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Home My WebLink AboutCT 02-16; ROBERTSON RANCH EAST VILLAGE; GEOTECHNICAL INVESTIGATION; 2001-07-31" . eN orCal Engineering _ I 0 I -' / (I l' c··1-";""7 t -, ~. .............. ---.-~~. Soils and Geotechnical Consultants 10641 Humbolt Street Los Alamitos, CA 90720 (562) 799-9469 Fax (562) 799-9459 July 31,2001 Anastasi Construction 1200 Aviation Boulevard, Suite 203 Redondo Beach, California 90278 Attn.: Mr. John Simons Project Number 9482-Q1 RE: GEOTECHNICAL INVESTIGATION -Proposed Residential Development. -Located at South of Chinquapin Avenue, Between Harrison Street and Adams Street, in the City of Carlsbad, California Dear Mr. Simons: Pursuant to your request, this firm has .perfm:r:ned a Geotechnical Investigation for the. above referenced project in accordance with your authorization 9f our proposal dated Ju[y 20, 2001. The purpose of this investigation is to evaluate the ge.otecnnical conditions of the subject site and to provide recommendations for the proposed project. This geotechnical engineering report presents the finding of our study along with conclusions and recommendations for development. We appreciate this opportunity to be of service to you. [f you have any further questions, please do not hesitate to contact the undersigned. Respectfully submitted, NORCAL ENG[NEERING Keith D. Tucker Project Engineer R.G.E. 841 Troy D. Norrell President · . ,~ July 31,2001 Page 2 project Description .roject Number 9482-01 The purpose of the investigation was to explore the subsurface conditions arid to provide preliminary geotechnical engineering design parameters for evaluation of the site with respect to the proposed development. It is proposed to construct an eighty unit condominium development on the subject site. Other improvements will comprise of concrete, asphalt pavement and green belt areas. Site Description The subject project is situated within a residential tract south of Chinquapin Avenue between Harrison Street and Adams Street, in the City of Carlsbad. The lot is approximately ±4.8 acres in area and irregular in shape. The site is relatively level with topography descending gradually from west to east of a few feet. The property contains slabs and foundations from previous structures. A single family residence with detached garage and a trailer is located in the southerly portion along with an avocado orchard. The open areas of the site are covered with a moderate growth of vegetation and the south and east property lines contain trees. Small stockpiles of soils and debris as well, as scattered debris is located throughout the site. A layer of mulch was scattered throughout the northerly section of the parcel. Field Investigation The investigation consisted of the placement of nine (9) borings to a maximum depth of , lo j&..feet placed at accessible areas throughout the site. The exploratio.ns were visually classified and logged by a field engineer with locations of the subsurface explorations shown on the attached Site Plan. The exploratory excavations revealed the existing earth materials to consist of a fill and native soil. A detailed description of the subsurface conditions are listed on the excavation logs in Appendix A. These soils are described as follows: NorCal Engineering July 31, 2001 Page 3 .ject Number 9482-01 Fill/Disturbed Soils: A fill/disturbed soil to a depth of 1 to 3 feet was encountered consisting predominately of a brown, fine to medium grained, slightly silty SAND which was noted generally to be loose to medium dense and damp. These soils were noted to contain some small grav~l, wood, d~bris, vegetation and root structures. The heaviest debris was encountered in Test Excavation TE-4 to a depth of 3 feet and contained large roots, palm bushes, concrete and gravel. A leach line with a clay pipe was encountered in the west end of the trench. Approximately one foot of mulch was encountered in TE-9. Natural: An undisturbed native material was encountered directly beneath the upper fill soils consisting predominately of a brown to red brown, fine to medium grained, Slightly silty SAND which were noted to be dense to very dense and .dry to damp to moist. The overall engineering characteristics of the earth material were relatively uniform with each boring. Groundwater was not encountered and no caving ,?ccurred to the d~pths of our excavations. -<;"LI~H=\ C N'tN{,... Ll) tc-o /'f,,J L-b~~. Laboratory Tests Relatively undisturbed samples of the subsurface soils were obtained to perform laboratory testing and analysis for direct shear, consolidation tests, and to determine in- place moisture/densities. These undisturbed samples consisted of one-inch rings with inside diameter of 2.5 inches. Bulk bag samples were obtained in the upper soils for expansion index tests, maximum density tests, atterberg limits and sulfate tests. All test results are included in Appendix B, unless noted otherwise. A. The field moisture content (ASTM:D 2216) and the dry density of the f samples were determined in the laboratory. This data is listed on the 10! excavations. B. Maximum density tests (ASTM: 0-1557-00) were performed on typical samples of the upper soils. Results of these tests are shown on Table I. NorCal Engineering July 31,2001 Page 4 .raject Number 9482-01 C. Expansion index tests in accordance with the Uniform Building Code Standard No. 29-2 were performed on remolded samples of the upper spils to determine the expansive characteristics. Results of these tests are provided on Table II. D. Determination of Atterberg limits (ASTM: 0 4318-84) consisting of liquid limit, plastic limit and plasticity index of soils were performed on representative samples. Results are shown on Table III E. Soluble sulfate tests in accordance with EPA Method 9038 were performed on representative soils samples. Results are provided in Table IV. F. . Direct shear tests (ASTM: 0-3080) were performed on undisturbed and disturbed samples of the subsurface soils. The test is perfornied under saturated conditions at loads of 500 Ibs.lsq.ft., 1,000 Ibs./sq.ft., and 2,000 Ibs.lsq.ft. with results shown on Plate A. G. Consolidation tests (ASTM: 0-2435) were performed on undisturbed samples to determine the differential and total settlement which may be anticipated based upon the proposed loads. Water was acided to the samples at a surcharge of one KSF and the settlement curves are plotted on Plate B. . Conclusions and Recommendations Based upon our evaluations, the proposed development is acceptc;ible from a geotechnical engineering standpoint. By following the recommendations and guidelines set forth in our report, the structures will be safe from excessive settlements under the anticipated design loadings and conditions. The proposed development shall meet all requirements of the City Building Ordinance and will not impose any adverse effect on existing adjacent structures. It is recommended that site inspections be performed by a representative of this firm during all grading and construction of the development to verify the findings and recommendations documented in this report. The following sections present a discussion of geotechnical related requirements for specific deSign recommendations of different aspects of the project. NorCaI Engineering July 31, 2001 Page 5 Seismicity Evaluation _Oject Number 9482-01 There are no known active or potentially active faults trending toward or through the site. The proposed development lies outside of any Alquist Priolo Special Studies Zone and the potential for damage due to direct fault rupture is considered very remote. The site is located in an area of high regional seismicity and a peak horizontal ground acceleration of 0.47g may occur from a Magnitude 6.9 earthquake along the Newport- Inglewood fault zone, which is located approximately 7.5 kilometers away. Ground shaking originating from earthquakes along other active faults in the region is expected to induce lower horizontal accelerations due to smaller antiCipated earthquakes and/or greater distances to other faults. The following earthquake design parameters are based upon the 1997 Uniform Building Code (UBC) for a Seismic Zone 4 with a Z factor of 0.40 and a Soil Profile Type of SO, based on a stiff soil profile. 1997 USC Seismic Design Parameters Distance from Site (Ros~ Canyon Fault) Seismic Source Type Seismic Coefficient = Ca (Table 16-Q) Seismic Coefficient = Cv (Table 16-R) Near-Source Factor Na (Table 16-S) Near-Source Factor Nv (Table 16-T) Site Grading Recommendations 7.5 km B (0.44) Na (0.64) Nv 1.0 1.14 Any vegetation or demolition debris shall be removed and hauled from proposed gral areas prior to the start of grading operations. Any removed soils may be reutilize! compacted fill once any deleterious material or oversized materials (in excess of ~ inches) is removed. All grading operations shall be performed in accordance with'tfje--- attached "Specifications for Placement of Compacted Fill". u ~~If{tVh-J V\~\Vk{J N orCal Engineering ...... ~ h~C.\ o~) J fl.~(.h..,J ? .' July 31, 2001 Page 6 _'oject Number 9482-01' The upper disturbedlfill soils (upper 1 to 3 feet) shall be removed to expose native soils, the exposed surface shall be scarified to a depth of 12 inches, brought to the proper moisture content and compacted to a minimum of 90% of the laboratory standard prior to placement of any additional compacted fill soils, foundations and concrete slabs. This fill shall extend a minimum of five horizontal feet or to the depth of vertical overexcavation, whichever is greater, beyond the outside edge of the perimeter foundation. It is highly probable that cesspools and leach lines will be encountered which also shall be removed to competent native soils. TempOrary Excavations Temporary unsurcharged excavations in the existing site materials,J.ess"tha-R".4,<feet:h'igffl rFla~"'~':ittSH'ffi'§"Cfe""':''atH:~Vver;ti€al:, 19r;adieri~ unless cohesion less soils are encountered. Temp>QrE~:Hy,unsur,:cb,arge.d·_excavati0ns'fram 4 t08··feet high may-be trimmed·at a ,l'-1o 1; (horizontal to vertical) gradient. In areas where soils with little or no binder are encountered, where adverse geological conditions are exposed, }g~:;:,~.ef"e .,eXQ$lyatio.r::Il;;., are<~,ac,fj~cent to existing structures, shoring, slot-cutting, or, flatter ~El~cavations may be ~ '. ' required., The temporary cut slope gradients given do not preclude local raveling and sloughing. All excav,ations shall be made in accordance with the requirements of CAL-OSHA and other public agencies having jurisdiction. Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. Foundation Design All foundations may be designed utilizing a safe bearing capacity :of 2j200 -psf for an~ embedded depth of 18 inches into approvetlf compacted fill soi/sor competent native soils. The bearing value may be increased by 500 psf for each additional foot of depth in excess of the 18 inch minimum depth, up to a maximum of 3,000 pst. A one third increase may be used when considering short term loading and seismic forces. NorCal Engineering July 31, 2001 Page 7 Lateral Resistance _oject Number 9482~01 The following values may be utilized in resisting lateral loads imposed on the structure. Requirements of the current Uniform Building Code should be adhered to when the coefficient of friction and passive pressures are combined: Coefficient of Friction -0.40 Equivalent Passive Fluid Pressure = 250 Ib./cu.ft. Maximum Passive Pressure = 2,500 Ibs./sq.ft. The passive pressure recommendations are valid only for compacted fill soils and/or competent native soils. Settlement Analysis Resultant pressure curves for the consolidation tests are shown on Plate B. Computations utilizing these curves and the recommended safe bearing capacities reveal that the foundations will experience settlements on the order of % inch and differential settlements of less than ~ inch. Retaining Wall Design Parameters Active earth pressures against retaining walls will ~e equal to the pressures developed by the following fluid densities. These values are for granular free draining backfill material placed adjacent to the walls at various ground slopes above the wans. Surface Slope of Retained Materials (Horizontal to Vertical) Level 5 to 1 4 to 1 3 to 1 2 to 1 Equivalent Fluid Density (Ib.lpu.ft.) 30 35 38 40 45 Any applicable short-term construction surcharges and seismic forces should be added to the above lateral pressure values. A backfill zone of non-expansive material shall consist of a wedge beginning a minimum of one horizontal foot from the base of the wall extending upward at an inclination no less than 1/4 to 1 (horizontal to vertical). ",.All W~II$ shall be waterproofed as needed and protected from hydrostatic pressure by a reliable permanent subdrain system. NorCal Engineering July 31,2001 Page 8 Slab Recommendations eroject Number 9482-01 All concrete slabs shall be a ominimum of four inches in thickness and placed on approved subgrade soils. '~4<y.a.P~,b9r,[jer .;.§.§Jldwiched .. between four inches of select -.. '. t, '" ~ ,'~ ,- s~md' shall be utilized beneath floor slabs which would be ~~nsitive to the infiltration of moisture: All concrete slab areas to receive floor coverings should be moi~ture tested to meet all manufacturer requirements prior to placement. Corrosion Design Criteria Representative samples of the surficial soils, typical of the subgrade soils expected to be encountered within foundation excavations were tested for sulfate concentration. According to the '1994 Uniform Building Code (UBC) Table 19-A-3 -Requirements for Concrete Exposed to Sulfate-Containing Solutions', these contents revealed negligible levels of sulfate exposure. Therefore, a Type II cement according to latest UBC specifications may be utilized for building foundations at this time. Additional sulfate tests shall be performed at the . completion of rough grading to assure that these soils are consistent with the recommendations stated in this design. Sulfate test results may be found en the attached Table IV. Limitations The recommendations and conclusions contained in this report are based upon the soil conditions uncovered in our test excavations. No warranty of the soil condition between our excavations is implied. NorCal Engineering should be notified for possible further r~commendations if unexpected to unfavorable conditions are encountered during construction phase. NorCal Engineering July 31,2001 Page 9 .oject Number 9482-01 Any unusual conditions which may be encountered in the course of the project development may require the need for additional study and revised recommendations. It is the responsibility of the owner to ensure that all information within this report is submitted to the Architect and appropriate Engineers for the project. Ihis firm should have the opportunity to review the final plans to verify that all our recommendations are incorporated. This report and all conclusions are subject to the review of the controlling authorities for the project. A preconstruction conference should be held between the developer, general contractor, grading contractor, city inspector, architect, and geotechnical engineer to clarify any questions relating to the grading operations and subsequent construction. Our representative should be present during the grading operations and constr.uction phase to certify that such recommendations are complied within the field. This geotechnical investigation has been conducted in a manner consistent with the level of care and skill exercised by member~ of our profession currently practicing under similar conditions in the Southern California area. No other warranty, expressed or implied is made. NorCal Engineering July 31,2001 Page 10 _roject Number 9482-01 . SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL Preparation Any existing low density soils and/or saturated soils shall be removed to competent natural soil under the inspection of the Soils Engineering Firm. After the exposed surface has been cleansed of debris and/or vegetation, it shall be scarified until it is uniform in consistency, brought to the proper moisture content and compacted to a minimum of 90% relative compaction (in accordance with ASTM: D-1557-00). Material For Fill The on-site soils or approved import soils may be utilized for the compacted fill provided they are free of any deleterious materials and shall not contain any rocks, brick, asphaltic concrete, concrete or other hard materials greater than eight inches in maximum dimensions. Any import soil must be approved by the Soils Engineering firm a minimum of 24 hours prior to importation of site. Placement of Compacted Fill Soils The approved fill soils shall be placed in layers not in excess of six inches in thickness. Each lift shall be uniform in thickness and thoroughly blended. The fill soils shall be brought to within 15% of the optimum moisture content, unless otherwise speCified by the Soils Engineering firm. Each lift shall be compacted to a minimum of 90% relative compaction (in accordance with ASTM: D-1557-00) and approved prior to the placement of the next layer of soil. Compaction tests shall be obtained at the discretion ofthe Soils Engineering firm but at a minimum of one test for every 500 cubic yards. placed and/or for every two vertical feet of compacted fill placed. NorCal Engineering July 31,2001 Page 11 4troject Number 9482-01 The minimum relative compaction shall be obtained in accordance withacc~pted methods in the construction industry. The final grade of the structural areas shall be in a dense and smooth condition prior to placement of slabs-on-grade or pavement. No fill soils shall be placed, spread or compacted during unfavorable weather conditions. When the grading is interrupted by heavy rains, compaction operations shall not be resumed until approved by the Soils Engineering firm. Grading Observations The controlling governmental agencies should be notified prior to commencement of any grading operations. This firm recommends that the grading operations be conducted under the observation of a Soils Engineering firm as deemed necessary. A 24 hour notice must be provided to this firm prior to the time of our initial inspection. Observation shall include the clearing and grubbing operations to assure that all unsuitable materials have been properly removed; approval of the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished grade and designate areas of overexcavation; and performance of field compaction tests to determine relative compaction achieved during fill placement. In addition, aI/ foundation excavations shall be observed by the Soils Engineering firm to confirm that appropriate bearing materials are present at the design grades and recommend any modifications to construct footings. NorCaI Engineering 1 "=100' J .-.-1_ ADAMS STREET l "," I ~.~~ I A BP ~21·1I:..r~ ~ I" =:=r..... , .~ ...:.....r- NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS '3.='.4CI,12~ __ I_WI ......... ...... . LOCATION OF COOACTION TESTS · . • APPENDICES (In order of appearance) Appendix A -Log of Borings *Logs of Test Borings B1 to B9 Appendix B -laboratory Analysis *Table I -Maximum Density Tests *Table II -Expansion Index Tests *Table III -Atterberg limits *Table IV -Sulfate Tests *Plate A -Direct Shear Test *Plate B -Consolidation Test N orCal Engineering • Appendix A NorCal Engineering MAJOR DIVISION G RAPHIC LETTER TYPICAL DESCRIPTIONS $;V MROI $;VMROI 0 C) WELL-GRADED GRAVELS, GRAVEL. GW SAND MIXTURES, LITTLE OR NO FINES GRAVEL CLEAN GRAVELS AND (LITTLE OR NO GRAVELLY FINES) POORLY-GRADED GRAVELS, SOILS GP GRAVEL-SAND MIXTURES, LITTLE COARSE ORNO FINES GRAINED SOILS SILTY GRAVELS, GRAVEL-SAND-MORE THAN GRAVELS GM 50% OF WITH FINES SILT MIXTURES COARSE FRACTION (APPRECIABLE B!;;TAIN!;Q ON AMOUNT OF GC CLAYEY GRAVELS, GRAVEL-SAND- NO. 4 SIEVE CLAY MIXTURES FINES) SW WELL-GRADED SANDS, GRAVELLY SAND CLEAN SAND SANDS, LITTLE OR NO FINES AND (LITTLE OR NO SANDY FINES) POORLY-GRADED SANDS, GRAVEL-MORE THAN SOILS SP LY SANDS, LITTLE OR NO FINES 50% OF MATERIAL IS LARGER THAN NO. MORE THAN SM SILTY SANDS, SAND-SILT 200 SIEVE 50% OF SANDS WITH MIXTURES SIZE COARSE FINE FRACTION (APPRECIABLE PASSIN~ON AMOUNT OF SC CLAYEY SANDS, SAND-CLAY NO. 4 SIEVE FINES) MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CI,.AYEY FINE SILTS LIQUID LIMIT GRAINED AND I I=~~ THAN !'in SOILS CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR MORE THAN SILTY SOILS 50% OF MATERIAL SILTS LIQUID LIMIT CH INORGANIC CLAYS OF HIGH IS SMALLER AND GREATER THAN PLASTICITY, FAT CLAYS THAN NO. CLAYS 50 ·200 SIEVE SIZE ORGANIC CLAYS OF MEDIUM TO OH HIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITH HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS UNIFIED SOIL CLASSIFICATION SYSTEM NorCal Engineering KEY: • Indicates 2.5-inch Inside Diameter. Ring Sample. ~ Indicates 2-inch 00 Split Spoon Sample (SPT). ISJ Indicates Shelby Tube Sample. III Indicates No Recovery. IJ Indicates SPT with 140# Hammer 30 in. Drop. E::1 Indicates Bulk Sample. ~ Indicates Small Bag S~mple. [J Indicates Non-Standard Indicates Core Run. COMPONENT DEFINITIONS COMPONENT Boulders Cobbles Gravel Coarse gravel Fine gravel Sand Coarse sand Medium sand Fine sand Silt and Clay SIZE RANGE Larger than 12 in 3 in to 12 in 3 in to No 4 (4.5mm ) 3 in to 3/4 in 3/4 in to No 4 ( 4.5mm ) No.4 (4.Smm) to No. 200 (O.074mm ) No.4 (4.S mm ) to No. 10 (2.0 mm ) No. 10 (2.0 mm ) to No. 40 ( 0.42 mm ) No. 40 (0.42 mm ) to No. 200 ( 0.074 mm ) Smaller than No. 200 (0.074 mm ) COMPONENT PROPORTIONS DESCRIPTIVE TERMS RANGE OF PROPORTION Trace Few Little Some And 1 -S% 5-10% 10 -20% 20 -35% 3S -SO% MOISTURE CONTENT DRY DAMP MOIST WET Absence of moisture, dusty,_ dry to the touch. . Some perceptible moisture; below optimum No visible wa.ter; near optimum moisture content Visible free water, usuaJly soil is below water table. RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALU~ COHESIONLESS SOILS COHESIVE SOILS Density N ( blows/ft ) Consistency N (blows/ft ) Approximate Undrained Shear Strength (pst) Very Loose o t04 Very Soft o to 2 ~ 2SCl Loose 4 to 10 Soft 2 to 4 2S0 -SOO Medium Dense 10 to 30 Medium Stiff 4 to 8 SOO -1000 Dense 3D to SO Stiff 8 to 15 1000 -2000 Very Dense over SO Very Stiff 15 to 30 2000·4000 Hard over 30 >4000 NorCal Engineering . . . . • • Log of Boring 8-1 .• Project: Anastasi/Carlsbad Date of Drilling: 7/25/01 I Groundwater Depth: None Encountere~ Drilling Method: Hollow Stem Auger Hammer Weight: 140 Ibs. I Drop: 30" Depth Samples .. Laboratory (feet) Geotechnical Description II) e b Lith· G) ~c :1-~-c;:-II) a. :U;~ 11)" :g~ oJ ogy >-o :I cea. I--0 ~-u::-Surface Elevation: Not Measured ll1u CD_ -0 c I FILUDISTURBED TOP SOILS · · · . - I-Silty fine to medium grained SAND .. / · . I -. I Dark brown, loose to medium dense, dry with small roots, pieces of wood · ~ 3.0 · . 117.6 I NATURAL SOILS - I · L! I-Slightly silty fine to medium grained SAND · -· . Reddish brown, dense to very dense · --5 Slight decrease in density and silt content @ 5' -· , · · · · -~ : • 6.7 115.8 i · -· · -l-i -· . Boring completed at depth of 8' -10 l- e.. 15 l- I- I- 1-20 I- - I-, -25 l-E 0 '1'-..c u .! = > i ;-30 -35 NorCal Engineering Project No. 1 9482-01 . . • Log of Boring 8-2 • . Project: Anastasi/Carlsbad Date of Drilling: 7/25/01 I Groundwater Depth: None Encountered Drilling Method: Hollow Stem Auger Hammer Weight: 140 Ibs. J Drop: 30" Depth (feet) Geotechnical Description Lith· 01 ogy Surface Elevation: Not Measured -0 , -FILUDISTURBED TOP SOILS 00 -:~ 0 I-, Silty fine to medium grained SAND .II -0 Dark brown, loose to medium dense, dry wit~ small roots, pieces of wood -0 I-0 0 o· -NATURAL SOILS -0 -0 Slightly silty fine to medium grained SAND --00 Reddish brown, dense to very dense 0 --5 , Slight decrease in density and silt content @ 6' 00 -0 -0 -0 00 -0-I-0 - -0 00 , --Boring completed at depth of 8' 1-10 I- - 15 l- I- I- 1-20 '-- 1-25 e 0 '! u .!I-= > u I N '" > i " II) 1-30 -35 NorCaI Engineering Project No. 9482-01 " T_ . -- 5amples Lab-orato rv III ~ ~ GI ~c -::1_ ~~u; 'if III CL o ::s iiic;e ~~ >-c c CL-I--0 ~-u:: ....... lXIo GI_ C • 2.7 114.9 • 3.4 116.1 , 2 .-- . " , It Log of Boring B-3. . Project: Anastasi/Carlsbad Date of Dri!lIng: 7/25/01 I Groundwater Depth: None Encountered Drilling Method: Hollow Stem Auger Hammer Weight: 140 Ibs. I Drop: 30" Depth 5amples Laborato y ! ~c (feet) Geotechnical Description L ith· CII :t~ :::I ..... 1/1 01 ogy 'Q. 0:::1 1n~ ~-;;u :!!~ >-ceQ. .1--0 ~-LL"'-'" Surface Elevation: Not Measured alCJ . CII_ f-.O C , FILL/DISTURBED TOP SOILS I -· . I I-Silty fine to medium grained SAND · . / -l-I Dark brown, loose to medium dense, dry with small roots, pieces 'of wood · .~ ! 2.1 113.e NATURAL SOILS -· . -· Slightly silty fine to medium grained SAND . '-' ! · . l-I - ./ Reddish brown, dense to very dense · 1-5 Slight decrease in density and silt content @ 6' -· . I · · I-Change to light brown @ 9' -. I -l-· • -. 5.9 119.8 I-- Boring completed at depth of 8' 1-10 l- I- 15 l- I- I- f-.20 l- I- i- -25 I I E I o· '! U' • > '! f-.30 - - -35 NorCal Engineering Project No. 3 9482·01 - < o-tt B-4 .• E 0 ~ z: u .!! ;; i ! • .... ... > c o -r ! " III , Log of Boring . Project: Anastasi/Carlsbad Oate of Drilling: 7/25/01 I Groundwater Depth: None Encountered. Drilling Method: Hollow Stem Auger Hammer Weight: 140 Ibs. I Drop: 30" Depth (feet) Geotechnical Description L ith· 01 ogy Surface Elevation: Not Measured -0 FILL SOILS 0 -.. -00 Silty fine to medium grained SAND · 0 · . Dark brown, loose to medium dense, dry with heavy debris, large· roots, -· · palm tree and concrete 0 • • 0 - 00 NATURAL SOILS _. 0 · Slightly silty fine to medium grained SAND 0 00 1-5 -Reddish brown, dense to very dense · 0 · . I-Slight decrease in density and silt content @ 6' -0 · 0 · Change to light brown @ 12' -· . . 0 · l-· . -0 · · .0 -1-10 0 · 0 I--00 · I-00 -0 · I-0 o. 0 .0 -0 I-fine to medium grained SAND r""" .. 0 -00 0 15 Tan to dark brown, dense, moist, slight caving .. · . o· I--0 Boring completed at depth of 16' l- I- I- 1-20 I- ~25 l- '--30 - -35 NorCal Engineering Project No. 9482·01 ~amples -. Laborato v III ! ~. CI ~c =-~.-G:" III a. 1ii~ -III U CI-r: o = cea. c~--0 ~-u::--I lXlo c»_ C I • 3.5 100.7 • 4.2 111.4 • 5.6 113.8 • 6.0 116.1 • 6.7 119.8 4 -. , --• 1 Log of Boring B-5 " ProJect: Anastasi/Carlsbad Date of Drillif1g: 7/25/01 I Groundwater Depth: None Encountered· Drilling Method: Hollow Stem Auger Hammer Weight: 140 Ibs. I Drop: 30" . ~ ;; Depth ·Samples Laboratory. (feet) Geotechnical Description 1/1 ~ ~ Lith .. G/ 3:'2: ::1_ ~·-c III ~ -~ G/-' 01 ogy o :::I . III U c~ ~ .!e.... c ;,s. -0 ~ u::-Surface Elevation: Not Measured mc; 0 -0 FILUDISTURBED TOP SOILS ", . I -· f-i Silty fine to medium grained SAND -· · . \ Dark brown, loose to medium dense, dry with gravel and small pieces of --/1 ° • • 3.2 115.0 -: wood -'- NATURAL SOILS · -' . -f--iii 4.1 113.8 Slightly silty fine to medium grained SAND .' ° -5 1 · · : I Reddish brown, dense to very dense - I · · I Slight decrease in density and silt content @ 6' . · -° 1 Change to light brown @ 9' · · f-° • .. --0 · , 0 .0 -· -° 1-10 · -0-0 · 0, • 3.6 115.2 ° · '-00 -: -. '. -. · I fine to medium grained SAND · . I - f-Tan to dark brown, dense, moist, slight caving · -· ! -.-~ -f-I ° · -0" 15 · · . Boring completed at depth of 15' r- '- f- -20 I- r- -25 .. E ~-,- u • >, ~r- '-30 - f- f- r--35 NorCal Engineering Project No. 9482-01 5 -, . II • " Log of Boring B-6 '. Project: Anastasi/Carlsbad 'late of Drilling: 7/25/01 I Groundwater Depth: None Encountered Drilling Method: Hollow Stem Auger Hammer Weight: 140 Ibs. I Drop: 30" Depth -samples -Laborato rv - II)-e: ~ (feet) Geotechnical Description Li th· GI ~= ::I ...... ~.-c;::-(I) 01 ogy CI. 0::1 iii~ ~u -~~ ~ -0 ~-cGlE: u:--- -0 Surface Elevation: Not Measured _.-al u c FILL/DISTURBED TOP SOILS -----: --- r , Silty fine to medium grained SAND · -. , · ----r :-----. Dark brown, loose to medium dense, dry -/---. • 11.7 103.2 -NATURAL SOILS -· --! Slightly silty fine to medium grained SAND · . -.' . i Reddish brown, dense to very dense · 1--5 ! ' . · . Slight decrease in density and silt content @ 6' · -· • 5.3 112.6 -, -I Change to light brown @ 8' -· · . · -! · · i · -· . ! · · I -· . -· -· " -10 -· . I · . r , -.. fine to medium grained SAND · -· . , i Tan to dark brown, dense, slight caving · • -. -6.4 109.1 · . -i · · · ! -· . ! · 15 · -. - Boring completed at depth of 15' 'l- I- I- -20 l- i- I- -25 l-E 0 ~ u -I- > ~ -30 i- -35 NorCal Engineering Project No. 6 9482-01 . " -• .' Log of Boring B·7 -Project: Anastasi/Carlsbad Oate of Drilling: 7/25/01 I Groundwater Depth: None Encountered Drilling-Method: Hollow Stem Auger Hammer Weight: 140 Ibs. j Drop: 30" Depth ..Sainj:)les Laborato v Geotechnical Description In !P' b (feet) ... LI th· GI ~c :::1-~.u; ii" c In Q., t;~ G.J~1 01 ogy » o :::I QCQ. C~ ... -0 ~-GI_ --Surface Elevation: Not Measured m~ Q LL ' -0 ! FfLUDfSTURBED TOP SOILS · . · -l-I Silty fine to medium grained SAND · · · . ~ Dark brown, loose to medium de'nse, dry with pieces of wood -· -· . • 4.1 11:7 .6 1 NATURAL SOILS · · · i Slightly silty fine to medium grained SAND ---". ~ , l-· Reddish brown, dense to very dense -1-5 I · · -. I Slight decrease in density and silt content @ 6.5' -· · · · I-Change to light brown @ 10' · -· . · · · i-· · . · -· · -· · I · .... - i-I -· -• 5.3 116.1 , " . 1-10 i · . -i-i -. I · -· · , -'. l-I · -.. · -· . L-I Boring completed at depth of 13' I- 15 l- i-, I- 1-20 l- I- I- -25 l- E 0 '! u • >. u -i -30 - - -35 NorCal Engineering Project No. ·7 9482-01 . , . " --Log of Boring 8-8 • . Anastasi/Carlsbad Project: Date of Drilling: 7/25/01 I Groundwater Depth: None Encountered Drilling Method: Hollow Stem Auger Hammer Weight: 140 Ibs. I Drop: 30" Depth Samples LaDorato v (feet) Geotechnical Description 1/1 ~ b' Lith· QI ~-' =-~u; G:", 1/1 01 ogy J:1 o § r;;e;e ~~ ?: cc u -0 ~-QI.8: LL- 1-0 Surface Elevation: Not Measured al o C FILUDISTURBED TOP SOilS -.. · -· . I Silty fine to medium grained SAND · · . r-Oark brown, loose to medium dense, dry -/" · . i NATURAL SOILS --· . • 113.6 ! Slightly silty fine to medium grained SAND · . 3.4 - Reddish brown, dense to very dense · . · r-5 I · · . Slight decrease in density and silt content @ 6' -I · · ' . I · I · . I -. I . · , . -· . r-Boring completed at depth of 8' r-10 I- - ,15 I- r- 1-20 r- r-25 E 0 C!I- u .!i = ::> i I- -30 I- - '- -35 I NorCal Engineering Project No. B 9482-01 .. ! -. , II • , Log of Boring B-9 -. Project: Anastasi/Carlsbad Oate of Drilling: 7/25/01 I Groundwater Depth: None Encountered Drilling Method: Hollow Stem Auger Hammer Weight: 140 Ibs. I Drop: 30" Depth samples Laboratory en ~ ~ (feet) Geotechnical Description Lith· G) ~c ::s_ ~~ 'fi' 1/1 01 ogy Q. o· ::s -:::!e GI~ ~ .!!~" QeQ. .5~· Surface Elevation: Not Measured m8 ~ GI-Ll.. '-0 Q I FILUDISTURBED TOP SOILS · . I · - I Upper 12" mulch -· ! · -· . f-Silty fine to medium grained SAND / · · . • 2.7 114.9 -! Dark brown, loose to medium dense, dry with heavy organics to wood · i NATURAL SOILS -· . f-i · ~ 4.8 115.6 r-5 Slightly silty fine to medium grained SAND · . ! Reddish brown, dense to very dense -· · L... ~ I Slight decrease in density and silt content @ 7' · -· . I Change to light brown @ 10' · · · · . -· l-i · -i -.. .:. •• 5.3 115.1 -~ -· .. -10 -· . ! · f-· . · -I - I fine to medium grained SAND · -· . • 7.1 115.2 , · / Tan to dark brown, dense, moist, slight caving -. , · I · · . l-· · -! -· -.. ~ 15 i · -· -l-i -.. Boring completed at depth of 16' ~20 .. ~ -25 l-E " <,! . .: " .! = > i "- -3~ I- -35 NorCal Engineering Project No. 9 9482·01 • Appendix B N orCal Engineering .. July 31,2001 Page 12 Sample B1 @ 0-3' B9 @ 3-4' Soil Type B1 @ 0-3' B9@3-4' Sample B6 @2-4' Sample Composite % by weight .ject Number 9482-01 TABLE I MAXIMUM DENSITY TESTS (ASTM: 0-1557-00) Classification Optimum Moisture SAND, fine to medium grained, slightly silty SAND, fine to medium grained, slightly silty 10.0 9.0 TABLE II EXPANSION INDEX TESTS (U.B.C. STD. 29-2) Classification SAND, fine to medium grained, slightly silty SAND, fine to medium grained, slightly silty TABLE III A TTERBERG LIMITS Liguid Limit. 17 Plastic Limit 13 TABLE IV SULFATE TESTS NorCal Engineering Maximum Dry Density (/bs.lcu.ft.) 120.0 125.5 ExpansioJi Index 05 02 Plasticity In~ex 4 Sulfate (%) 0.025 ~ t. ~----------------~ 'r. 2500 -~~~ .-.-.. -•• -. -r-.-. -.. -. -.. -•. --.. -. -_ .-.. ~ .• _~ ... -.• "T-.... -.• -... -. -r----.. ...,. .. -. -.. -. --.. -_.---. ..... ~~ ... ___ + _ •• _ • ~ ... _ '" ..... ___ ~ • ____ a.-~ .. ~ ~ ........ 1.. ... ,. • • , • .' ~ -i ~ ......... . ....... _ .......... . 1---. _ .....• r-----. . .. f---... '-" _ .... . 1----._.-.... 2000~--------4---------~-------4--------~--------~~----~ p.-.. -==~~.~-=-: ~=-: .. ~~~ :.-~~ ~ ~.::~.: ........ . ~----+---------~--.... -----' '" .. -... --... -..... --. -_ ...... -.---~ :==~~=~~1~~~8·~ .. ~_~:~;:: :::-~~~t~:~i~·· f---------.. --_. -_ .. ,. ~--.-....... _._--. . .. -.... --.' " . . " .---. --.... . ... . . r-----~;---~.-.-----.f--------.- ~~==:::§-=:~ ==_. -jji,~~~-=~~:=::A:=~=: I .. I-. -, .. . ....--+-.......... t--._.. ·T+-~i-4-· • -ttttttt±~'JJ~~~ttt.ttl~/~'l~I~~~/~'tt~±·:+;~'+44J'~~.,~:~.~: ~t+"'t+ I'~ I"~ 1"'-'rt 17./. 'r:.;. ,;'. j: -,Y/' /' ' , o 0;,. ~ 500 1000 1500 2000 NORMAL STRESS (PSF) -- BORING DEPTlt • C DRY ''''1 STURE SYMBOl DEIISITY CCIITEKf NIlEER (FEET) ~DE&REES (PSF) (PCF) (S) X 1 2.5 34 200 117 .6 3.0 .. 0 8 3.0 31 125 113.6 3.4 ~ 9 2.0 36 175 114.9 2.7 C NOTE: TESTS PERFORMED ON SATURATED SAMPLES UNLESS SHOWN BELOW. (AM) FIELD MOISTURE 2500 TESTS PERFORMED ON UNDISTURBED SAMPLES UNLESS SHOWN ·BELOW. (R) SAMPLES REMOLDED AT 90~ OF MAXIMUM DRY DENSITY NorCal Engineerfiig'; PLATE A SOILS AND GEOTECHNICAL CONSULTANTS DIRECT SHEAR TEST RESULTS 3000 .... • • , -2 I I 1 I 1 I I NOTE: WATER ADDED AT NoRML PRESSURE AT 1.0 KSF I I I ! 0 I -r-:: --I r....... 1---~.~ 10", ~ t' ~ I 2 ; -" I l~ ~ ~ ~ I _.,~t-\ . ..r-~ l-; ,.... j..oo 1\ "--.. -..""--... -'" '" 1"--~ '1~ !! "'-~ :;; 4 '" r-... ~ i'-.. "'. ~ I U -I ; I ". I i ! I 6 I ! I I . " I I i , I i I I I i i 8 , , I I I 1 , 10 I 0.1 0.5 1.0 ~ 10 20 40 IIOIIML PRESSURE (KSF) BORING DEPTH DRY MOISTURE LIQUID PlASTICITY S'nIIOl JUlSER (FEET) DEJlSITY aJITEIT LIMIT I1UX (PCF) (S) (S) (S) X 2 4 114.9 2~7 0 4 8 116. 1 6.0 /:i 9 12 115.2 7. 1 0 CClFRESSUII (AI) FIW 1ID1m. -•• TEI ~ ---~ (.) $MIllE ..... AT !OS OF MlnUi DIY DElSITY NorCal Engineering PLATE "B soas AND GEOTECHNICAL CONSULTANTS CCIISOLIDATHII TEST RESULTS PROJECT 9482-01 DATE JULy 2001