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1990-285 G/H Street Address ~/~5 Category I .21 ~ 8.5 Serial # Ó 2 ßS q Name I Description Year Plan ck. # recdescv ~~. .~ t. -~ I .~!, . ' " .~ ;~ , ¡ ):j ;;i I! ,1 J ! \ , I .1 , I 1 ~ , i SOILS INVESTIGATION FOR PROPOSED SINGLE FAMILY RESIDENTIAL LOT PARCEL 2, MAP 11513 ENCINITAS, CALIFORNIA PREPARED FOR: Eric Davy 1133 Columbia Street, #202 San Diego, California 92101 PREPARED BY: KETCHUM ENGINEERING, INC. 7818 Quebrada Circle Carlsbad, California 92009 "¡'~,. I.;~ , ::", 11 D ~L. ,¡ "'.' I) n! QL!.~ U .,;., ,., p~~i\~; '10 KETCHUM ENGINEERING INC. ~. May 19, 1988 KETCHUM ENGINEERING INC. 7818 QUEBRADA CIRCLE, CARlSBAD (619)944-1836 . CALIF..92009 Eric Davy 1133 Columbia st., suite 202 San Diego, California 92101 KE8833 Report 1 Subject: soils Investigation for a Proposed Single Family Residential Lot, Parcel 2, Map 11513, ~ncinitas, California. ' Gentlemen: We are pleased to present the results of our soil investigation for the subject project. This study was performed in accordance with your request and our proposal dated April 28, 1988. The results of our field investigation and laboratory tests, as well as our conclusions and recommendations, are presented in the accompanying report. . We appreciate this opportunity to be of professional service. If you have any questions, you are welcome to contact this office at your convenience. Respectfully submitted, KETCHUM ENGINEERING, INC. . ENK/lk 5) Submitted . . KETCHUM ENGINEERING INC. TABLE OF CONTENTS' Introduction and Project Description Purpose and Scope of Project Field Investigation Laboratory Testing' Pindings site Description Subsurface Soil Conditions Groundwater Conclusions RecoDDaendations site Preparation cut and pill Slopes Foundations and Concrete Slabs-on-Grade Pavement Drainage Earth Retaining structures Limitations 2 2 3 3 " " " " " 5 5 6 7 8 8 9 10 ATTACHMENTS Plate 1 Plate 2 Plate 3 Plate 4 Plate 5 Vicinity Map site Plan Unified Soil Classification Trench Logs MaximWD Density, Direct Shear, Expansion APPENDIX RecoDDaended Grading Specifications , . KETCHUM ENGINEERING INC. KESS33 Page 2 SOIL INVESTIGATION FOR PROPOSED SINGLE FAMILY RESIDENTIAL LOT PARCEL 2, MAP 11513 ENCIHITAS, CALIFORNIA INTRODUCTION This report presents the results of our soil investigation for the subject site. The vicinity map for this project is presented on Plate Number I. Plate Number 2 shows the site configuration and the locations of our subsurface explorations. To assist in the preparation of this report, we were provided with a topography map that was prepared by Lambert and Associates, dated April 6,1988. . PROJECT DESCRIPTION This project is located west of Encinitas on a private road north of Candy Lane, Encinitas, California. The legal description of the site is Parcel 2 of Map 11513, County of San Diego, California. , Development of this site is proposed to consist of constructing a one and/or two story, wood frame structure with slab-on-grade construction. A pool is also proposed. PURPOSE AND SCOPE OF PROJECT The purpose of this investigation is to develop information regarding the on-site soil conditions to determine their suitability to receive the proposed development. The scope of this study inciudes the following: a) Explore the subsurface conditions to the depths influenced by the proposed construction. Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which will influence the development, including their bearing capacities, expansive characteristics and settlement potential. b) c) Develop soil engineering criteria for site grading and provide design information regarding the stability of cut and fill slopes.' Determine potential construction difficulties and provide recommendations concerning these problems. d) , . . , KETCHUM ENGINEERING INC. KE8833 e) Page 3 Recommend an appropriate foundation system for the type of structures anticipated and develop soil engineering design criteria for the recommended foundation design. f) Prepare a report that presents our findings, conclusions and recommendations. FIELD INVESTIGATION Our 'field investigation was conducted on May 5, 1988 and consisted of visual observations of the existing surface conditions and completion of one subsurface excavation. This excavation was made by hand ,under the observation of our engineering personnel. All soils encountered were visually classified in accordance with Unified Soil Classification System that is presented on Plate Number 3. The representative soil samples obtained were transported to the laboratory for testing. Please refer to Plate Number 4 for the field log. LABORATORY TESTING Laboratory testing on selected soil samples were completed in conformance with the general practices and procedures as recommended by the American Society for Testing and Materials (A.S.T.M.). These tests are briefly outlined below: a. Soil Sample Classification: By visual-examination, the sampled soil classifications made in the field were further evaluated in accord~nce with the Unified Soil Classification System. The final classifications are presented on the exploratory lags. Field Moisture Content and Dry Soil Density: The moisture content in percent of the soils dry weight and the dry unit weight in pounds per cubic foot were determined for selected soil samples. Please refer to the exploration logs for the results of these tests. b. c. Maximum Drv Density and Optimum Moisture Content: In accordance with the A.S.T.M. Standard Test D-1557-70, Method A, the maximum dry density, (pounds per cubic foot), and the optimum moisture content, (percent of the dry density), were established on typical samples. Plate Number 5 presents the results of these tests. d. Direct Shear Test: Direct shear tests were performed to, determine the failure envelope based on yield shear strength. The shear box was designed to accommodate a sample~aving diameters of 2.375 inches or 2.50 inches . and a height of 1.0 inch. Samples were tested at , . . -, KETCHUM ENGINEERING INC. " KE8833 Page 4 different vertical loads and at saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inches per minute. The results of these tests are presented on attached Plate Number 5. FINDINGS SITE DESCRIPTION The site is an irregular shaped parcel that is typified by a . northerly sloping ridge. There is an existing 1:1 cut slope that runs along the easterly property line. An existing concrete driveway provides the westerly boundary with an existing lot to the south. An asphalt private road is to the north. This property is covered with a moderate growth of the native shrubs. SUBSURFACE SOIL CONDITIONS, The site is capped with from zero to about 12 inches of a loose brown, silty, sandy topsoil. Dense silty sandstones underly the site. These sedimentary materials are typical ~f the Torrey Sandstone Formation. GROUNDWATER Based on our investigation, we do not believe that a shallow groundwater table exists at the site. No water table was encountered in any of the test trenches. We do not, therefore, anticipate any major groundwater related problems, either during. or after. construction. However, it should be recognized that minor groundwater seepage problems may occur after development of a site even where none we're present before development. These are usually minor phenomena and are often the result of an al teration in drainage patterns and an increase in irrigation water. Based on the permeability characteristics of the soil and the anticipated usage of the development, it is our opinion that minor seepage problems may occur at random locations. It is further our opinion that these problems can be most effectively corrected on an individual basis if, and when, they develop. CONCLUSIONS Based on the findings of this study, we conclude that, with respect to geotechnical aspects, the subject site is suitable for the proposed proj ect provided the recommendations contained in this report are fully complied with. The on-site soils were visually determined to have a low expansive potential and, therefore, should not require special foundation design consideration. KETCHUM ENGINEERING INC. KE8833 Page 5 The upper topsoils are loose and not suitable to receive structural loads. We, therefore, recommend that they be removed and replaced as an engineered fill prior to the placement of any new fill or structural building loads. We recommend that all structures such as pools and building foundations be founded no closer than a slope ratio of 1.5:1 up from the toe of the easterly cut slope. Foundations in this area may have to be deepened to meet this requirement. Further, it is suggested that this slope be cut back to at least. a 1.5: 1 slope. The reason for this suggestion is that the existing slope is too steep to sustain a planted landscape and is, therefore, subject to erosion. Based on our analysis, both the existing 1:1 slope and a l.5:l slope should be stable with regard to deep seated slope failures. RECOMMENDATIONS SITE PREPARATION PRECONSTRUCTION CONFERENCE: We recommend that a preconstruct ion conference be held at the site with the developer, civil eng ineer , contractor, and geotechnical engineer in attendance. Special soil handling and the grading plans can be discussed at that time. SPECIFICATIONS: We recommend that all earthwork be done in accordance with the attached "Recommended Grading Specifications." Ketchum Engineering, Inc., should observe the grading and test compacted fills. All special site preparation recommendations presented in this report will supercede those in the standard Recommended Grading Specifications. All embankments, structural fill and fill should be compacted to not less than 90 percent of the maximum laboratory density. utility trench backfill within 5 feet of the proposed structures and beneath asphalt pavements should be compacted to not less than 90 percent 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 l557-70. DEMOLITIONS. CLEARING AND GRUBBING: During site preparation, all debris and deleterious materials derived from demolition, clearing and grubbing operations should be legally disposed of off-site prior to grading. Any existing utilities that will not be utilized should be removed and properly capped at the property lines. The removal of trees should include the removal of their roots. The depressions resulting from the above operation should be backfilled with soil that has been compacted to at least 90' relative compaction. KETCHUM ENGINEERING INC. KE8833 Page 6 GENERAL: Beneath all areas to receive fill, structural loads, sidewalks, or pavements, we recommend that the topsoils, and fill be removed to firm natural ground and stockpiled for future use. It is anticipated that firm natural ground will be encountered from 0 to I foot below the existing surface. Firm natural ground is defined as soil that possesses an in-place density equal to, or greater than, 85% of its maximum dry density. The bottom of the excavation should be scarified to a depth of at least 6 inches, watered as required, and densified to at least 90%. The stockpiled soils may then be replaced and compacted to at least 90t in 6 to 8 inch lifts to de$ired grade. The lateral extent of the above recommendations should include the area 10 feet beyond the building perimeter. TRANSITION AREAS: We recommend that the cut area beneath structures be undercut to a minimum depth of I foot below the base of the deepest footing. This recommendation is submitted in an attempt to reduce the potential distress that could arise from footings founded partially on cut and partially on fill. MOISTURE CONTENT OF FILL SOILS: All fill soils placed should have moisture contents of at least 2% over optimum moisture content. AREAS TO BE PAVED: All areas to be paved should have the subgrade soils densified to at least 90% relative compaction to a minimum depth of 12 inches. It is suggested that the' upper 12 inches of subgrade soils be comprised of granular select, non-, expansive materials. IMPORT MATERIALS: Any fill material t.o be imported on-site should consist of granular, non-expansive soil that contains no organic or deleterious materials. It should have sufficient cohesion to hold a vertical, or near vertical cut for footing excavations. It should have at least 85% of the material passing the Number 4 sieve with no rocks or chunks larger than I l/2 inches. The import fill should be approved by our office prior to on-site delivery. CUT AND FILL SLOPES It is our opinion that cut and fill slopes constructed from the native on-site materials will be stable with relation to deep- seated failures if constructed at, or flatter than, the following recommended slope ratios expressed in the horizontal or vertical units for the indicated heights: Cut Slopes to 36 Feet in Height Cut Slopes to 50 Feet in Height Fill Slopes to 25 Feet in Height 1:1 1.5:1 2:1 KETCHUM ENGINEERING INC. .'. KE8833 Page 7 The above maximum heights were determined by using a factor of safety of 1.5. It-is also recommended that footings not be founded nearer than 8 feet measured horizontally inward from the face of the slopes. Slopes should be planted with erosion resisting plants and' natural drainage should be directed away from the top of all slopes such tha~ no' water is allowed to flow over the top. fOUNDATIONS AND CONCRETE SLABS-ON-GRADE ÇENERAL: We recommend the structure proposed for this project be supported by a continuous spread footing foundation system as recommended below. The following recommendations are submitted provided the soils within the upper 3 feet from finish grade have a low expansive potential. a) All footings for one and two story structures should be founded a minimum of 18 inches below adjacent finish grade. 'Footings should have a minimum width of 12 inches. b) Both exterior and interior continuous footings should be reinforced with two Number 4 bars positioned 3 inches above the bottom of the footings and two Humber 4 bars positioned 3 inches clear below finish floor. Footings and slabs should be placed monolithically. Interior slabs should be not less than 3 1/2 inches in thickness, underlain by a 4 inch blanket of clean concrete sand or crushed rock, reinforced with 6"x6"':' #lO/#lO welded wire mesh and completely surrounded with, a continuous footing. Number 3 ties should be placed at 32 inches on center from the slab to the footing. c) . d) Exterior slabs should be a minimum of 3 1/2 inches in thickness and should be reinforced with 6"x6"-fI0/fI0 welded wire mesh. e) Surface drainage should be directed away from the proposed foundation. Planters should be constructed so that water is not allowed to seep beneath foundations or slabs. over-irrigation of areas adjacent to foundations and slabs should be avoided. f) Prior to placing steel or concrete, the foundation excavations should be inspected by a representative of this office to insure that the above recommendations have been followed. KETCHUM ENGINEERING INC. observation only, and no warranty of any kind whatsoever, - exp~essed or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. It is the responsibility of the owners, or their representative to ensure that the information and recommendations contained herein are brought 'to the attention of the engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry out such recommendations during construction. Inspection services allow the testing of only a very small percentage of the fill placed at the site. Contractural arrangements with the grading contractor should contain the provision that he is responsible for excavating, placing and compaction of fill in accordance with the project specifications. Inspection by the geotechnical engineer during grading should not relieve the grading contractor of his primary responsibility to perform all work in accordance with the specifications., This firm does not practice nor consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of other than our own personnel on the site; therefore, the safety of others is the responsbility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. KETCHUM ENGINEERING INC. UNifiED SOIL CLASSifiCATION , ",.. GROUP MAJOR DIVI SIONS SYMBOl TYPICAL NAMES ,..... GRAVELS CLEAN GW Well g',ded g'avell. ",avel-uncI ""a 1"'.1. II.... Of no J GRAVElS 111\11, ~ MORE T HAH HAlf HESS THAN POOl IV Wlded g',vela 01 8'lvel-Nnd mialu,es. li"le Of :l a:o 5% FINES) GP no f'MI. "'0 OF COARSE ß i~ FRACTION IS GRAVEL GM Silly g;I../s. g,'vel-und-lill mi a I"'". non-plAilic fines. ~ .... Z .., LAAGER THAN WITH 0 Z ~ NO.4 SIEVE FINES GC C"wcy g"IIeII. g"vel-lind-cl,y mialu,es. p~lIic finet. ~ .... 4( I/) ! ~ J % ~ CLEAN Ct- SANDS SW Well g'.d Unds. g'.vellv Undl. lillle Q' no finel, % a: ~ SANDS ! z.., I/) MORE THAN HALf (l£SS THAN c~ 5% FINES) SP POOIly e',ded IIndl 01 1I"lIelly IIndl. II".. Of no fir.... ~~ OF COAA Sf '" FRACTION IS SANDS SM Silty undJ. 1Ind-lill mialur'U. non-pl"lic fines. ~~ SMALLER THAN WITH :I NO. 4 SIEVE FINES SC Ca.vcv Andl. IInd-Ca.y mialur". plulic finel. '" SilTS AND CLAYS Ml Ino,= ';111 and Yety fine UMI. ,ock llou,. lilly Of ~ ...a:~ c fine IIndS 01 cLI.,ev Ilhl wilh llaghl plul/cily. O~I/) InotCC ell", 01 low 1O medium pa.llicily. 1I"veII" ~ ...;¡J~ lIOUID LIMIT IS CL c. Mndv ca.ys. lilly ca.ys. leln clAys. J~"" llSS THAN 50 '" 0 ~I/)iii Ol Organic: aåhl and Of8M'ÌC Ii'y clAVI allow plll&icily. w ~ !I/)O -0 SilTS AND CLAYS MH Ntglnic lilli. micKCOUI Q' dÍAI~ fine &Indy Of ~ IN ~ . lefty 1011$. elnllC 11111. " ",a:2 ~ ;¡! UOUID LIMIT IS CH InoteAnÏC ca.VI 01 hilh plaslicily. fIt dAVI. G: GREATER THAN 50% OH O,g8IIic c'-VI 01 medium 80 high ~lIicily. OIglnÎC "'11. HIGHLY ORGANIC SOilS PI Pelt and Olhe, highly OIganlC aoill. GRAIN SIZE SAND GRAVEL SILTS AND CLAYS I r fiNE r COARSE COBBLES BOULDERS fiNE MEDIUM COARSE 200 U.S. STANDARD SERIES SIEVE 40 10 1- CLEAR SQUARE SIEVE OPENINGS- 4 3/48 3- 128 RELATIVE DENSITY ~ ð 0 CLAYS AND STRENGTH BlOWS/FOOT PLASTIC SILTS VERY SOfT 0 - 1/4 0 - 2 SOFT 1/4 - 112 2 - 4 FIRM 112 - 1 4 - 8 STIFF 1 - 2 8 - 16 VERY STIFF 2 - 4 16 - 32 HARD OVER 4 CNER 32 CONSISTENCY SANDS.GRAVElS AUJ BlOWS/FOOT NON-PLASTIC SilTS VERy LOOSE 0 - 4 LOOSE 4 - 10 MEDIUM DENSE 10 - JO DENSE .»-50 VERY DENSE OlEA 50 Water level at time of excavation or as indicated Undisturbed driven ring or chunk sample Disturbed bulk sample BY: ENK JO 8 NO. 8833 KETCHUM ENGINEERING INC. 7818 QUEBRADA CIRCLE. C A RLSBAD (619) 944-18 DATE: 5/20/88 --.AJ _.AT E: I>I^ ~, I' .c - .~, z ~ .. .., 0 .' , -0 5 .1 2 3 4 6 7 8 9 10 11 12 13 14 1) .&. : ~ TRENCH NUMBER T-1 ~ e ~ .... u ~ Õ ~ ELEVATION .. 011) :I II) e e .. d DeSCRIPTION SM TORREY SANDSTONE Tan, white orange silty sand BOTTOM c.,: . KETCHUM ENGINEERING INC. 7818 QUEBRADA CIRCLE. C A RlSBAD (619)944-1836 92008 ~ .., Z lie ... ::a C l- e .. .. - .. 0 c a Dry- Humid BY: ENK ~ ~ u ~ Z ~ !: ... ... . II: .. Z c ! I .. . .. Z II: coo u Medium Dense- Dense ~ ... - . . - II - Q I - ~ II: Q JO 8 NO. - ... ~ IC ... :a z = II - ... 0 z . 0 u 8833 DATE: 5/5/88 PLATE NO.4 - II - II I t ~ ~ u- C 4 eI .. lit . . 0 U - APPENDIX A ;.' RECOMMENDED GRADING SPECIFICATIONS General Intent The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled. and placing and compacting fill soil to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary soil investigation report are a part of the recommended grading specifications and shall supercede the provisions contained hereinafter in the case of conflict. Inspection and Testtng A qualified soil engineer shall be employed to observe and test the earthwork in accordance with these specifications. It will be necessary that the soil engineer or his representative provide adequate observations so that he may provide a memorandum that the work was or was not accomplished as specified. Deviations from these specifications will be permitted only upon written authorization from the soil engineer. It shall be the responsibility of the contractor to assist the soil engineer and to keep him appraised of work schedules, changes and new information and data so that he may provide the memorandum to the owner and governmental agency, as required. If, in the opinion of the soil engineer, substandard conditions are encountered, such as questionable soil, poor moisture control, inadequate compaction, adverse weather, etc., the contractor ,shall stop construction until the conditions are remedied or corrected. , Unless otherwise specified, fill material shall be compacted by the contractor while at a moisture content near the optimum moisture content to a density that is not less than 90\ of the maximum dry density determined in aqcordance with A.S.T.M. Test Ho. D 1557-70, or other density test methods that will obtain equivalent results. Clearing and Preparation of Areas to Receive Ftll All trees, brush, grass, and other objectionable material shall be collected, piled, and burned or otherwise disposed of by the contractor so as to leave the areas that have been cleared with a neat and finished appearance free from unsightly debris. All vegetable matter and objectionable material shall be removed by the contractor from the surface upon which the fill is to be placed, and an~ loose or porous soils shall be removed or compacted to the depth determined by the soil engineer. The surface'shall then be plowed or scarified to a minimum depth of 6 KETCHUM ENGINEERING INC. inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. When the slope of the natural ground receiving fill exceeds 20% (5 horizontal to 1 vertical), the original ground shall be stepped or benched as shown on the attached Plate A. Benches shall be cut to a firm competent soil condition. The lower bench shall be at least 10 feet wide and all other benches at least 6 feet wide. Ground slopes flatter than 20% shall be benched when considered necessary by the soil engineer. Fill Material 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 12 inches in size and shall contain at least 40% of material smaller than 1/4 inch in size. (Materials greater than 6 inches in size shall be placed by the contractor so that they are surrounded by compacted fines; no nesting of rocks shall be permitted.) No material of a perishable, spongy, or otherwise improper nature shall be used in filling. Material placed within 36 inches of rough 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 soaked under an axial pressure of 150 psf. Potentially expansive soils may be used in fills below a depth of 36 inches and shall be compacted at a moisture content greater than the optimum moisture content for the material. Placin9 Spreadinq and Compactinq of Fill Approved material shall be placed in areas prepared to receive fill in layers not to exceed six inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction to a minimum specified density with adequately sized equipment, either specifically designed for soil compaction or of proven reliability. Compaction shall be continuous over the entire area, and the equipment shall make sufficient trips to insure that the desired density has been obtained throughout the entire fill. ' When the moisture content of the fill material is below that specified by the soil engineer, the fill material shall be aerated by the" contractor by blading, mixing, or other satisfa~~ory methods until the moisture content is as specified. KETCHUM ENGINEERING INC. . . .'..... .f I t " ~ l~;. Ii ftt í :~; "1;, ~: ~',:. The surface of fill slopes shall be compacted and there shall be no excess loose soil on the slopes. InSDection Observation and compaction tests shall be made by the soil engineer during the filling and compacting operations so that he can state his opinion that the fill was constructed in accordance with the specific~tions. ' The soil engineer shall make field density tests in accordance with A.S.T.M. Test No. D l556-70. 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 portion' shall be reworked until the specified density has been obtained. The location and frequency of the tests shall be at the soil engineer's discretion. In general, the density tests wil be made at an interval not exceeding two feet in vertical rise and/or 500 cubic yards of embankment. Protection of Work During construction the contractor shall properly grade all excavated 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 features have been installed. Unforseen Condition In the event ,that conditions are encountered during the site preparation and construction that were not encountered during the preliminary soil investigation, Ketchum Engineering, Inc., assumes no responsibility for conditions encountered which differ from those conditions found and described in the preliminary soil investigation report. '. +>. KETCHUM ENGINEERING INC. O\NARDS AND BRO\NN ENGINEERING DRAINAGE STUDY FOR DAVY RESIDENCE ') L .. ;'.. PREPARED BY: SOWARDS AND BROWN ENGINEERING, INC "'- CONSULTING ENGINEERS ' . 2187 NEWCASTLE AVE, SUITE 202, CARDIFF BY THE SEA, CA 92007 (619) 481.7818 ' , " '. 90-001 6119/90 '., 2187 NEWCASTLE AVENUE. SUITE 202 . CARDIFF BY THE SEA. CA 92007 . 619/436-8500 _\ ({)F- 1 ~,~E:> ~~.lb,< , ~1- ~~( ~~\~ 90 -0() \ ~ he \~D 1::>~6ÎL~\,.J~ D~"&';"~b 'ß~~1,J~... 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'.., ,--------- . -.-- --- -...- --.-- .- _..--_..-~. ----" ---.. ------.,.- -" --' ---,.~.._._--------.'..- ._-- ---'- -~._-- "-,.-----...' , .. ._,---- ..,.--". - ~.- ---_._--~,--~ ~------_,_,,__,_--_,_---_,,_,,_-~,,_---_____'h . ,.' -- ._--------......_~_..._--------_.._--..--_.......- ---_._._.....,_...-~._~._---'_. . ._, ,-_.' --------- ----------....---.-' h____------------- _.-_.--- _.._..,"...._~--'" """" .,..-.- ,.---- -~---~. ---- .---.- ---- -~~.- ---...---.....-- ----- ------- .. -_..._.._.-._--_.._-~._-_..~-----._"_..- --..._--_._._----_.__~'_h_-""'- ,---...-- ---' ..--- -_...." -...----------..- ..--.-,.-----" ----- /,\ ' ~ZÐo ELEV. FACTOR 0-1500 LOO 15 00-3000 1.25 - 3.0 0 3000-4000 1.42 f3 4000-5000 1.60 C 2,0 :5000-6000 1.70 Za: c:[:::t (1)0 DESERT 1.25 -X >a: I-w To obtain correct intlnslty, 04. 1.0 0.9 Multiply Intensi1, on cllart Z ILl V) 0.8 by. factor for cfesiln I- ~ 0, 7 e'evafion. Zo -ZO.6 - 0_5 - Z 0.4 .... fII n Z 0.3 0 fJ) - C .... Z ~ .... n 1 :U 0.2 ~....c þ O~:U 0 - C Z ,. ~ :U ): fJ) fJ) þ .... r- Þ - r- z 0 2 z » I -0 '" .,. -0 G) :u 1"1 0 "" Z 0 0 C - PI X Z, ~ 0': ~ - .. . +!!IT-]Jf°'' , T:r' t I !- 111- ¡ I o. . ~ . -, 0" ¡ It ' . .1 .. o' ... .,; .--..:.HI' ..- ~. 111,.- - - . '-,. :-:;:-. nt: _... 0.; IT-"';' - - .. - . n. I ;' ' . . I.... §i. .+¿+-. ,-+--.t-.'t ."f .. ' ::r ~._- ,., ,~.'o~.l' + - ,- 0_- -- .. - -,.. ~:,'... ".. -" '0:' :.:.: - --= .. =1- -F- - -.~ T":;'~- - 1-- ~- :='5 - :-t.~ . ~ -~ - ¡- S $- .... - -r' 4.1 "0' L ~ +-"'" . ! ..l._, ' -+-t+ - "". ,"'" '- tt . . '1 I ... ' rt'- '. ~.""""" I;~ t~1:: ¡o¡+¡ott r' - I .N-~- ~-~.:....~.jl'" --..,1+ .....--- . ' I -;-~ ,.", 1 ~ I ~ ' ~ ' . t I I I ' ."1':,, ~II;"""';'" '-:. ~-'.Lt"'II;¡ I " I I~_' t '" -~:_!: .IT ,t" IN, '..¡.,;' - ~ -- ,- :- ': c - . 1, ~ r '01::3 : '.I!f;ii ~::"." 'It. _:- f-- '-. .. ~ - I: ,- i-- . t ....i0oi1-' --H+. , - ~,., ,þ; t=~:-::~ ~ ft-ITF,..... II ' .. . - -~ -- - :J: - - -. $ - ". . H-I- U. .Lü iUüI t.. ,. ! t t i ...... >- - -+ . t+. '.' ,¡;r k- --~..:: - -t . f-. ¡"""f~ -+ +1--; "t -~- ~ .. ~~ 5 ~_O 4,0 10 M I N UT E S D U RAT ION 20 30 40 50 4 HOURS 2 3 5 10 20 30 40 50 2 3 4 MINUTES HOURS DURA TION 5 6 7 8 9 10 :5 6 7 8 9 10 ~ 0 11 ~ 1 or '1 ( TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) ~LOPED AREAS (URBANt 1 . Land Use A A f .Q Res I dent I a I: - Single Family .40 .45 .50 .55 Hulti-Unlts .45 .50 .60 .70 Mobi Ie homes ).5 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45, Col'MIerci ÐI (2) .70 ,.75 .80 .85 80% Impervious Industrial (2) .80 .85 .90 .95 90% Impervious CoefffclentJ Soil Group (1) 1'" t . \.....'" NOTES: (1)Obtain soil group from Appendices IX-CI thru IX-C4. (2)W~ere actual conditions deviate significantly from the tabulated impervioùs- ness values of 80% or 90%. the values given for coefficIent C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the' tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on 0 soil. Actual imperviousness a 50% Tabulated imperviousness a 8~k Revised C a 50 X 0.85 a 0.53 , 80 . . < .." " '..' ~. , .' ': , . ;;- Co. IX-A Deleted APPENDI X I x-a " -. , .." - -- . , - --. , --- 7-64 HANDBOOK OF HYDRAULICS STEADY UNIFORM FLOW IN OPEN CHANNELS 7-65 Table 7-15. Values of K for Parabolic Channels in the Formula K Q - -Dfu~ ft D - depth of _ter f' - top wid\h of ehaDae1 Table 7-13. Values of K for Cireular Channels in the Formula . K Q- ñ D'i,~ D - dep\h of _ter tl - diameter of ehaDDel D tl .00 .01 .02 .03 .0& .0lI .06 .M .08 .00 D f' .00 .01 .02 .03 .0& .05 .06 .M .01 .01 1- - .0 15.02 10.N 8.57 7.38 11.55 5.95 6.47 6.08 4.78 .1 4.49 4.26 4.0& 8.88 3.89 3.M 3.41 3.28 3.17 3.06 .2 U8 2.87 J.79 J.71 2.~ 2.N 2.49 2.42 2.38 2.30 .8 J.Jð UO 2.14 2.00 2.0lI 2.00 1.98 1.92 1.87 1.84 A L8O 1.78 l.n 1.89 1.88 1.82 1.69 1.68 1.63 1.50 .a 1.470 U42 1.415 1.388 1.382 1.336 1.311 1.286 1.262 1.23 .8 U15 1.192 1.170 1.148 1.128 1.10l1 1.084 1.084 1.0&3 1.1 .7 UIO& .984 .985 .1N7 .928 .910 .891 .874 .856 .8 .al JI(N .m .770 .753 .736 .720 .703 .8871 .871 .. M4 .837 .621 .80& .588 .571 .553 .535 .518 .4' .0 75.59 37.77 25.18 18.85 1s.0lI 12.52 10.71 9~ US .1 7.43 8.73 8.15 6.86 5.23 ~ 4.63 4.24 8.99 -8.78 .2 3.55 3.36 3.19 3.0& 2.89 2.78 2.M 2.62 ,2.42 2.82 .3 2.228 2.140 2.059 1.984 1.912 1. 1.782 1.n: 1.885 1.811] A 1.560 1.511 U86 1.421 1.379 1.339 1.301 1.285 1 1.1' .a 1.186 1.134 .8 .908 .887 .7 .730 .715 .8 .601'.590 .9 .505 .497 1.0 .488 1.0 .431 D .00 .01 .02. .08 tl .03 .0& .0lI .06 .M .00 - - - - - - - - - - - .0 .OOOO' .00031 .00074 .00138 .00222 .00328 .00455 .00604 .0lf171 .1 .00IIð7 .0118 .0142 .0187 .0195 .0225 .02,57, .0291 .0321 .03116 .2 .1HO8 .0&48 .0&92 .0537 .0585. .0634 .0686 .M38 .0793 .0849 ..a .f1tKY1 .09fI6 .1027 .1089 .1163 .1218 .1284 .11S2 .1~ .1490 A .INl .1883 .1 'lOI5 .1779 .1854 .1929 .2005 .2082 .2160 .2238 .a .23J' .J39 .247 .255 .268 .271 .279 .287 .295 .303 .8 .ill .319 .327 .336 .343 .350 .358 .3116 .373 .380 .7' .388 .895 .402 .~ .418 .422 .429 .43~. ."1 ."7 .8 .488 .468 .4e3 .4t18 .473 477 .481 .485 .488 .491 .f AIN .4118 .4f11 .498 .498 .498 .496 .494 .489 .483 1.0 .488 Table 7-16. Values of K' for Parabolic Cbannelsin the Formula K' Q - - T,s,~ R dep\h of _ter f' - top wid\h of ehaDD81 D .00 .01 .08 .M .01 T .02 .03 .04 .0lI .01 f-- - - - - - - - - .0 .00035 .00111 .00219 .00363 .00511 .CJ9891 .00891 .01110 .01341 .1 .0160 .0187 .0216 .0245 .0278 .0308 .0342 .0378 .0&12 .0441 .2 .0486 .0524 .0563 .0603 .0643 .0884 .0728 .0181 .0811 .0864 .3 .0898 .0942 .0987 .1032 .1077 .1123 .1188 .1215 .1281 .1308 .4 .1355 .1402 .1450 .14f11 .IM5 .1598 .IMl .1889 .lm .17. .II .183 .188 .193 .198 .203 .208 .213 .218 .223 .228 .8 .232 .237 .242 .247 .252 .267 .282 .28'l .m :rn .7 .282 .287 .292 .2f11 .3O'J Nt .312 .817 .822 pi .8 .332 .337 .342 .347 .3ð2 .357 .361 .8fI6 .871 .87fI .f .381 .388 .391 .3t8 .401 .408 .411 .418 .421 .4211 1.0 .431 rA ~ " --i) , Table 7-14. Values of K' for Circular Channels in the Formula K' 1-. Q - - d'i,~ ,- R . D - depU¡ of -ter ti - diameter of chaDDcl !I . i, ., ., 7-34 HANDBOOK OF HYDRAULICS '. Table 7-3. For Determining the Vertical Distance g below the Water Surface to the Center of Gravity of a Cross Section of a Trapezoidal Channel depth of -tel' D Let bo\wm wid'h of channel - ii and C; - w.bulatcd value. Then , - C;Ð. SId. 8lopellll c!wmeL ratio of hori8Ofttal to nrtieal D " U-l )(-1 U-l "-1 1-1 1).{-1 2-1 2).{-1 3-1 4-1 - - - - - - - 0.01 0400 .498 .408 .404 .492 .488 .485 .481 .478 .472 .1 0498 AM .492 .488 .485 .478 .472 .487 .482 .452 .15 NIl .404 .488 .488 .478 .489 .482 .455 ."8 .438 .J AM 0492 .485 0478 .472 .482 .452 .444 .438 .428 .J 04116 0490 ."1 0474 .487 .4511 .444 .438 .429 .417 .8 .4IK A88 0478 0489 0482 ."8 .438 .429 .421 .409 .88 .øs Am .475 .485 .467 .443 .431 .422 AlII .403 A 0492 A8II ."72 A82 0452 .438 .428 0417 0409 .39'1 '" 0491 A83 .489 .458 A48 .433 .0&21 .412 .0&00& .393 '.I 0490 .481 .481 .4511 .444 .0&29 .417 .0&07 .400 .389 .8 A88 0478 0482 M8 .438 .421 ."09 .400 .393 .882 .7 Am 0475 .457 AU .431 ."15 .403 .304 .387 .377 .8 .485 0472 .4112 .438 .0&28 .0&09 .39'1 .389 .382 .3'T3 .9 A83 MIl .448 A33 .421 .0&00& .393 .385 .378 .310 1.0 :0&81 Am .444 A29 .417 .400 .889 .381 .3711 .381 Ll .480 AM 0441 .0&211 .413 .396 .385 .378 .372 .3M 1.J 0478 0482 .438 .0&21 .0&09 .393 .382 .875 .310 .382 1.8 04'1'1 .4110 .434 .418 .408 .390 .380 .373 .381 .380 U 04'111 MIl .431 AlII .403 .387 .377 .310 .385 .359 U 04'14 A55 .0&29 0412 AGO .385 .875 .368 .3M .357 1.8 Aft .m .428 AGO .39'1 .382 .3'T3 .881 .382 .358 1.'1 An .0&lIO 0423 AO'1 .895 .380 .371 .885 .381 .8515 1.8 .489 M8 .421 AOf .893 .378 .370 .8M .311t .3M 1.t .488 M8 .41t .4CtA .89l .377 .368 .382 .3S8 .353 2.0 Am M4 .417' .400 .389 .37'5 .381 .381 .357' .352 .;'. ",,",-c""""~ . i . ~ ,I . . I JI .~ STEADY UNIFOR:\( FLOW I~ OPE~ CHA~NELS 7-35 Table 7-4. For Determining the Area a or the Cross Section of a Circular Conduit Flowing Part Full depth of _tel' D Le\ diamewr of channel - if aDd C. - ,be w.bu1atcd value. TbeD a - C.4t. D ~ .00 .01 .02 .03 .04 .05 .08 .f11 .08 .00 .0 .0000 .00131 .1 .0409 .047°1 .2 .1118 .1199 .3 .1982 .20'7"1 .4 .2934 .3032 .02421 '02IK .OSSO' .0981 .1039 .1~ .1890 .2'139 .28a8 .3'm .aå2'1 .11 .393 .8 .4!12 .7' .1187 .8 .814 .9 ,.7"5 '403""13 .423 .433 .443 "'53['482 .472 .482 .502 .51! .521 .1131 .1140 .6150 .559 .588 .11'78 .598 .805 .81" .823 .832 .1140 .Mt .etIT .- .881 .889 .897 .704 .7'12 .7'1t .'12S .'132 .~ .750 .758 .781 .768 .'1'11 .775 .779 .'182 .1M Table 7-5. For Determining the Hydraulic Radius r of the Cross Section of a Circular Conduit Flowing Part Full depth of _ter D Let diameter of channel - if and C. - ,be w.bu1atcd value. TbeD r - Cr4. D .00 .01 .02 .03 .04 .05 .08 .f11 .08 .09 ~ - - - I- - .0 .000 .f1f1T .013 .020 .028 .033 .039 .Ð45 .011 .081 .1 .083 .f110 .f115 .081 .CRT .093 .099 .104 .110 .1111 .2 .121 .128 .131 .138 .10&2 .10&7' .1112 .15'T .181 .168 .3 .17'1 .118 .180 .185 .189 .193 .198 .202 .JO8 .JI0 .4 .214 .218 .222 .J2fI .229 .23S .236 .240 JIØ -"7' .5 .2110 .253 .258 .289 .282 .2fI5 .288 .rro .m .f!111 .8 .m .280 .282 .1M .236 .288 .290 .292 .- .I9ð 'TN .- .299 .300 .301 .302 .302 .303 .8CK .8CK .8 .304 .304 .304 .304 .804 .303 .303 .302 .301 .299 .0 .298 .29fI .294 .292 .289 .288 .283 .2'79 .f!1" .281 . I ~: ~ ,\\, ...J) ; MV ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondida, California 92029-1229 619/743-1214 Fax: 739-0343 Job #1329-90 August 28, 1991 Mr. Eric Davy l133 Columbia street, suite #202 San Diego, California 92101 Final As Graded compaction Report For The Remedial Grading Conducted In The Northeast Corner Of The House Footing Area, Driveway Entrance, And A portion Of The Retaining Walls Completed To Date, For The proposed single Family Residence Located Off Of Humminabird Hill. city of Encinitas Drawina #0285-G Pursuant to your authorization, a final as graded compaction report has been prepared for the above referenced proj ect. We have completed engineering observation and testing services in conjunction with the grading operation. This report summarizes the results of our tests and observations of the compacted fill. The compacted fill in the subject areas was placed during the period of November l6, 1990, March 28 and 29, 1991, April 1 and 24, 1991, and August 23, 1991. As this report addresses only a portion of the entire project, test numbers may be out of sequence. Tests not addressed in this report may be found in our previous Interim As Graded compaction Report dated November 20,1990. since the issuance of our Interim Report, the unfinished items listed in that report have now been completed. I. GROUND PREPARATION Prior to final grading operations being conducted, all vegetation was removed, the areas needing to be undercut, were undercut to a depth of 1 foot below the bottom of the footing in the northeast corner of the house, and the driveway area was undercut to a depth of 3 feet below existing grade. II. FILL PLACEMENT Fill was placed in six to eight inch of heavy construction equipment. performed in accordance wi th ASTM method, as the fill was placed. The field density tests are shown on the lifts and compacted by means Field density tests were Method D-1556-82 sand cone approximate locations of the attached drawing. .. .. Mr. Eric Davy August 28,1991 Page 2 The locations of the tests were so placed to provide the best possible coverage. Areas of low compaction, as indicated by the field density tests, were brought to the attention of the contractor. These areas were reworked by the contractor and retested. The test locations and final test results are summarized on the compaction test result table. The results of our field density tests and laboratory testing indicate that the fills at the site were compacted to at least 90% of the maximum dry density at the tested locations. III. APPROPRIATE LABORATORY TESTS A. The maximum dry density and optimum moisture contents of the different soil types used as compacted fill were determined in accordance with ASTM Method D-1557-78. IV. RECOMMENDATIONS site preparation and grading were conducted in substantial conformance with the Grading Ordinance for the City of Encinitas and the Soils Investigation Report by Ketchum Engineering, Inc., dated May 29, 1990. All inspections and testing were conducted under the supervision of this office. All embankments and excavations were constructed in accordance with the approved grading plans and are acceptable for their intended use. A. Slopes All slopes should be landscaped with types of plants and planting that do not require excessive irrigation. Excess watering of slopes should be avoided. Slopes left unplanted will be subject to erosion. The irrigation system should be installed in accordance with the governing agencies. Water should not be allowed to flow over the slopes in an uncontrolled manner. Until landscaping is fully established, plastic sheeting should be kept accessible to protect the slopes from periods of prolonged and/or heavy rainfall. Berms should be constructed along the top edges of all fill slopes. MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS ~ Mr. Eric Davy August 28,1991 Page 3 Brow ditches should be constructed along the top of all cut slopes sufficient to guide runoff away from the building site and adjacent fill slopes prior to the project being completed. B. Drainaqe The owner/developer is responsible to insure adequate measures are taken to properly finish grade the building pad after the structures and other improvements are in place so that the drainage waters from the improved site and adjacent properties are directed away from proposed structures. A minimum of two percent gradient should be maintained away from all foundations. Roof gutters and downspouts should be installed on the building. All discharge from downspouts should be led away from the foundations and slab. Installation of area drains in the yards should also be considered. In no case should water be allowed to pond or flow over slopes. The property owner should be made aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as over irrigation and variations in seasonal rainfall, all affect subsurface moisture conditions, which in turn affect structural performance. V. GENERAL INFORMATION It should be noted that the characteristics of as-compacted fill may change due to post-construction changes from cycles of drying and wetting, water infiltration, applied loads, environmental changes, etc. These changes can cause detrimental changes in the fill characteristics such as in strength behavior, compressibility behavior, volume change behavior, permeability, etc. The owner/developer should be made aware of the possibility of shrinkage cracks in concrete and stucco materials. The American Concrete Institute indicates that most concrete shrinks about l/8- inch in 20 feet. Separation between construction and cold joints should also be expected. This office is to be notified no later than 3 p.m. on the day before any. of the following operations begin to schedule appropriate testing and/or inspections. MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDa, CALIFORNIA 92029-1229 . 619/743-1214 SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS Mr. Eric Davy August 28,1991 Page 4 l. Fill placed under any conditions l2 inches or more in depth, to include: a. Building pads. b. street improvements, sidewalks, c. utility trench backfills. d. Retaining wall backfills. e. The spreading or placement of excavation (footing or pool, etc). curbs and gutters. soil obtained from any 2. subgrade and basegrade preparation and testing. 3. Moisture testing. 4. Foundation inspections. 5. Any operation not included herein which requires our testing, supervision, and inspection for certification to the appropriate agencies. VI. LIMITATIONS Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed during the period November 16, 1990, March 28 and 29, 1991, April land 24, 1991, and August 23, 1991. The conclusions contained herein have been based upon our observations and testing as noted. No representations are made as to the quality or extent of materials not observed and tested. The attached drawing details the approximate locations of cuts, fills, and locations of the density tests taken and is applicable to the site at the time this report was prepared. This report should be considered valid for permit purposes for a period of six months and is subject to review by our firm following that time. IF ANY CHANGES ARE MADE - PAD SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL BECOME INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME NECESSARY. MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDa, CALIFORNIA 92029-1229 . 619/743-1214 SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS Mr. Eric Davy August 28,1991 Page 5 If you have any questions or need clarification, please contact this office at your convenience. Reference to our Job #1329-90 will help to expedite our response to your inquiries. We appreciate this opportunity XV BNGINEB:r;CÆ /~ GE #863 RMV / fll'W to be of service to you. Distribution: Addressee (2) Mr. Norsky Chicks, JC Construction Company (6) a:1329-90.RFl MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, #102 . ESCONDIDO, CALIFORNIA 92029-1229 . 619/743-1214 SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS if" , JOB NO. NAME LOCATION 1329-90 MR. ERIC DAVY HUMMINGBIRD HILL, ENCINITAS LEGEND - FIELD DENSITY TESTS RESULTS WATER: W.M. = Water Main W.S.o. = Water Service Outlet F.H. = Fire Hydrant W.T.I. = Water Tie In STORM DRAIN: S.D. = Storm Drain S.D.L. = storm Drain Lateral S.D.C.O. = Storm Drain Clean out Box PAVING: S.G. = Subgrade B.G. = Basegrade S. W. = Sidewalk P.L. = Parking Lot C/G = Curb & Gutter SEWER: S.M. = Sewer Main S.L. = Sewer Lateral S.M.H. = Sewer Man Hole S.T.I. = Sewer Tie In COMMON OR JOINT TRENCH: C.T. = Common Trench C.T.L. = Common Trench Lateral C.T.B. = Common Trench Box MISCELLANEOUS; F.G. = Finish Grade U.C. = Undercut STA = station H.W. = Head Wall W.W. = Wing Wall JOB NO. 1329-90 NAME MR. ERIC DAVY HUMMINGBIRD HILL, ENCINITAS LOCATION TEST RESULTS - Laboratory Compaction Tests: soil Type - Tan silty Sand* Maximum Dry Density 117.0 pcf optimum Moisture 14.0% *From the Soils Investigation Report by Ketchum Engineering, Inc. dated May 19, 1990. Field Density Tests: Date Test 1990 No. 11/16 20 11/16 2l 1l/16 22 11/16 23 1991 3/28 24 3/29 25 3/29 26 Location Ht.of Fill Field Moist. Field Dry Density Rel.Comp. 1 of Max. Lab Dry Density Loffel Block Wall Backfill 93.4 l17.0 79.8 +2' 15.8 Loffel Block Wall Backfill +2' 15.6 l06.7 117.0 91.2 Loffel Block Wall Backfill +4' l6.3 106.9 l17.0 9l.4 Loffel Block Wall Backfill +6'FG l4.9 105.4 ll7.0 90.1 "' Comments Behind House Retest 20 Behind House Behind House Wall Backfill behind garage +2' 19.9 106.1 ll7.0 90.7 Wall Backfill behind garage +4' 16.6 107.3 117.0 91.7 House Footing northeast corner +l'FG 15.9 106.3 117.0 90.9 l' und~r- cut . \ - JOB NO. 1329-90 NAME MR. ERIC DAVY LOCATION HUMMINGBIRD HILL, ENCINITAS Field Density Tests: Date Test Ht.of Field Field Dry Lab Dry Rel.Comp. 1991 No. Location Fill Moist. Density Density % of Max. Comments 4/1 27 Wall Backfill behind garage +6' 15.8 l07.3 ll7.0 91.7 4/1 28 Wall Backfill behind garage +8' 18.6 l05.3 117.0 90.0 4/24 29 Wall Backfill behind garage +lO'FG l5.1 l07.6 1l7.0 92.0 4/24 30 Wall, Front entrance of house -4' 15.7 100.7 117.0 86.1 To be re- moved and replaced at a later date 8/23 31 New driveway entrance -1' 12.4 105.3 1l7.0 90.0 3' under- cut 8/23 32 New driveway entrance FG l3.9 106.2 1l7.0 90.8 " f M7 , 107 7 ",", , 7- 71'7' 7W71 Al t . .4 0 30 eo woo fo A� to 0 N 5-4 4a f9j / w . . .............. .... X-1 �,J . .. . ......... . kb ......... . . . el .90 ....... ... ..... ..... 171 demon ww 2 AW M11, d emon* . ... ........ e t F6 t cv'1 1 w 0 V4 eMg WAI F-4 7 . 7' 4r 0 "� 4 - 0 - 00 7 4YOW1 7- W IVA14140W 4. 4 117 &OeK #qF Cot. F 46meAl r e z . ............. 114 7w 1 0( Ws YL ea4O r 40 6p 114 d ot 11-4-Z tE eolvar e�lfle. em A MaY E-M GEND 1w LOGAI N& APPROXIMA E TEST lob ge7 -TEST. DENSITY ................... GUT/Flt 'EWAY CE ADDITIONAL .0 TE -FIN �C OM PACT 10 Nk�,�FIEP OR lox 79, 10 11 ------ — ENSIT'Y'TEST��;� 67F Of �Ieae_ cow o............... ul 7.9 d10 emar ealve. 6a4v .4 -�14, x It s e4 ow r exxg ger Y4 r6** (,r6jcr ro &W,4r eo1ve-Ve1ffX1,4 4 MI It M9.4 00ft OAI gwec kv/77 Alb ri Go: 6&r e4uYUMAN Movtorr ev t DF*M. eCMIAMd OW& 4 F101f eoA(g rgue rlo# oF wrFa OeX tfcM1V1Nd MIL. 4r emle. erION'4 Jd 49Ce rlOAI'8 8 z 7. Al. rig mom z w y ORA N CHIECKED BY, A WI NG 14.0 REFERENCES - DATE SCALE LM I APMVALS <X=,ENC1N1TA8 PUBLIC WORKS DEPARTMENT -APPROVED. DATE BBCH MAW NINON E E D APgROVED RECOMM NDER SUPERVISION OF 6KAMMI RLAA1 rOR vy q6 06 ORIZONTAL DATE 1 16"b-41N i I By: M roe &r f r mom" 3 C.Eo LO 01010 46�5,UMW jr 100. 040 ATE: DATE: D 113. t3ja MOW WORK PROJECT NO. 0-00/ VER"nCAL ENGINEER SHEET 4?1 44 EXP I V -9 PACtiom NoText