of the steps shall also be considered in the design of foundations as appropriate and applicable. 6. A preconstruction meeting between representatives of the project geotechnical consultant, the property owner or planner, project civil/structural engineer and contractor, is recommended in order to discuss grading and details associated with the wall construction and slope repairs. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue•Escondido,California.92029-1229•Phone(760)743-1214 GEOTECHNICAL EVALUATION PAGE 14 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 VI. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from the review of pertinent reports and plans, subsurface exploratory excavations as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. Of necessity we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner/developer to ensure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage patterns. The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control.. This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative - development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. - This report is issued with the understanding that the owner or his representative is responsible to ensure that the information and recommendations are provided to the project arch itect/structural engineer so that they can be incorporated into the plans. - Necessary steps shall be taken to ensure that the project general contractor and subcontractors carry out such recommendations during construction. The project soils engineer should be provided the opportunity for a general review of the project final design plans and specifications in order to ensure that the recommendations provided in this report are properly interpreted and implemented. The project soils engineer should also be provided the opportunity to field verify the foundations prior the ViNiE & MIDDLETON ENGINEERING, INC. •2450 Vineyard Avenue•Escondido,California 92029-1229•Phone(760)743-1214 GEOTECHNICAL EVALUATION PAGE 15 1019 OLDHAM WAY, ENCINITAS, CALIFORNIA FEBRUARY 3, 2006 placing concrete. If the project soils engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations. Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #06-119-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. - `,SIRED G80 Mlp,0( GCe - Dennis Middleton a CEG ss0 0 * CERTIP-18D Z CEG #980 ENGINEERING IPA wv 0p OP CALIF No,yr h m - S. ehdi S. Shariat RC #46174 sT Civi\, 9TF OF Cy Sg�C.�AL C�cr Steven J. Melzer ��� ,3AY,yF0 CEG #2362 Qo�`� No.2362 a Co CERTIFIED 10 -4 * ENGINEERING DM/SMSS/SJM/'t CP GEOLOGIST :A Exp.5-31-07 Distribution: Addressee (5, fax) oF CAL�FO�� c:/jt/myfiles/addemsetc/06/06-119-P VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue•Escondido,California 92029-1229•Phone(760)743-1214 L 83 LOT POOL T TP-1 v- 0 _ o; LOT 77 SURFACE D AIN 4' TO DRIVEWAY o F} # I ADDITION I ; I EXISTING ' ' ' ! ! HOUSE ii N i F GARAGE I l +100 Scale; 1"20` EXISTING GARAGE SITE PLAN PLATE 1 1019 OLDHAM WAY, E NC I N ITAS Location of test pit S t Geologic cross-section line Existing walls lz�b TEST MT LOGS PLATE 2 TP—I . o — ° _FO V�A T/UNA L ROCk. Claystone. Grey CO OCGA/ierec/ in upper 6 i massive and dense below. Tp-2 FORMAT IONAL ROCK Claystone. Grey color. must colored Stains. Some hard concletions. /"lassive. Cemented. 3% -- TD. --3 so Tp-3 FORMATIONAL ROCK Claystone. Grey to tan color. White carbonate deposits below 3: 11orizonta/ bedd,"191 CPr77er7ted. FILL : ° S�lfiy clay W�fh roc K fra9 men is. COZZUIV/UM: O iZ f Szn, � Clay. - DarA 6rowr) , wIM rust - colored stains. Wet; soft __ Scale: 1`=4' 1 TEST-MT LOGS PLATE 3 Tp-g ° F09MATIOAIAZ ROCK C/aystone . Grey color cu tJ-) c✓h�te carbonate de�ooslts. Most, moderate/y hart/ Masslve- 2 ' , T Tp 0 LG COLLUVIUM: Clay. D2rK brown. Rust. colored _2�z stains. hoof lets . ' Moist, soft FILL.' T P— Clad, with rocK /fra9rnenfs. T/rill. . COLL UVl UM. SandJ. clay.` DarK brown, M0,15 t/ 9'`'� " TD_4 r TP-0 ° COL L UVI UM Sl!ty c/ay. DarK brown W I; wh ate ,Z Carbonate Spots. /")olst -5/ Pp. TD,-2 Scale: 1°4` n 0 o c / 20 I/ O - 10 0 FILL 10 Existing wall 0 '!COLLUV0UM 0 R 1 30 a a o err, 0 20 a RLL 10 10 Existing walls 0 D - ,- FOMUTIONAL T f PLATE 4 Scale: 1"-10' GGEOLOGIC CROSS-SECTION PLATE 5 30 E 10 10 Existing walls - 0 FORMA T0ON °+_L ROCK - I � Scaler 1`=10' Col%ct and dispose L 83 draiiay e ire appropriate ><aci/if \��° o0 EX1St1n? sip �°A LOT `-- 1'6-x;st1ny S/ope NeuJ 2:I Slope _ \. En/ar9eai Footing 1oer Structural Design INew wall {oofrnq f POOL Per .Structural IDesg* \' Collect .20d cl/soose ` drainage In --PProprrate facile y o; LOT 77 " SURFACE MAIN TO DRIVEWAY o ADDITION � W ► ; i� � i ';� ail � Z EXISTING I " I� HOUSE FF GARAGE O +100.16 SCale. 1"20' EXISTING GARAGE TYPOCAL 1ECONSTRUCTMN N p PLATE 6 SFT IX ,ONCEPTUAL AND SCHEMATIC ONLY, NOT A SURVEYED MAP d �c i P 20 � I j 10 acted Sdndy 6acK�// 0 Pew repot 2 courses zbove dra/n d/tch. 2'wide drainage ferrate -a 10 tuide /ch-i �j-�' W o ' / 2 �0 'L 30 remo /1/er� 8 wall - � is -9 0 = =�� Wall b-c/ 0 20 FILL I ° o . o rea K anJ relno ve c-xlstin9 wall' �— 10 UVIUS TYPIC AL CO STRUCTIGr sorbs report 0 CONCEPTUAL AND SCHEMATIC C > nf 740 Poo/ PLATE T des yn- RETAINING WALL DRAIN DETAIL Typical - no scale drains Granular, non-expansive backfill. Compacted. • " Waterproofing ' Filter Material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable Material Perforated drain pipe (see specifications below) :::......:... :�i >Ii .... Competent, approved soils or bedrock CONSTRUCTION SPECIFICATIONS: 1. Provide granular,non-expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90%of laboratory standard. 2. Provide back drainage for wall to prevent build-up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below. 3. Backdrain should consist of 4"diameter PVC pipe(Schedule 40 or equivalent)with perforations down. Drain to suitable outlet at minimum 1%. Provide%"- 1'/z"crushed gravel filter wrapped in filter fabric(Mirafi 140N or equivalent). Delete filter fabric wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90%of laboratory standard. 4. Seal back of wall with waterproofing in accordance with architects specifications. 5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2%flow away from wall is recommended. 'Use 1'/t cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC. PLATE 8 ►1j, MAY 2530 U DRAINAGE STUDY FOR JAMISON RESIDENCE RETAINING WALLS 1019 OLDHAM WAY APN: 254-551-02 OoiypFESS/�N9! 9 E` '7C rn . 6130/06 CM1. OF PREPARED BY: SOWARDS AND BROWN ENGINEERING, INC. CONSULTING ENGINEERS 2187 NEWCASTLE AVENUE, STE 103, CARDIFF, CA 92007 (760)436-8500 06-020 5/24/06 Joe 0to °'Z-C> L SOWARDS AND BROWN ENGINEERING $MEET NO. 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JOB 0& - 0s, 0 b v C_L-4- SOWARDS AND BROWN ENGINEERING SHEET NO. 4 OF 2187 Newcastle Ave., Suite 103 CALCULATED BY CA DATE CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE ...... ............................................. ........ ................ .............. ............. ................................................................ .............. ............. ....................................... ................. .......................... ........................ ............. .................. .............. ...... .......................................... ........................ ........... .......................... ............. .... ............. 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A.............. ......... ........................... 10 93.... ... .. . .............................. ... .. .......................... ............ ............................................................................ ........... ........... ...... ........ .......... .. ........ ............. ........................ . ....... ............... .......................... ................................ ........................................ .......... ........ af ............. ...................................................... .......... .......... ............ ... ......... ... ..... .......................... ............ . ........ ........ ............. .............. .............. .......... ............. ......................... ........................ ................. ........................... .............. ..... ............................. ........................ ................ ........... ...............i........................... .......... .............. ................................................. .................................... . ........ .................... .......... ........... ...... . ............ ......................................................... ..................... ....................... ............ ....... ...... 4. ................... ............. ............ .... ... ...... .............. .......................... .......................... ............ ........................................................................................... .......... ........... . ............... .............. ............4............ J .............. .......... ................. ............ ........... ................................................................... ............. ..... ...... ............ .... ............. ..................... ................................................ Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: LIVELY Comment: 6IN PVC Q1.0k Solve For Full Flow Capacity Given Input Data: Diameter. . . . . . . . . . 0.50 ft Slope. . . . . . . . . . . . . 0.0130 ft/ft Manning's n. . . . . . . 0.011 Discharge. . . . . . . . . 0.76 cfs Computed Results: Full Flow Capacity. . . . . 0.76 cfs . '15 c Fs b,K Full Flow Depth. .. . . . . . 0.50 ft Velocity. . . . . . . . . . 3.85 fps E fi n Flow Area. . . . . . . . . 0.20 sf v h F V Critical Depth. . . . 0.44 ft t y1N r Critical Slope. . . . 0.0119 ft/ft , G t v a, Percent Full. . . . . . 100.00 W Full Capacity. . . . . 0.76 cfs AMAX @.94D. . . . . . . . 0.81 cfs <----- Froude Number. . . . . FULL Open Channel Flow Module, Version 3.21 (c) 1990 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: LIVELY Comment: 6IN PVC @1.0W Solve For Full Flow Capacity Given Input Data: Diameter. . . . . . . . . . 0.50 ft Slope. . . . . . . . . . . . . 0.0100 ft/ft Manning's n. . . . . . . 0.011 Discharge. . . . . . . . . 0.66 cfs Computed Results: Full Flow Capacity. . . . . 0.66 cfs t ate, Full Flow Depth. . . . . . . . 0.50 ft Velocity. . . . . . . . . . 3.38 fps Flow Area. . . . . . . . . 0.20 sf Critical Depth. . . . 0.41 ft Critical Slope. . . . 0.0099 ft/ft Percent Full. . . . . . 100.00 % Full Capacity. . . . . 0.66 cfs QMAX @.94D. . . . . . . . 0.71 cfs iF Froude Number. . . . . FULL L) 5 l T-c VP S T fa E O M Fj A 5.1 Ng r4 � G� Open Channel Flow Module, Version 3.21 (c) 1990 w cd . 0 0 0 0 o x x 0 0 0 C7 a w a s a a c . o C d d G G G G C7 C7 C7 `° C7 zaao g ° 2 o o o 02- w ' w' w• �, y C7 d C7 C7 �. y, Ui, C p 0 0 a z n 0 co c c 0 w Cro p COi C G C w vii `c y y y n OW"p.7 cu w w g. �. g. coo c n r Co CD m h7 cn N A. W. ?�. ?y N W » p n `.�. G G z y .� �• �• cGo cAn r C w w' w' co a co M, °. y w ' �' a CD . (� n o o ; n o p p a 0 7y 7d 0 " — l7 C7 w CD w y O N CO w o' cs y A. CD r O G7 Zw ( C a C C C CD C �-�y Co co co cs cu co co co cu co n p C., p .y+ H ti m y ti � E2 y g N d a .d o a s CD 0 6 a 0 = 5 w'o w' m m' 'y ryry 6- r1. M O L P tGn vGi y , N J l� 0 W P A O p COL 0 � a ►�y G � w �' C �• � C7 C7 C7 C1 C C •v C C C � w C17 a0 8 aaaa0 0 W .0i w O r. O O O O O O O O O O C9 n Cpl N CC N N y H M M y Q. �+ y y y y y y y y y b CD H th ., _ �Oy CQ 00 00 a� U ? A w N N O w C) O O In O O to O lA O O lA O O i► b O C� G n Cp' f3. O O O O O O O O O O O O O O O �.• vOi DD 00 W 00 v J CT Lh In A �a W W N N a W O ON O� CT lh 00 CD _ Co w r0r� „O, ~' cco c• O O O O O O O O O O O O O O O O �. w G J A A O J v v 00 - C 00 p oo N to O N N W CD' w� R o - o co a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 00 00 ao v u C� in in .AA W () �. 3 A. 00 00 O O O� C C CD ti 'CD rn rn rC O O O O O O O O O O O O O O O O 00 00 00 00 b, rn U LA i� � w C7 w Co L J l.n LA N �O �D �-+ w O -Y N �,O San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect were the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T; values based on average C values for the Land Use Element are. also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a... ... detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION T, Element* DU/ .5% 1% 2% 3% 5% 100 Acre LM T. LM T. LM T. LM T; LM T; LM T; Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50. 1.1.3 70 10.5 85 9.2 .,100 8.8 100 7.4 .1.00 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95. 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50. 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 5Q 8.71 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65' 7.4 80 6.5 90 6.Q 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1" 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 18 95 3.4 100 2.7 N. Com 50 5.3 1 60 4.5 75 4.0 85 3.8 95 3.41 100 2.7 G. 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G 1 ! ✓ F r- t S -i 4p�:!_;sJj ! a tisa3 _. �• L "r. �L j -'t- ....•1 I � N r...+.,....-�7--fs1 I 7� Y-�--�t:".-:+'��-'-'� -��. �'�iti I �.�T F� � �t 1 .--i--T..}__-r--r _r,--r•.� I ..____ — � � r,� ..r_.. _�..«—x."I� r•• 'f.i i 1_� +�� _ __ -t �:-1. 4'�i,xf-'-'f ly 1 I � .C-T•--'-:ri_j_� 1 � i + i I_;�? t- •' .: 1 y / -' :. *iii- + }- 4t46!30- ' i -, .t-zt.r-•l :� , •f� r'4 F..r {" .-,i- ry -i-;:-.:.*:,�� '�_i: c•/--;-•� ..% i.. } ---i :. I , -•�i'R't'--i"_ j ! i_"�"` y ^Wt :.�:_ ' i�i-i:._.�.._,._ +J�r,a_v:, :� � 116 30' .. ._...... yt _ 7_ _'1- -•--I-.�-"�.�t _ _ { j - y -- +-;r .''rte-••t Y-i�sL t i t i }— ' I -71.6t4v^ r. �— -+ . _-4—4- .... t o t w � 0 FF i��..�y1j � F-�•1 0 O x lot CD s 3 a rn N O O O N O I O O H U m O Irl BASIN A2 (POST— AREA = 0.048 AC CA2 = 0.35 I1oo = 6.59 IN /HR Q1oo = 0.11 CFS APN. 254 - 551 -08 BASIN Al (POST DEV. AREA = 0.037 AC CAI = 0.35 I1oo = 6.59 IN /HR Q1oo = 0.09 CFS , ZPll APJV, 254- 56I-07 1 / 7f f lr 1 i /i f POST - DEVELOPMENT DRAINAGE MAP 1019 OLDHAM WAY TG 274.61 �k 4 272,60 " \. , sh. F C BASIN B PO T DEV AREA = 0.084 AC 0 f� �r CB= 0.48 �• �G�6ti6o� _ -- ��- lloo = 6.59 /N /HR a 31.5 6' PVC ®1 ;0% ti59• f f f Q1oo = 0.27 CFS % o, s C ,r /j I J af F \ 6 1 V G262�` f —1 s5 F� NG t -TA O& c \ I Q c *'l N _ -.1 ov 1 �s r / / c f PE� 6 tj, 0 / J PPC 10% 9 / 16.5 N6 � ®10� N00'05'41'E 13250' L--T APIV, 257-301 -•10 APAI, 254 - 361 -11 DOSIWG \ RESfDOff F.F. 2625 BASIN C (POST —DEV. ) AREA = 0.178 AC Cc= 0.56 hoo = 6.59 IN /HR QToo = 0.66 CFS 1 P 3 t ti EXISTING GARAGE p/° \ oor 25 �' APA 257- 351-08 APIV, 2541- 65I-03 SCALE. 1`10' BASINS A2 B 12"X121' OUTLET B( Woo = 0.38 CFS z • If I f C ®\ fR z b # P DMA '�/1fET Z I 255 QE�pIL 5 � .. � ti !� EAIS71NG IN µ DRIVEWAY N 1W ol �Fq� 0, S�ygl BASINS A 1 C L / Fv �o� 12 "x12" OUTLET BOX J-1' Qloo = 0.75 CFS ® / P��ey� � ,�•3\ 19 ppd�i F)�t Y sE/ � �Py A J 06 -020 5124106 SOWARDS & BROWN ENGINEERING CONSULTING ENGINEERS 2197 NEWCASTLE AVENUE SUITE 103 CARDIFF BY THE SEA, CA., 92007 TEL. 760/438-9500 FAX 760/936-8603