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2002-7584 G CITY OF ENCINITAS APPLICANT SECURITY DEPOSIT RELEASE Vendor No. Depositor Name: Phone No_ Address: State Zip DEPOSIT DESCRIPTION: 1. MEMO PROJECT NUMBER 2. RELEASED AMOUNT: 3. DEPOSIT BALANCE: $ Notes: . AUTHORIZATION TO RELEASE: Project Coordinat Date Supervisor Date Z/ Department Head Date DEPOSIT BALANCE CONFIRMED: Finance Dept Date GENERAL PROJ. # BRIEF DESCRIPTION AMOUNT LEDGER# (25 Characters limit) 101-0000-218.00-00 - - - - - - Security Deposit- TOTAL S I HEREBY CERTIFY THAT TFUS CLAIM REPRESENTS A APPROVED FOR PAYMENT FIST CHARGE AGAINST THE CITY OF ENCINITAS PROCESSED BY - FINANCE DEPARTMENTAL APPROVAL DATE OF REQUEST DATE DATE CHECK REQUIRED Next Warrant CITY OF ENCINITAS APPLICANT SECURITY DEPOSIT RELEASE Vendor No. Depositor Name: Address: Phone No.Awl State Zip DEPOSIT DESCRIPTION: I. MEMO PROJECT NUMBER 2. RELEASED AMOUNT: $ 3. DEPOSIT BALANCE: $ e '" Not G U LEASE: Pro ect Coordinator Date / 9 AUTHORIZATION TO RE J Supervisor Date qL Department Head Date DEPOSIT BALANCE CONFIRMED: Finance Dept Date GENERAL PROJ. # BRIEF DESCRIPTION AMOUNT LEDGER# (25 Characters limit) 101-0000-218.00-00 - - - - - - Security Deposit- TOTALS I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A APPROVED FOR PAYMENT JUST CHARGE AGAINST THE CITY OF ENCINITAS PROCESSED BY DEPARTMENTAL APPROVAL FINANCE DATE OF REQUEST DATE CHECK REQUIRED Next Warrant DATE 11111f1111,'l'1'ny, 11IC. CIVIL., ED TECHNICAL.A QUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION 6 AUGUST 2002 FILE: THOR-HYD MR. & MRS. DALE THORSELL 9239 Cedar Trails Lane D l [ Q Valley Center, CA. 92082 Attention: City of Encinitas, Engineering AUG 1 � ENGINEERING SERVICES on Viacf)Mfidg Subject: Drainage Study for the proposed Residence locate Olivenhain, CA. (APN: 264-151-30) Gentlemen: Pursuant to your request and the requirements of the City of Encinitas, we have completed our Drainage Study for the subject property. The proposed development consists of the construction of a single family residence on a future graded house pad. The supporting data and calculations relative to this report are outlined in Enclosure (1). Based on our calculations, the following conclusions were derived: The runoff conditions for the watershed area for the buildable area of the subject parcel was calculated for a 10 year storm frequency and based on the County of San Diego Procedures for Hydrologic Computations. Based on the Grading Plan for the subject Parcel and the ultimate construction of the subject parcel, the total Q (discharge) was calculated to be 2.7 cfs for an area of 2.17 acres. Based on our calculations, the runoff anticipated (ie: 2.7 cfs) is considered to be a minor amount and can be dispersed into the City of Encinitas storm drain system via two D-40 Rip-Rap energy dissipaters per the Erosion Control Plan. B & B Engineering, Inc. appreciates this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. QPpFESS/p,� , ,��►�P C.6 Fyc� Sincerely, ROE 22835 * Exp.12/91/05 * U-"� %a-�� 4P �� hur C. Beard RCE RGE 'rFOF CAIVF�Q Chief Engineer 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 FAX: 760-945-4221 r • • . ,� . • Eo 0 Z < 11111110 < C) INS CL z st LAJ C) CL LL- lw � ICI/��-��---.��I��- • �� •��s��.�� MMMWArll/WA�sI��I1—�I�� • MM MMAWMF�A -..ZFAn /m��IS/�� MMWff't/ItIW"-AWAWM ��WARVAFAMWAOFM ONE SO NOMINEE! �/1//,/,/fl/111r/ 111//�1■■■■■■�� . ` H&H 1311/ inch !1'1111 111C. CIVIL,GEOTECHNICAL,6 QUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION CLIENT: THORSALL PROJECT: THO 1001 DATE: 19 DEC. 2001 MR. & MRS. DALE THORSALL 9239 Cedar Trails Lane Valley Center, CA. 92082 Subject: Preliminary Geotechnical Soils Engineering I estigat of fdA' *oI� Residential Construction located on Via De Felici a, Qlivenhain ,A. (APN: 264-151-30) rtC Dear Mr. & Mrs. Thorsall: Pursuant to your request, a Preliminary Geotechnical Soils Engineering Investigation was performed at the subject site. The purpose of the Investigation was to determine the general engineering characteristics of the soils on and underlying the site and to provide specific recommendations for the design parameters for foundations and retaining structures, slab-on-grade floors and site earthwork. The proposed development consists of the construction of a level pad for the support of a single/two story, wood framed, stucco type residential structure. SITE CONDITIONS The subject site is located approximately 2.0 miles east of Rancho Santa Fe Rd. (S-10) on Via De Felicita in Olivenhain. The property is bounded on the south and north by existing single family residences, on the west by a major subdivision with single family residences, and on the east by Via De Felicita. The site topography consists of a sloping lot falling from east to west at approximately 10%. At the time of this investigation, the lot was covered with low to medium high dead vegetation and some trees. FIELD AND LABORATORY TESTING On 23 October 2001, a Field Investigation was performed at the subject site. This investigation consisted of the excavation of four test pits dug with a backhoe. Locations of these test holes are shown on the Plot Plan, Enclosure (1) and the detailed Logs of these Test Pits are presented on Enclosures (2) and (3). 1 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX. 760-945-4221 EIf111fl,'!'11111 CIVIL.GEOTECHNICAL,A QUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT A INSPECTION As the test pits were advanced, the soils were visually classified by the Field Engineer. Undisturbed and bulk samples, as well as in-place density tests, were obtained at various depths representative of the different soils horizons. All samples were returned to our laboratory for detailed testing. Results of the in-place compaction tests, the Maximum Dry Density Test values for the various soils sampled and the Expansion Potential Test results are presented on Enclosure (4). These materials were also tested for Shearing Strength, Enclosures (5) and (6). Shear tests were made with a direct shear machine of the strain control type in which the rate of strain is 0.05 inches per minute. The machine is so designed that tests may be performed ensuring a minimum of disturbance from the field conditions. Saturated, remolded specimens were subjected to shear under various normal loads. Expansion tests were performed on typical specimens of natural soils. These tests were performed in accordance with the procedures outlined in U.B.C. Standard 29-2. SOIL CONDITIONS As indicated by our Test Pit Logs, Enclosures (2)and (3), the lot is underlain with approximately 1 to 2.5 feet of soft to firm topsoil material consisting of dry to damp, porous sandy clay with some roots. Underlying the topsoil materials are the Terrace Deposit materials consisting of damp to moist, soft to hard sandy/silty clay. GEOLOGIC HAZARDS According to published information, there are no known active or potentially active faults on or in the immediate vicinity of the subject site. Therefore, the potential for ground rupture at this site is considered low. There are, however, several faults located within a close proximity to this site that the movement associated with them could cause significant ground motion. The following table presents the distance of major faults from the site, the assumed maximum credible earthquake magnitudes and estimated peak accelerations anticipated at the site. The probability of such an earthquake occurring during the lifetime of this project is considered low. The severity of ground motion is not anticipated to be any greater at this site than in other areas of San Diego County. 2 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX, 760-945-4221 Hawn Ell incTlin '"L• CIVIL,GEOTECHNICAL,A QUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING �.., CONSTRUCTION MANAGEMENT 6 INSPECTION SEISMICITY OF MAJOR FAULTS MAXIMUM CREDIBLE ESTIMATED FAULT DISTANCE MAGNITUDE(RICHTER) ACCELERATION(g) Rose Canyon 10 mi. 6.0 0.25 Elsinore 25 mi. 7.5 0.35 San Jacinto 48 mi. 7.8 0.17 San Andreas 76 mi. 8.3 0.12 The following information is presented relative to the subject site and Seismic Zone 4 per the U.B.C.: (z) Seismic zone factor = 0.4 Table 16 A-I (Na) Near-source factor = 1.0 Table 16 A-S (A) Seismic source type = B (Rose Canyon)Table 16 A-U (Se) Soil profile type = Sc Table 16 A-J (Ca) Seismic coefficient = 0.40 Na Table 16 A-Q (Cv) Seismic coefficient = 0.56 Nv Table 16 A-R (Nv) Near source factor = 1.0 Table 16 A-T LIQUEFACTION POTENTIAL Liquefaction analysis of the soils underlying the site was based on the consideration of various factors which include the water level, soil type gradation, relative density, intensity of ground shaking and duration of shaking. Liquefaction potential has been found to be the greatest where the ground water level is shallow and loose fine sands occur within a depth of 50 feet or less. These conditions are _. not present within the site area and, therefore, the potential for generalized liquefaction in the event of a strong to moderate earthquake on nearby faults is considered to be low. Groundwater was not encountered during this investigation and is not considered to be a factor in the proposed development. _.. STABILITY The relatively hard nature of the surface soils, the gentle slopes within the site and the nature of the material underlying the site generally preclude the occurrence of minor landslide or soil creep conditions. The area surrounding the site is known to be within an area of soil creep and ground subsidence. The 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX. 760-945-4221 Had; E111 111l,'ch,1111 CIVIL,GEOTECHNICAL,6 QUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION potential for deep seated slope failure at the subject site is considered low to moderate. The site surface materials consist of sandy porous clays These materials are susceptible to erosion. Drainage control is essential to maintain the stability of any planned slopes or slope areas. CONCLUSIONS AND RECOMMENDATIONS Based on field data and our laboratory tests results, the following Conclusions and Recommendations are presented and are to be utilized in conjunction with the Grading and Building Plans: All grading shall be performed in accordance with the applicable recommended grading specifications contained in this report and the City of Encinitas Grading Ordinance. On the basis of our investigation, development of the site as proposed is considered feasible from a soils engineering standpoint provided that the recommendations stated herein are incorporated in the design of foundation systems and are implemented in the field. Site preparation should begin with the removal of any trash, debris, and other deleterious matter. These materials, as well as vegetative matter, are not suitable for use in structural fills and should be exported from the site. Also, any subsurface structures such as cesspools, wells, or abandoned pipelines, which are uncovered during the grading operation, shall be removed or backfilled in accordance with the requirements of the City of Encinitas. All on-site earth materials are considered suitable for the support of the proposed structures. However, prior to placing fill, the soft topsoil and Terrace Deposit materials occurring in the area of the proposed house pad shall be removed to a depth where firm, dense native soils are encountered. The depth of removal is anticipated to be approximately 3 feet below the existing surface. This can be accomplished during the rough grading operation and/or by over-excavating the upper 36 inches of the surface soils at finish grade, ripping the exposed bottom surface to a minimum depth of 12 inches, and recompacting the soil to the design grade. 4 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX 760-945-4221 Barn •�f CIVIL, ED TECHNICAL,d QUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT d INSPECTION In general, the topsoil and the Terrrace Deposit materials were found to have a HIGH expansion potential according to our Expansion Index Test results. It is recommended that select grading practices shall be utilized to remove or mitigate the effects of the detrimentally expansive soils in the areas proposed for support of the residential structure, hardscape, walkways, and retaining walls. It is recommended that the entire house pad shall be capped with non-expansive soils. The thickness of this cap shall be a minimum of 4 feet or to a depth sufficient to provide 24 inches below the bottom of the building foundation, whichever is greater and 18 inches for hardscape areas. Consideration should be given for the use of a post tension slab and foundation system and/or the combination with the above mentioned non-expansive soil cap. It is anticipated that the building footings may experience less than 1 inch settlement with less than 1/2 inch differential settlements between adjacent footings of similar sizes and loads. Foundation designs shall be evaluated for the finish grade soils exposed following rough grading. Foundations shall be sized and constructed in accordance with the Structural Engineer's design, based on the earth pressures and the allowable bearing values listed on page 6 & 7 of this report, along with the expected live and dead loads, and the projected wind and seismic loads. All structural fill shall be compacted to at least 90% of the maximum dry density at near optimum moisture content as determined in accordance with ASTM Test Procedure D 1557-91 or equivalent. -- Site drainage should be dispersed by non-erodible devices in a manner to preclude concentrated runoff over graded and natural areas in accordance with the City of Encinitas requirements. All grading and/or foundation plans shall be reviewed by the Soil Engineer. FOUNDATIONS The proposed structures for this project can be supported by conventional, isolated, and/or continuous spread footings using the following soil parameters: For foundation design purposes, the following earth pressures were calculated based on our Shear Test results (Enclosures 5 & 6) for the native soils and based on a foundation depth and width of 12 inches: - 5 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX: 760-945-4221 CIVIL,GEOTECHNICAL,A OUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT A INSPECTION TEST PIT NO. 1 AT 4 FEET DEEP: (Dark brown-grey sandy CLAY) Shear Test: Cohesion = 520 psf; Angle of Friction = 22' . Allowable Bearing Value = 1800 psf(Safety factor = 3) Equivalent Fluid Pressure = 51 psf Passive Lateral Resistance = 250 psf Active Pressure = 51 psf Expansion Index = 111 (HIGH) TEST PIT NO. 1 AT 5 TO 7 FEET DEEP: (Rust -brown-grey sandy silty CLAY) Shear Test: Cohesion = 820 psf; Angle of Friction = 20' . Allowable Bearing Value = 2400 psf(Safety factor = 3) Equivalent Fluid Pressure = 76 psf Passive Lateral Resistance = 175 psf Active Pressure = 76 psf Expansion Index = 97 (HIGH) These values are for dead plus live loads and may be increased by one-third (1/3) for seismic and wind loads where allowed by code. These design bearing values are in accordance with the Uniform Building Code and were calculated based on Terzaghis' Formula. LATERAL LOAD PARAMETERS The lateral load parameters to be used in the design of the foundations, retaining and restraining walls (using level backfills) are derived from the friction angle, (�, obtained from the direct shear test from Test Pit #1 at a depth of 5 to 7 feet using the following formulas: A. Active Pressure Coefficient, Ka = 1-sin = 0.66 l+sin 4 B. Passive Pressure Coefficient, Kp = 1/Ka = 1.52 C. At Rest Pressure Coefficient, Ko = 1-sin = 0.65 6 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX 760-945-4221 CIVIL.GEOTECHNICAL.6 OUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT d INSPECTION The equivalent fluid pressures are obtained by the formulas: Active Pressure: z Ka w = 0.66 x 115.0 = 76 pcf Passive Pressure: z Kp w = 1.52 x 115.0 = 175 pcf Pressure at Rest: z Ko w = 0.65 x 115.0 = 75 pcf Applicable where w = wet density (115.0 pcf), = 20', and z = 1.0'. A coefficient of friction of 0.35 may be used for design of concrete on the native soils. RETAINING WALLS An equivalent fluid pressure of 30 pounds per cubic foot may be used for design of retaining walls that are based on a drained condition and use of level granular backfill. If native soils are used as backfill, the equivalent fluid pressure will be 76 pounds per cubic foot. For 2:1 (horizontal to vertical) sloping backfill, an active pressure equivalent to that exerted by a fluid weighing 90 pcf should be assumed. FOUNDATIONS Based on the recommended select grading procedure (ie: capping the house pad with non-expansive sandy soil having an Expansive Index less than 50), it is recommended that the continuous perimeter foundations and concrete slabs for a light-weight, wood framed structure shall be reinforced in accordance with the following minimum designs: a. For slab-on-grade floors: it is recommended that the continuous perimeter foundations for a single story structure shall extend a minimum depth of 18 inches and a minimum width of 15 inches into the compacted fill material as measured from the lowest adjacent grade. A minimum of 24 inches deep by 15 inches wide shall be used for a two story structure. b. All foundations shall be reinforced with at least four No.4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. As an alternative to the 4 steel bars, the contractor may substitute two No. 5 steel bars, one top and one bottom. 7 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX 760-945-4221 CIVIL,GEOTECHNICAL,d OUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING �•.•.. CONSTRUCTION MANAGEMENT d INSPECTION c. All interior concrete slabs shall be a minimum of five inches in thickness and reinforced with a minimum of No. 4 rebar at 18 inches on center both ways placed in the center of the slab. The bars shall be bent downward into the perimeter footings and wire tied to the foundation steel at 18 inches on center. In order to minimize vapor transmission, an impermeable membrane (ie: visqueen) shall be placed over 2 inches of clean, poorly graded, coarse sand, decomposed granite, or crushed rock. The membrane shall be covered with 2 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 minimum compressive strength of 2500 psi unless otherwise stated on the Building Plans. If imported soil materials are used during grading to bring the building pad to the design elevations, or if variations of soils or building locations are encountered, foundation and slab designs shall be reevaluated and verified by our firm upon the completion of the rough grading operation. Footings located on or adjacent to the top of slopes shall be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet between the bottom edge of the footing and the face of the slope. LIMITATIONS AND UNIFORMITY OF CONDITIONS The analysis and recommendations submitted in this Report are based in part upon the data obtained from the test pit excavations performed on the site and our experience and judgement. The nature and extent of variations between the test pits may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations of this Report. Findings of the 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 one year. 8 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX' 760-945-4221 CIVIL.GEOTECHNICAL,A QUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT A INSPECTION 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 called to the attention of the Architect and Engineer for the project and incorporated into the plans and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 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. It is recommended that the Soil Engineer be provided the opportunity for a general review of the final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. (If the Soil Engineer is not accorded the privilege of making this recommended review, he can assume no responsibility for misinterpretation of his recommendations). B & B Engineering, Inc. appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact our office. Sincerely, <•9 pFIOFESS/pI �.s RG 127 0 rthur C. Beard RCE RGE Exp. 12/31/01 * Chief Engineer 4 OF CAO\ 9 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 760-945-3150 FAX. 760-945-4221 l T-3 AlD SG A LL' v r rP- Z �. t ? � ® -FP- 4 APPROXIMATE LOCATION OF FIELD EXPLORATORY TEST PIT Poor PLAN OWNER: MIL M t2S DALE THOIRS4,LL LOCATION: VIA 0 FEL IC 1TAc Bic,f/li ri iF,C,eri,py,it,C. C'N' �� G� CIVIL,GEOTECHNICAL,6 DUALITY ENGINEERS •STRUCTURAL ENGINEERING•LAND SURVEYING A.P.N• Z I S 3O r. •PERCOLATION 6 SOIL TESTING •CONSTRUCTION MANAGEMENT d INSPECTION PROJECT: TNO 1001 DATE: I Zoo ENCLOSURE ( 1 ) ccriii././iii. CIVIL,GEOTECHNICAL,6 DUALITY ENGINEERS •STRUCTURAL ENGINEERING•LAND SURVEYING _ :'• •PERCOLATION d SOIL TESTING I U d(Z$/\ L L •CONSTRUCTION MANAGEMENT 6 INSPECTION THo Idol PE c, Z ao + LOG OF TEST PITS - EXCAVATED - 10 - 25 - 01 Backhoe C 45y D PIT DIMENSIONS IN FEET W50" L3o' D5' TP , SURFACE ELEVATION IN FEET DATUM Mean Sea Level G ED L 0 G I C A L W =W o W ENGINEERING TEST DATA - CLASSIFICATION > U. ; CLASSIFICATION AND M _ D DESCRIPTION W = °Z H M DESCRIPTION IRC)_ O TOPSOIL 1,5 PAeK 6r oWp4-UV_E4 5AN09 T>`P_ Ace GLA ` PO20vSt2UO r 04MP- -_ Vf--IPoSITS _MDtSTh--F/t!!')---- ------ 5 9u5 T- 15120wUA/ SANOy Fjn)E 5�L`t�► cc.la� ,(G- LAMP- 9 ORAN<,E 3AtQ 0 LEMS L 7 /0 Bc TTOM of TF-ST PIT L 9 mo WATF-iL) A10 CAV IL, /5 PIT DIMENSIONS IN FEET W ':50" L4,5' D III SURFACE ELEVATION IN FEET TP_ 2 TOPSo IL �,cQ IL r3�2owlU- U i -f SANOy _ I TL- /aCE clay Po12ooS 01)11 DgmP� DEeO&I TS 4 So FT - F �N► ___ - 5 B tZO4A)-4pe/ 54rooy r-IA)E Mo�sr, 5 0 F T- TA0 -WN\Tf, SILT'_ 5tAQo /o - �� cl_` ) bo 7TO M TEST PIT * It ' _No WATF-4 Na cwwr-) inc. .J CIVIL,GEOTECHNICAL,A QUALITY ENGINEERS •STRUCTURAL ENGINEERING•LAND SURVEYING •PERCOLATION A SOIL TESTING •CONSTRUCTION MANAGEMENT 6 INSPECTION T O co I DEC, Z.Qo I LOG OF TEST PITS EXCAVATED 10 - 2301 Backhoe . CAi 43o D PIT DIMENSIONS IN FEET W 30" I- 3o' DS' TP- 3 SURFACE ELEVATION IN FEET DATUM Mean Sea Level G E L 0 G I C A L W xW o W ENGINEERING TEST DATA CLASSIFICATION > U. W� a ; CLASSIFICATION AND M _ D _ O DESCRIPTION W = °= H DESCRIPTION (RC) B1ZOk/N- C�rZC 6ANV4 CI.A4 1 TL rLluac.E M - - D( pOSlTS s l3aowti - G1281 s-"0(4 c.LAy .-WITH C4i ICHF, � FP-)A(bLe '7 DAdn P � F r 9-M -ff A�-0 a o(2-An4 E_ SNJ OLZA S C 7 ' /0 $�u0 STONE i QrY)P 1)F`N5E 5c,-rT0I✓1 gF TF-ST PIT �: 8 No vj4}%EiL NO CAVWC) /5 PIT DIMENSIONS IN FEET w 3o" L 2S I D 8 SURFACE ELEVATION IN FEET T P _ 4 _apo I4�j - G" SAN DS CLAD Po R-DOTS/ DAm V - T2/.AC6 FILM DL=P o S I TS 5 DA Q k fp,� ::51L:1-4 C(,A*-I ey 51'-�rvOSTON E� D12-m�� vEN 8 /0 f3b7TaNI (51c TEST PIT 0 e>' . N 0 U)A TE4 00 C4�/)AJ4 /5 �N cGOSvA2E <3� h1c. CIVIL,GEOTECHNICAL,6 OUALITY ENGINEERS •STRUCTURAL ENGINEERING•LAND SURVEYING •PERCOLATION d SOIL TESTING •CONSTRUCTION MANAGEMENT d INSPECTION CLIENT: TO 0 IZ;;A L U PM : TH 0 1001 DATE: VEc ZOO I Test Test Test Test Soil Dr Densit ci Moisture % Relative Retest No. Date Location E1/Depth Type Field Maximum. Field Opt. Compaction No. In/�3 TP - 1 / � A 99,9 113 -0 19-3 13,o SS 2 2,51 A 106-8 113,0 1(0-5 ) 3.0 95 3 �� 71 8 98,5 114,5 236 IS,a 8� TP -2 2 /a 93-� 1 13,0 11,E 13.0 $3 I 1 3 a9 3 114,5 I ro,b ►5,5 78 99,5 114,�� 1515 15,5 87 TP- 4 45 ' /A 1v 9,4 113,0 143 13,o 92 S `` 41 1 A )06.4 113,0 1117 13.o 94 COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION OPTIMUM MAXIMUM DRY MOISTURE % DENSITY (pcf) A , 0-0 N - G P_E ND CL 13,0 11310 SANO 51t-1`1 C-CA 1515 114. 5 EXPANSION POTENTIAL 5o1L TYPE A ' EV-PAiQSlON WvGSL. = III (INIGH) 1 - 20 = Very Low �u-PG,0 SIO ) Wo1✓X 97 (,HMH) 21 - 90 = Low Sb!(. VI FE 6 : 51 - 90 = Moderate 91 -130 - High 131 -above=Critical EXPANSION AND COMPACTION TEST DATA ENCLOSURE (¢) 2000 LL a 1600 v Z W X 1200 Ve Z cr- Q 800 w ZZtl � i 400 0 0 400 800 1200 1600 2000 NORMAL LOAD (PSF) SOIL TYPE E BORING NO. DEPTH MOISTURE COHESION ANGLE OF m (B N) (ft) (%) (PSF) FRICTION ( o ) TP- .S00 psr ZZ° 11441alffillecring,inc. CIVIL,GEOTECHNICAL,6 QUALITY ENGINEERS •STRUCTURAL ENGINEERING•LAND SURVEYING r''•• '•` •PERCOLATION 6 SOIL TESTING •CONSTRUCTION MANAGEMENT 6 INSPECTION SHEARING STRENGTH TEST f;i C,�osva,&r s) 2000 LL. a 1600 v Z w 1200 cn Z cr- Q 800 ZOo w i 400 0 0 400 800 1200 1600 2000 NORMAL LOAD (PSF SOIL TYPE E 80RING N0. DEPTH MOISTURE COHESION ANGLE OF m (B N) (ft) (%) (PSF) FRICT ION ( � ) .574.AlDy czAyC-y.5/G flarthvilgillecrilly,iiic. CIVIL,GEOTECHNICAL,&OUALITY ENGINEERS •STRUCTURAL ENGINEERING•LAND SURVEYING r.'•• •PERCOLATION&SOIL TESTING •CONSTRUCTION MANAGEMENT&INSPECTION SHEARING STRENGTH TEST �Ncl'05WE (G-)