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Home My WebLink About2812 ATADERO CT; ; 87-424; PermitDECLARATIONS WORKER'S COMPENSATION OWNERIOUILDER CONTRACTOR ir LENDER 1- 87 r * I While ~ Inspector Green - (1) Finance Yellow - Assessor Plnk - Appllcanl Gold - Temporary File -T 1 I t- +- I DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 (619) 438-1161 MISCELLANEOUS FEE RECEIPT Applicant Please Print And Fill in Shaded Area Only CONTRACTOR CONTRACTOR'S MAILING ADDRESS CITY ZIP TEL. STATE BUSINESS LICENSE NO. LICENSE NO. SUBDIVISION 7 3 LOT(S) 3sq LEGAL DESCRIPTION DESCRIPTION OF WORK Swa hr 0 $w CONTACT PERSON 14 Ey White. File Yellow - Applicant t7-fA Y, PLAN ID NO. 0022 08/07 0101 05Misc. 166.0C VALIDATION AREA ESTMATED VALUATION ,LAN CHECK FEE 001-810.00.00-8821 F THE APPLICANT TAKES NO ACTION NlTHlN 180 DAYS, PLAN CHECK FEES NlLL BE FORFEITED. CHECK IF SUBMITTED: 2 ENERGY CALCS 0 2 1987 ENERGY CALCS FOR NON RESIDENTIAL BLDGS 0 0 2 STRUCTURAL CALCS 0 2 SOILS REPORTS 2 SELF ADDRESSED ENVELOPES DATE DATE GIVEN1 SENT TO APPLICANT LA COSTA LETTER gjq SCHOOL FEE FORM P a E CORRECTIONS LIST CERTIFICATE OF OCCUPANCY Pink - Finance Gold. Assessor ESGIL CORPORATION 9320 CHESAPEAKE DR.. SUITE 208 SAN DIEGO. CA 02123 (619) 560-14Ss DATE: 4 u5- d3y - APPLICANT W c JURISDICTION: C 1/11 ,n I f R, IT h<.cl PLAN CHECK NO: &- f'7- q&q I, D- OUPS FILE COPY - rlDES IGNER u PROJECT ADDRESS: J,?J> fiT PW Cr. PROJECT NAME: ,TFC ( 7-L sTr., ot\J. 1 I The plans transmitted herewith have been corrected where 0 necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply p with the jurisdiction's building codes when minor deficien- cies identified bC?lOd are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies and resubmitted for a complete recheck. . 0 identified on the enclosed check list and should be corrected The check list transmitted herewith is for your information. plans are submitted for recheck. The applicant's copy of the check list is enclosed for the 0 The plans are being held at Esgil Corp. until corrected 0 jurisdiction to return to the applicant contact person. 0 The applicant's copy of the check list has been sent to: " By: >ow- Enclosures: AlOnp ESGIL CORPORATION ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 87 n DATE : au5 - 1.3 JURISDICTION: C,T, 04 c orI5 LGCA PROJECT ADDRESS: 2BlA rRTdrrQ CT. W I PLAN CHECK NO: CA 9?2 - ddd OUPS ,I ODES IGNER The plans transmitted herewith have been corrected where building codes. The plans transmitted herewith will substantially comply 0 necessary and substantially comply with the jurisdiction's 0 with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the 0 identified on the enclosed check list and should be corrected 0 jurisdiction to return to the applicant contact person. a The applicant's copy of the check list has been sent to: Sand%/ -\rad b~~rtl 3912 07- C\c\PVO TT. Cb., TL. . 4Xoaq 0 Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: 5 h r\ Ax/ aA B I It Date contacted: x-13-87 Telephone # 353 - 9sos REMARKS : / By: SAD RE Enclosur/ None ESGIL CORPORATION 8- 1-Y7 42001 PLAN CORRECTION SHEET Date plans received by the Jurisdiction 3- 7-57 Date plans received by plan checker p- 7- 93 Date initial plan check completed 2- J3-97 By SAOW FOREWORD: PLEASE READ Plan check is lbitcd to technical requirements contained in the Uniform Building Code. Uniform Plumbing Code, Uniform kchanical Code, National Electrical Code and state laws regulating energy conservation, nois'e attenuation and access for the handicapped. regulations enforced by the Building Inspection Department. based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The itma circled below need clarification, modification or change. All circled items have to be satisfied before the plans will be in conformance with the cited csdes and regulations. Per Sec- YO5 (c), of the Uniform Building Code. the approval of the plans does not permit the violation of any state, county or city law. The plan check is based on You may have athr corrections A. PLnNs @ Please make all corrections on the original tracings and submit two new acts of prints, and any original plan sets that may have been returned to you by the Jurisdiction, to:*% !I c,;p. . Li 3, c h. SapeAIW nv-, '5 x . A~P, ~.n., e,-. s~i13 @ To hCllitate rechecking, please identify, next ts each circled item, the sheet of the plans upon which each correction on this sheet has been made and return this check Jheet with the revised plans. fa If AD €35 fu<sJ& 5 r . Date: %-\3*f7 Jurisdiction Gf Isbkd Prepared byr Q Bldg. Dept. SAOFX VALUATTON AND PLAN CHECK FEE hsgil PLAN CHECK NO. C'b-87 - WLI APPLICANT/CONTACT Sa-A-r RrdRvc s PHONE NO. 353- 95 0 5 BUILDING OCCUPANCY /dl I * DESIGNER PHONE c BUILDING ADDRESS dYIL &Gdrro T-T. CONTRACTOR PHONE - Total Value Fee Adjusted To Reflect OEnergy Regulations (Fee x 1.1) OHandicapped Regulations (Fee x 1.065) Building Permit Fee f- $2 XPX. 5 0 Plan Check Fee S % a52.- 53 .? .... COMMENTS; 8/4/82 al I z .. >.. U al iz al > m .- 2 0 ENGINEERING CHECKLIST Date: 8- II- 8 7 7 Item Complete Plan Check No. 87-4G'q Project Address: B/Z /3rin= Project Name: &~o?my Am,,,, Field Check Date: Item Incomplete - Needs 0 Your Action 1.2.3 Number in circle indicates plancheck By : number that. deficiency was identified LEGAL REQUIREMENTS Site Plan 1. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimensioned setbacks. 2. Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway and percent (%) grade and drainage patterns. 3. Provide legal description of property. 0 0 0 0 0 0 0 0 4. Provide assessor's parcel number. PERMITS REQUIRED Grading 5. Grading permit required. (Separate submittal to Engineering Department required for Grading Permit). Grading plans in plan check PE 6. 7. Need the following completed prior to building permit issuance: A. Grading plans signed. B. Grading permit issued. C. Grading completed. D. E. Grading inspected and permit signed off by City Inspector. Certification letter and compaction reports submitted. 8. Right-of-way Permit required for work in public right-of-way (e.g., driveway approach, sidewalk, connection to water main, etc). 0 9. Industrial Waste Permit application required. To be filled out completely and returned to Development Processing. FEES REQUIRED 10. Park-in-Lieu fees required. Quadrant: I__ , Fee Per Unit: , Total Fee: - 11. Traffic impact fee required. Fee Per Unit: --- , Total Fee: - 12. Bridge and Thoroughfare fee required. , Total Fee: - Fee Per Unit: - 13. Public facilities fee required. 14. Facilities management fee required. 15. Additional EDU's required: Sewer connection fee: - ky#%6 Fee: a r I a & & Sewer permit no. - 16. Sewer lateral required: U REMARKS : Date: 8 1/-%7 If you have any questions about any of the above items identified on this plan check, please call the Development Processing Department at 438-1 161. _- alw ww z2 .. .. >.>. mm zz s3 ala .- .- *$ 2a PLANNING CHECKLIST Plan Check No. QI-YZf Address ,?B/L AT@@& c7. DUO uc7u uno Type of Project and Use SFD /amxT/ac, Zone R- I Use Allowed? YES & NO Setback: School District: San Dieguito >( Encinitas Front f-& Side A Rear Car Is bad - San Marcos Discretionary Action Required YES - NO Type Environmental Required YES - NO x Landscape Plan Required YES NO >( Comments nu0 Coastal Permit Required YES - NO21 Additional Comments ,Z4?soay &D/7*. nun DATE 0 "-//-e? JOE RD ArJnw SUEET NO. I SOWARDS AND BROWN ENGINEERING 527 N. Hi hway 101 SOUNA BEACH, 8ALIFORNIA 92075 CALCULATED 8V k? .5 ' CHECKED ny DATE [619] 481-7818 ... .................................................. .* ........ &... ......... ..................... .......... .......................... ....................................................... ....: .. .. a: .. .. .. .. .. ........ L * .................... , ....... *.. .............................. ~..~ .......... ................... ~ ................................. ......................... ............. .. : : .. .. .. .. ... .. :: I ;*&&=; I ~ .......... :.~. ... ..L .......... I .............. ......... ~ .......... :.... ................ :. ....... ................. ..; ; ........ :... ...................... I .......................................... 1. : ..... .. ... .... .. .. .. .. .. ... 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Hi hway 101 SOLANA BEACH. 8AUFORNIA 92075 CALCULATED nv DATE CHECKED BV OATE (619) 481-7816 ................ ......................................................................... $... .................................................. : ............................................................................................. - ................. ..... ,~ ........................................................... .,, ......................................... .. ......................................................................................... ... . ............... .- ... .... .................... .......................................... ............................... - .... - .... ........................................................................................................................................................ i. .................................................................................................................................................. ..................................................................................................... ....................................................................................... ................. 1111~ ................ . ~.~ .. ........................................... ~ ........................................ ~ ......................................................................................................................................................................................... .. : .. ........ ........................................... ....... i.. ............. ~ ............................................................................................................................... -. 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SOIL INVESTIGATION FOR THE PROPOSED PONDEROSA HOMES OEVELOPMENT OLIVENHAIN AREA, CALIFORNIA for Ponderosa Homes 2082 Business Center Drive Irvine, California 92064 WOODWARD-GIZIENSKI & ASSOCIATES Consulting Soil and Foundation Engineers and Geologists (An Affiliate of Woodward-Clyde Consultants) TABLE OF CONTENTS Page LETTER OF TRANSMITTAL SCOPE FIELD INVESTIGATION LABORATORY TESTS SITE, SOIL AND GEOLOGIC CONDITIONS CONCLUSIONS RECOMMENDATIONS LIMITATIONS FIGURE 1 - SITE PLAN FIGURE 2 - LOG OF TEST BORING 1 FIGURE 3 - LOGS OF TEST BORINGS 2 & 3 FIGURE 4 - LOGS OF TEST BORINGS 4 & 5 FIGURE 5 - LOGS OF TEST BORINGS 6 & 7 FIGURE 6 - LOG OF TEST BORING B FIGURE 7 - LOG OF TEST BORING 9 FIGURE 8 - LOGS OF TEST BORINGS 10 & 11 FIGURE 9 - LOG. OF TEST BORING 12 FIGURE 10 - GRAIN SIZE DISTRIBUTION CURVES FIGURE 11 - RESULTS OF CONFINE0 COMPRESSION TESTS ATTACHMENT - SPECIFICATIONS FOR CONTROLLED FILL . 3467 November 17, 1972 c~I~~~~~~~ 92110 Project No. 72-253 Sa" omgo (714) 224-2911 Ponderosa Homes 2082 Business Center Drive Irvine, California 92064 Attention: Mr. John C. Vann. Jr. -%- In accordance with our authorized made an investigation of the underlying soil and geologic conditions at the site of the proposed Ponderosa Homes Development located in the 01 ivenhain area of California. The results of our studies have not revealed any major adverse soil or geologic conditions that would preclude the development of plans for the property. Alluvial soils are present on the site, however, and special treatment of these materials during grading will be required. The accompanying report presents our conclusions and recomnendations , as well as the results of the subsurface exploration and laboratory tests upon which the recornendations are based,: The engineers assigned to this project were Richard P. While and Walter Crampton of our firm. Louis J. , R.E. 14129 L@?' Louis J. , R.E. 14129 L@?' RPW/WC/LJL/mb Attachments (4) Project No. 72-253 SCOPE This report describes an investigation of the underlying soil and geologic conditions at a proposed Ponderosa Homes Development located north of Olivenhain Road, approximately 2700 ft east of its intersection with El Camino Real in the Olivenhain area of San Diego County, California. The purpose of the investigation is to detennine the general physical characteristics of the subsurface soils, including general excavation charac- teristics of the formational materials, and the approximate depths and limits of potentially compressible alluvial and potentially expansive clay soils, if any; the general recommendations for site grading and fill compaction; the most suitable depth and type of foundation for use at the site; allowable soil bearing pressures for soils in a natural undisturbed state and as compacted fill, and allowable heights and inclinations for cut and fill slopes. It is our understanding that the proposed construction will be limited to residential, wood-frame structures with relatively light loads. further anticipated that conventional shallow footings will be utilized for the support of the structures, and that concrete slabs-on-grade will be used. At this time, there are no grading plans avallable to indicate how and to what extent the site will be graded. It is / FIELD INVESTIGATION A field investigation was performed at the site on September 27, 1972, which included a visual reconnaissance and the drilling of 12 test borings. All field work was done under the supervision of a staff engineer from our office. All test borings were made with a 6-in. diameter, continuous-flight, truck-mounted power auger at the approximate locations shown on the Site Plan. Fig. 1. examination of the samples secured and the excavated material, as well as the action of the drilling equipment. The Logs of WOODWARD~G,Z,ENSK, ASSOC,ATES Field boring logs were prepared by the engineer on the basis of an Project No. 72-253 Page 2 presented, on Figs. 2 through 9, are based on an inspection of the samples secured, the laboratory test results and the field boring logs. The borings were approximately located in the field with the aid of two County of San Diego Topographic Survey Sheets (Coordinates 330-1689 and 326-1689). The approximate boundaries of the site were plotted on the topographic maps from an undated and untitled Real Estate Plat furnished us. and which indicated the limits of the site. LABORATORY TESTS The soils encountered in the test borings were visually classified and evaluated with respect to strength, compressibility characteristics, grain size, moisture content and dry density. The visual classification was substantiated by grain size analyses and determination of plasticity characteristics. The strength and compressability characteristics were - evaluated by direct shear tests and confined compression tests on selected samples. and by a consideration of the dry density, and moisture content of the samples, the penetration resistance of the sampler and the geologic characteristics of the formations. The results of the moisture content, dry density and direct shear resistance of the sampler at the cor' tests are shown with the penetratioh responding sample locations on the Logs of the Test Borings. of the grain size analyses and confined compression tests are shown on Figs. 10 & 11, respectively. SITE, SOIL AND GEOLOGIC CONDITIONS The results The subject site consists of a 60 acre parcel of land situated on the lower and middle northerly slopes of a westward draining tributary to Green Valley northeast of Encinitas, California. The elevation of the site ranges from 130 to 277 ft (USC6iGS datum). Two major subtributaries drain WOOOWRRO . GlZlENSKl & ASSOCIATES CMSUL.I*C 300, 1"D ,O""D.,IO* r*m*rn, 1"O CmLOCI.I* Project No. 72-253 Page 3 the site from north to south from a knoll area in the northern portion of the site. A smaller tributary drains the knoll in an easterly direction. In general, the site is covered by a moderate growth of brush, although some patches support no vegetation. A turkey ranch currently occupies an area near the eastern boundary. drainage and minor scattered dumped fill and trash was observed. The sub- surface soils on the site can generally be divided into two groups: Two small breached dams were noted in the major (1). An overburden consisting of a thin mantle of topsoil over most of the site and alluvial - colluvial soils in the major sub- tributary draws. Alluvial and colluvial soils are recent soils deposited under the action of water and wind, in the case of alluvial soils, and gravity, in the case of colluvial soils. Underlying the overburden soils are found massive poorly to moderately indurated sandstone Mhich appears to be similar to the Torrey Formation of Eocene Age. This material out- crops on the site in draws and eroded areas, extends to sig- nificant depths on the site and should provide significant quantities of select fill material. (2) The topsoil, where present, is generally 12 in. or less in thickness and is composed of a loose dry porous silty sand. Some patches of sandy clay is commonly present below the topsoil, however, none was noted in the borings nor in exposures. The alluvial - colluvial soils are found on the bottoms of the major tributary draws and borings indicate that the materials consist of a loose to medium dense silty sand derived from erosion of the Torrey Formation. order of 20 ft. potentially compressible. were wet indicating considerable moisture in the soils; however, no water seeps were noted. No ground water was encountered in the test borings at the time of drilling. / The thickest portion of these materials encountered was on the This soil is somewhat porous and should be considered The lower portions of alluvial - colluvial soils WOODWARD. GlZlENSKl 6 ASSOCIATES CO*.",,I*O SOL .*D rou*D.110* <*cI"rT"* .*D CIOLmlll. Project No. 72-253 Page 4 Our reconnaissance of the site revealed no major faults on shear zones. Our examination of recent geologic maps indicates that no active faults traverse the site. In general other geologic structural features are of minor significance. The massive formational sandstone exhibits little or no bedding, except for minor crossbedding, joints and fractures are tight and spaced relatively far apart. CONCLUSIONS (1) - There are no apparent significant adverse soil or geologic conditions on the subject site which would in our opinion preclude the proposed development. (2) The subsurface soils on the site can generally be divided into two groups; an overburden consisting of a thin mantle of topsoil plus deeper alluvial - colluvial soils, found on the ridges and the bottoms of the tributary draws, respectively; and an underlying massive poorly to moderately indurated sandstone unit which extends to significant depths on the site. (3) The Eocene sandstone found beneath the overburden soils is a relatively competent unit and should be satisfactory for the support of the proposed new loads. (4) The alluvial and colluvial materials found in both major drainage channels, as generally shown on Fig. 1, are loose to medium dense and, ,as indicated by confined compression tests, have a potential for com- pression under new loads when saturated. they are in our opinion unsuitable for the direct support of compacted fill and/or structures since excessive differential settlement could occur, should these materials become saturated. In their present condition, therefore, (5) Soils encountered on the site range from nonexpansive to slightly expansive in nature and should be suitable for use as a select Project No. 72-253 2:l Slope Inclination *FHA NON-FHA 40 55 70 70 I Page 5 1-1/2:1 Slope Inclination *FHA NON-FHA 25 40 60 60 material at finish grade, both as a compacted fill and in its natural state. (6) The deeper portions of alluvial soils were noted to be quite wet; however, unless deep cuts are anticipated in this material permanent water seeps are not anticipated to be a problem. encountered in this regard during excavation and recornpaction of the alluvial - colluvial soils. Some difficulty may be (7) perience in the general area, it is our opinion that the formational sand- stone on the site can be excavated by medium ripping with heavy duty excavating equipment. Based on the results of test borings, and our previous ex- (8) It is our opinion that slopes built in accordance with the plans and specifications, the table below, and the following recommendations will have an adequate factor of safety against a deep seated slope fail'ure: Fill Slopes Cut Slopes *FHA requires a safety factor of 1.5 for slope conditions including a seismic factor of 0.lg. The material that will compose both cut and fill slopes is highly succeptable to erosion and may be difficult to plant. carefully compacted by back rolling with sheepsfoot during construction to help control1 erosion. Benches at 25 ft vertical intervals may also help control1 erosion. Fill slopes should be RECOMMENDATIONS (1) The ground which will receive fill and/or residential struc- Project No. 72-253 Page 6 Natural undisturbed sands tone ** 12 4000 lb 5000 *** tures, will have an adequate bearing value to safely support the proposed loads when treated as described in the attached "Specifications for Controlled Fill ," and the reconmendations below. Conventional spread or continuous footings for residential one and two-story, wood-frame and stucco structures placed on nonexpansive undisturbed native soils or properly compacted non- expansive fill may be designed for the following allowable soil bearing pressures: Compacted Fi 11 - 2000 2500 .. * Below lowest adjacent rough or compacted grade. ** Minimum width should be 12 in. *** San Diiego County minimums require 18" depth and 15" minimum width for two-story, wood-frame qnd stucco structures. (2) It is recommended that loose and/or porous surface soils and alluvial - colluvial soils not removed by the grading operations be excavated or scarified, as required, replaced, and compacted before fill, footings, or slabs-on-grade are constructed. Over most of the site these materials generally range in depth from 0 to 2 ft; however, in the drainage channels 'they may reach depths up to approximately 20 ft. Because of the variations in thickness of these loose and/or porous surface materials, the actual excavation and compaction should be controlled in the field by the soil Project No. 72-253 Page 7 engineer upon visual examination of the exposed soil. (3) As an alternative to removing and properly recompacting,the alluvial - colluvial materials on the site, it is recommended that a pre- saturation scheme be used that would saturate the colluvial materials at depth, such that settlements would occur as fill loads are placed. on the confined compression test results, Fig. 11. approximately 18% should cause settlement upon placing the fill loads. ment of the fill at some future time, after construction of houses is thus minimized. dense materials on-site, it will be difficult for water placed at the surface to penetrate the entire depths of soil. Therefore, it is recommended that, if this procedure is used, test pits be dug during grading to determine the extent of colluvium deeper than approximately 10 ft. the surface material should be excavated to a depth such that the remaining alluvial - colluvial soils are not deeper than 10 ft. If this alternative is selected, it shall be necessary to obtain several samples of the wetted As indicated A moisture content of Settle- In this regard, it is our opinion that because of the medium- At ,these locations, colluvial soils after sbaking in'order to determine if saturation has reached acceptable values. Also fills should be placed imnediately after verification to minimize any drying action. I (4) As a second alternative, it is suggested that an attempt be made to design the subdivision such that no buildings are placed in the deeper alluvial areas. Some minor excavation for open space, or streets and recompaction may be required at the front of lots depending on street widths and house set back distances. These areas could be planned as green belt areas. (5) It is recommended that any potentially expansive soils encountered along daylight lines or in areas of shallow cut or fill be removed to a Project No. 72-253 Page 8 depth of 2 ft within the entire level lot area and replaced with nonexpansive soil available on-site. of fill be composed of nonexpansive soil. the deeper portions of the fills. Similarly, It Is recommended that the upper 2 ft The clay soils may be spread in (6) A set of "Specifications for Controlled Fill" is attached. Recomnendations made as a part of this report shall become apart of these specifications. All grading should be observed and compacted fill tested by Woodward-Girienski & Associates. LIMITATIONS The conclusions and reconunendations made in this report are based on the assumption that the soil conditions do not deviate appreciably frm those disclosed by the test borings. If variations are encountered during construction, we should be notified so that we may make supplemental recbm- mendations, if this should be required. Evaluation and utilization of soil materials and rock formations for sopport of structures includes investigation of the subsurface conditions, analysis, formulation of recommendations, and inspection during grading. The soil investigation is not completed uhtil the soil engineer has been able to examine the soil and rock in excavations or slopes so that he may make the necessary modifications, if needed. We emphasize the importance of the soil engineer continuing his services through the inspection of grading, including construction of fills and foundation excavations. 175 ) 200 > 235 250 I- # 175 - - 201 22! 225 zoa 175- 150’- ’ Subdivision boundary taken from undated, xeroxed, Rea) Estate Plat, LEGEND: Indicates approximate location of Test Boring. ...*-..’ Indicates approximate location of ground surface contours. 0 Alluvium and Colluvium soils. Partially porous silty sand. 0 moderately indurated sandstone of Eocene Aoe. Indicates approximate I imits of overburden (exclusive of topsoil) Indicates approximate 1 imits of Torrey Formation - Poorly to SITE PLAN PONDEROSA HOMES DEVELOPMENT OLIVENHAIN SITE WOODWARD - GIZIENSKI h ASSOCIATES SAN DIEM, CALIFORNIA DR. EY:HRR GS I APPROX, SCALE: I” = WO’I PFOJ. NO : 72-253 CONSdLTiNG SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS CK’D BY: oL I DATE: 10/17/72 I FlI?.lRE no: I Olivenbain . : Road Boring I 0- .c. a a U I a u c n) 5- L v) 18- Loose, dry, light brown silty sand (91) Porous Topsoil Very dense, danp, yellow brm to I "I light gray silty sand (Si) ..%2: Torrey Sandstone ,.q< .LEG END: WC = Water Content in percent of dry weight. DD = Dry Density in pcf. BC = Number of blws by 140-lb. hammer falling 30 inches to drive sampler 12 lncbes. Sampler Data: ID = LO", OD = 2.5' DS F Direct Shear Test Data: d = Anqlb of Apparent Friction in degrees. C = Apparent Cohesion in psf. (SM) = Group classification symbol in accordance with the Unified Soil Claasificatisn System. 2 = Sample Number -I I OLI VENHAIN SITE WOODWARD - GIZIENSKI & ASSOCIATES CONSULTING SOIL AJID FOUNDATION EHGIWEERS AN0 GEOLOGISTS SAJI DIEGO, CALIFORNIA : 72-253 DR. BY: MRR GS i APPROX. SCALE: CK'D BY: bL i DATE: 10/17/72 1 FI@Jr(E 30: 2 I" = 5' I ROJ. PO 0 5 8 0 5 IO 15 20 " Very loose to loose, danp, brow ._ Dense to vary dense, damp, light brow to yellcw brm silty sand (94) For Legend, see Fig. 2 tl Torrey Sandstone LOGS OF TEST BORINGS 2 b 3 PONDEROSA HOMES DEVELOPMENT OLIVENHAIN SITE bM0WARD - GIZIENSKI h ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS Shn DIEGO, CALIFORNIA DR. BY:MRR GS 1 APPROX. SCALE: 1" = 5' CK'D BY: bc I DATE: 10/17/72 I FIC!IQE NO: 3 I PROJ. KO : 72-253 Boring 3 AI 1 uvi urn kdiun dense, mist, bmwn silty sand (91) with trace clay Bc= IU Colluviun BC = I3 /- 0 5 c W 0) U I 0. u m -4- L =I v) -0 c 0 a 10 a L 3 0 W m c c P W c n Boring 4 Very loose. damp, gray siliy sand (%) Porous topsoil Mediun dense, danp, brown si1 ty to clayey sand (%-SC) Colluvium bledim dense, danp, brown silty sand (34) with trace clay Colluviun Boring 5 O1 8 5 LOGS OF TEST BORINGS 4 h 5 PONDEROSA HOMES DEVELOPMENT I OLlVENHAlN SITE For Legend, see Fig. 2 I .- WOOCWARD - GIZIENSKI h ASSOCIATES CONSULTING SOIL U(D FDUNDATIOW ENGINEERS AND GEOLOOISTS SAH DIEGO, CALIFORNIA OR. BY:MRR 6s I APPROX. SCALE: I" 5' CK'D BY: I DATE; 10/17/72 I FIClJ?E KO: I WOJ. KO: 72-253 c al al Y I 0 0 a c I = v) -0 E a f (1 3 0 al m .I= Y al - n n I Bc= 20 0 5 9 0 5 10 15 18 (34) Coll uvi um Medim dense, danp, brown silty sand Boring 6 For Legend, see Fig. 2. LOGS OF TEST EORINGS 6 & 7 PONDEROSA tlOMES DEVELOPMENT OLIVENHAIN SITE WOODWARD - GIZIENSKI h ASSOCIAm CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAW DIEGO. CALIFOAMIA DR. BY:MRR GS I APPROX. SCALE: I" = 5' CK'O BY: .ut I DATE: 10/17/72 1 FICpRE "0: 5 1 PRO& HO : 72-253 Boring 7 Boring B b 0- .Id W W y. I al 0 m Lc a v) -0 c L 5- a 2 W 3 0 W m E .w al 10- - 13- n n For Legend, see Fig. 2 LOG OF TEST BORING 8 PONDEROSA HOMES DEVELOPMENT OLlVENHAlN SITE WDWARD - GI Z I ENSKI & ASSOCl ATES CONSULTING SOIL AN0 FOUNDATION ENGINEERS AN0 GEOLGGISTS SAN DIEU), CALIFGRNIA OR. BY:MQR GS 1 APPROX. SCALE: CK'D BY: 06 1 DATE: 10/17/72 I FIF!l?E no: 6 I" = 5' I PROJ. tI0 : 72-253 b Loose, damp, light gray silty fine Loose to medium dense, damp, 1 ight gray silty fine sand (Si) -\sand (51.1) Porous topsoil I Colluvium I- *. I Very dense, damp, yellow brown silty Torrey Standstone (Si) c 0 9) L I Q V m 'c L w U e a a 2 c3 3 0 9) m c c 9) - n n 0- 5- 10- 15- 20 - 23- Boring 9 Loose, dmp, gray silty sand (34) Porous topso i 1 ' Medium dense, damp, brwn silty sand (S4) with trace clay Dense and mist i LOCI OF TEST BORING 9 OLlVENHAlN SITE For Legend, see Fig. 2 PONDEROSA H04IES OEVELOPI4ENT WCXlDWARD - GIZ I ENSKI h ASSOCIATES CQMSULTING SOIL An0 FOUNOATIM ENGIWEERS AM GEOLOGISTS SAN DIEU), CALIFWIIA DR. BY: kIRR CS I APPROY. SCILE: I" = 5' I WOJ. NO : 72-253 CK'D BY: Ud I DATE: 10/17/72 fir- .7 Boring IO Loose, damp, gray silty sand (94) Mediun dense, dap, brcwn silty sand (91) Call uvi m Dense, damp, red-brown silty sand Torrey Standstone Very deme, damp, yellwbrown silty sand (91) Torrey Standstone \Porous topsoi 1 \ 91) . a ' ' c al 0 LL I al 0 Lc L rn 0 c a 0 L w 3 0 al r c al 0 m a - m n Loose to medium dense, dap, gray brown silty sand (34) Porous Topsoil 0 For Legend, see Fig. 2 5 -. . ~ PONDEROSA HOMES DEVELOPMENT OLlVEHHAlN SITE W00WRD - GIZIDJSKI b ASSOCIATES IO 15 20 23 Mediun dense to dense, damp, dark brown silty sand (91) blluvim Very stiff, wet, brcxm sandy clay Very dense, mist, red-brow silty sand (94) with trace clay I LOGS OF TEST EORINGS IO b 11 CONSULTING SOIL AM0 FOUNDATION EHGINEERS AND GEOLOGISTS SAW DIEGO. CALIFORNIA DR. BY: MRR GS I APPROX. SCALE: I" = 5' I RN. PO: 72-29 CK'D BY: i,L. 1 DATE: 10/17/72 FlCIIQE .B c 0 al U LA -0 c =I 0 L W For Legend, see Fig. 2 LOG OF TEST 60RING 12 PONDEROSA HOXES OEVELOPMEHT 011 YENHAIN SITE WOWARD - GIZIENSKI 6r ASSOCIATES COMSULTING SOIL AN0 FOUMDATIOH ENGIHEERS AND GEOLOGISTS SAW DIEGO, CALIFG2NIA OR. 8Y:MRR GS APPROX. SCALE: In = $' 1 WgJ. Vfl: 72-253 CK'O BY: Pc I DATE; 10/17/72 1 FICllRE Rn :9 Boring 12 , damp, gray silty sand (9.1) Torrey Sandstone GRAVEL I SAW D COBBLES SI LT and CLAY 1 barre I Fine lCoars$ &dim 1 Fine Mesh Opening - ins. Sieve Sizes Hrdrcmeter Analysis r I I I loo 0 IO 90 20 80 30 70 a a Y Y) E 60 WE 2 2 p: Y) c 0 p: w a. 502 w 60 30 70 20 80 IO 90 0 loo 100 50 10.0 5.0 I .o 0.1 a05 0.01 0.005 awl GRAIN SIZE IN HILLIHEERS 'U = Liquid Limit *PI = Plasticity Index GRAIN SIZE DISTRIBUTION CURVES I PONDEROSA HOMES DEVELOPMENT OLIVENHAIN SITE WOODWARD - GIZIENSKI & ASSOCIATES I CWSULTING SOIL AND FOUNOATION ENGINEERS AND GEOLOGISTS SAW OIEGO. CALIFORNIA OR. BY:HRR Gs I APPROX. SCALE: - - - - IPROJ. NO: 72-253 CK'D BY: hc IDATE: 10/17/77 ]FIGURE NO: IO RESULTS OF CONFINED COMPRESSION TESTS Sample lumber - -. 3-3-4 3-4-4 3-3-3 - - Dry em i ty pcf - - 97. I 95.3 94.7 - itial Hater ontent - - % - 9.9 9.8 9.6 iturat ioi Id 10 35 35 30 Final !later mtent - - Jo- - 17.9 17.9 20 PRESSURE - psf Gmpressirm 6 of Initial kigh 4.7 6.9 2.7 RESliLTS OF COHF I NED COIAPRESS I ON TESTS PONDEROSA HOMES DEVELOPMEHT . .~ OL I VEIIHAI N SlTE WOOLNARD - GlZlENSKl h ASSOCIATES CONSULTING SOIL AN0 FOUNDATION ENGINEERS AND GEOLOGISTS DR. BY: NRR 6s I APPROX. SCALE: 9 - - - SAN OIEGO, CALIFORNIA I PROJ. NO: 72-25? lCKlD BY: b” I DATE: 10/17/72 I FlCURE NO: I1 - - . Project No. 72-253 Attachment Page 1 of 4 I. 11. 111. SPECIFICATIONS FOR CONTROLLED FILL GENERAL These specifications cover preparation of existing surfaces to receive fills; the type of soil suitable for use in fills; the control of com- paction and the methods of testing compacted fills. It shall be the Contractor's responsibility to place, spread, water and compact the fill in strict accordance with these specifications. A Soil Engineer shall be the Owner's representative to inspect the construction of fills. Exca- vation and the placing of fill shall be under the direct inspection of the Soil Engineer and he shall give written notice of conformance with the specifications upon completion of grading. Deviations from these specifications will be permitted only upon written authorization from the Soil Engineer. A soil investigation has been made for this project; any recommendations made in the report of the soil investigation or subsequent reports shall become an addendum to these specifications. SCOPE The placement of controlled fill by the Contractor shall include all clearing and grubbing,. removal of exicting unsatisfactory material, preparation of the ar2as to be filled, spreading and compaction of fill in the areas to be filled, and all other work necessary to complete the grading of the filled areas. MATERIALS 1. Materials for compacted fill shall consist of any material imported or excavated from the cut areas that, in the opinion of the Soil Engineer, is suitable for use in constructing fills. The material shall contain no -rocks or hard lumps greater than 6 inches in size and shall contain at .. least 40% of material smaller than 1/4 inch in size. No material of a perishable, spongy, or otherwise improper nature shall be used in filling. 2. Material placed within 24 inches of rough lot grade shall be select material that contains no rocks or hard lumps greater than 6 inches in size and that swells less than 3% when compacted as hereinafter specified for compacted fill and when subjected to an axial pressure of 160 psf. 3. Representative samples of material to be used for fill shall be tested in the laboratory by the Soil Engineer in order to determine the maximum density, optimum moisture content and classification of the soil. In addition, the Soil Engineer shall determine the approximate bearing value of a recom- pacted, saturated sample by direct shear tests or other tests applicable to the particular soil. 4. During grading operations, soil types other than those analyzed in the report of the soil investigation may be encountered by the Contractor. The Soil Engineer shall be consulted to determine the suitability of these soils. . Project No. 72-253 Attachment Page 2 of 4 1V. COMPACTED FILLS 1. General (a) by the Contractor while at a moisture content near the optimum moisture content and to a density that is not less than 90% of the maximum density determined in accordance with ASTM Test No. D1557-70T, or other density methods that will obtain equivalent results. (b) of 24 inches and shall be compacted at a moisture content greater than the optimuni moisture content for the material. Unless otherwise specified, fill material shall be compacted Potentially expansive soils may be used in fills below a depth 2. Cleariq and Preparing Areas to be Filled (a) Ail trees, brush, grass and other objectionable material shall be collected, piled and burned or otherwise disposed of by the Con- tractor so as to leave the areas that have been cleared with a neat finished appearance free from unsightly debris. (b) by the Contractor from the surface upon which the fill is to be placed and any loose and porous soils shall be removed or ccmpacted to the depth shown on the plans. The surface shall then be plowed or scarified to a minimum depth of 6 inches until the surface is free from uneven featurEs.that would tend to prevent uniform compaction by the equipment to be used. (c) Glhere fills are constructed on hillsides or.slopes, the slope of the original ground on which the fill is to be placed shall be stepped or keyed by the Contractor as shown on the attached figure. The steps shall extend completely through the soil mantle and into the underlying formation materials. (d) scarified, it shall be disced or bladed by the Contractor until it is uniform and free from clods, brought to the proper moisture content and compacted as specified for fill. All vegetable matter and objectionable material shall be removed *' .. After the foundation for the fill has been cleared, plowed or 3. Placinq, Spreadina, and Compaction Fill Material (a) The fill material shall be placed by the Contractor in layers that when compacted shall not exceed 6 inches. evenly and shall be thoroughly mixed during the spreading to obtain uniformity of material in each layer. (b) Clhen the moisture content of the fill material is - above that specified by thc Soil Engineer, the fill material shall be aerated by by the Contractor by blading, nixing or other satisfactory methods until the moisture content is as specified. Each layer shall be spread - - - Project No. 72-253 At tac hmen t Page 3 of 4 (c) When the moisture content of the fill material is below that specified by the Soil Engineer, water shall be added byxCon- tractor until the moisture content is as specified. (d) shall be thoroughlj., compacted by the Contractor to the specified density. Compaction shall be accomplished by sheepsfoot rollers, vibratory roller, multiple-wheel pneumatic-tired rollers or other types of acceptable conpacting equipment. Equipment shall be of such design that it will be able to compact the fill to the specified density. Compaction shall be continuous over the entire area and the equipilient shall make sufficieflt trips to insure that the desired density has been obtained throughout the entire fill. (e) loose soil on the slopes. After each layer has been placed, mixed and spread evenly, it Surface of fill slopes shall be compacted and there shall be no v. INSPECTION 1. Observations and compaction tests shall be made by the Soil Engineer during the filling and compaction operations so that he can state his opinion that the fill was constructed in accordance with the specifications. The Soil Engineer shall make field density tests in accordance with ASTM Test No. D-1556-64T. Density tests shall be made in the compacted materials below the surface where the surface is disturbed. When these tests indicate .,_ that the .density of any layer of fill or portion thereof is below the specified density, the particular layer or portions shall be reworked until the specified density has been obtained. VI. PROTECTION OF WORK . ~ 1. During construction the contractor shall properly grade all excavated 2. . r. surfaces to provide positive drainage and prevent ponding of water. He shall control surface water to avoid damage to adjoining properties. or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control measures have been installed. After completion of grading and the Soil Engineer has finished his observations of the work, no further excavation or filling shall be done except under the observation of the Soil Engineer. 2. Project No. 72-253 4 Attachment Page 4 of 4 C 0 5. . ... u oe a sw uw V -4c Eu >v 80 .dR c B 40 8U 32 .4 wu > u b-4 U so 34J Q-4 w4 *u 4c * WN W Wd w *Llc 0.4 or: Eo *c 0rDw 5g aou v) c-4 xa.4 WZ 0 %Uv3 CERTIFICATION OF COMPLIANCE DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALHAS CARLSBAD, CA 92009 (619) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: CITY OF CARLSBAD Plan Check No. Carlsbad Unified Sa? Marcos Unified 801 Pine Avenue 270 West San Marcos Blvd. Carlsbad, CA 92008 (457-4985) San Marcos, CA 92069 (744-4776) - ,/Enchitas Union Elementary -. - San OikEito Union High School 189 Union Street Encinitas, CA 92024 (944-4306) Encinitas, CA 92024 (753-6491) 625 North %can Project Applicant: APN: 255- /o/- S77 Project Address: JK-/.2 k7UeAt7 CaUR7- RESIDENTIAL: SQ. FT. of living are: 660 SQ. FT. of covered area SQ. FT. of garage area Number of dwelling units COMMERCIAL/ INDUSTRIAL: SQ. FT. AREA Prepared By Date FEE CERTIFICATION (To be completed by the School District) )o Applicant has complied with fee requirement under Government Code 53080 Project is subject to an existing fee agreement Project is exempt from Government Code 53080 - Final Map approval and construction started before September 1, 1986. (other school fees paid) Other Residential Fee Levied: $ &y e based on /& sq. ft.@ d<,$,,&?L& Y Comm/Indust Fee Levied: $ based on sq. ft.@ AB 2926 and SB 201 fees are capped at $1.50 per square foot for residential. AB 2926 is capped at $.25 per square foot for commercial/industrial. CERTIFICATION OF COXPLIAVCE DEVELOPMENT PROCESSING SERVICES DIVISION (619) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued Until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Deparcment. SCHOOL DISTRICT: CITY OF CARLSBAD Plan Check So. 2075 LAS PALMS CARLSBAD, CA 92009 Carlsbad Unified Sm Marcos Unified 801 Pine Avenue 270 West San Marcos Blvd. Carlsbad, CA 92008 (457-4985) San Marcos, CA 92069 (744-4776) - / - _+' Encinitas Union Elementary Jan Dieguito Union High School 189 Union Street 625 North Vulcan Encinitas, CA 92024 (944-4306) Encinitas, CA 92024 (753-6491) Project Applicant: APN: as- /o/- Project Address: JK/J A4 %e ~~u RESIDENTIAL: SQ. FT. of living area 660 Number of dwelling units SQ. FT. of covered area SQ. FT. of garage area COMMERCIAL/ INDUSTRIAL: SQ. FT. AREA Prepared By Date FEE CERTIFICATION (To be completed by the School District) Applicant ha.s complied with fee requirement under Goverment Code 53080 Project is subject to an existing fee agreement Project is exempt from Government Code 53080 - Final Map approval and construction started before September 1, 1986. (other school fees paid) Other - CrD Residential Fee Levied: $56/< ---- based on h'&o sq. ft.@ Comm/InduAFee Levied: $ based on sq. ft.@