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1990-472 G/H Street Address ~/'70 I 12-910 Serial # Category rfJ17} 8q --- OSP; Name Description Plan ck. # Year _"'.....rlr"...........,, r. I I I I I I I I I I I I I I I I I I GEOTECHNICAL INVESTIGATION RHYNER PROPERTY A.P.N. 259-231-75 WEST OF RANCHO SANTA FE ROAD ENCINITAS. CALIFORNIA WESTERN SOIL AND FOUNDATION ENGINEERING, INC. rll I I I I I I I I I I I I I I I I I ~ WESTERN I SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 AREA CODE 619 423 HALE AVENUE ESCONDIDO. CALIFORNIA 92025 June 19, 1989 San Dieguito Engineering 4407 Manchester Avenue, '105 Encinitas. California 92024 Attention: Sandy Stewart Project: Job No. 89-52 Rhyner Property A.P.N. 259-231-75 West of Rancho Santa Fe Road Encinitas. California Ms. Stewart: In accordance with your request. we have completed a geotechnical investigation for the proposed project. We are presenting, herewith, our findings and recommendations. The findings of this study indicate that the site is suitable for the proposed development provided the special site preparation and foundation recommendations presented in the attached report are complied with. If you have any questions after reviewing the findings and recommendations contained in the attached report. please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Vi~~St~~ist ~~~. ~--//~: {. ~~ _Y--.v---~~ Dennis E?,/ 1RUnerman CE 26676 GE 928 VG/DEZ:pl Attachments Distribution: (4) Addressee ( 2) Bill Cover I I I I I I I I I I I I I I I I I I , GEOTECHNICAL INVESTIGATION RHYNER PROPERTY A.P.N. 259-231-75 WEST OF RANCHO SANTA FE ROAD ENCINITAS, CALIFORNIA Prepared For: SAN DIEGUITO ENGINEERING 4407 MANCHESTER AVENUE, '105 ENCINITAS, CALIFORNIA 92024 JOB NO. 89-52 JUNE 19, 1989 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS Introduction and Project Description Project Scope Findings Page 1 1 2 Site Description Subsurface Conditions Groundwater 2 3 5 Recommendations and Conclusions Site Preparation Foundations Field Explorations Laboratory Testing Plan Review Limitations Plate Number 1 Plate Number 2 Plate Numbers 3 through 8 Plate Number 9 & 10 Plate Number 11 Plate Number 12 Plate Number 13 APPENDIX I 6 6 Existing Soi I Expansive Soil Imported Fill Surface Drainage Earthwork Cut and Fill Slopes Rippabil i ty 6 6 7 7 7 8 9 9 General Transition Areas Lateral Resistance Retaining Walls Footing Observations 9 10 10 11 12 12 13 13 14 ATTACHMENTS Site Plan Unified Soil Classification Chart Trench Logs Laboratory Test Results Plasticity Index/Liquid Limit Table One Fill Slope Key Specifications for Construction of Controlled Fills WESTERN SOIL AND FOUNDATION ENGINEERING, INC. I I I I I I I I I I I I I I I I I I I GEOTECHNICAL INVESTIGATION RHYNER PROPERTY A.P.N. 259-231-75 WEST OF RANCHO SANTA FE ROAD ENCINITAS, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our qeotechnical investiqation performed on the above referenced site. The proposed proiect will be a 2 lot residential subdivision. Each lot will contain a one or two story sinqle family dwellinq. It is anticipated that the construction will be wood-framed. The foundations will be slab-on-qrade with continuous footinqs. Approved qradinq plans were not available at the time of our investiqation. However. it is anticipated that any earthwork performed will result in elevation chanqes of less than 10 feet. Should any future development deviate siqnificantly from these assumptions, we should be consulted for further recommendations. The site confiquration and exploratory trench locations are shown on Plate No.1. PROJECT SCOPE This investiqation consisted of a surface reconnaissance, subsurface exploration, obtaininq representative samples, laboratory testinq, analysis of the field and laboratory data and preparation of this report. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -1- I I I I I I I I I I I I I I I I I I I Specifically, the intent of this analysis was to: a) Explore the subsurface conditions to the depths influenced by the proposed construction, b) Evaluate, by laboratory tests, the pertinent enqineerinq properties of the various strata which will influence the development, includinq their bearinq capacities, expansive characteristics and settlement potential, c) Develop soil enqineerinq criteria for site qradinq, d) Determine potential construction difficulties and provide recommendations concerninq these problems, and e) Recommend an appropriate foundation system for the type of structures anticipated and develop soil enqineerinq desiqn criteria for the recommended foundation desiqn. FINDINGS SITE DESCRIPTION: The property site is located approximately 360 feet west of Rancho Santa Fe Road on a paved private road ;ust south of W,,,,," Wind Drive. Encinitas. California. It is leqally described as "Parcel 4 of P.M. No. 15145 in the City of Encinitas, State of California, accordinq to Map thereof File 2-16-88 as F/P 88-071136." It is further identified as Assessor's Parcel Number 259-231-75. W.c:STERN SOIL AND FOUNDA nON ENGINEERING, INC. -2- I I I I I I I I I I I I I I I I I I The property is nearly rectangular in shape encompassing 1.28 acres. It is bounded on all sides by single family residences. A private road and utility easement runs along and inside the eastern and southern property lines. Grading has previously been performed on the property. A cut/fill pad exists across the western half. It sits at an elevation of roughly 135+ feet (M.S.L.). From the top of this pad the topography falls at a moderately steep angle across the eastern half of the site. A 2:1 cut slope exists behind the pad at the northwest corner and a cut/fill slope runs along the western property line. In addition, a fill slope encroaches onto the property from the ad;acent parcel to the north. A drainage swale flows to the east along the paved private road at the south end of the site. It varies from a depth of 8 feet in the vicinity of the existing pad to 2 feet at the southeast corner. It drains to a concrete inlet by the paved private road. Vegetation on the site consists mainly of scattered low growing wild grasses and brush. These occur on the slopes and swale area. The pad is basically clear of vegetation. SUBSURFACE CONDITIONS: The subiect site is underlain by the Eocene age sediments of the Del Mar Formation and Torrey Sandstone. The Del Mar Formation is the most prevalent on this site. Locally, it is composed of dark areen waxy siltstone and sandy siltstone interbedded with dark green to yellowish-green silty WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -3- I I I I I I I I I I I I I I I I I I I fine to medium grained sandstone. The siltstone is very stiff to hard but fractured. especially near the surface. It has a hioh moisture content and shrinks and cracks when exposed to air. It is moderately plastic and expansive. and therefore. unsuitable for lot capping material. The sandstone beds are made up of subangular grains of guartz, feldspar and both dark and light micas. This material is moderately to well cemented and in a dense condition. Within the southwestern portion of the site, the siltstone of the Del Mar Formation is conformably overlain by the Torrey Sandstone. In this area. the Torrey Sandstone consists of medium to light brown fine sand. Its mineral constituents are predominately an~ular to sub-rounded grains of quartz and feldspar. Near the contact with the underlYing Del Mar Formation it grades to a dark brown clayey sand. In the area of exploratory trench T-4, it is medium dense to dense and moderately well ceme~ted. In trench T-6, it is less dense and poorly cemented. The Eocene sediments are covered by colluvium and fill soil. The colluvium varies from dark brown very clayey medium sand to light brown slightly silty very fine to fine sand. This variance is dependent upon the formational source. The colluvial soils are very moist. poorly consolidated and compressible. They are typically in a 1 to 2 foot thick layer. Fill soil occurs in the vicinity of exploratory trenches T-1 throuQh T-4. It ranQes in thickness from 2 feet in trench T-3 to 11.5 feet in trench T-l. The material is comDosed of WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -4- I I I I I I I I I I I I I I I I I I I interlavered brownish-qreen silty clay and olive qreen sandy clay. It is poorly compacted and in a very moist to saturated condition. A sample of this clay was returned to our laboratory to determine its expansive potential. Test results indicate this material to have a medium expansive potential with an expansion index of 70 (please see laboratory results, Plate 9). As mentioned in the "Site Description", a fill slope encroaches from the adiacent property to the north. Field density tests taken in this fill failed to meet or exceedd 90\ relative compaction. No obvious qeoloqic hazards were observed in any of our subsurface explorations. The main concern on this particular site will be the proper treatment of compressible and expansive soil material as outlined in this report. GROUNDWATER: Free qroundwater was not encountered in any of our subsurface explorations. However, fluctuations in the level of qroundwater may occur which were not evident at the time of our investiqation. RECOMMENDATIONS AND CONCLUSIONS SITE PREPARATION EXISTING SOIL: We recommend that any existinq fill, topsoil. colluvium, and low density soil be removed to firm natural qround from beneath proposed fill pad areas, so that structures will be WESTERN SOIL AND FOUNDATION ENGINEERING, INC. I I I I I I I I I I I I I I I I I I I . supported on firm material. Based on the findings of this study. the depth of removal will range from 1 to 11.5 feet. Table Number One at the back of this report presents anticipated removal depths in the area of our exploratory trenches. This soil may be replaced, if desired, as a properlv controlled fill densified to at least 90% relative compaction. All delet rious materials and oversized debris encountered in this fill should be removed and leqally disposed of off-site. The horizontal limits of these recommendations should include the area within the perimeter of 10 feet beyond the buildinq exteriors. All areas to receive asphaltic or concrete pavements, slabs. or sidewalks should be treated similarly and be included within this perimeter. If groundwater is encountered during the removal and recompaction of the soil or difficulty is encountered in achieving a minimum of 90 percent relative compaction, then this office shall be consulted for further recommendations. EXPANSIVE SOIL: All expansive soils shall be kept at least 3 feet below proposed finish subgrade. Expansive soil occurrinq on cut lots within 3 feet of finish pad grade shall be completely removed and replaced with qranular non-expansive soil compacted to a minimum of 90% relative compaction. Granular soil suitable for lot cappinq material was encountered in exploratory trench T-6. This light brown. fine qrained sand appears to exist within the southwest quarter of the WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -6- I I I I I I I I I I I I I I I I I I I property, IMPORTED FILL: Imported soils, if required at this site, should be examined by our office to determine their suitability prior to importinq these materials. SURFACE DRAINAGE: Surface drainaqe should be directed away from structures. The pondinq of water or saturation of soil should not.be allowed adiacent to their foundations. EARTHWORK: All earthwork and qradinq contemplated for site preparation should be accomplished in accordance with the attached Specifications for Construction of Controlled Fills. All special site preparation recommendations presented in the sections above will supersede those in the standard Specifications for Construction of Controlled Fills. All embankments, structural fill, and fill should be compacted to a minimum of 90\. All utility trench backfill should be compacted to a minimum of 90\ of its maximum dry density. The maximum dry density of each soil type should be determined in accordance with A.S.T.M. Test Method D1557-78. Prior to commencement of the brushinq operation, a preqradinq meetinq should be held at the site. The Developer. Owner, Surveyor, Gradinq Contractor. and the Soil Enqineer should attend. Our firm should be qiven at least 48 hours notice of the meetinq time. rI WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -7- I I I I I I I I I I I I I I I I I I I CUT AND FILL SLOPES: We recommend that all slopes be constructed with a slope ratio of 2.0:1.0 (horizontal:vertical) or flatter. to a maximum heiqht of 10 feet. Fill slopes shall be keyed into dense natural qround. The key should be a minimum of 2 feet deep at the toe of slope and fall with 5% qrade toward the interior of the proposed fill areas (please refer to Plate Number 13). All keys should be inspected by the Soil Enqineer or his representative in the field prior to placinq compacted soil therein. The existinq fill slope which encroaches from the ad;acent northern property is not compacted to a minimum of 90% relative compaction. However, stability calculations usinq the Janbu and Sinqh methods indicate it to be stable from deep seated failure provided development does not occur on or within ten feet of the toe or top of slope. If it is decided that this area will be cut. filled or developed, then remedial procedures to this slope will be required. Slopes should be planted as soon as feasible after qradinq. Slope erosion includinq slouqhinq, rillinq. and slumpinq of surficial soils may be anticipated if the slopes are left unplanted for a lonq period of time. especially durinq rainy seasons. Erosion control and drainaqe devices should be installed in compliance with the requirements of the controllinq aqencies. RIPPABILITY: All soils encountered in the exploratory trenches WESTERN SOIL AND FOUNDA nON ENGINEERING, INC. -8- I I I I I I I I I I I I I I I I I I I are rippable bv conventional means to the depths investiqated. FOUNDATIONS GENERAL: The structures shall be supported on continuous footinqs, bearinq in on-site soil material recompacted in accordance with the recommendations contained in this report. Footinqs should be desiqned with the minimum dimensions and allowable dead plus live load bearinq values qiven in the table below. CONTINUOUS FOOTING PARAMETERS Minimum Minimum Soil Load Number of Depth Width Bearinq Value Stories (inches) (inches) (P.s.f.) 1 12 12 2000 2 18 15 2500 The minimum depth qiven shall be below finish subqrade (bottom of sand cushion). All continuous footinqs should contain at least one .5 reinforcinq bar top and bottom to provide structural continuity and to permit spanninq of local irreqularities, The soil load bearinq values presented above may be increased by one-third for short term loads. includinq wind or seismic. Settlements under buildinq loads are expected to be within tolerable limits for the proposed structures. Concrete slabs-on-qrade may be supported on compacted WESTERN SOIL AND FOUNDA nON ENGINEERING, INC. -9- I I I I I I I I I I I I I I I I I I I . on-site soil or dense natural around. Four inches of clean washed concrete sand should be placed beneath the slab for curina. Slab reinforcina should be provided in accordance with the anticipated use of and loadinas on the slab. In areas where moisture sensitive floor coverinas are to be utilized and in other areas where floor dampness would be undesirable, we recommend consideration be given to providinq an impermeable membrane beneath the slabs. The membrane should be covered with two inches of sand to protect it durinq construction. The sand should be liqhtly moistened iust prior to placina the concrete. Care should be taken not to puncture the visaueen. All ioints (laps) in the visqueen should be a minimum of 6 inches in width and sealed with an approved sealer. TRANSITION AREAS: Foundations supported partially on cut and partially on fill are not recommended. The tendency of cut and fill soils to compress differently can freauently result in unequal structural support and subsequent crackinq to portions of the structure. Therefore, in transition areas, we recommend that the entire cut area be overexcavated and replaced with soils compacted to a minimum of 90%. This overexcavation or undercuttina should be carried to a depth of 2 feet below the bottom of the deepest proposed footinq. LATERAL RESISTANCE: Resistance to lateral loads may be provided by friction at the base of the footinq and by passive pressure aqainst the adiacent soil. For concrete footinqs on compacted WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -10- I I I I I I I I I I I I I I I I I I I soil, an allowable coefficient of friction of 0.35 may be used. An allowable passive uniform pressure of 200 pounds per square foot actinq aqainst the foundation may be used in desiqn. If footinqs are proposed ad;acent to slope areas, we recommend that the footinqs be deepened to provide a minimum horizontal distance from the outer edqe of footinqs to the ad;acent slope face equal to one-half the heiqht of the slope. This horizontal distance should be no less than 6 feet and no more than 12 feet. RETAINING WALLS: Retaininq walls must be desiqned to resist lateral earth pressures and any additional lateral loads caused by surcharqe loads. We recommend unrestrained walls be desiqned for an equivalent fluid pressure of 30 pounds per cubic foot (pcf) where backfill is level. We recommend restrained walls be desiqned for an equivalent fluid pressure of 30 pcf plus an additional uniform lateral pressure of 6H pounds per square foot where H = the heiqht of backfill above the top of the wall footinq in feet. Wherever walls will be subiected to sur-harqe loads, they should be desiqned for an additional uniform lateral pressure equal to one-third the anticipated surcharqe pressure in case of unrestrained walls. and one-half the anticipated surcharqe in the case of restraininq walls. The precedinq desiqn pressures assume there is sufficient drainaqe behind the walls to prevent the build-up of hydrostatic pressures from surface water infiltration. Adequate drainaoe may be provided by means of weep holes with permeable material WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -11- I I I I I I I I I I I I I I I I I I I installed behind the walls or by means of a system of subdrains. Expansive soils (greater than 3.0 percent swell or an expansive index of 30) shall not be used as retaining wall backfill material. Backfill placed behind the walls should be compacted to a minimum degree of compaction of 90\ using light compaction equipment. If heavy equipment is used. the wall should be appropriately temporarily braced. FOOTING OBSERVATIONS: All footinq excavations should be inspected by the Soil Enqineer prior to placinq reinforcinq steel and concrete. FIELD EXPLORATIONS Six subsurface explorations were made at the locations indicated on the attached Plate Number 1 on May 31. 1989. These explorations consisted of trenches excavated by a Ford 550 backhoe. The trenches were carefully loqqed when made. The field work was conducted under the observation of our qeoloqy and soil enqineerinq personnel. The loqs are presented on the followinq Plate Numbers 3 throuqh 8. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate Number 2. In addition. a verbal textural description. the wet color. the apparent moisture and the density or consistency are presented. The density of WESTERN SOIL AND FOUNDA nON ENGINEERING, INC. -12- I I I I I I I I I I I I I I I I I I I granular material is given as either very loose, loose. medium dense, dense or very dense. The consistency of silts or clays is given as either very soft. soft. medium stiff. stiff. very stiff or hard. Samples of typical and representative soils were obtained and returned to our laboratory for testing. LABORATORY TESTING - Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (A.S.T.M.) test methods or suggested procedures. Test results are shown on Plate Numbers 9 through 11. PLAN REVIEW Western Soil and Foundation Engineering, Inc. should review the grading plans prior to the start of gradinq. . WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -13- I I I I I I I I I I I I I I I I I I I LIMITATIONS The recommendations presented in this report are contingent upon our review of final plans and specifications. The soil engineer should review and verify the compliance of the final plans with this report and with Chapter 70 of the Uniform Building Code. It is recommended that Western Soil and FOImdation Engineering, Inc. be retained to provide continuous soil engineerinq services during the earthwork operations. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. Western Soil and Foundation Engineering, Inc. will not be held responsible for earthwork of any kind performed without our observation, inspection and testinq. The recommendations and opinions expressed in this report reflect our best estimate of the pro;ect requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recoqnized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site develor~ent should be brouqht to the attention of the soil WESTERN SOIL AND FOUNDA TlON ENGINEERING, INC. -14- I I I I I I I I I I I I I I I I I I I enqineer so that he may make modifications, if necessary. This office should be advised of any chanqes in the pro;ect scope so that it may be determined if the recommendations contained herein are appropriate. This should be verified in writinq or modified by a written addendum. The findinqs of this report are valid as of this date. Chanqes in the condition of a property can, however, occur with the passaqe of time, whether they be due to natural processes or the-work of man on this or ad;acent properties. In addition, chanqes in the state-of-the-Art and/or Government Codes may occur. Due to such chanqes, the findinqs of the report may be invalidated wholly or in part by chanqes beyond our control, Therefore, this report should not be relied upon after a period of one year without a review by us verifyino the suitability of the conclusions and recommendations, We will be responsible for our data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consultina or other services. or by our furnishinq of oral or written reports or findinqs. It is the responsibility of the Client or the Client's representative to ensure that the information and recommendations contained herein are brouqht to the attention of the enqineer and WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -15- I I I I I I I I I I I I I I I I I I I architect for the pro;ect and incorporated into the pro;ect's plans and specifications. It is further his responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry out such recommendations durinq construction. WESTERN SOIL AND FOUNDA TlON ENGINEERING, INC. -16- I I I I I I I I I I I I I I I I I I I ATTACHMENTS WESTERN SOIL AND FOUNDA nON ENGINEERING, INC. I I I I I I I I I I I I I I I I I I I SITE PLAN (In Back Pocket) WESTERN SOIL AND FOUNDATION ENGINEERING, INC. . I I I I I I I I I I I I I I I I I I I SUBSURFACE EXPLORATION LEGEND SOIL DESCRIPTION UNIFIED SOIL CLASSIFICATION CHART GROUP SYMBOL TYPICAL NAMES I. COARSE GRAINED, More than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS More than half of coarse fraction is larger than No. 4 sieve size but smaller than J" GW Well graded gravels, gravel- sand mixtures, little or DO fines. Poorly graded gravels, gravel- sand mixtures, little or DO fines. Silty gravels, poorly graded gravel-sand-silt mixtures. Clayey gravels, poorly graded gravel-sand, clay mixtures. GP GRAVELS WITH FINES (Appreciable amount of fines) GK GC SANDS CLEAN SANDS More than half of coarse fraction is smaller than No. 4 sieve size. SANDS WITH FINES (Appreciable amount of fines) SW Well graded sand, gravelly sands, little or DO fines. Poorly graded sands, gravelly sands, little or no fines. Silty sands, poorly graded Rand and silt mixtures. Clayey sands, poorly graded sand and clay mixtures. SP SM SC II. FINE GRAINED, More than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS KL Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plast- icity. Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. Organic silty and organic silty clays of low plasticity Inorganic siltys, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat Organic clays of medium to high plasticity. Peat .and other highly organic soils Liquid Limit less than 50 CL OL SILTY AND CLAYS KH Li'luid Limit greater than 50 CH OR RIGHLY ORGANIC SOILS PT WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PLATE NUMBER 2 I I - Z >- >! ~ ILl 0 TRENCH NUMBER T-1 >- . ILl 0. ~ILI ~u ~ wi)! w >- ~ - w ~ <t ELEVATION 125:t za: ZZ "'_ a:- >z ... ...J U ILl;:) ILl ILl ZLL ;:)~ -0 I - ILl a:~ a:~ ~z ~- LL lLIu <t~ J: ...J 0 SAMPLING ~~ <t~ 00. "'W ...Ju ~ 0. '" '" 0.", - -~ ILI~ 0. :IE '" METHOD Ford 550 Backhoe 0.0 o.z >- Oz ILl <t <t <t:IE <to a: ~ 0 a::IE I p en ...J U 0 U 0 u DESC RIPTION u - Brownish-Green Silty Clay Interlayered Very Medium - I - -- with Olive Green Slightly Sandy Clay Moist Stiff 1 - B -- 99.6 15.6 81. 2- - - f- -- I 2 - CH- - - f---- - l- I 3- ~ with Sporadic Chunks of Asphalt 103.3 13.9 84.T - ~- - 4 - =-- - :== I - -'-'--'-'- - - 5 - -- Soft - I - -'- to - -- Medium 6 - Stiff 93.4 15.3 76.1 - -- - I -- I 7- -...... I - -- Increasing Occurrence of Asphalt and - --- - I 8 - . Clay Pipe Pieces - ...\,;t.. - - --- I 9 - ~-- - - --- - 10- I- -- - I '--- - - --- 11- - I --- (Fill ) 'Gi..~ Brownish-Yellow Very Clayey Medium Sand Very Medium i 1r ?(oi, Dense t - to Sandy Clay Mar Formation) Moist , I ........ (Del Stiff 13- Bottom of Trench - - - I 14- -- B = Bulk Sample - -' I 15- - - - I JOB NUMBER DATE LOGGED LOGGED BY 89-52 RHYNER PROPERTY 5-31-89 V.G. I SUBSURFACE EXPLORATION LOG PL ATE NO. 3 I I I I I I I I I I I I I I I I I I I - Z >- :.! I- W 0 TRENCH NUMBER T-2 >- - 0 W 0. I- W 1-1.) I- W :.! W >- I- - 0 W I- <l ELEVATION 128:1: Zo:: ZZ 1Il_ 0:: >Z lL I.) W :> ww ZlL :>1- -0 - ..J 0:: 0::1- Z 1-- W I- WI.) l- I- :r ..J 0 lL SAMPLING ~ III <l~ Oil. Ill"'" <ll,.; l- ll. III (J) Ford 550 Backhoe o.(J) - - I- ..J<( 0. ::!i (J) METHOD 0.0 o.z 0 Z wll. <l <l <l ::!i <l0 >- ::;: 0 0::::;: W 0:: Cl III ..J I.) 0 u 0 <. DESC RIPTION I,.; - -.- Olive-Brown Sandy Clay Interlayered with - r Brownish-Green Silty Clay with Sporadic 1 - -- Chunks of Asphalt Very Soft - Moist to - CH -- Medium - 2 - Stiff 91.4 16.0 74.7 :' --.- - - -,... -'- " (Fill ) 3- --- - - ',. ..~ Loose t "",,,,: I 4 - SC ',.:, Dark Brown Very Clayey Medium Sand Very Medium - '7.:,., , ......... (Colluvium) Moist , ," . , ',1.1.' Light Brown Fine San.u..-- I 5 C -:::_- 105.6 14.3 , - 1-:'-_'-'.'- Sandy I - - MH- Light Green Siltstone Very Very t-'..:.':-~ I 6 - C Moist Stiff 120.7 13.6 i - , to '.~ grades to - - -- i - , , '- I - 7- SM'c Dark Green Silty Fine to Medium Sand, Very Dense i - " Well Cemented with Lenses of Iron-Oxide Moist to I - - C it~~y Stained Medium Sand Very I - 8 - Dense ..... . - - i ..'- 9 - - ~'".., :,.0'..... i - ..-.~:g (Del Mar Formation) , - ;.:.......:.... 10 ..' '. - Bottom of Trench - 11- - - - I - 12 - I I - C = Chunk Sample I - 13- I - - - 14 - - - - 15 - - - - JOB NUMBER DATE LOGGED LOGGED BY 89-52 RHYNER PROPERTY 5-31-89 V.G. SUBSURFACE EXPLORATION LOG PLATE NO. 4 I I I I I I I I I I I I I I I I I I I - z ~ I- UJ 0 TRENCH NUMBER T-3 ~ >- UJ 0. I- I-u I- UJ >! UJ ~ I- UJ - . UJ I- < ELEVATION 13S:t z a: zz "'- a: >z .... ...J U UJ ;:) UJUJ Z ;:) I- -0 - a: a: I- .... z 1-- UJ I- UlU I- <(l- X ...J 0 .... SAMPLING it <~ UJ '" c a. '" ...Ju I- 0. '" '" Ford 550 Backhoe 0.", - I- Ul~ a. ::! '" METHOD a. 0 a.z >- 0 Z UJ <( < < ::! <0 a: :::;: 0 Ir:i! 0 l/') ...J U U 0 u DESCRIPTION c U ~ Olive Brown Sandy Clay Interlayered - - , ~-'= with Brownish-Green Silty Clay Very Soft 1 - CH=-: Moist - to - '=-=:, (Fill) Medium - Contact dips east Stiff n.L 2 ....L.:;:,. 94.7 21.5 '- I-<-'-~ Dark Green Waxy Siltstone, Very 3 - ' - , Fractured MH- - - ~~..=L Very Very Moist Stiff - fLL.. 4 - B/ -r' grades to 21.0 14.2 - -- to - C -- - --, 5 - T-- Hard - '-- -=--: - -'--,- but - ,,- -,- -- Fractured 6 - " ~ Dark Green Very Fine Sandy Siltstone - -=- -=-.: with Interbedded Waxy Siltstone - ML S - r -- at 7- C I-'--.:-=.:~ u 113.2 17.6 - r 1--,.,- at I - 1-'-_'--.:.- - 8 ~ r_- - ed I - I-'::.~c (Del Mar Formation) I - ~..,-= - ':::.~ 9 ..:.....:.:.. - -' Dark Green Silty Fine to Medium Grained - -,- Sandstone with Iron-Oxide Stained Very Dense 10- "'SM ',' Lenses of Medium to Coarse Sand Moist - - ::;~.~" - 11- #~~~f~. grades to - ", '" .....,...,... . -:~ - ts.f - 12 - Light Yellowish-Green Silty Fine to - , SW ' Medium Grained Sandstone Moderately - - .... ," Well Cemented 13- '- - - .,:: 1-' (Del Mar Formation) - "",.'" . . ~ '"'. 14 ;'..;, - Bottom of Trench - 15- - - - JOB NUMBER DA TE LOGGED LOGGED BY 89-52 RHYNER PROPERTY 5-31-89 V.G. SUBSURFACE EXPLORATION LOG PLATE NO.5 I I I I I I I I I I I I I I I I I I I - Z >- ~ ~ ILl 0 TRENCH NUMBER T-4 >- 0 0. ~ILI ~ wo.! ILl >- ~ ~u - W LoJ ~ ~ ELEVATION 135:1: Zo: zz If)_ 0:- >Z ... u ILI~ ILILL1 Z... ~f- -0 - ...J o:f- ~ Z f-- ILl - o:~ LL1u ~f- :I: ...J 0 ... SAMPLING ~!!? ~!!? 00. If)w ...Ju ~ 0. If) If) Ford 550 Backhoe o.lf) - - ~ w~ 0. 2: If) METHOD 0.0 o.z >- o Z ILl ~ ~ ~2: ~o 0: ~ 0 a::::e I'=> If) ...J U 0 U 0 u DESC RIPTION U -- - =-= Olive Green Silty Clay - -- - 1 - - S Soft -- at - to - u 2 - _CH~ r Medium - at Stiff - - ed - --- 3 - B 97.6 27.1 79.:;- - - - --- (Fill) 4 - - 1-__ - I - 1-' - 5 ~ I I- 97.6 5.6 I 79.S- Moist Loose 6 Light Brown Slightly Silty Very Fine C ...(',.," to Fine Sand (Colluvium)" i 7 :................. Medium Brown Very Fine to Fine Grained ,Very Medium I - - C Moderately Cemented Sandstone Moist Dense 115.0 6.6 194.0- 8 - grades to to - ',SW". Dense - ..... Dark Brown Clayey Fine to Medium - '<:'.' Grained Moderately Well Cemented I - 9 - :.:": Sandstone , - ;SC; Very Dense I - (Torrey Sandstone) Moist 10 "~:".:.:Lo.' - -:""--7 Olive Brown To Olive Green Sandy, - ",',.;:,:::;;:- - Clayey Silt with Thin Lenses of Light Very Medium - ll- - - Brown Fine Sand Moist Stiff - MIl: - - 12 ISa .;.'~:..- '-~ Dark Green Sandy Sil tstone - - ~~.: t Very r- ~ u Stiff r - 13 - c-ML~ at to - IE";:' (Del Mar Formation) ed Hard , - I 14 I"c':-'- - Bottom of Trench - 15 - I - - - JOB NUMBER DATE LOGGED LOGGED BY RHYNER PROPERTY 5-31-89 V.G. 89-52 SUBSURFACE EXPLORATION LOG PLATE NO. 6 I I I I I I I I I I I I I I I I I I I - Z ~ I- lIJ 0 TRENCH NUMBER T-5 >- >- - . Q. I-lIJ I- ~ lIJ >- I- I-u - lIJ . lIJ lIJ I- <I: ELEVATION 1351 Zo:: ZZ "'- 0:: >z lL .J U lIJ::> lIJlIJ Zu.. ::l I- -0 - 0::1- Z 1-- lIJ 0::1- lIJu I- <1:1- :r .J 0 lL SAMPLING ~~ <I:~ lIJ OCl. '" .Ju I- Cl. '" '" Ford 550 Backhoe Cl.lJ) - I- l.LJ~ Cl. ~ '" METHOD Cl. 0 Cl.z >- 0 Z lIJ <I: <I: <I: ~ <1:0 0:: ::; 0 O:::l; P '" .J U U 0 u DESCRIPTION 0 u ,. ., - j~',- Dark Green Very Fine Sandy Waxy S Very - ,:-_ "'::L - . MIl- Siltstone at Stiff - 1 -'---' u to '~.......;. r - '-'.~.':: a Hard - t 2 - ;J.::'"L ed but - :-~~~-=. fractured - ~.,-T- - 3 - ~':~. - :,.,,-.~ - c. .-:-.~_ grades Less Waxy with Increasing - 4 - ;-:~''- Very Fine Sand - - ,",~..:. - ._-........ 5 - ~:-:-::-:': - :::'-.2: - 7.-'"''';. - "-,7. 6 - . ......,:..... - ". ;'"~ (Del Mar Formation) ! - ",,'.-":':': - ~~. 7 . '.. I - Bottom of Trench I - 8 - I - - I - i , 9 - I - - i - 10- - - - I 11- - - - 12- I - , - - 13- - , - I - 14 - - - - 15- - - - JOB NUMBER DATE LOGGED LOGGED BY 89-52 RHYNER PROPERTY 5-31-89 V.G. SUBSURFACE EXPLORATION LOG PLATE NO. 7 I I I I I I I I I I I I I I I I I I I - Z ~ I- W 0 TRENCH NUMBER T-6 ~ ~ - . W l1. I- w I-u I- UJ~ III ~ I- - W I- <( ELEVATION 135:1: za: ZZ "'_ a: >z I.L u w::> ww Z I.L ::> I- -0 - w -' a: I- a: I- I- Z 1-- I.L IIlU <(I- :I: -' 0 SAMPLING ~~ <(~ 0l1. ",Ill -'U I- l1. '" '" Ford 550 Backhoe l1.", - - I- 1Il~ l1. ~ '" METHOD l1.0 l1.z >- 0 Z III <( <( <(~ <(0 a: " 0 a:~ p II' -' U 0 U 0 u DESC RIPTION u , Medium - '...........".".,... Brown Fine Sand Very - Loose 1 - ....':':.'; grades to Moist - - SW< Light Brown Fine Sand to - 2 - r,',:,. - r grades to Medium - .......,. Dark Brown Very Clayey Fine Sand to Dense - 3 - B ......::"'-: Sandy Clay - - r-- ~SC, (Torrey Sandstone) - 4 - r:: ~ , 92.5 75.6- r,~'-' 9.7 ~..~ - ",-,',.c,',-" - Cn, 5 - ~':':'~ Dark Green Very '" "'n - c.:.,-,-~: Fine Sandy Waxy Siltstone ~- - c-~~- ~ - S-- 6 - - ,::",~, at -- -- - ~":'c: (Del Mar Formation) u Very r-- - r ~"~'-, a Stiff r---- 7 t e" - Bottom of Trench 8 - - - - 9 - - - - 10- - - - 11- - - - 12- ! - i - I - 13 - - - - 14 - - - - 15- - - - JOB NUMBER DATE LOGGED LOGGED BY 89-52 RHYNER PROPERTY 5-31-89 V.G. SUBSURFACE EXPLORATION LOG PLATE NO, 8 I I I I I I I I I I I I I I I I I I I LABORATORY TEST RESULTS MAXIMUM DENSITY/OPTIMUM MOISTURE Maximum Optimum Sample Density Moisture Location Description (pcf) (Percent) T-l @ 1.0' Oli ve Green Sandy Si It y Clay 122.7 12.5 T-6 @ 3.0' Liqht Brown Fine Sand 122.3 10.5 DIRECT SHEAR Anql e of Sample Cohesion Internal Friction Location (psf) (deqrees) *T-l @ 1. O' 200 19 **T-6 @ 3.0' 160 3? * Sample remolded to in-situ density and moisture. ** Sample remolded to 90% of maximum dry density at 3% over optimum moisture content. All samples saturated prior to testinq. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PLATE NUMBER 9 I I I I I I I I I I I I I I I I I I I H!1:CHA1'UCAL SIEVE..ANALYSIS Sample LQ!;:ilUo~ ...J4 00 140 1100 '200 T-6 @ 3.0' 100 99.9 90.5 38.7 23.9 Percent Passing U.S. Standard Sieve ,EXrhlfS1.Q.N. .J.lfDEl( * Sample I.pg;l.J;j Q~ Expansion _..1.~ci.~1!__. Expansion PQ.!;"mt:!.!il T-1 @ 1.0' 70 Medium * Test performed per U.B.C. method. WESTERN SOIL AND FOUNDA nON ENGINEERING, INC. PLATE NUMBER 10 I I I I I I I I I I I I I I I I I I I PLASTICITY INDEX/LIQCID LIMIT Liquid Limit 42 Plastic Limit 26 Plastic Index 16 Sample T-3 @ 4.0' 60 50 x '" 40 CH or Oil "" :z H .... r-o 30 H U H r-o '" 20 -< ....:J ~ MIl or OH 10 OL 0 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT W.BT&RN .alL ANa ",aUNCATlaN .NOIN..RINO INC. PLATE Nl':'ffiER 11-- I I I I I I I I I I I I I I I I I I I 'l'ABJ,~ Ofi.E TRENCH DEPTH OF TRENCH SOIL REMOVAL BELOW ff!1M_B~_REl( I ST I NGGRADE (FEET) '1'-1 11.5 '1'-2 4.5 '1'-3 3.0 '1'-4 7.0 '1'-.5 1. 0 '1'-6 3.0 to 6.0 NOTE: It should be recognized that variations in soil conditions may Occur between exploratory trenches that will require additional removal. Exploratory trenches encountered in the ,emoval process should be recompacted an additional 2 feet below the depths shown in the above table. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PLA TE NUMBER 12 I I I I I I I I I I I I I I I I I I I FILL SLOPE KEY PROJECTED PLANE I TO I IlUlKIMUM FROM "ATURAL GROlIiO SLOPE TO APPROVED FILL ----- - - - -- - - - - - - -- 2' S"" 1IIIN''''UtI - - ~ - ~- M'NIIlIUM - WIDTH --.I BASE KEY 15' - .... -..",. " ..","'" ~1'~\..,.,' -"" .~--' ...",-' i. t..~" -,' .- -- ~91\~"~__""""-- E.\l - ..E....~ _ - - 8' .....~ IlENCH -- - -- - -- -- -- TYPICAL BENCH (HEIGIfT VARIES) JlNMUM DOWNSLOPE KEY DEPTH COIIIPETENT EARTH MATERIAL IlACICDRANl MAY BE REQUIRED PER RECOMIiIIENDATlONS OF SOILS ENGINEER RHYNER PROPERTY JOB NO. 89-52 DATE June 19 1989 WESTERN PLATE NO.], .OIL AND FOUNDATION .NGIN..RING INC. I I I I I I I I I I I I I I I I I I I APPENDIX I WESTERN SOIL AND FOUNDATION ENGINEERING, INC. I I I I I I I I I I I I I I I I I I I WESTERN SOIL AND FOUNDA nON ENGINEERING, INC. PHONE 746-3553 AREA CODE 619 423 HALE AVENUE ESCONDIDa. CALIFORNIA. 92025 SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS GENERAL DESCRIPTION: The construction of controlled fills shall consist of ade~uate preliminary soil investigations, and clearing, removal of existing structures and foundations, preparation of land to be filled, excavation of earth and rock from cut area, compaction and control of the fill, and all other work necessary to complete the grading of the filled area to conform with the lines, grades, and slopes as shown on the accepted plans. CLEARING-AND PREPARATION OF AREAS TO BE FILLED: (a) All fill control projects shall have a preliminary soil investigation or a visual examinstion, depending upon the nature of the job, by a ~ualified soil engineer prior to grading. (b) All timber, trees, brush, vegetation, and other rubbish shall be removed, piled and burned, or otherwise disposed of to leave the prepsred area with a finished appearance free from unsightly debris. (c) Any soft, swampy or otherwise unsuitable areas, shall be corrected by drainage Dr removal of compressible material, or both, to the depths indicated on the plans or as directed by the soil engineer. (d) The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six inches (6") or deeper as specified by the soil engineer, and until the sur- face is free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the e~uipment to be used. (e) No fill shall be placed until the prepared native ground has been approved by the soil engineer. (f) Where fills sre made on the hillsides with slopes greater than 5 (horizontal) to 1 (vertical), horizontal benches shall be cut into firm undisturbed natural ground to provide lateral and vertical stability. The initial bench at the toe of the fill shall be at least 10 feet in width on firm undisturbed natural ground at the elevation of the toe stake. The soil engineer shall determine the width and fre~uency of all succeeding benches which will vary with the soil conditions and the steepness of slope. (g) After the natural ground has been prepared, it shall be brought to the proper moisture content and compacted to not less than 90% of maximum density, A.S.T.H. D1557-78. I I (h) Expansive soils may re~uire special compaction specifications as directed in the preliminary soil investigation by the soil engineer. I (i) The cut portions of building pads in which rock-like material exists may re~uire excavation and recompaction for density compatibility with the fill as directed by the soil engineer. I MATERIALS: The fill soils shall consist of select materials graded so that at lesst 40 percent of the material passes the No.4 sieve. The material may be obtained from the excavation, a borrow pit, or by mixing soils from one or more sources. The material used shall be free from vegetable matter, and other del- eterious substances, and shall not contain rocks or lumps greater than 6 inches in diameter. If excessive vegetation, rocks, or soils with unacceptable physical characteristics are encountered, these materials shall be disposed of in waste areas designated on the plans or as directed by the soil engineer. If soils are encountered during the grading operation which were not reported in the preliminary soil investigation, further testing will be re~uired to ascertain their engineering properties. Any special treatment recommended in the prelim- inary or subse~uent soil reports not covered herein shall become an addendum to these specifications. I I I I No material of a perishable, spongy, or otherwise unstable nature shall be used in the fills. I PLACING, SPREADING AND COMPACTING FILL 'MATERIAL: (a) The selected fill material shall be placed in layers which shall not exceed six inches (6") when compacted. Each layer shall be spread evenly and shall be thoroughly blade-mixed during the spreading to insure uniformity of material"and moisture in each layer. I I (b) When the moisture content of the fill material is below that specified by the soil engineer, water shall be added until the moisture content is near optimum as determined by the soil engineer to assure thorough bonding during the com- pacting process. I (c) When the moisture content of the fill material is above that specified by the soil engineer, the fill material shall be aerated by blading and scarifying, or other satisfactory methods until the moisture content is near optimum as determined by the soils engineer. I I (d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the specified maximum density in accord- ance with A.S.T.M. D1557-78. Compaction shall be by means of tamping or sheeps- foot rollers, multiple-wheel pneumatic-tired rollers, or other types 01 rollers. Rollers shall be of such design that they will be able to compact the fill to the specified density. Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient passes to obtain the desired density. The entire area to be filled shall be compacted to the specified density. I I I I WESTERN SOIL AND FOUNDATION ENGINEERING, INC. I -2- I I I (e) Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable e~uipment. Compacting operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable 8aOUnt of loose soil on the slopes. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of 3 to 5 feet in elevation gain or by other methods producing satisfactory results. I I (f) Field density tests shsll be made by the soil engineer for approximately each foot in elevation gain after compaction, but not to exceed two feet in vertical height between tests. The location of the tests in plan shall be spaced to give the best possible coverage and shall be taken no farther than 100 feft apart. Tests shall be taken on corner and terrace lots for each two feet in elevation gain. The soil engineer may take additional tests as considered necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the tests shallcbe taken in the compacted material below the disturbed surface. No additional layers of fill sball be spread until the field density tests indicate that the specified density has been obtained. I I I (g) The fill operation shall be continued in six inch (6") compacted layers, as specified above. until the fill has been brought to the finished slopes and grades as shown on the accepted plans. I SUPERVISION: Supervision by the soil engineer shall be made during the filling and compacting operations so that he can certify that the fill was made in accord- ance with accepted specifications. I The specifications and soil testing of subgrade, subbase, and base materials for roads, or other public property shall be done in accordance witb specifications of the governing agency. I I SEASONAL LIMITS: No fill material shall be placed, spread, or rolled during unfavorable weather conditions. When the work is interrupted by heavy rain, grading shall not be resumed until field tests by tbe soil engineer indicate that the moisture content and density of the fill are as previously specified. In the event that, in the opinion of the engineer, soils unsatisfactory as foundation material are encountered, they shall not be incorporated in the grading and disposition will be made at the engineer's discretion. I I I I I I I WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -3- . . . AUGUST 8, 1990 WGAN ENGINEERING 465 First Street, Suite A Encinitas, CA 92024 619-942-8474 HYDROLOGY STUDY FOR T.P.H. 89-058 DESCRIPTION: PARCEL 4 OF P.M. 15145 CITY OF ENCINITAS RESOLUTION NO. OL-89-010 ARCHITECT: MR. KASPER RHYNER C/O LOGAN ENGINEERING 465 FIRST ST, STE. A ENCINITAS, CA 92024 ENGINEER: LOGAN ENGINEERING 465 FIRST ST., STE. A ENCINITAS, CA 92024 619-942-8474 10F4 R.C.E. 39726 EXP. DATE 12-31-~3 . ~~f4 · ~. tt-lPRO!.oGY"9fllPi -~IGJ CRI1"ERtA - ~ UPoJ I/?"p. "De5I6J J 'PRo~ui?f,~~~'1 - Q-= ~A (RMlot-.!At.) - UJD U~6 ~ 7"/JC;!--f f1fNtll.--f 12E3fV&.l11kt- "~,, c.;;; o.r~'7 1).~.t I AI";; 1.0M.. . 1:::: 14.0 MI,J. .1 -= 3. t) ,oJ /I-lR .l:l H:" 1101 L:: 0"-0 I ~ = 0.11 Owo -;; ().6(j{~.Cj)(2/1):; ~:z. ~~ 1/,~4t 1- At--= (J.g k 1L.:= 6.t) M1J l' ~ 6.b 'J~R lJ~:; 317' l/ Z<70' ~:: tJ./4 a,oo -= D.Gc;{r;.b){D,e}: 2.; CKS . ?of4 e1[. ~J~MJLIC. MM..~\$ -t.f.4E~k ~A-c.rr-j ~r:E')(I~T. ~'T12Ue-rtRe>. n~1 ( t)IO'::: tb,~tFs~ - EYI<S1' 1*.13" 13ROl..\ 1)1"f6JJ @ 10- -goh Diameter (inches) ... 24 Mannings n ...... . .016 Slope (ft/ft) ....... depth (ft) .......... 0.1030 Q (cfs) ........... 6.20 0.44 depth/diameter ... 0.22 Velocity (fps) Area (Sq. Ft.) ..... . 12.18 Velocity head .... 2.30 ..... . 0.51 Critical Depth ..... . 0.88 Critical Slope ... 0.0071 e Critical Velocity... 4.65 Froude Number 3.87 . . .. tkPAtlT'i ()~ 'Bi?ow "'D'~C.H l~ kDE&LlA1E. - eYls,,-: &,ICA'1tP IJ LET J 'tJ'I Cwtp. tl% -= 0.1 .-.. ~ ulr~'& =' ~.1 (Z-) :: I.J I .. . I +{ VJ t1\X,d -=- (I g -11;;.0/ ~ "L ~ +lvJt:v~;\ > flJ r~J (), k. ~- . 4o{4 . -1). "P. t 1. ( Q 100 :: Z./3 CFs ') . . - C-H~tr< CAf~T-I ()~e,clST.1 e.'tCMP, t+w jp ~ O. b ..". +lJ(Vjld~ ~,t{t.'7) ~ l1."7' +iw~"tiil-:; /(e-llb,4b~ 1.t7' +tWtlVlJ > HvJ redJ ~. K. ~ C-oJ CLUSIOJ ': - AJ kl-f) 15 /,,1 PIc.A1t5 f')( l"5i. -PRAtJ A6E ~12U~T()jZE5 1D 13f A-'()E&JA-"It;. '1'~ i-VE1<'E toN s'T1<0~leV I~ -(.HE C,IT-I 1'<JK'SJA,..\-r'lD ?LA,.JS J Ar-lAL-+SI5 "PRFPA'Ktl) 'B-1 M/(, lJA-t~'f "PA-sc.o FoR. -rHE' 61<\ 61~ A1.... "PA'KCtL Mitt:' (-t 1'71.4-0). - '"FER CorJDI1IQ.j ( Dr '/~~ fuDW'fIDJ) 1'+-l€ A-Pf>UcM f .u AS' CLEAt-t~ 6Ju'l 11I~fY t<7T . WMtJMf <S7STEM5 .'1~tvr ws<S ~L"ED Dv'E'R., r( I'S M-I C5PINIO,J 1tfWl DNtt: 1'HE 6RADI~6 IS CDMPL€"fR) ~ L.MDSa?/JG IN,STAu~ / :;!LTA-Tlo,J bf ~~ ?-i'S'TtM 5" WILL. ,..Lo L,D~6f"g 'BE A Wo'13LFM . .....:) ;~~_. . :~;;' e; . ~8LE 2 IIUNOF~ COEmCIENTS (MnOMLflETHOD) NOTES: . . (I) Soil' Croup lIa!?s are available at t:he offices of the Department of " Public Works.. . {2>Wh~re actual conditions. deviate significantly from the'tabulated l~erVious- ness values of 80% or ~, the values given for coefficient C, ~y be revised by IllUltlplying 80% or ~ by the ratio of actual llllpervious,nen to the tabulated Imperviousness. However, In no case shalt the final coefficient be less than O.SO.For eXlIGIpler' 'Conslder c:oanerclal property on D soi I.croup. Actual I.pervlousness -50% Tabulated I~ervlousness - 80% . . levlsed C -~'x 0.85.0.53 . ..... . IV.,,-, ~ APPENDIX IX-8 b.v.5/1l - ,- --, -.r" ".~~'~ _. . __ .. . .' _ .. ~. ..~ - >0' -- - 1 . . ..'1.,....__:. ......'-:-.~ .. ",' ". ", oO,!,._., I/> 4... ',_ . :.......,.~. '~"'I"~""'_'...'.. .0 "~~.~:-.:....' .... ',' ":-~Ir.:'f"'&;':" ........... - --........... -- --.--.- ..----..'. ............-..-"..:--i"......... 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C_6 - o - ..::- o o ..-- -- 1..~_ o en ...J c:.:: S :::l ...J C- o c,,} - II II S II: .. - '\ c::> c--.. ~ . II: !! z;: ". ~: ... 101 ... ~ i~ hi i~ ~ ~: "" QUO; U ;0 ~ Co.!!~ .0 EO .. _: Lo"" I:.J ~= .. !.~ . z. c.. C 11- 1Io -~ III Po" _ cO 0 _.. f'I'\ .,;Xii ~ ~R _ C C z. o. r;- c!! ai .. ~ . .. - ! .. I l / ., .. In .::- .. .... .... '- . ~. - - , :~:~~~ ':_.___'C 'tr. _.~~ .c r-., - "-. . ..... - ..-. .. c '"" - .." .-: . c: - - II-A- r3 APPENDIX OF CULVERTS 175 Poge I. t I liar Corrugated Metal Pipe Projming ..................................... .188 Jlar Corrugated Metal Pipe Propng ........................... ......... ..189 uhu Corrugated Metal Pipe Headwall .................................... ...190 liar Cor-rugated Metal Pipe. Headwall . .................................... ..191 ulOir Corrugated Metal Pipe Headwall ........... .192 :ul\'crts Flowing Full. n = 0.024. . . . . . . . . .19! CHART l I. II. III 01. ".- 1.- l.aIlPLE: ".- ...I.....'U"-" '.- ........ 0.- .,' .. ... '.- '" ... u 1,_ ., I.. ,.. II ... '" ....... '.- 100 II) ISI .00 'IS! I. ~ I I. .. o. . o. 01. o. '01 .. .. )hs for Circular Corrugated Metal -Structural Plate !c Circular Corrugated Metal Pipe. .......... .... ..194 II: Circular Corrugated Metal Pipe, ................. .... ..195 _ .~~r.c~.t~~ .~~~~~~~ .~.e.~~ .~i~:. . . . . . .196 .. Circular Corrugated Metal Pipe. r..............,..,...,.,. ........ .....197 ugated Metal Pipe Culverts FJowing Full, .......................... ........... ..198 .. .. 10 ----1-:- 100 so. ... ...- -" .......- .......- ",...V ,,~ .......- . I" / .......- .......- -'.-' " I. n .. .. z u !! !! ... I.' I.' .. ~ . i .......-.. .. /' : / ;: 01 u .. .. I. I.' I I t I .. ~ ~ a ~ 100 .. I. 10 MW 40 -s-: SCAL[ '0 III I.. f.. ["TRANCE: I,. TYPE " .. .. ,. .............. i -, ,. ....... -. .. .. .. --, " .1 .-... .1 .......1... .. .. .. ~phs for Corrugated Metal Pipe- Culverts -e - Arch Culvcru with Inlet Control. . . . . .199 rrugated M('tal Pi~ - Arch. Projecting ...................................... ..200 rrugalM Metal Pi~ - Arch. Projecting "........................... .......... ..!OI .rrugaled Metal Pipe - Arch. HcadwaU ".......................... .............lO2 ,rrugated Metal Pipe - Arch. HcadwaU "........................... ........... .!O! - Arch Cu1vrrts Flowing Full. n = 0.024. . .204 rugatcd Metal Pipe - Arch Cul~. ; Full. n = 0.0527 to 0.0506. . . ... . . . .. . . . .205 " .. .. . .. Ii so IS SO I. '" ... IT .. a "......' .........., ......11I. _ ........., ..1;_ _ ......... ....... .......-..... -....... I o II .1 .1 . 2: I 01 Ith for Various Discharges (rapm whell outlet ia uhlublDC:lJCd) ......... ............... ................106 . Horizontal. Critical Dtpth. . . . . . . . . , .', . . .fIYI s Vertical. Clitial Depth.... ..._....... ...P riuat Depth.......................... ...1D9 b, Critical Depth..,.... ..................110 .1 .1 .. La II HEADWATER DEPTH FOR CONCRETE .,.IPE CULVERTS WITH INLET CONTROL _.......-.c........_ . . --- gJPIJ -:1'1..111 consulting . . Fr S'lIrL ~ bN;" "" engineers and geologists June 27, 1988 Mr. John Cover Cover Brothers Development Co. 264 Rancho Santa Fe Road Olivenhain, CA 92054 SF-955 RE: REPORT OF SUBGRADE PREPARATION AND COMPACTION WOODWIND LANE (6TH STREET) AND PRIVATE ROAD EASEMENT TO WOODWIND LANE AND ALSO PARCELS 2 & 4 OF T.P.M. 18550 OLIVENHAIN, CALIFORNIA , Dear Mr. Cover: Submitted herewith please find the report of subgrade preparation and compaction for the Woodwind Lane and private road easement to Woodwind Lane road improvements. The approximate location of the subject road improvements are shown on the enclosed key map. The accompanying report summarizes our observations and the results of our field and laboratory tests. Ground preparation and subgrade compaction for the areas worked was completed during the period between October 7 to October 26, 1987. The approximate location of field density tests are shown on the enclosed plates, (enclosed plates have been reproduced from the plans provided by Pasco Engineering). Our testing and engineering observations was limited to the easterly portion of Woodwind Lane from Station 10+00 to Station 13+00, and southerly and westerly private roads to Woodwind Lane from Stations 1+00 to Station 7+00 and also parcels 2 and 4 of T.P.M. 18550. Our services were only limited to the following: * Periodic observation of the compaction operations of the natural subgrade soils and filled ground. Taking field density tests on the compacted, reworked natural subgrade soils and placed artificial fills. * "^.~~~'~tt?/;. :) . J"?1',~" <; ~,. ,~i'C;~'~~ ,;', "'~':!'::,:':'f"" "''''';t' ;);,,~:';':~: ~ .4 . ':;~'~i:~r't:'~i~,,;':, <:-' ~ t ,d.t-.It' ", : "'" 1"~'."._, '>t.'I::~jt:-;'\ .""::r,f~t~~i~~:l~;"', 11080 Roselle Street, Suite A . San Diego,CA 92121 . ~7~,!!1' . ;:i:j;,: : ,i~i) -";i'F'.',,,!: .,,;..;.,," ':.~.i_ - '>_~~'~~\_::,,~':~'~',.':~K:~!,:ioi"i ,~ ,-,~B";)i< . . SF-955 Page 2 * Performing laboratory standard tests on different soil types. * "R", value testing and pavement design. Please note that we were not provided with a grading plan for the development of the subject road improvements. Therefore, the elevations reported herein have been produced from physical measurements at the site. This opportunity to be of service is sincerely appreciated. If there are any questions, please do not hesitate to contact the undersigned. Sincerely, '5- e-_ Dr. V. Dakshanamurthy, P.E. Senior Engineer For Santa Fe Soils, Inc. , BR/vC 'Ni.i:~:'''J." '~m:~___,__ "._ "" ':;'_~,..it,M'CK"..." .-..'.>..".";:'.:nv.f.......".,',...",-...:':"":'.:~-~.~,:""'~':::';'.. ~,~~,'-;:.';.#,;>~:i.!i:~~~,l:>:*',f' i':.;:il-t,;~j,i:'if~'i.,~'::~~:,~;""/''"~-F,,,,:lf-4W'\:f!~~:;:F~~~1/,~.."f',:~,~~~'f,,~:,_HJi'. ':"~~'"""': -:'" 7'_;,~.IO~J"':,,~"'.(:F~'::;::- , ',' '-"_ -~ ,.,...-..p, ",,' ".,_."','" , . . SF-955 Page 3 REFERENCES "Pavement Design for Woodwind Lane and the Southerly Private Street Perpendicular to Woodwind Lane",. prepared by Santa Fe Soils, Inc., dated October 22, 1987. "Structural Section Requirements for Private Road Easement to Woodwind Lane, TPM 18550", issued by the County of San Diego, Department of Public Works, dated November 9, 1987. LABORATORY TESTING The maximum dry density and optimum moisture content of different soil types were determined in accordance with the ASTM D 1557-78 method. The test results are summarized in Table I. "R" value tests were performed on representative soil samples obtained from the rough finish subgrade. The test results and approximate test locations are summarized in Table II. PAVEMENT DESIGN , Pavement design for the proposed road improvements was completed based upon the "R" value test results obtained on the rough finished subgrade soils. The layered design of the road improvements structural section was submitted. to the County of San Diego for review and approval. Subsequently, a report . providing structural section requirements for the planned road improvements was issued by the County (see references). Sutlgrade ,".+ .' '.." '., " .~'" compactions reported herein were completed to . CP!1l' . f: " .' ~'" ' ,.' , .' , "',' ...'" ,~' ;y,;-ti.. County requirements. . ., ,> " ,":}" ,..... "",~41-.r'\lI:;.:",.(,,{fT;^<-4!.';.'>; ,\~;' -.',;;";:"";"':': ;,...,....-"i-..,h.,,_. ";Co . . SF-955 Page 4 GROUND PREPARATION AND COMPACTION Woodwind Lane, {Station 10+00 to Station 13+00); Subgrade preparation and compaction procedures for this portion of Woodwind Lane was completed in compliance with the structural section requirements approved and at forth by the County of San Diego, Department of Public Works (see references). At least 12 inches of the native subgrade soils beneath the subject areas was reworked, moisture conditioned to the near optimum moisture contents and compacted. A Muller vibratory tumping foot roller was used for compaction. Field density tests were performed in accordance with the ASTM D 1556-82 as the subgrade soils were being compacted. Areas of low compaction, as determined by the laboratory testing, were brought to the attention of the contractor, reworked, recompacted and retested. The test locations and final test results are summarized in Compaction Test Results, Table III. The results of our field density and laboratory tests indicate that at least 12 inches of the natural subgrade soils beneath the subject areas were compacted to a minimum 95 percent of maximum dry density, at the test locations. Our services were limited to compaction testing of natural subgrade soils only. Verification of materials, thickness and compaction of the overlying pavement structural layers were beyond the scope of our services. Road Easement to Woodwind Lane, (Station 1+00 to Station 7+00): We were not. provided with a gradi~gl>lan. fO:r:>:!iI1~:new ~:~~~~:~:n::~gr~~: :::~tc~~~~t~~...~~:~.~~:P~~~~~~~;~~7_~J~~it'(;'... , "".:,,,' ,,-' :\'\",,,: i.-" ~,'. :'::(l'., "';:,;;-" . ,i' '''::r::~~:~{::A:-';;-:~xj:,~~'l~'':,~,1.,:'' t,jZ~~~ ):, ' i''', .,,' ., . ' '.\;.,...': i! ""..'.: "."';'_,"';<' "~":<." 'C.. ..~' ;..' . '! '-~ ~~-', -:.:~-:"~~:;z~:S~~~'.;:;::~:r,/';:?:z:" ..;;~t';(t.;;q;I~"~~~t~: ", .. ~-; :'('>"'I~:,~'.~1"~~ii ~,.--;~:,i,\i'1J(':';,,2iJ.i;~i'r~: , "'-,.,',....-'">' . . SF-955 Page 5 The previously existing old asphalt surface was ripped and broken to fragments not greater than six inches, reworked and compacted. Additional fills were then placed in the subject areas to the level of the desired elevations. The fill materials were moisture conditioned to near optimum moisture contents and placed in lifts, with each lift being compacted and tested. A Muller vibratory tumping foot roller was used for compaction. According to our observations, approximately up to six feet of fills were placed between Stations 2+00 and 5+00. The maximum fill slope is approximately 1 horizontal to 1 vertical. Field density tests were performed in accordance with the ASTM D- 1556-82 as the _ fill was placed. Areas of low compactions, as determined by the field density tests, were brought to the attention of the contractor. These areas were reworked and retested. The test elevations and final test results are summarized in Compaction Test Results, Table IV. According to the field and laboratory t-est results, fills placed below the upper one foot of the final finished subgrade elevations were compacted to at least 90 percent of maximum dry density, at the test locations. The results of our field and laboratory testing further indicate that upper 12 inches of the subgrade soils beneath the su~ject road improvements were compacted to a minimum 95 percent of maximum dry density, at the test locations. Compaction of the upper 12 inches of thesubgrade soils were completed to meet the County requirements for the structural section of the proposed road improvements. Our services were limited to compac~ion testing of the fill and subgrade soils only. Verification of materials, thickness and compaction of the . ' .' , overlying pavement structural laye;rs ~ere l:l~)r~~~{ ;1ih~:- scogEl:,,!f~~14~~7';Yrfrt'i"- i _: '. "I, .,..." ...., ',m -.' ""-'>';""'-;~."'i~~F.... '; ..,'{....,......ft-:' serv ces. '~:".:: u 'i-',' i'''' ,',.,-". ,"d' "1. "', , " ..0..,.....",.., -,,'g, .-~~_.._-_..-,..._-..--::.-.._...." -~- -, ,':~ .';"t<-'~<~,~.-, . . 17 .. ':. . (2 ') C:P ... ~O-l:1-~ f~L~(J~) Page 6 SF-955 CULVERT LIFE Based on the tested Ph = 9.5 and resistivity = 4000 Ohm-cmms, the anticipated life of the 18" CMP culvert was calculated at 57 years for a 16 gauge thickness. ""= 'l .0," PARCELS 2 & 4 OF T.P.M. 18850 Compaction tests were performed on fills placed on Parcels 2 and 4 of T.P.M. 18850. The results of these tests are summarized on plates included with this report. SLOPE PROTECTION To enhance the potential for future favorable performance of slopes, these areas should be landscaped at the completion of grading. Slopes left unplanted will be subject to erosion. The irrigation system should be installed in accordance with the county requirements. Water should not be allowed to flow over the slope in an uncontrolled manner. Until landscaping is fully ;0." ,~. , ;,,j~;;i::" established, P~.El~~iC s~e~ting ShOUld.~,..~~~~~ accessible to protect the slopes frOm periods of prQ.~R9'''d and/or heavy rainfall. . . ....LJ F" ..ij .. ;'" "'~""':""i":;"""'~:ip;;,!it,;.J"..";'?;;:'::,~'!:'!Illnjili~..!I\l,r'll It"lll!., _~'iW(lrnw _ .....~"jlT~~ ~<,;; . . SF-955 Page 7 LIMITATIONS Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed under our observations. 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 reader should be aware that variation in relative compaction should be expected upon retesting due to variations in soils and testing procedures. It should be noted that as-compacted composition of fill may change due to post-construction changes such cycles of drying and wetting, water infiltration, applied loads, environmental changes, etc. These changes can change fill composition in regard to strength behavior, compressibility behavior, volume change behavior, permeability behavior, etc. Respectfully submitted, Santa Fe Soils, Inc. r~d\\v\ " V'L~ ~L.----2~ Dr. V. Dakshana Murthy, P.E. Senior Engineer VDM/vc j .","' ;'" cc: Daniel Wiegand .. Gary M. Travis,. County of San Diego Dept. of 'Public Works ~, Soil ~ 1 2 3 4 5 6 .;. ., '; '("1~~:Slll'll!I'("~""U~aillli'l.'l!II'*;i_~~~~:il;P . . TABLE I Laboratory Standards Description Optimum Moisture Content (%) Maximum Dry Density (lbs/ft Gray brown silty fine to medium sand (key noise berm Rancho Santa Fe Road) 10.5 121. 7 Brown clayey fine to 12.0 121. 5 medium sand (E Street & Carolyn Place) Silty fine to medium 10.7 123.0 sand (E Street STA 34+00 38+00) Olive green sandy clay 14.7 116.8 (Woodwind Lane area house pads) Light green brown clayey 10.2 121. 2 fine to medium sand (Woodwind Lane area) Silty fine to medium sand 10.3 122.5 (Woodwind Lane subgrade STA 10+00 - 13+00) TABLE II UR" Value Test Results Street Approximate "R" Name . Location Value Private Road Easement to Woodwind Lane Station 5+85 24 Private Road Easement to, Woodwind Lane Station 2+85 22 Woodwind Lane Station 1+43 72 ."1'.. "".::, "~-'(F;'.;;;~~ . Test Date of Location No. Test Station ~-,,",-!~"'--"'II 'I. ,......IIiIi'I-"'''~.~',''" ":-,:c~;::t"~"4~'~~~1?">~!~"'"F'.'t'i:':~,_\"',:~4:i~,,,~ ,.,,~ l'.~~'''II'''''J!IlI'~'-'~il,~.~-1l;_~~" ", , "",.~ . TABLE III Compaction Test Results Elevation of Test (Feet) Moisture Content (%) Dry Unit Weight (lbs/ft) Soil ~ Relative Compaction (%) Woodwind Lane (6th Street) 52 10-7 STA 10+20 FSG 7.2 109.5 6 89 53 10-7 STA 11+60 " 9.3 113.1 6 92 54 10-7 STA 12+50 " 6.9 109.1 6 89 100 10-26 STA 10+60 " 8.1 114.8 6 94 (Retest #53) 101 10-26 STA 12+50 " 9.6 111. 7 6 91 (Retest #54) 102 10-26 STA 12+60 " 10.8 116.9 6 95 (Retest #101) 103 10-26 STA 10+50 " 11.1 119.2 6 97 (Retest #100) 104 10-26 STA 11+50 " 11.4 119.1 6 97 (Retest #53) * FSG = Finished Subgrade NOTE: Discontinuation of test numbers sequence indicated that testing was done on other areas of the site. . Test Date of Location No. Test Station TABLE IV Compaction Test Results Elevation of Test (Feet) Moisture Content (%) Dry Unit Weight (lbs/ft) Soil ~ Relative Compaction (%) Southerly and Westerly Road Easements to Woodwind Lane: 55 10-9 STA 2+10 56 10-9 STA 3+15 57 10-9 STA 3+00 ~1~~~, 913 ~ 10-9 STA 2+20 ~~t}::'~i~~5f;1~',:?~:"';';<';": :j" " '," -5' 9.3 104.7 5 86 :-5' 9.9 105.7 5 87 -5' 11.1 U2,,1, 5 92 (Retest #56) -5' 9.0 ' ;""'.," <.q..._,>;, . . ,. _,:e: ;~,'A..._~."~,..~.,:,,,,"'J:';i'/-,""". . ~"."'-.:-,~ TABLE IV CaNT. . Compaction Test Results Test Date of Location No. Test Station Elevation of Test (Feet) Moisture Content (%) Dry Unit Weight (lbs/ft) , ~.... Soil ~ Relative Compaction (%) 84 10-17 Southerly and Westerly Road Easements to Woodwind Lane: 85 87 10-17 10-17 88 10-17 95 10-20 10-20 96 98 99 10-21 10-21 3+00 3+80 6+10 5+50 6+95 6+95 6+90 7+00 NOTE: FSG = Finished Subgrade " " " " -3' -3' -2' FSG 18.0 15.6 14.6 10.0 10.8 11.1 12.3 11.1 111.0 112.2 118.8 116.5 106.8 109.5 112.3 116.0. 4 95 (Retest #80) 4 96 6 97 (Retest #82) 6 95 (Retest #83) 5 83 5 90 (Retest #95) 5 5 93 96 Discontinuation of test numbers indicates that other tests were performed on other areas of the site. ,. 'S ,,:~ ["it ~'r" .. , fo~, i . , ~'I I It1 . :'J~~~~:~ft~t'itt'rl,j"':1~~~1t"~~:Fl\;;.'1'iii;!!l{~,n:-'",~, ....,.,,)!n'~.'(.,,~~""li~"~~r,r"~,,~ ,'I~I( , '<. ~ '. .... :'; . \D \D ... ... .... \C Qj 00 ....,J -..J -...J o\CO\~'Wf\J W ftr"J tv 1\,) l\J o \C Qj ...... Q"l ~. () t\I I:"" ... ZI'll OUl -I au WI .1 If II .,1 " i Ii i Iii: :,. : 11 .... .... .... .... \D 0 = = 0 = = = 0 = = 0 = = = = I I I r I '" '" .... .... .... <J1 0 \D ... 0 .... 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" J ., WOODWIND LANE ( 6 'ill St. ) \ 1\ I~~I "'1 ., ',", .- :.- ~l!'ij .~ ':':":'~~~ -"y~+::.:^, ,~ ';i,,;f~"'F:-~,~:,:'.,};, ~ \,; :~_C,?/:"","~._ ~'_: . . Note: No grading plan available at this time Site Plan is drawn from measurements taken on site. ~ .> 0 'S- ~~ ~ ... '" ~ '" o ~ o ~ '" '" \ 1 > ~'." , f., , \- Scale I.. E 0Cl' ~ . ~ 8~\ ,I) .. I I' -- "" \" ~.l' t_:,,"',~ ' ~ -i _ ,,-- _, . .i,;~>~.:i,,;#(( -~:. ....,..~;,;n-,., .. ~~., ~~L oWl': -,; ;i;I'~"tJl": :__>~: 1l.0. ci)l';;' ."j.... 'of'-- ,"',.:,,'" . "':"iCD,~,~.,_!.~,",~.,,,", .,.,.,,~,_,~,,11" SITE PLAN, WOODWIND LANE ~ SCALE: 1" = 60' 120 120 II) ... ~ III t') - ~ ! , , g 125 PARCEL-2 LEGEND ,.....-130-- EXIST. CONTOURS . - -I~- CONTOURS PRIOR TO GRADING --t!--.;;--DAYLIGHT LINE PLAN IS REDUCED FROM GRADING PLAN t. .,.J'i.,"\',," qji:, ;,;~;.~,:~, ,.; .Ju ,pi.i;'Ncl;'" 'S . '.:'.;'.., Job No. ' -;,.", By ';"<-'~-'? '," ,,j,; .'':;, . /I,e/I hilgilleeriIl1/, iIII.-'. CIVIL, GEOTECHNICAL, & QUALITY ENGINEERS . STRUCTURAL ENGINEERING. LAND SURVEYING . PERCOLA TlON & SOIL TESTING . CONSTRUCTION MANAGEMENT & INSPECTION 5933 SEA LION PLACE, SUITE 100, CARLSBAD, CA 92008 CLIENT: CHUBBIC 619-431-8213 PROJECT: CHU192 DATE: 6 FEB. 1992 Mr. Steve Chubbic 1067 Neptune Ave. Leucadia, CA. 920248 Subject: Results of Compaction Testing and Inspection for the lot located at 284 Rancho Santa Fe Rd., Encinitas, CA (APN: 259-231-75). Dear Mr, Chubbic: Pursuant to your request, we have completed our Inspection and Compaction Testing of the rough grading operations for the subject parcel. Locations of our Field Density Tests are shown on Enclosure (1), and the results of these tests are detailed on Enclosure (2). Site preparation, compaction, and testing were accomplished between January 6 and 31, 1992. Based on our observations and testing, it is our opinion that the work performed during that period was in general conformance with the City of Encinitas Grading Ordinance and the Approved Grading Plan 10472-GI On 6 January 1992, grading began on the subject lot with the contractor removing some surface vegetation. ,-\11 debris was removed from the pad area. The export operation which followed consisted of the removal of the existing fill materials on the east side of the lot. These materials were hauled off site. -1- . /1..,,/1 hilgillccrillg, ill"". CIVIL ENGINEERING. LAND SURVEYING ENGINEERING DATA MANAGEMENT & CONVERSION GJ.s. . MAP/PLAN/DOCUMENT SCANNING CLIENT: CHUBBIC PROJECT: CHU192 DATE: 6 FEB. 1992 On January 16 1992, the contractor excavated for supporting '.,;hear key at the toe of the Easterly facing fill slope for the house pad I)y cutting a slot 20 feet wide into the firm natural 30il and tilting the bottom downward into the slope. Fill jll~lterial, SUIldy silty clay and siltstone genel'ated fronl cuts :\Jong the Westerly side of the pad, was then watered arid 1'('I;ompacted Ofl the Easterly side of the hOllse pad. Densit~. was achieved by the use of a D-6 Blllldozel' Ll'ack,,'alLillg the soil as fill "'as placed in thin lifts. Since l~~-isting soil varied in moistllre content, the contI'actor had to ~pelld additional time and effort in his mixing operatiofl in order tc ensure near-optimum moisture and proper compaction l.ll the fill Illaterial. As indicated by our Compaction Test Results, Enclosure (2), d,nsity tests performed in the construction of the fill slope for Ule house pad indicated over 90% relative compaction ,IS compared '.0 ASTH Test Procedure D 1557-78. In gerIeral, the native materials exposed near stlrface grades {J'e considered to have a nloderate expansioll potential according Lu Table 29-C of the Uniform Building Code. FCJu.ndtttio[Js shall be sized and constructed in accordance with the rccomnlcndations found !l the latter part of this Report. -2- 5933 SEA LION PLACE, SUITE 100, CARLSBAD, CA 92008 619-431-8213 FAX 619-431-6959 . II..ell hilgillccrillg, illt:. CIVIL ENGINEERING. LAND SURVEYING ENGINEERING DATA MANAGEMENT & CONVERSION G./.s. . MAP/PLAN/DOCUMENT SCANNING CLIENT: CHUBBIC PROJ ECT: CH\Jl92 DATE: 6 FEB. 1992 For foundation design purposes, an allowable bearing strength of 2500 psf may be utilized for all continuous or spread footings founded in dense native soils compacted to 90% relative compaction per ASTM D 1557-78. This design bearing value is in accordance with the recommendations of the Geotechnical Investigation by Western Soil and Foundation Engineering, Inc., dated 6-19-89 It is recommended that the continuous perimeter foundations and concrete slabs be constructed and reinforced in accordance with the following minimum design criteria: a. The continuous perimeter foundations shall extend a minimum depth of 24 inches and a minimum width of 18 inches into the compacted fill soils for a two story structure and a minimum depth of 18 inches and a minimum width of 12 inches for a single story. The continuous foundations shall be reinforced with at least four No. 5 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bar shall be placed 3 inches from the bottom. b. Footings which span from native material to compacted fill soils shall be reinforced with an additional of two No.5 steel bars top and bottom to control potential differential movement extended 10 feet on either side of the daylight line. Since the building area of the pad was over-excavated to a depth of approximately 36 inches, a transition lot condition is not anticipated. -3- 5933 SEA LION PLACE. SUITE 100, CARLSBAD, CA 92008 619-431-8213 FAX 619-431-6959 , . . 11..,11 hilgillccrillg, ill"". CIVIL ENGINEERING. LAND SURVEYING ENGINEERING DATA MANAGEMENT & CONVERSJON GJ,s. . MAP/PLAN/DOCUMENT SCANNING CLIENT: CHUBBIC PROJECT: CHU192 DATE: 6 FEB. 1992 c. Footings placed on or adjacent to fill slopes shall have a minimum horizontal distance of eight feet (8' I from the edge of the footings to the face of the slope. d. All concrete slabs shall be a minimum of four inches in thickness and reinforced with a minimum of No.3 rebars placed at 24 inches both ways. In order to minimize vapor transmission, an impermeable membrane (ie: visqueen) shall be placed over 4 inches of non-expansive sand. The membrane shall be covered with two inches of sand to protect it during construction and the sand should be lightly moistened just prior to placing concrete. All concrete used on this project shall have a minimum compressive strength of 2000 psi unless otherwise stated on the Grading Plan. These foundation recommendations are minimum design requirements, however actual foundations shall be designed for the expected live and dead loads, and for wind and seismic loads. Findings of this Report are valid as of this date; however, changes in conditions of a property can occur with passage of time, whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of three years. -4- 5933 SEA LION PLACE, SUITE 100, CARLSBAD, CA 92008 619-431-8213 FAX 619-431-6959 . 11..e:II'flilgilleerillg, illt:. CIVIL ENGINEERING. LAND SURVEYING ENGINEERING DATA MANAGEMENT & CONVERSION G.I.S. . MAP/PLAN/DOCUMENT SCANNING CLIENT: CHUBBIC PROJECT: CHU192 DATE: 6 FEB. 1992 In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and recommendations contained herein are are incorporated into the plans. called to the attention of the project Architect and Engineer and shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. Further, the necessary steps The Soil Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, ./// ,- j?:'''~ A.L.L7f-- l.-,-". "\,~'_ Ai-thur C. Beard /" RCE RQE RGE .-\CB/DPB/emb -5- 5933 SEA LION PLACE, SUITE 100. CARLSBAD, CA 92008 619-431-8213 FAX 619-431-6959 \'''' \" '" " NoT TO SCALE ._ {\ /~,. \ "~!il "\ h , ~ 'J \ \ :::-, , ~~', <, 'v t'Ji} q~1 .,I '., ~~ ~ I, C ~I \J 4)QI' I I I I I I I I k C\,j I~"'::",,- !iAr."/ ' l.}~.... /j,,1 1,- -,- r'tM;?ING/If.ilKNt 47 TH/S TIME OlIO? Ix eX/STIN6 CON70l//?.f 70 ~ REM4/NI15 I.f:) ~5EEW7EROF /2 . APPROXIMATE LOCATION OF FIELD DENSITY TESTS P LOT OWNER: MR, Sle.Ve:;, C.l-\\J'\')'i';IC LOCATION: 284- J2ArJ::J.lO SANTA FE: lZO, ENC/ N lit6 I cA ' A. P . N. : 2'59 - :2 B 1- 75 PROJECT: ON /q-z, DATE: ~ee '12. P LAN IJ..erIJ I!lII!/illccrillg, ill"''. CIVIL, GEOTECHNICAL, & QUALITY ENGINEERS . STRUCTURAL ENGINEERING. LAND SURVEYING . PERCOLATION & SOIL TESTING . CONSTRUCTION MANAGEMENT & INSPECTION 5933 SEA LION PLACE, SUITE 100, CARLSBAD, CA 92008 619-431-8213 ENCLOSURE (1) . . '/1.."II'}ilf/illccrillg, illl-'. ~ ~ CIVIL, GEOTECHNICAL, & QUALITY ENGINEERS \ WI . STRUCTURAL ENGINEERING. LAND SURVEYING ,..:., '.~ ' . . PERCOLA nON & SOIL TESTING . CONSTRUCTION MANAGEMENT & INSPECTION 5933 SEA LION PLACE, SUITE 100. CARLSBAD, CA 92008 619-431-8213 QIENT: C I-\UBP~lc.. fIDJEcr : cHu. 192- rn1E: Fe/? \992- Test Test Test Test Sol1 Dry Dens 1ty, pcf Moisture, % Relative Retest No. . Date Location El/Depth Type Field Maximum. Field Opt. Compaction No. I 1/17 HOU,~6 ;.)AD A /05, I /15,5 /5.7 14,5 ql Z II II 103,4- II /4,2 \1 qo 3 1/: I' II 104,7 " /6.4 \1 CJ/ "".. 4 II if " /b7,Z II /7.2 I 93 0- I1 Ii I' II 106/ I' /0.& a",.. !i- i' " 10.'3,3 II 14,0 :?,../ 6 I !~'r , ';i-r <-'" 7 II 104,2 " /<;,5 qo " 8 " II /O~,'J 1\ 14,.8 , 12 1/-: .J 1\ /01,2 I' IS,&:' l' - ;; /-..,- " (/'? " II /10,0 i' 14,;; [I /)r 10 "/? /1 1/31 , 1\ /07,2- I, 15,Q , c~ -;.:" . . II II 107.7 'I /4-,f:; " C}3 I':' " . - COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION OPTIMUM MAXIMUM DRY MOISTURE % DENSITY (pef) A. ~/2i::_Y - TAM Ct.-A VEY .5AtJO/SIC...TSTo/./E /4,~ 115.5 COMPACTION TEST DATA ENCLOSURE (2) NoText NoText