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1999-5984 G 4 VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 Phone (760) 743-1214 Fax (760) 739-0343 Job #99-261-F Mr. Michael Lyon 3260 West Fox Run Way San Diego, California 92111 August26,1999 AS-GRADED COMPACTION REPORT FOR PROPOSED SINGLE FAMILY RESIDENCE LOCATED OFF DUSTY TRAIL ROAD. CITY OF ENCINIT AS DRAWING #5984-G In accordance with the Grading Ordinance for the City of Encinitas, this as-graded compaction report has been prepared for the above referenced project. We have completed engineering observation and testing services in conjunction with the grading operations. This report summarizes the results of our tests and observations of the compacted .fills. The compacted fills in the subject areas was placed periodically from August 6, 1999 through August 19, 1999. Actual dates are shown on the enclosed compaction test result sheet. I. GRADING INFORMATION/GROUND PREPARATION Grading plans for this project were prepared by NASLAND Engineering. The following listed reports were reviewed by this office as part of this project: A "Preliminary Geotechnical Investigation Parcel B, Dusty Trail (AP.N. 264-222-40) Olivenhain, City of Encinitas" report, prepared by this office, dated January 1 0, 1999, Job #98-369-P. Prior to grading operations, the site in the immediate vicinity of the proposed building pad was cleared of vegetation. All questionable loose and compressible soils were also removed from the areas receiving fill. Adequate keys or benches were constructed a minimum of 2 feet into firm, undisturbed natural ground or formational soils prior to fill placement. As-Graded Compaction Report Dusty Trail Road, Encinitas August 26, 1999 Page 2 Through removal and recompact of the underlying soils and the placement of import soils, no cuUfill or daylight line exists within the house area. Site preparation and grading were conducted in substantial conformance with the Grading Ordinance for the City of Encinitas and our above listed preliminary geotechnical report. All inspections and testing were conducted under the observation of this office. In our opinion, all embankments and excavations were constructed in substantial conformance with the provided grading plan, and are acceptable for their intended use. II. FILL PLACEMENT Fill was placed in six to eight inch lifts and compacted by means of heavy construction equipment. Field density tests were performed in accordance with ASTM Method D-1556- 90 sand cone method as the fills were placed. The moisture content for each density sample was also determined. The approximate locations of the field density tests are shown on the attached drawing. The locations of the tests were placed to provide the best possible coverage. Areas of low compaction, as indicated by the field density tests, were brought to the attention of the contractor. These areas were re\tVOrked by the contractor and retested. The test locations and final test results are summarized on the compaction test result table. The results of our field density tests and laboratory testing indicate that the fills at the site were compacted to at least 90% of the corresponding maximum dry density at the tested locations. If the building pad should undergo any seasonal wetting and drying periods prior to construction, remedial grading could be required depending on the site soil characteristics. Depths of removal and recompact can best be determined just prior to construction by appropriate inspection and testing. III. APPROPRIATE LABORATORY TESTS A. Maximum Dry Density Optimum Moisture Tests: The maximum dry density and optimum moisture contents of the different soil types used as compacted fill were determined in accordance with ASTM Method D-1557 -91. B. Expansion Tests: Expansion tests were conducted per 1994 UBC Standard Procedure 18-2 on representative samples of the on site clayey soils during the preliminary investigative phase of the project. As the import soils used in the upper VINJE & MIDDLETON ENGINEERING. INC. 2450 Vineyard Avenue, #102. Escondida. California 92029-1229 . Phone (760) 743.1214 . Fax (760) 739-0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS As-Graded Compaction Report Dusty Trail Road, Encinitas August 26, 1999 Page 3 3 feet of the building pad area where visually classified as granular non expansive soils, no additional testing was conducted. C. Direct Shear Tests: A direct shear test was also performed on a representative sample of the on site "medium expansive" soils during the preliminary investigative phase of the project. No additional testing was conducted on the import soils as UBC minimums will be used to provide the allowable bearing capacity. IV. RECOMMENDATIONS The following minimum foundation recommendations for very low expansive import soils (Expansion Index less than 20) from our "Preliminary Geotechnical Investigation" report should be adhered to, incorporated into the foundation plans, and submitted to our office for review and approval prior to construction. A. Foundations and Slab-on-Grade. Monolithic Pour System 1. Continuous strip foundations should be a minimum of 12 inches wide by 12 inches deep, and 15 inches wide by 18 inches deep for one and two story structures respectively. Interior and exterior spread pad footings should be at least 24 inches by 24 inches wide and 12 inches deep, for one and two story structures. Minimum depths are measured from the lowest adjacent ground surface, not including the sand under the slab. Exterior continuous footings should enclose the entire building perimeter, to include the garage entryway. 2. Use two #4 reinforcing bars in all interior and exterior stud bearing wall footings. Place one bar 3 inches below the top of the footing, and one bar 3 inches above the bottom of the footing. Reinforcement for isolated square footings should be designed by the project structural engineer. 3. All interior slabs must be a minimum of 4 inches in thickness reinforced with #3 reinforcing bars spaced 18 inches on center each way, placed midheight in the slab. Use 4 inches of clean sand (SE 30 or greater) beneath all slabs. A six-mil plastic moisture barrier must be placed midheight in the sand. Provide re-entrant (:t270° corners) reinforcement for all interior slabs as generally shown on the enclosed "Isolation Joints and Re-Entrant Corner Reinforcement" detail. Re-entrant corners will depend on slab geometry and/or interior column locations. VINJE & MIDDLETON ENGINEERING. INC. 2450 Vineyard Avenue, #102. Escondida. California 92029.1229 . Phone (760) 743-1214 . Fax (760) 739-0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS As-Graded Compaction Report Dusty Trail Road, Encinitas August 26, 1999 Page 4 4. The minimum steel reinforcement provided herein is based on soil characteristics only, and is not intended to be in lieu of reinforcement necessary for structural considerations. 5. Provide contraction joints consisting of sawcuts spaced 10 feet on center each way within 24 hours of concrete pour for all interior slabs. The sawcuts must be a minimum of % inch in depth and must not exceed 1 X inch in depth or the reinforcing may be damaged. 6. All underground utility trenches beneath interior and exterior slabs should be compacted to a minimum of 90% of the maximum dry density of the soil. Care should be taken not to crush the utilities or pipes during the compaction of the trench backfi II. . 7. Exterior Flatwork and Driveways: a) Walkways, patios, etc. must be a minimum of 4 inches in thickness reinforced with 6x6/1 Ox1 0 welded wire mesh carefully placed two inches below the top of the slab. Provide contraction joints consisting of sawcuts spaced 10 feet on center (not to exceed 12 feet maximum) each way within 24 hours of concrete pour. The sawcuts must be a minimum of % inch in depth and must not exceed 1 X inch in depth or the reinforcing may be damaged. b) Concrete driveways and parking areas should consist of 5 inch thick concrete reinforced with #3 reinforcing bars spaced 18 inches on center each way or #4 reinforcing bars spaced 24 inches on center each way placed mid height in the slab. The concrete should be placed over 6 inches subgrade compacted to a minimum of 95% of ASTM 1557-91. Provide contraction joints consisting of sawcuts spaced 10 feet on center (not to exceed 12 feet maximum) each way within 24 hours of concrete pour. The depths of the sawcuts should be as described in Item #a) above. c) Asphalt concrete (AC) driveways and parking areas should consist of 3 inches AC over 6 inches Cal Trans Class II aggregate base compacted to a minimum of 95% over 12 inches subgrade compacted to a minimum of 95% of ASTM 1557-91. Unless requested, recommendations for a future swimming pool or spa were not included in this report. Prior to their construction this office should be contacted to update conditions and provide additional recommendations. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102. Escondida, California 92029.1229 . Phone (760) 743.1214 . Fax (760) 739-0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS As-Graded Compaction Report Dusty Trail Road, Encinitas August 26, 1999 Page 5 8. This office is to be notified to inspect or test the following prior to foundation concrete pours: a) Inspect the plumbing trenches beneath slabs after the pipes are laid and prior to backfilling. b) Test the plumbing trenches beneath slabs for minimum compaction requirements. c) Inspect the footing trenches for proper width, depth, reinforcing size and placement. Inspect the slabs for proper thickness, reinforcing size and placement, sand thickness and moisture barrier placement. 9. The following allowable foundation and lateral pressures may be used for design of foundations on certified soils for structures which have continuous footings having a load of less than 2,000 plf and isolated footings with loads of less than 50,000 Ibs. a) Per 1994 UBC Table #18-I-A an allowable bearing capacity of 1,500 psf for continuous and isolated footings may be used. The allowable soil bearing pressure provided herein is for dead plus live loads and may be increased by one-third for wind and seismic loading. b) The allowable soil bearing pressure provided herein was determined for footings having a minimum width of 12 inches and a minimum depth of 12 inches below the lowest adjacent ground surface. This value may be increased per Uniform Building Code for additional width and depth if needed. c) An allowable lateral bearing pressure of 150 psf per foot of depth may also be used for all structures except retaining walls. The lateral bearing earth pressure may be increased by the amount of the designated value for each additional foot of depth to a maximum of 1,500 psf. B. Retaining Walls. Lateral Load Parameters 1. As no retaining walls are planned for this project, appropriate testing was not conducted in order to provide recommendations. If walls are planned at a later date, appropriate testing and recommendations can be provided if requested. VINJE & MIDDLETON ENGINEERING. INC. 2450 Vineyard Avenue, #102. Escondida. California 92029-1229 . Phone (760) 743.1214 . Fax (760) 739-0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS As-Graded Compaction Report Dusty Trail Road, Encinitas August 26, 1999 Page 6 C. Setbacks 1. Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet or one-third of the slope height, whichever is greater (need not exceed 40 feet maximum) between the bottom edge of the footing and face of slope. 2. The outer edge of all slopes experience "down slope creep", which may cause distress to structures. If any structures including buildings, patios, sidewalks, swimming pools, spas etc, are placed within the setback, FURTHER RECOMMENDATIONS WILL BE REQUIRED. **A COpy OF THIS REPORT MUST BE PROVIDED TO THE PROJECT ARCHITECT/STRUCTURAL ENGINEER TO ENSURE THE THE ABOVE FOUNDATION RECOMMENDATIONS ARE INCLUDED IN APPROPRIATE PLANS** The concrete reinforcement recommendations provided herein should not be considered to preclude the development of shrinkage related cracks, etc.; rather, these recommendations are intended to minimize this potential. If shrinkage cracks do develop, as is expected from concrete, reinforcements tend to limit the propagation of these features. These recommendations are believed to be reasonable and in keeping with the local standards of construction practice. Special attention should be given to any "re-entrant" corners (:1:270 degree corners) and curing practices during and after concrete pour in order to further minimize shrinkage cracks. D. Slopes All slopes should be landscaped with types of plants and planting that do not require excessive irrigation. Excess watering of slopes should be avoided. Slopes left unplanted will be subject to eròsion. The irrigation system should be installed in accordance with the governing agencies. Water should not be allowed to flow over the slopes in an uncontrolled manner. Until landscaping is fully established, plastic sheeting should be kept accessible to protect the slopes from periods of prolonged and/or heavy rainfall. Berms should be constructed along the top edges of all fill slopes. In no case should water be allowed to pond or flow over slopes. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102. Escondida, California 92029-1229 . Phone (760) 743.1214 . Fax (760) 739.0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS As-Graded Compaction Report Dusty Trail Road, Encinitas August 26, 1999 Page 7 Brow ditches should be constructed along the top of all cut slopes sufficient to guide runoff away from the building site and adjacent fill slopes prior to the project being completed. E. Drainage The owner/developer is responsible to insure adequate measures are taken to properly finish grade the building pad after the structures and other improvements are in place so that the drainage waters from the improved site and adjacent properties are directed away from proposed structures in accordance with the designed drainage patterns shown on the approved plans. A minimum of t\tVO percent gradient should be maintained away from all foundations. Roof gutters and do\lVl1spouts should be installed on the building, all discharge from do\lVl1spouts should be led away from the foundations and slab to a suitable location. Installation of area drains in the yards should also be considered. Planter areas adjacent to foundations should be provided with damp/water proofing, using an impermeable liner against the footings, and a subdrainage system within the planter area. It should be noted that shallow groundwater conditions may still develop in areas where no such conditions existed prior to site development. This can be contributed to by substantial increases of surface water infiltration resulting from landscape irrigation which was not present before the development of the site. It is almost impossible to absolutely prevent the possibility of shallow groundwater on the entire site. Therefore, we recommend that shallow groundwater conditions be remedied if and when they develop. The property owner should be made aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as over irrigation and variations in seasonal rainfall, all affect subsurface moisture conditions, which in turn affect structural performance. V. GENERAL INFORMATION It should be noted that the characteristics of as-compacted fill may change due to post- construction changes from cycles of drying and wetting, water infiltration, applied loads, VlNJE & MIDDLETON ENGlNEERlNG, lNC. 2450 Vineyard Avenue, #102. Escondida, California 92029.1229 . Phone (760) 743-1214 . Fax (760) 739-0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING HNIRONMENTAL INVESTIGATIONS As-Graded Compaction Report Dusty Trail Road, Encinitas August 26, 1999 Page 8 environmental changes, etc. These changes can cause detrimental changes in the fill characteristics such as in strength behavior, compressibility behavior, volume change behavior, permeability, etc. The owner/developer should be made aware of the possibility of shrinkage cracks in concrete and stucco materials. The American Concrete Institute indicates that most concrete shrinks about '/8 inch in 20 feet. Separation between construction and cold joints should also be expected. The amount of shrinkage related cracks that occur in concrete slab-on-grades, flatwork and driveways depend on many factors, the most important of which is the amount of water in the concrete mix. The purpose .of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum, the following should be considered: A. Use the stiffest mix that can be handled and consolidated satisfactorily. B. Use the largest maximum size of aggregate that is practical, for example concrete made with 3/8 inch maximum size aggregate usually requires about 40 pounds (nearly 5 gallons) more water per cubic yard than concrete with 1 inch aggregate. C. Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. This office is to be notified no later than 2 p.m. on the day before any of the following operations begin to schedule appropriate testing and/or inspections. A. Fill placed under any conditions 12 inches or more in depth, to include: 1. Building pads. 2. Street improvements, sidewalks, curbs and gutters. 3. Utility trench backfills. VINJE & MIDDLETON ENGINEERING. INC. 2450 Vineyard Avenue, #102. Escondida, California 92029.1229 . Phone (760) 743-1214 . Fax (760) 739-0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS As-Graded Compaction Report Dusty Trail Road, Encinitas August 26, 1999 Page 9 4. Retaining wall backfills. 5. The spreading or placement of soil obtained from any excavation (footing or pool, etc.). B. Inspection and testing of subgrade and basegrade beneath driveways, patios, sidewalks, etc., prior to placement of pavement or concrete. C. Moisture testing. D. Foundation inspections. E. Any operation not included herein which requires our testing, observation, or inspection for certification to the appropriate agencies. VI. LIMITATIONS Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed periodically from August 6, 1999 through August 19, 1999. The conclusions contained herein have been based upon our observations and testing as noted. No representations are made as to the quality or extent of materials not observed and tested. The attached drawing details the approximate locations of cuts, fills, and locations of the density tests taken and is applicable to the site at the time this report was prepared. This report should be considered valid for permit purposes for a period of six months and is subject to review by our firm following that time. IF ANY CHANGES ARE MADE, PAD SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL BECOME INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME NECESSARY. If you have any questions or need clarification, please contact this office at your convenience. Reference to our Job #99-261-F will help to expedite our response to your inquiries. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue. #102. Escondida. California 92029-1229 . Phone (760) 743.1214 . Fax (760) 739.0343 GEOTECHNICAL INVESTlGATIO:-lS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS As-Graded Compaction Report Dusty Trail Road, Encinitas August 26, 1999 Page 10 We appreciate this opportunity to be of service to you. RMV/MS/mpr ! t ~- Distribution: Addressee (6) mpr\fillcont\99-261-f.ag1 , GEOTECHNICAL 1:-"VESTlGATIO:-JS GRADING SUPERVISION VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue. #102. Escondida. California 92029.1229 . Phone (760) 743-1214 . Fax (760) 739.0343 ENVIRONMENTAL INVESTIGATIONS PERC TESTING JOB NO: 99-261-F NAME: Mr. Michael Lyon LOCATION: Dusty Trail Road Field Density Tests Results: Pad Construction 08/06 1 House pad, Northern fill slope, Eastern half 367 24.8 95.8 115.1 83.2 Failure, bot. of keyway @ 365 ft 08/06 2 House pad, Northern fill slope, Eastern half 367 19.0 104.0 115.1 90.4 Retest of #1 08/06 3 House pad, Northern fill slope, Eastern half 369 18.9 102.5 110.2 93.0 08/09 4 House pad, Northern fill slope, Western half 367 17.6 106.9 115.1 92.9 I Bottom of keyway @ 365 ft 08/09 5 House pad, Northern fill slope, Western half 369 19.7 103.6 115.1 90.0 08/10 6 House pad, Northern fill slope 371 24.0 99.2 110.2 90.0 08/10 7 House pad, Northern fill slope 372.5 19.0 102.3 110.2 92.8 08/11 8 House pad, Eastern transitional area of pad 371 21.2 104.0 110.2 94.4 I Bottom of undercut @ 369 ft 08/12 9 House pad, Northern fill slope 373 17.6 105.7 151.1 91.8 08/13 10 House pad, Western transitional area of pad 373 16.3 107.7 115.1 93.6 I Bottom of undercut @ 371 ft 08/13 11 House pad, Northern fill slope 375 16.4 103.6 115.1 90.0 08/16 12 House pad, Southern area of pad 376.5 6.4 116.4 125.6 92.7 Nonexpansive import material #1 08/16 13 House pad, Northern area of pad 377 8.7 120.9 125.6 96.3 Nonexpansive import material #1 08/18 14 House pad, Western area of pad 379/FG 7.0 130.2 136.2 95.6 Nonexpansive import material #2 08/18 15 House pad, Eastern area of pad 379/FG 7.5 131.6 136.2 96.6 Nonexpansive import material #2 08/19 16 Driveway, sta. 12+50 377/FG 5.3 130.6 136.2 95.9 Bottom of undercut @ 376 ft 08/19 17 Drivewav, sta. 10+60 386/FG 6.3 123.0 136.2 90.3 Bottom of undercut ~ 385 ft Bot = Bottom FG = Finish Grade Sta = Stationing CBM\grading\pads\OO-261-F .tr1 RETAINING WALL DRAIN DETAIL Typical - no scale ,,--// n--<' .. . . , . '.'. ';~.. . .,.- '. ... . . '. . . . "N° """. ~- Waterproofing Perforated drain pipe Filter Material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable Material (see specifications below) .:::::.:.::......:.:.::::::.:::::::::.::::::.:::::::.;::.;::.::::::::.;::::::::::::::::.::: : i ~f,~~lJ~':A'~.~~}.~:i::I:.¡. ..¡öîu1£~b_:¡::i:~.:¡:::¡::ii¡.:..::::'::.::::::..:::....... .!~;.Lj:¡:.;.;;;¡.:¡:¡¡::..¡...:¡:.@:~~JÑ.:.:.::. ..~i8nn::n:.::::::::::::::.nn:..:'::::.~iOö:',..: :.H(i;.4:..:......n.::'.:::.:..:....::.{2~/H,: :¡~~J~â.:..::,.::...::::i:::i..i..:.:.'..::..:¡~~~...:..:.. ..N'ôl'so ::nn:n.{.nn{n::{{:n:{:..Q~i:::...... ::Nôi:;iöö...'..':':::::'::::::::.'.::..::..nUß:';3...: ..... ............. .. .......... .... . ........ . . . ...... ..........."........................... ... .... .'..9~9Â:E~4~y~I~~tt7s,. . ....... ....... ............ ....... 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 minim u m 1 %. Provide W - 1 W 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 architecfs 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 ~ cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC. ".;i .0 . PLATE 11 . ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT (a) RE-ENTRANT CORNER--- REINFORCEMENT NO.4 BARS PLACED 1.5" BELOW TOP OF SLAB NOTES: Typical - no scale (b) ISOLATION JOINTS CONTRACTION (c) RE-ENTRANT CORNER CRACK 1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACI). 2. In order to control cracking at the re-entrant corners (:t270° corners), provide reinforcement as shown in (c). 3. Re-entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineerin:g and construction factors. VINJE & MIDDLETON ENGINEERING, INC. PLATE 12 f JOB NO: 99-261-F NAME: Mr. Michael Lyon LOCATION: Dusty Trail Road, Olivenhain LABORATORY COMPACTION TEST RESULTS: Soil Type 1: Soil Type 2: Soil Type 3: Soil Type 4: Brown Silty Clay ** Maximum Dry Density: 115.1 pcf Optimum Moisture: 15.5% Olive Green to Pale Gray Siltstone/Claystone ** Maximum Dry Density: 110.2 pcf Optimum Moisture: 18.6% Tan to Light Brown Silty Sand (import) Maximum Dry Density: 125.6 pcf Optimum Moisture: 11.3% Brown Silty Sand, Decomposed Granite (import) Maximum Dry Density: 136.2 pet Optimum Moisture: 7.6% ** From our Preliminary Geotechnical Investigation Report, dated Jan. 10, 1999. CBM\gradinglpads\99-261-F .p11 (' " 8 8 City ð.fGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering , RE: Tract 18660 (TPM) Boundary Adjustment 94-034 Grading Permit 5984Gl {3126 Dusty Tr/Lyon, Michael & Ka ren} A.P.N.264-222-40 Final release of security ~ ~ -¡¡~ ;:J/~ b¡ ~ //,~ up ?-Z7-0? ~ ~ ~ -/tJ ðJ~ ~. July 26, 2001 Wells Fargo Bank 262 North El Camino Real Encinitas, CA 92024 Final release of security Permit 5984GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. Final, acceptance, and warranty inspections have all been completed to the satisfaction of the Field Operations Division. Therefore, release of the remainder of the security deposit is merited. Certificate of Deposit Account 1946049350-000, in the amount of $7568.00, has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. The document original is enclosed. Should you have any questions or concerns, please contact Steve Vargo at (760) 633- 2770 ext. 2808 or in writing, attention the Engineering Department. Sincerely, /111. M 1- Masih Maher Senior Civil Engineer Subdivision Engineering ..-". (- /'¡ . / ( \. . /.-./ .. I."... '. \ ..', / ") oj ./:"/ I / ,; I ( ,'--;-/ 1,/ ll:~5 - /1. Y.---t~. '/'~ -' .:,-. ~. r~sfie Suelter Financial Services Manager Financial Services Cc; Leslie Suelter, Financial Services TEL ~hrJ-h33-2(,llíI fAX -(,o-('.'Ì3-!(,D ')Ii~ S Vulull A\l'tlue. Ellulliu\. (;1Iilmlll;¡ 9202¡...,r,3.) TD[) 7(Í1i-(>33-TOO aa-. ~~ recycled paper 41\ 8 8 [CITY OF ENCINITASJ HI SCE1.IMf EO tJ SASSI GHM!N'1' /tl,c.h,,~1 , hereinafter called ASSIGNOR, whose ad~... i. - U . ,""';. h YO"'" CJ,tf- 91--/1/ , doe. here1>y a..1911, and .et Over to CITY OF ENCIHIT. , heret after callel:! A.SSIGHD, all dght, tlUe, and inter..t of what.va natu;8, of ~'iq~r, in and to the inl¥red account of a.aiqnor in the 't!iI rÇ[.r. . -þd-Pt , eVidenced by an account in the 8JIOunt 0 numbered q 4 ' '-I 3.:--0 -c~o, Which :11 delivered to the a..i ee he=ew1th. Aadgnor aqrees that h1a assignment carr~e. with 1t the right in the insurance of the account by the FeQer.~ Savinqa and ~n Insurance Corporation, and include. and gives. the r1g'ht ~ -.ignee to reQean, collect, and w1thd.nw the full amount of such account at any time WI'l'HOUT NOTICE '1'0 .ASSIGNOR. A481gnor hereby notifies :::!e¡¡. f;1(1'f«ílII!;.f1 ~ ;g GeM h-fjf this assignment. 1-7 day or ~/7 ~ Aslignor's S nature Dated this --------------------------------------------.--------------------------------- RECEIPT FOR NOTICE: OF ASSIG!OœN'1' b'ceìpt is hereby aebowledged to assignee of written notice of the ...ic¡mlll8D.t to a.signee of -ch.. account .identified above, We have noted in our recorda the ...ign.e's interest in said account .s shown by the above ".i9JUll8nt and have retained a copy of this document, We certify that we have received no !lotice of any 11en, encumb.=ance, hold, claim, or ob11qation of the eJ::Iove-identif'1ed account prioJ: to the assignment to the .assignee. We agree to make payment to assignee upon request in-accordance with the laws applicable to thi. bank. d J . Dated thill ,;(s' day Of'.ÅJ ~ 19:fL. ~ Bys ( -~ ¡1 a~~/L:A- if ~) 6Ud~~~' Signature and Title ----------------------------------------------------------.------------------- REal n FOR SECURITY Receipt is acknowledged of tne above assignment and the account identified in the above assignment. Dated thia day ot , 19_, CITY OF ENCINI~, By; Auignee. (A8.ignee or Authorized Officer) ------------------------------------------------------------------------------ NOTICE OF CANCELLATION The above assignment i. hereby canceled, and the security thereunder i. hereby released. By: , 19_, , Assiqnee. m154O7 8 8 .~ ~~~t. 1946049350-000 WELLS FARGO BANK ~ :YJ~~ Q?~ t/ ~~6 Office [. f\ C, Y\ i .tCtS Date "7/;).5' /qq Amount $ .~S<a 8 Payable to C- \ +y 0 r E. (\ c.ì n ,;+Q,5 , Received from KG'.TI! n l~ 0 í\ '\- M I (;~,,- J ~() ì' Renewal term qc J({~S (3 "'Ct1~hd Maturity date I .-;).~,-q '1 Interest rate 4. 0 G % Annual percentage yield 4. oCr % Interest will be computed on a 360 day year basis. Interest will be paid Ct., ~ and [Qcredited to account number Iq 4 (QD't q .~ $'c. 0 (:Ie. or D paid by check. ~ This certificate is non-transferable. Presentation of the original certificate, signed by the payee, is required to withdraw funds. If the deposit is withdrawn before maturity, there may be an early withdrawal fee. At maturity, this deposit will automatically renew. The terms of the certificate, including the interest rate and annuai percentage yield, are subject to change on the maturity date. Please refer to the Disclosure Statement for additional information abo~ acc~~nt. 1 q~ ~ Bank Representative's Signature ~ \.4 . "(~ PAVE OP ~ Member FDIC .~ City ð.fGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering July 26, 2001 Wells Fargo Bank 262 North EI Camino Real Encinitas, CA 92024 RE: Tract 18660 (TPM) Boundary Adjustment 94-034 Grading Penn it 5984GI {3126 Dusty Tr/Lyon, Michael & Karen} A.P.N. 264-222-40 Final release of security Final release of security Permit 5984GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. Final, acceptance, and waITanty inspections have all been completed to the satisfaction of the Field Operations Division. Therefore, release of the remainder of the security deposit is merited. Certificate of Deposit Account 1946049350-000, in the amount of $7568.00, has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. The document original is enclosed. Should you have any questions or concerns, please contact Steve Vargo at (760) 633- 2770 ext. 2808 or in writing, attention the Engineering Department. Sincerely, /1j1. M 1- ,~,... Masih Maher Senior Civil Engineer Subdivision Engineering ( //ì .. If \ -- /,-1 1,( .~,,\.7 ...\ ,'. II 'X'!'/' // .¡ I :'-<;.t /' /..,..,;"5 II,,!. I. ('. , "C*c..~ ).I"'~'~.'~'~ ....,'. . 'L~sfie Suelter .- Financial Services Manager Financial Services Cc; Leslie Sue Iter, Financial Services TEL 'h(¡.(,552(¡IJ() FAX ~6()-655-2(¡27 SOS S Vulcill Avenue. JOnell11!;L'. (;II,tOII1!;I 9202.¡.Y;33 Tnj) 760.(,35.DOO oa: ~~ recycled paper [CITY OF ENCINI'l'AS] MISCELIMfEOtJS ASSIQHM!N'1' !tl,c.h"t':'! ..... 4rt!:Þf . hereinafter called ASSIGNOR. who.. addres. 18 - U . . ~"): n V"" C1f- t:'/Þ/I/ , doe. hereby a..1;n. and .et over to CITY or J!:NCIHIT , heret atter called ~SIGKEJ:, ell dght, t1Ue, and interest of what.v* ~atu~, of ~'ig~rl in and to the in'~red account of a.aiqnor in the 'eft f-PtY: . t:J,¡J(.H I eVidenced. by an account in the 8JIOunt 0 numbered q 4 .()'-I 3:--0 -cco, wh1ch 11 delivered to the aui ee herewith. Aadqnor agrees that hia ...ignment C&rr~e. with 1t the right in the insurance of the account by the Federal. Saving. and Loan Insurance Ccr'pO:ation, and include. and ¡j.ves.the r1g'h~ ~ ...ignee to rec1eem, collect, and wi thciraw the full amount of such account at any ~i.IM WITHOUT NOTtCE TO ASSIGNOR. ~eignoz: hereby notifies ::};¡¡ t11(~;...(> ~ ;g Gt.:/rl h9f this assignment. ea.... "'1.8 V? day of ..;;J;{ 7 ~ Assignor's S nature -------------------------------------------------------------~---------------- RECEIPT !'OR NOTICE OF ASSIGHMEN'r . J\e.ceìpt is hereby aebowledged to aasi;nee Qf written notice of the ...1.c¡mMn~ to ..signee of ~~. account ident1.fied above. We have noted in our recorda the a..ign.e'a interest in said ac~ourit .s shown by the ~ove ".i~t and have retained a copy of this document. We certify that we have rec:eived no notice of any lien, encumb:ance, hold, claim, or obligation of 1:he eÐcve-ident1:fied account prior to the assignment to the ..881911'" We agree to make payment to .ssignee ~pon request in-accordance with the laws applicable to tIú.. bank. d J . Dated th1l ;(S' day of 'ÅI~ 19:!L. /) Bys ( -~ jÎ a~~fL:Æ- i '-.-) ~-1~~. Signature and Title ------------------------------------------------------------------------------ 1U:CEI?T FOR SECURITY Receipt is acknowledged of the above assignment and ~ne account identified in the above assignment. Dated thi. day ot , 19_. CITY OF ENCINITAS, By: Au1qnee. (Aasignee or Authorized Officer) ------------------------------------------------------------------------------ JlOTICE OF CANctLLA.'l'ION The above assignment 1s hereby canceled, and the security thereunder 1. hereby rele..ed. ,19- , Assignee. 8y: mlSIO7 WELLS FARGO BANK ~ fYJ~£J.JL: cg~ !/ 2Jp~ ~~~t. 1946049350-000 Office E f\C\'" i .+cU; Date -1125' /qq Amount $ -J,5nf.tt 8 Payable to C- \ +y erE" c.î n ;+Q,S . Received from KG:1'e' n l 0 ,,\ + l r'\ Renewal term qc J(~~~ t?7I'1'\().1~hs) Maturity date I .-,26:.,-Q'J Interest rate 4. 0 G % Annual percentage yield 4. 0(,> % Interest will be computed on a 360 day year basis. Interest will be paid Ct\ ~ and [iJcredited to account number ¡q 4 (c¡C'í q 3 Ç'c 0 (Ie. or 0 paid by check. ~ This certificate is non-transferable. Presentation of the original certificate. signed by the payee, is required to withdraw funds. If the deposit is withdrawn before maturity, there may be an early withdrawal fee. At maturity, this deposit will automatically renew. The terms of the certificate, including the interest rate and annual percentage yield, are subject to change on the maturity date. Please refer to the Disciosure Statement for additional information abouQ acc~unt. 1 e~ ~ Bank Representative's Signature ¿7kA~ ' .I~ PAVE OP ~ ,"P Member FDIC ., "" HYDROLOGY STUDY AND HYDRAULIC ANALYSIS FOR LYON'S RESIDENCE ENCINIT AS, CALIFORNIA APN 264-222-40 5984-G ~ \ì@ \ì ~ 'ìfl \fT.'~.;.! ~ . \i \' JUL 2. () \999 \'i':': - 'EER\~~C SEfW\CFS ENGIN.. r r.,(-"'.\..\v.,.~.) ~-~-,.._,.,_. Prepared by: N as land Engineering 4740 Ruffner Street San Diego, Ca. 92111 (619) 292-7770 Job no. 199-025.1 .. . """'" ............ ......... ......... ~~~ """'" 000 ",,00 -N -N<I' <1'<1'<1' --- ~~~ NNN @ t-tYDKOLc:::bY - LYow "R~IDSf\JCE BAsIi'J A,.. A \: l.sS" ~c:..rGS c... ::. c> . 4 S- L= 7oS-' o~\~ , - « ..1 or tt¡£. oJ A~ \ ." ,J , . ~~J~ '1 ( ~\-\ -- £\DL- 3'ìD .;; Š L- 10 ('Y\:"". =- I Lf. 2-<;; i"Vl;,"",~c:::'.s ::I.:",.o := 3.'8 ,'y¡ .,. q~ c..:r:A == {ö \-r::;-) L ó.8; ^/\,..;.)( \. :s5" c.C-Ý~~) = 2.3,1 c.+s QIOO = 2.3 \ c..f BAs.¡ t\J A. %.. : A ~ = 4. 71 c.~4!:'s. c:. = D.«-t~ ( è.\-\ -- A()I)- s'lO. 5 -: 2~, 5 T ~ =- '-t. 7S ¡,-.....,;....., + I D~;",- = 14.7S- ¡..y,;hu.+e:5 .:c ~:- 3..7S" "ÝL..r- . /'. q :o..c:r:~ = (D,L.\S"j (~.{S i~~) ('1 .77 ~~r.es.) = 8 .DS c.t5 Q,...o = B .bS (::.:~s " - . t 0' RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Coefficient. C Soil Group {11 Land Use A' § ,Ç D Residential: Single Family .40 .45 .50 .55 .45 .50 .60 .70 .45 .50 .55 .65 .30 .35 .40 @ Multi-Units Mobile Homes Rural (lots greater than 1/2 acre) Commercial (2) 80% Impervious .70 .75 .80 ,85 Industrial (2) 90% Impervious .80 .85 .90 .95 NOTES: (1) Soil Group maps are available at the offices of the Department of Public Works. (21 I Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be reyised by , multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% ,o'""r 0-' Revised C = 50 x 0.85 = 0.53 80 . APPENDIX IX Updated 4/93 t . t " H F~~I 5"000 4tJ¿)0 3000 2ð¿)¿) 3ðO 2 tJ() lOt) EGL1¿? TI ON Tc. (II.~L J~ .385 lë = ;;m~ 01' Co/7c~/7lra.fio/7 L ~ L~n911J 0/ wa/~r.sh~d II r LJi/.fP~r~/7ce in ~/~va.;ion along ~/I'é'cåY~ slo¡:J~ line (.5'~~ Jlpp~ndiX 1-B) h. L t: Â>'I//~s F~~¡' /,Io.v""3 Mihl.lle$ 1/ ¿4tJ 10 5 4 .3 2 as NOTE mFOR :s.-=-~LWA TER'šHr:DSj Zð I ADD TEN TO P UCOMPUTEO TIME 0 CENTRATION- :-=... -=- ~ --=-=- -= =- -=- ~ :!f "- "- Sao "- ~tJt) ~ ,,~ ~~ '\. "- "- "- "- "- "- I SAN 01 EGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DES I GN MANUAL APPROVED </.//. /,4--'~-<L~ 5'0 <10 10 5 H .3 120 18tJ .2 I 10ð 50 8tJ 1ð 60 5"¿) 40 3t) " 5tJ¿){) '4~0 "- .J' tJ tl tJ "- "- "- "- "- 20 18 1$ 'N ¿oao 1800 IGaLl 14a¿) 12a¿) 1000 9ao 800 12 ,""-'--'.'- It) ,9 8 7 ¡; 5' 'I- 1tJtJ 300 J 200 L 7é NOMOGRAPH FOR DETERM I NAHON OF TIME OF CONCENTRATION (Tc) FCR NATURAL WATERSHEDS DATE /2.// /69 APPENDIX X-A .. , ,~ ~ .. ~. . JNTENSITY,..DUM. DESIGN CHART .. . . .- . - -. _. - - - - - ... . .- .- ..- -- - - . . - - . - - -..'. - ---'-. -._-- - --.'.' -- -. - . - . , .. - . . ) - - - _. 1 ,2 - - -- -'-.-o-...u f--.~ ,=1=1 Ii .1- - .,,- - -0..'- -,- d- - H-+- .0. -0. - - .,. -I--J-I.-'~N - -<. - -,- II - . 10 15 20 30 40 50 1 Minutes nl"."\+~ An 2 Hours 3 4 5 6 Directions for Application: 1) From precipitation naps detennine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrol( Manual (10, 50 and 100 yr. maps included in Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) Sf that it is within the range of 45% to 65% 01 the 24 hr. precipitation. (Not ~rrlicable to Desert) 3) Plot 6 hr. precipitation on the ria~t $ide of the chart. 4) Draw a line through the point parallel to th plotted lines. 5) This line is the intensity-duration curve fo the location being analyzed. Application Form: 0) Se1 ected Frequency \ CO yr. 1) p 6 :: :2 09 in., p 24::: 50'S, * p 6 ::: --r; 4 in. 53x* 2) Adjusted *p :: ;;;J. ~ 6 \ ...¡., 2 S" .:=. ...,.J 3) t::; 1'-1.15 min. c ) ~.'ß c.""J 4 I:: ~. ì5" i n/ hr. *Not Applicable to Desert Region CL. OF SAN DIEGO DEf'ARTt1ENT OF SANITATION & FLOOD COUTROL 1-<- .. ' 45' 3D' I IS' I 330 - . I , \ 45' --..--....- ..-. .-- - Prtpn f'd by u.s. DEPARHIENlr OF COMMERCE H^TIO~AL OCE^"IC ^~D ^T'~OSPIIEHIC ^D~:a~ISTRATlON 'P£CIAL STUDIES DRA~CII, OffiCE Of' IIi UROLOGY. NATIONAL ~'EATIIER SERVICE 3D' -. .-. I' --J 118' 45' 3D' 15 ' 1170 3D' IS' II 6. " COUNTY OF SAN DIEGO D£P^RTMENT OF SANITATION & FlOOO CONTlWl ]3° -. .'.. . 115 I 3D' 151 ,-- ,-.- , \ 115 -'<. "lCl'u~'<lbJ u.s. DEPARTMENlr OF CO~MERCE NATlONI\L OCrA:\IC AND ^r~(~I'£HIC ^U~IINI:¡TII^TION ,,'CO^,- nU"'" "'^" "'~:', "c' 0' ~ U"O"," '. "^nï~"' ",^"". "."'" '; . . I I. 111:" 11!j . )0' I fj . 117" I I ~; I .lnl I ~ I II (," -, 'oj ~ . . - """ '" ¡"i-i- ......... ......... :::x::: """'" QQQ .,QQ -<"4 -~., .,.,., --- co1nn ~~~ @ I \, Fa£.. &cs.l~ ~I ~:^ =- 0.02.. V\. ::- 0 . Ù 2..:S;- d .... 2- c..-r II Q -::. 2. 3\ c-'¡::'S ~.¿.. y -= ~.ol..f 1/ ( 'f~y. = 12\~ FD¡/Ç ßA.S I ~ A - ~) . . 5t"""1"'- =-0,0:3, n -= 0.0 2..S" d:39" Q: 8.o5c.fs ./o~{ y = 8,~b' yW\~~ ~ 12") V=-3 .ì~+ps Ý::-'S.87 +:p.s ~re+oreJ per Spec.,'içj Pro"" ~ \ ~ S~",d. Arc=t Spe~\.ç;.~\~S , ~e.. ~. S ~~c...~ ì r<j IT;: O. c&, ì) ~ p ""'p .......::>i+k. D. G::" +ì l+er.