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CT 00-02; CALAVERA HILLS PHASE II; PRELIMINARY GEOTECHNICAL INVESTIGATION; 2004-02-25
Preliminary Geotechnical Investigation Proposed Calevera Pump Station Calavera Hills, Carlsbad February 25, 2004 Prepared For: KRIEGER.& STEWART, INC. Attention: Mr. Philip Strom 3602 University Avenue Riverside, California 92501-3331 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Suite 102 Escondido, California 92029 Job #02-205-P Sk RePc -11 1VINJE & MIDDLETON ENGINEERING, INC. Job #02-205-P February 25, 2004 2450 Vineyard Avenue Escondido, California 92029-1229 Phone (760) 743-1214 Fax (760) 739-0343 Krieger & Stewart, Inc. Attention: Mr. Philip Strom 3602 University Avenue Rivrside, California 92501-3331 PRELIMINARY GEOTECHNICAL INVESTIGATION, PROPOSED CALAVERA PUMP STATION, CALAVERA HILLS, CARLSBAD Pursuant to your request, Vinje & Middleton Engineering, Inc., has completed the Preliminary Geotechnical Investigation Report for the proposed recycled water, pump station at the above-referenced project site The following report summarizes the results of our field investigation, laboratory analyzes and conclusions, and provides geotechnical recommendations for the proposed construction as understood. In our opinion, the study site is suitable for the support of the planned pump station from a geotechnical engineering standpoint provided the recommendations presented in this report are incorporated into the final plans and implemented during the construction phase of the project. Thank you for choosing Vinje & Middleton Engineering, Inc. If you have any questions concerning this report, please do not hesitate to call the undersigned. Reference to our Job #02-205-P will help to expedite our response to any inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. çED n (' CEGO Dennis Middleton * cEFrtIF:ED * CEG #980 ENGtNEERJNG j DM/jt Op CAL TABLE OF CONTENTS PAGE NO. I. INTRODUCTION ................................................... II. SITE DESCRIPTION .... ............................................ I III. SITE BACKGROUND ...............................................I IV. PROPOSED DEVELOPMENT .. ...................... . . . . . . . . . . . . . . . .I V. SITE INVESTIGATION ..............................................2 VI. FINDINGS ..........................................................2 Earth Materials ................................................2 Groundwater ...................................................3 Slope Stability ..................................................3 Faults / Seismicity .............................................3 Geologic Hazards ..............................................5 Laboratory Testing / Results ......................................5 VII. CONCLUSIONS ........ ........................................... 8. VIII. RECOMMENDATIONS .............................................10 Remedial Grading and Bearing Soil Preparations ...................10 Foundations and Slab-on-Grades .................................15 Exterior Concrete Flatworks ......................................16 Soil Design Parameters ............................................ . 17 Asphalt and PCC Pavement Design ...............................18 General Recommendations ..................................... . 19 IX. LIMITATIONS ...................................................22 TABLE NO. FaultZone ..........................................................I Site Seismic ............................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 SoilType ...............................................................3 Maximum Dry Density and Optimum Moisture Content .....................4 Moisture-Density Test (Field Sand-Cone Tests) ..............5 TABLE OF CONTENTS (continued) Expansion Index Test ...........................................6 Direct Shear Test ....................................................7 Grain Size analysis ....................................................8 R-value Test ..........................................................9 Ph and Resistivity Test ...............................................10 Sulfate Test ..........................................................11 Years' to Perforation of Steel Culverts ....................................12 PLATE NO Regional Index Map ................................................... SitePlan ............................................................2 Test Trench Logs (with key) ...........................................3-4' Geologic Cross-Sections ...............................................5 Fault - Epicenter Map , ................................ . . . . . . . . . . .6 Retaining Wall Drain Detail .............................................7 Isolation Joints and Re-entrant Corner Reinforcement .....................8 PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED CALAVERA PUMP STATION CALAVERA HILLS, CARLSBAD INTRODUCTION The Calavera Pump Station is a planned facility for the movement of recycled water located in Calavera Hills district in the City of Carlsbad. The site location is depicted on a Regional Index Map enclosed with this report as Plate 1. The facility site has recently been graded and will serve nearby commercial and residential properties that will soon be constructed. The purpose of this study was therefore to determine specific geotechnical conditions beneath the project site and their influence upon the planned pump station construction. Test hole digging and soil sampling and testing were among the activities conducted in support of this study which has resulted in construction and design recommendations. presented herein. SITE DESCRIPTION The project site is a small, triangular-shaped parcel along the west side of College Boulevard. Existing surface grades are depicted on a Site Plan enclosed with'this report as Plate 2. The nearly level surface is terminated along the rear by a graded slope which ascends 20 feet onto off-site properties above. Slope gradients are 2:1 (horizontal to vertical). Surface areas are free of vegetation. Site drainage sheetfiows eastward, toward College Boulevard. Scouring or excessive erosion resulting from uncontrolled run-off is not in evidence. Ill. SITE BACKGROUND The study site is a recently graded parcel created by filling over natural canyon terrain. Preliminary geotechnical conditions in the project area were determihed by Southern California Soil and Testing, Inc., who issued a Geotechnical Investigation report dated May 15, 1990. Subsequent grading of the site has recently been completed with surface grades at finish levels as indicated on Plate 2. Testing and inspection records for the work are not available for review. However, testing and/or inspection of the grading is known to have taken place. , IV. PROPOSED DEVELOPMENT Planned improvement facilities at the project site are depicted on the enclosed Plate 2 and also on foundation plans reviewed by this office. The plans detail the installation of 3 pump cans which will extend to an approximate depth of 12 feet below existing surface grades. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 di Phone (760) 743.1214 • Fax (760) 739.0343 QEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION ' ' I'ERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 2 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 A concrete block wall building will house the pumps and extend into the ascending fillS slope with a rear retaining wall. Concrete and AC pavement surfaces will surround the building andextend to College Boulevard which will provide access onto the site. SITE INVESTIGATION Geotechnical conditions at the project site were determined from a review of available. technical literature and chiefly from the excavation of 4 test trenches dug at the site by a tractor-mounted backhoe. The trenches were logged by our project geologist(s) who also supervised in-place field density testing of exposed soils and retained bulk samples for subsequent laboratory testing. Test trench locations are depicted on Plate 2. Field and laboratory test results are summarized in a following section. FINDINGS The project site is a recently graded property underlain entirely by compacted fill soils. The fill is locally derived and generated from blasting/crushing operations of very hard metavolcanic rocks which underlie much of the Calavera Hills area. The following conditions are unique to the project site: A. Earth Materials Fill soils underlie the property and. will be encountered in project earthwork procedures. The fill is characterized as a Rock Fill which generally consists of 60 - 75% crushed bedrock fragments (4-inch minus size) in a silty sand matrix. Test trench exposures of the fill appeared in a loose and very wet condition. Deeper exposures developed in the T-1 and T-2 trenches exposed larger rocks within the soil at extended depths of 9-11 feet below surface grades. Based upon pre- grading maps of the area, these soils likely represent initial fill lifts which include the larger rock. Bedrock units underlie project fill soils at depth. Based upon available pre-grading maps, the bedrock occurs at depths of approximately 14 feet below the existing pad surface at the pump can locations. Caving of loose fill soil into the test trench excavations prevented deep holes and the exposure of the underlying bedrock. However, the rock is known to consist of dark colored metavolcanic rocks. These are hard, fractured units which will excavate to depths of .a few feet (if necessary) with some difficulty. Details of project fill soils are given on the enclosed Test Trench Logs, (Plates 3 and 4). The indicated subsurface relationship of site deposits is depicted on Geologic Cross-Sections enclosed with this report as Plate 5. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739.0343 QEOTECHNICAL INVESTI(ATIONS GRADING SUPERVISION I'ERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 3 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 Groundwater Subsurface water was not encountered beneath the project site and is not expected to impact site construction. Finish grades should ensure the proper control of surface drainage and the prevention of ponded water. Slope Stability Slope instability is not expected in the 2:1 gradient fill slope at the site. Much of the lower embankment will be supported by a retaining wall incorporated into the containment building. However, project fill soils consist of loosely compacted rocky soils that are expected to be marginally stable in over-steepened construction slopes. Recommendations for these temporary embankments are given in a following section of this report. Faults ] Seismicity Faults or significant shear zones are not indicated on or near proximity to the project site. As with most areas of California, the San Diego region lies within a seismically active zone; however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40-year period (1934-1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3.7, nor did any of the earthquakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. Historically, the most significant earthquake events which affect local areas originate along well known, distant fault zones to the east and the Coronado Bank Fault to the west. Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical event in the area of the study site occurred in 1800 at an estimated distance of 11 miles from the project area. This event, which is thought to have occurred along an off-shore fault, reached an estimated magnitude of 6.5 with estimated bedrockacceleration values of -0.145g at the project site. The following list represents the most significant faults which commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults(Computer Program EQ FAULT VERSION 3.00 updated) typically associated with the fault is also tabulated: VINJE & MIDDLETON ENINEERING, INC. 2450 Vineyard Avenue Escondido, California 92029.1229 • Phone (760) 743-1214 • Fax (760) 739.0343 cEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 4 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 TABLE I Maximum Probable Fault Zone......... Distance from Site Acceleration (R.H.) Rose Canyon fault 7.2 miles 0.198g 'Newport-Inglewood fault 8.0 miles- 0.186g Coronado Bank fault . . 23.3 miles 0.171g Elsinore fault 21.9 miles . 0.153g The location of significant faults and earthquake events relative to the study site are depicted on a Fault — Epicenter Map enclosed with this report as Plate 6. More recently, the number of seismic events which affect the region appears to have heightened somewhat. Nearly 40 earthquakes of magnitude 3.5 or higher have been recorded in coastal regions between January 1984 and August 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook County coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located nearly 30 miles southwest of Oceanside. A series of notable events shook County areas with a (maximum) magnitude 7.4 shock in the early morning of June 28, 1992. These quakes originated along related segments of the San Andreas Fault approximately 90 miles to the north. Locally high levels of ground shaking over an extended period of time resulted; however, significant damages to local structures were not reported. The increase in earthquake frequency in the region remains a subject of speculation among geologists; however, based upon empirical information and the recorded seismic history of County areas, the 1986 and 1992 events are thought to represent the highest levels of ground shaking vihich can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metropolitan San Diego which includes a series of parallel breaks trending southward from La Jolla Cove VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743-1214 • Fax (760) 739-0343 yvu. LLVINMAL INV I I(1AIIONS GRADING SUPERVISION. PERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 5 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 through San Diego Bay toward the Mexican border. Recent trenching along the fault in Rose Canyon indicated that at that location the fault was last active 6,000 to 9,000 years ago. Thus, the fault is classified as "active" by the State of California which defines faults that-evidence displacement in the previous 11,000 years as active. For design purposes, site specific seismic parameters were determined as part of this investigation in accordance with the Uniform Building Code. The following parameters are consistent with the indicated project seismic environment and may be utilized for project design work: TABLE 2 Site Soil Seismic Seismic Seismic Response Coefficients I Profile Seismic Zone Source -.Tye .Zo,ie F.äàtor. tyje.. .Na :;Nv .C.a Ts SE I 4 I 0.4 B I 1.0 I 1.0 I 0.36 I 0.96 I. 1.067 I 0.213 According to Chapter 16, Division IV of the 1997 Uniform Building Code. A site specific probabilistic estimation of peak ground acceleration was also performed using the FRISKSP (T. Blake, 2000) computer program. Based upon Boore et. al (1997) attenuation relationship, a 10 percent probability of exceedance in 50 years was estimated to produce a site specific peak ground acceleration of 0.27g (Upper Limit Earthquake, ULE). The results were obtained from the corresponding Exceedance Probability (%) versus Acceleration (g) curve. Geologic Hazards Geologic hazards are not presently indicated at the project site. Project slopes are 2:1 gradient fill embankments which do not evidence instability. The most significant geologic hazards at the property will be those associated with gràund shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are not anticipated. Laboratory Testing I Results Earth deposits encountered in our exploratory test excavations were closely examined and sampled for laboratory testing. Based upon our test trench data and field exposures, site soils have been grouped into the following soil types: VINJE & MIDDLETON ENQINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739.0343 QEOTECHNIcAL INVESTIGATIONS N (JRAI)INQ SUPERVISION I'ERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION V PAGE 6 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 TABLE3 V I . V Soil Dériptiàn :. :.:V 1 I rocks in a dark brown silty sand with clay matrix (Rock Fill) I The. following tests were conducted in support of this investigation: . 1. Maximum Dry Density and Optimum Moisture ConteAt: The maximum dry density and optimum moisture content of Soil Type •1 was determined in accordance with ASTM D-1557. The test result is presented in Table 4. TABLE4 V SOkil Maximum Dry Optimum Moisture V Location ... DensityVYmpcf)... ... T-1 @ 3' I 1 I 137.0 V 7.9 - I V 2. Moisture-Density Test (Field Sand-Cone Tests): Inplace dry density and ' V V moisture contents of representative fill soil deposits beneath the site were determined using sand-cone test equipments in accordance with, ASTM D- 1556. Due to the high percentage of rocks present in the fill mixture, a 12-inch V V diameter sand-cone test equipment was, used. The.test results are presented . in Table 5 and tabulated on the enclosed Test Trench Logs (Plates 3-4). V TABLES V - r Field Ratio Of In-Place Dry Moisture Field Dry Max Dry Density To Max Dry Sample Soil Content Density Density Densit,* VLocation :Typé.V;.V..;V (Ym-pcf)' . •(y/y X.iOO). VVV T-1 @ 3' 1 12.0 102.9 . 137.0 75.1 1-1 c5' 1 11.1 108.6 137.0 79.3 T-2@3' 1 1 11.6 110.8 137.0 V 80.9 T-2 @6' 1 V 12.5 112.9 137.0 82.4 1-3 @ 21W 1 12.2 130.0 V 137.0 - 94.9 T-4 @ 1W 1 11.0 j 130.2 137.0 95.0 * Designated as relative compaction for structural fills. Required relative compaction for structural fill is 90% or greater. VINJE & MIDDLETON ENG1NEERINc. INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760)739-0343 QEOTECHNICAL. INVESTIGATIONS V V SUPERVISION ' I'ERC TESTING V ENVIRONMENTAL INVESTIIATION V PRELIMINARY GEOTECHNICAL INVESTIGATI O N PAGE 7 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 Expansion Index Test: One expansion index t e s t w a s p e r f o r m e d o n a representative sample of Soil Type 1 in accordance w i t h t h e U n i f o r m B u i l d i n g .Code Standard 18-2. The test result is presente d i n T a b l e 6 . TABLE6 Sample Soil Remolded Saturation Saturated Expansion Expansion Locatiàn.. :Typé. 7. w Index Potential.... :. (El) T-3 @ 2W 1 - I - I - - non-expansive (w) = moisture content in percent. - Direct Shear Test: One direct shear test was pe r f o r m e d o n a r e p r e s e n t a t i v e sample of Soil Type 1. The prepared specimen w a s s o a k e d o v e r n i g h t , l o a d e d with normal loads of 1, 2, and 4 kips per square foot r e s p e c t i v e l y , a n d s h e a r e d to failure in an undrained condition. The test result is p r e s e n t e d i n T a b l e 7 . TABLE 7 Wet Angle of Apparent Sample Soil Sample Density tnt Fric Cohesion rLocatiôn Type. ..• .....................Cônditiôn . ..-. ..'(Ywf) (cD-Deg). .. (c-psf).-.. T-2 @6 I 1 I remolded to 90% of Ym @ % wopt 132.6 36 I 287 Grain Size Analysis: Grain size analysis was performed on a represen t a t i v e ' sample of Soil Type 1. The test result is presented i n T a b l e 8 . TABLE Sieve Size #4 I-#IO.1 #20 1I#2OO' Location Soil Type Percent Passing I T-3 @ W 2 1 :91 J 83 I 72' I 65. JI44 24 R-value Test: One R-value test was performed on a representati v e s a m p l e o f Soil Type I in accordance with the California Te s t 3 0 1 . T h e t e s t r e s u l t i s presented in Table 9. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743-1214 • Fax (760) 739-0343 C,EOTECHNICAL INvEsTIcATIONS QRAI)INq SUPERVISION I'ERC TESTING ENVIRONMENTAL INVESTIGATION 1-2 @ 6' I 1 I 0.003 II 8. Sulfate Test: One sulfate test was performed on a representative sample of Soil Type 1 in accordance with the California Test 417. The test result is presented in Table 11. TABLE 11 . 1 Amount of Water Soluble Sulfate (s04) iample Locatiàn.: Soil.Typé : In SÔII(% by Weight)'• .. ....... ,. PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 8 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 TABLE I Type.,._ W., bs'r1u1on I 1-3 @ 21W I rocks in a silty sand with clay matrix I . 58 7. Ph and Resistivity Test: Ph and resistivity of a representative sample of Soil Type 1 collected at selected locations was determined using "Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test 643. The test result is presented in Table .10. TABLE 10' f ..'Sarnpie Location'.l .•' :•.Soil kr.Miirnüm. 9, I. ' Ph.. . T-2 T-2 @ 6' I . i I 784 - - I 6.4 VII. CONCLUSIONS S Based upon the foregoing site investigation, development of the .project site substantially as proposed is feasible from a geotechnical viewpoint. The site is a graded parcel underlain by a variable section of processed rocky fill material. Characteristics of the fill . are unique to the property and will influence site development. The following conditions are apparent: * Site fill consists of approximately 60%-75% crushed bedrock fragments (4-inch minus size) in a silty sand with clay matrix. Field observations and test data - indicate that deeper fills beneath the property occur in. a loose condition overall and grade to a more compact condition in the upper few feet: 0 S . VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739.0343 QEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION I'ERC TESTING - •- ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 9 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 * Fill depths beneath the project site were estimated from available grading plans for• College Boulevard. The indicated subsurface configuration beneath planned site structures is shown on the enclosed Plate 5. Deeper test trench excavations were prevented by caving of the exposed loose soils into test trench walls. * Hard metavolcarlic rocks underlie project fill soils approximately as shown on Plate 5. Excavations of the bedrock may be unnecessary. However, the upper few feet can be excavated with a bäkhoe operated percussion hammer. * Removal and re-compaction of existing site upper loose fills will be necessary in order to construct stable ground suitable for the support of the planned structures, pipe trenches, pump cans and improvements. Regrading and remedial grading recommendations are provided in the following sections. * Generated soils will predominantly be rocky mixture which typically require added processing and moisture conditioning efforts in order to manufacture a uniform mixture suitable for reuse as project compacted fills. * Final bearing and subgrade soils are anticipated to consist of rocky to gravelly silty sand mixture (GM/GP) with very low expansion potential (expansion index less than 21), according to the Uniform Building Code classification. Actual classification and expansion characteristics, of the finish grade soil mix can only be provided in the final as-graded compaction report based upon proper testing of foundation bearing soils when rough finish grades are achieved. * Existing site graded slopes are generally performing well and evidence of gross instability is not indicated. Caving of the test trench exposures were indicated within the on-site existing fills during our exploratory excavations. Near vertical temporary construction slopes if developed within the on-site fills are expected to perform poorly. Temporary construction slopes associated with site wall construction should be adequately laid back or provided with temporary support as recommended in the following sections. * Natural groundwater was not encountered and is not expected to impact project grading or the long'term stability of the developed construction site. * Adequate site surface drainage control is a critical factor in the future stability of the developed property as planned. Drainage facilities should be designed and installed for proper control and disposal of surface run-off. V1NJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739.0343 QLOTECHNICAL INvESTIqATIoNS QRDINQ SUPERVISION PENC TESTINQ ENVIRONMENTAL INVESTIQATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 10 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 Liquefaction and seismically induced settlements will not be. a factor in the development of the proposed construction site. Post construction settlements after remedial grading and ground stabilization works as recommended herein, will be on the order of 14-inch which may occur below the heaviest loaded footing. The magnitude of post construction . differential settlements is not anticipated to exceed 1/8-inch between similar elements in a 30- feet span. . . -. Soil collapse will not be a factor in development of the study site provided our remedial grading recommendations are followed. VIII. RECOMMENDATIONS Recommendations given below are consistent with the indicated geotechnical conditions at the study construction site and should be incorporated into final plans and implemented during the construction .phase of the project: A. Remedial Grading and Bearing Soil Preparations Existing Underground Utilities: All existing underground utilities and facilities to remain at or nearby the project construction site should be identified and marked prior to the initiation of the actual bearing soil preparations and remedial grading works. Specific geotechnical engineering recommendations should be given at the time of earthwork operations based on the actual .exposures in the event of a conflict. Clearing and Grubbing: Surface trash, debris, deleterious matter, and unsuitable materials should be neatly removed from the proposed pump station building and improvement areas plus a minimum'of 3 feet where possible, and as approved, in the field. Prepared ground should be inspected and approved in the field by the project geotechnical engineer or his representative. Over-excavations I Removals: The project construction site is underlain with rocky fills which occur in a compact condition within the near surface exposures becoming loose with depth. Existing site fills beneath the planned structures and improvements should be over-excavated and recompacted. Removal depths in the building areas plus a minimum of.3 feet outside the perimeter, where possible, and as approved in the field, will be on the order of 3 feet or a minimum of 12 inches below the bottom of the deepest footing, whichever is more, with the bottom of over-excavations additionally ripped and recompacted in-place to a minimum depth Of 6 inches. . . VINJE & MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739-0343 çEOTECHNICAL INVESTiGATIONS GRADING SUPERVISION. PERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 11 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 The bottom of pipe trenches and pump can excavations exposing existing loose fills should also be over-excavated a minimum of 12 inches and reconstructed to design grades with properly compacted backfills. Bottom of over-excavations should be additionally compacted in-place to a minimum depth of 6 inches. In the parking and improvement areas removals on the order of 1 1/2 to 2 feet, or subgrade rip-and-recompaction to a minimum depth of 12 inches may be adequate as directed in the field. Deeper removals and soil densification beneath the planned structures and improvements may also be necessary based on actual field exposures and should be anticipated as directed in the field by the project geotechnical engineer. Fill/trench backfill soils canonly be placed on stable and non-yielding bottom of over-excavations (in-place densities of 90% or better) as approved in the field. It is anticipated that suitable bottom of removals, over-excavations, pipe trenches and pump can excavations receiving fills may not be encountered at the specified depths. In this case, a layer of Tensar BX-1200 (or greater from the same series) may be provided at the prepared bottom, or added removals shall be required to sufficient depths in excess of 10 feet until stable ground is exposed as directed in the field. 4. Fill Materials and Compaction: Removed soils will consist of marginal quality rocky materials which may be reused as site compacted fills and backfills. Fill soils should be clean deposits free of vegetation, roots, debris, deleterious matter or rock sizes greater than 6 inches in maximum diameter and include at least 40% finer than #4 sizes by weight. Import soils, if used to improve the quality of the generated fills or complete grading, should be non-expansive sandy granular soils (SM/SW with expansion index less than 21), inspeóted, tested as necessary and approved by the project geotechnical consultant prior to the delivery to the site. Rocky silty sand deposits typically require added processing and conditioning efforts in order to manufacture a uniform mixture suitable for reuse as site new compacted fills. Uniform bearing soil conditions should be constructed at the site by the remedial grading and ground preparation operations. Site fills and trench backfills should be adequately processed, thoroughly mixed, moisture conditioned to slightly (2%) above the optimum moisture levels, placed in thin uniform horizontal lifts and mechanically compacted to a minimum of 95% of the corresponding laboratory maximum dry density (ASIM D-1557) unless Otherwise specified. . VINJE & MIDDLETON ENç1NEERIN, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739-0343 QEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION I'ERC TESTING ENVIRONMENTAL. INVESTIQATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 12 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 Wall and trench backfills should consist of minus 3-inch sizes. Wall backfills should be compacted to a minimum of 90% compaction levels unless otherwise specified. Shrinkage: Based upon our analyses, site existing fills may be expected to shrink approximately 10% to 20% volume basis when recompacted to at least 95% of the corresponding maximum density. Temporary Construction Slopes: Caving of the test trench sidewalls were encountered at the time of our exploratory excavations, and unsupported near vertical construction slopes should be avoided. Temporary construction slopes less than 10 feet high maximum developed within the existing on-site fills should be excavated at 1:1gradient maximum. Construction slopes greater than 10 feet but less than 15 feet should be constructed at 1:1 gradients within the lower 10 feet and 1%:1 within the upper portions. Flatter construction slopes or completing excavations in smaller sections may also be required based on the actual site exposures and should be anticipated as directed in the field. The wedge of soil exposed in the temporary slope excavations should be benched out and new wall backfills tightly keyed-in as the fill placement progresses.. Temporary slopes should also not impact the adjacent fills, improvements and structures. All underground utilities should be marked and identified prior to the excavations. Temporary support and shoring may be required for the protection of nearby underground utilities and structures/improvements and should also be.anticipated. Vertical construction slopes will require temporary shoring. Any shoring technique which can adequately allow excavations and construct safe and stable conditions is acceptable from a geotechnical view point. However, shoring designs should be reviewed and approved by the project geotechnical consultant prior to the actual field works. Soil design parameters provided in the following sections should be considered for shoring design. Inspections of the project temporary construction slopes by the project geotechnical consultant will be required on a periodic basis. Added or modified recommendations should be given at that time based on the actual field conditions, as necessary. Safety requirements enforced by CAL-OSHA and local agencies .for open excavations also apply. . VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739.0343 EOTCCHNICAL INVESTIGATIONS GRADING SUPERVISION I'ERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 13 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 Subsurface Wall Back Drainage: A well developed wall back drainage system should be constructed behind all of the proposed site building/basement retaining walls. The wall back drainage system should consist of a minimum 4-inch diameter, Schedule 40 (SDR 35) perforated pipe surrounded with a of minimum 2.25 cubic feet per foot of 3,4-crushed rocks (18 inches wide by 18 inches deep) installed at the depths of the wall foundation level and wrapped in filter fabric (Mirafi 140 N); If Caltrans Class 2 permeable aggregate is used in lieu of the crashed rocks, the filter fabric can be deleted. The wall back drain should be installed at suitable elevations to allow for adequate fall via a non- perforated solid pipe to an approved outlet. A typical wall back drain system is depicted on the enclosed Plate 7. Provide appropriate waterproofing as indicated on the project architectural drawings. Surface Drainage and Erosion Control: A critical element to thecontinued stability of the graded building surfaces is an adequate drainage system. This can most effectively be achieved by installation of appropriate drainage facilities per project civil engineer/architect design. Building pad surface run-off should be collected and directed to a selected location in a controlled manner. Concrete brow ditches should be constructed at the toe of ascending slopes behind all of the site building basement retaining walls. Area drains should be installed. In no case should water be allowed to pond or accumulate adjacent to the improvements and structures. Site drainage over the finished surfaces should flow away onto suitable locations in a positive manner. Care should be taken durihg the construction, improvements, and final construction phases not to disrupt the designed drainage patterns. Temporary erosion control facilities and silt fences should be installed during the construction phase periods and until landscaping is established as indicated and specified on the approved project grading/erosion control plans. 9. Engineering Inspections.-' All remedial grading and ground preparations including removals, suitability of earth deposits used as compacted fill/backfill and compaction procedures, should be continuously inspected and tested by the project geotechnical consultant and presented in the final as-graded compaction report. The nature of finished foundation bearing and subgrade soils should also be confirmed in the final compaction report at the completion of grading. • VINJE & MIDDLETON ENGINEERING; INC. 2450 Vineyard Avenue, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739.0343 QEOTECHNICAL INVESTIQATIONS IRADINç SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 14 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 Geotechnical engineering inspections shall include but not limited to the• following: * Initial Inspection - After the grading/brushing limits have been staked but before grading/brushing starts. * Bottom of over-excavation inspection - After bottom of over-excavation is exposed and prepared to receive fill, but before fill is placed. Exposed bottom of all removals and over-excavations should be additionally prepared as directed in the field. * FiIl/backfillinspection - After the fill I backfill placement is started but before the vertical height of fill/backfill exceeds 2 feet. A minimum of one test shall be required for each 100 lineal feet maximum with the exception of wall backfills where a minimum of one test shall be required for each 25 lineal feet maximum. Fill soils in the building pad, foundation bearing/subgrade and improvement areas should be. compacted to a minimum of 95% compaction levels, while wall backfihls may be compacted to a minimum of 90% levels. All fills and wall backfills shall be mechanically compacted with appropriate construction equipments. Finish rough and final pad grade tests shall be required regardless of fill thickness. * Foundation trench inspection - After the foundation trench excavations but before steel placement. * Foundation bearing/slab subgrade soils inspection - Prior to the placement of concrete for proper moisture and specified compaction levels. * Geotechnical foundation/slab steel inspection - After steel placement is completed but before the scheduled concrete pour. * Subdrain/wall back drain inspection -During the actual placement. All material shall conform to the project material specifications and approved by the project geotechnical engineer. * Underground pipe, utility/plumbing trench inspection - After the trench excavations but before installation of the underground facilities. Local and CAL-OSHA safety requirements for open excavations apply. Inspection of the bottom of the trench and pipe bedding may also be required by the project geotechnical engineer. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029-1229 • Phone (760) 743.1214 • Fax (760) 739.0343 qEOTECHNICM. INVESTIQTIONS qRAI)INq SUM VISION PERC TESTING LNVIRONMENTAL INVESTI9ATI0N PRELIMINARY GEOTECHNICAL INVESTIGATION 0 PAGE 15 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 Underground pipe, utility/plumbing trench backfill inspection - After the backfill placement is started above the pipe zone but before the vertical height of backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be required by the governing agencies. Pipe bedding and backfill materials shall conform to the governing agencies requirements and project soils report if applicable. All trench backfills shall be mechanically compacted to a minimum of 95% compaction levels unless otherwise specified. All trenches over 12 inches deep maximum under the interior floor slabs should be mechanically compacted and tested for a minimum of 95% compaction levels. Flooding or jetting techniques as a means of compaction method shall not be allowed. * Improvement subgrade inspections - Prior to the placement of finished surface for proper moisture and specified compaction levels. B. Foundations and SIabon-Grades The following recommendations are consistent with very low expansive (expansion index less than 21) rocky to gravelly silty sand mixture (GM/GP) bearing soil expected at finish grades. Final designs should be-confirmed and/or revised as necessary in the rough grading compaction report based on site as-graded geotechnical conditions and actual testing of the foundation bearing and subgrade sOils: Continuous strip foundations should be a minimum of 18 inches wide and 18 inches deep. Spread pad foundations, if any, should be a minimum of 30 inches square and 18 inches deep. Foundation depths are measured from the lowest adjacent ground levels not including the sand/gravel underlay beneath the interior slabs. Exterior continuous footings should enclose the entire building perimeter. Continuous interior and exterior foundations should be. reinforced with a minimum of four-#5 reinforcing bars. Place 245 bars 3 inches above the bottom of the footing and 245 bars 3 inches below the top of the footing. Reinforcement details for spread pad footings should be provided by the project architect/structural engineer. . . Project interior floor slabs should be a minimum of 51/2 inches in thickness, reinforced at least with #4 reinforcing bars spaced 16 inches on center each way, placed mid-height in the slab. The slabs should be underlain by 2 inches of clean sand (SE 30 or greater) over a 1 0-mu plastic moisture barrier placed over the compacted subgrade . VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739-0343 QOTECHNICAL INVESTJ(ATIONS GRADING SUPERVISION I'ERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 16 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 Actual slab design should be evaluated, confirmed or revised as necessary by the project structural engineer based on the design loads. A soil modules of subgrade reaction of 200 pci may be considered. Control joints in commercial/industrial floor slabs should also be provided per structural design. In general, slabs may be provided with "softcut" contraction/control joints consisting of sawcuts spaced 10 feet on center maximum each way for all interior slabs. Cut as soon as the slab will support the weight of the saw, and operate without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. The softcuts should be a minimum of 1-inch in depth but not to exceed 114-inches maximum. Anti-ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipment across cuts for at least 24 hours. Provide re-entrant corner reinforcement for all interior slabs. Re-entrant corners will depend on slab geometry and/or interior column locations. Plate 8 may be used as a general guideline. Foundation trenches and slab subgrade soils should be inspected and tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prior to the placement of concrete. C. Exterior Concrete Flatworks All exterior slabs (walkways, and patios) should be a minimum of 4 inches in thickness reinforced with 6x6/10x10 welded wire mesh carefully placed mid- height in the slab. Provide 'tool joint" or "softcut" contraction/control joints spaced 10 feet on center maximum each way. Tool or cut as soon as the slab will support weight, and operate without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. The tool or softcut joints should be a minimum of 1-inch in depth but not to exceed 1¼- inches maximum. In case of softcut joints, anti-ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. Subgrade soils should be tested for proper moisture and a minimum of 95% compaction levels, and approved by the project geotechnical consultant prior to the placement of concrete. VINJE & MIDDLETON ENQINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743-1214 • Fax (760) 739.0343 E0TECHNICAL INVESTIGATIONS GRAVING SUPERVISION. I'LUC TESTING ENVIRONMENTAL INVESTIQATIO4 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 17 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 D. Soil Design Parameters The following site specific soil design parameters are based upon characteristics of tested soil samples and our experience with similar deposits. All parameters should be confirmed when the characteristics of the final as-graded soils have / been specifically determined: * Designwet density of soil = 133 pcf. * Design angle of internal friction of soil = 36 degrees. * Design active soil pressure for retaining structures = 35 pcf (EFP), level backfill, cantilever, unrestrained walls. * Design active soil pressure for retaining structures = 48 pcf (EFP), 2:1 sloping backfill, cantilever, unrestrained walls. * Design at-rest soil pressure for retaining structures = 55 pcf (EFP), level backfill non-yielding, restrained walls. * Design at-rest soil pressure for retaining structures = 70 pcf (EFP), 2:1 sloping backfill, non-yielding, restrained walls. * Design passive soil pressure for retaining structures 510 pcf (EFP), level surface at the toe. * Design coefficient of friction for concrete on soil = 0.45. * Net-allowable foundation pressure = 2500 psf, minimum 18 inches wide by 18 inches deep footings. * Design allowable lateral bearing pressure (all structures except retaining walls) 200psf/ft. Notes: Site and building/basement walls should be designed for an additional earth pressure caused by seismic ground shaking, where required by the Uniform Building Code. For this purpose, we have performed further analyzes to determine seismic active soil pressures for the project walls structural design. Based on our analyzes using the Mononobe-Okabe solution and 65% of the design peak ground acceleration (PGA = 0.27g), a design seismic active soil pressure of 13 pcf for level backfill and 21 pcf for 2:1 sloping backfill (Equivalent Fluid Pressure, EFP) acting at 1/3-height below the top, of wall should be considered for both unrestrained yielding walls higher than 12 feet and restrained building basement walls as appropriate. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029-1229 • Phone (760) 743.1214 • Fax (760) 7390343 QEOTECHNICAL INVESTIGATIONS (RADIN( SUPERVISION I'ERC TESTING ENVIRONMENTAL INVESTIQATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 18 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 Use a. minimum safety factor of 1.5 for wall over-turning and sliding stability. However, because large movements must take place before maximum passive resistance can be developed, a minimum safety factor of 2 may be considered for sliding stability particularly where sensitive structures and improvements are planned near or on top of retaining walls. When combining passive pressure and frictional resistance the passive component should be reduced by one-third. 'c)IbqLL. The indicated net allowable foundation pressure provided herein was determined based on the specified foundation width and depth and may be increased by 20% for each additional foot of depth and 20% for each additional foot of width to maximum of 4500 psf. The net allowable foundation pressure provided herein also applies to dead plus live loads and may be increased by one-third for wind and seismic loading. The lateral bearing earth pressures may be increased by the amount of the , designated value for each additional foot of depth to a maximum of 1500 pounds per square foot. E. Asohalt and PCC Pavement Desian Specific pavement designs can best be provided at the completion of rough grading based on R-value tests of the actual finish subgrade soils. The following pavement structural section is based on an R-value of 58, and traffic index of 5.5 and may be considered for cost estimating purposes only (not for construction). A minimum structural section of 3 inches asphalt over 4 inches of Class 2 base was considered for on-site pavings: A minimum 3 inches asphalt on 4 inches Caltrans Class 2 aggregate base structural section may be considered adequate for the on-site asphalt paving surfaces not within the public or private street right-of-way. Base materials should be compacted to a minimum of 95% of the corresponding maximum dry density (ASTM D-1557). Subgrade soils beneath the asphalt paving surfaces should also be compacted to a minimum of 95% of the corresponding maximum dry density within the upper 12 inches. 2. Commercial/industrial PCC driveway and parking areas not within the pUblic or private street right-of-way, supported on non-expansive to very low expansive subgrade soils should be a minimum of 5% inches in thickness reinforced with #3 reinforcing bars at 18 inches on centers each way placed 2 inches belowthe VINJE & MIDDLETON ENQINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739.0343 QEOTCCHNICAL INVESTIGATIONS QRADINq SUPERVISION I'ERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 19 PUMP STATION, CALAVERA HILLS, CARLSBAD. FEBRUARY 25, 2004 12 top of slab. Subgrade soils neath the PCC parking and driveway should be compacted to a minim urnj6f 95% of the corresponding maximum dry. density within the upper 6 incheg. A minimum of 560-C-3250 concrete per Standard Specifications for Public Works Construction (Green Book) standards is recommended. Provide "tool joint" or "softcut" contraction/control joints spaced 10-feet on center (not to exceed 15-feet maximum) each way. Tool or cut as soon as the slab will support weight and can be operated without disturbing the final finish which is normally within 2-hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be.a minimum of 1-inch but should not exceed 114-inches deep maximum. In case of softcut joints, anti- ravel skid plates should be-used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24-hours. Subgrade and basegrade soils should 'be tested for proper moisture and specified compaction levels and approved by the -project geotechnical consultant just. prior to the placement of the base or asphalt/PCC finish surface. Base section and subgrade preparations per structural section design will be required for all surfaces subject to traffic including roadways, traveiways, drive lanes, driveway approaches and ribbon (cross) gutters. Driveway approaches within the public right-of-way sbtjldave 12-inches subgrade compacted to a minimum of 95% compaction levels and provided with a 95% compacted Class 2 base section per the structural section design. or Base layer under curb and gutters shOuld be compacted to a minimum of 95% while subgrade soils under curb and gutters, and base and subgrade under sidewalks W& compacted to a minimum of 90% compaction levels. Base section may not be. required under curb and gutters and sidewalks, in the case of non-expansive to very low expansive subgrade soils (expansion index less than 21)'. Appropriate recommendations should be given in the final as-graded compaction report. . . %c4Lt F. General Recommendations 1. The minimum foundation design and steel reinforcement provided herein are based on soil characteristics and are not intended.to be in lieu of reinforcement necessary for structural considerations. All recommendations shté further evaluated and confirmed by the project architect/structural engineer. VINJE & MIDDLETON ENcINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739.0343 qEOTECHN:CAL INVESTIQATIONS QRADINQ SUPLR VISION I'ERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 20 PUMP STATION. CALAVERA HILLS. CARLSBAD FEBRUARY 25, 2004 Adequate staking and grading control is a critical factor in properly completing• the recommended remedial and site grading operations. Grading control and slaking Mt be provided by the project grading contractor, or surveyor/civil engineer and is beyond the geotechnical engineering services. Inadequate staking and/or lack of grading control may result in unnecessary additional grading which will increase construction costs. Expansive clayey soils should not be--used for backfilling of any retaining structure. All retaining walls shSti'e provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface; - All underground utility and plumbing trenches should be mechanically compacted to a of the maximum dry density of the soil unless otherwise specified. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Non-expansive, granular backfill soils should be used. Site drainage over the finished pad surfaces should flow away from structures onto the street in a positive manner. Flood and erosion control tructures houlcbe installed per the project civil engineer design. Care AW be taken during the construction, improvements, and fine grading phases not to disrupt the designed drainage patterns. Roof lines of the buildingsuld be provided with roof gutters. Roof wate41iould)be collected and directed away from the buildings and structures to a suitable lOcation. Consideration should be given to adequately damp-proof/waterproof the basement walls/foundations and provide the planter areas adjacent to the foundations with an impermeable liner and a subdrainage system. q ç14U Final plans hould) reflect preliminary reco7 'endations given in this report. Final foundations and grading plans may also be reviewed by the project geotechnical consultant for conformance with the requirements of the geotechnical investigation report outlined herein. More specific recommendations may be necessary and should be given when final grading and architectural/structural drawings are available. All foundation trenches should be inspected to ensure adequate footing embedment and confirm competent bearing soils. Foundation and slab reinforcements should also be inspected and approved by the project geotechnical consultant. VINJE & MIDDLETON ENc,NEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 7431214 • Fax (760) 739.0343 QEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION I'ERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 21 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 Based upon the result of the tested soil sample, the amount of water soluble sulfate (SO4) in the soil was found to be less than 0.003 percent by weight which is considered negligible according to California Building Code Table No. 19-A-4. Portland cement Type II may be used. Table 12 is appropriate based on the Ph-Resistivity test result: TABLE 12 Design Soil Type Gage 18 16 14 12 10 8 1 (GP/GC) I Years to Perforation of Steel Culverts 9 11 14 19 j 25 30 The amount of shrinkage and related cracks that occurs in the concrete slab- on-grades, flatworks and driveways depend on many factors the most important of which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum the following should be considered: F * Use the stiffest mix that can be handled and consolidated satisfactorily. Use the largest maximum size of aggregate that is practical. For example, concrete made with 3/8-inch maximum size aggregate usually requires about 40 lbs more (nearly 5 gal.) water 'per cubic yard than concrete with 1-inch aggregate. S * Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. A preconstruction meeting between representatives of this office, the property 10161 owner or planner, city inspector, as well as the grading contractor/builder is recommended in order to discuss grading/construction details associated with site development. S. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739.0343 cEOTECHNICAL INVESTIQATIONS qRALMNQ SUPERVISION I'ERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 22 PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 IX. LIMITATIONS The conclusions and recommendations provided herein have been based on a review of pertinent reports ans plans, all available data obtained from our field investigation and laboratory analyzes, as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. Of, necessity • we must assume a certain degree of continuity between exploratory 'excavations and/or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be field verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report' are applicable to the site at the time this report was prepared. It is the responsibility of the owner/developer to insure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such . as earthquakes, rainfall, and on-site drainage patterns. The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control. This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed' or implied, is included or intended. Once again, if any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #02-205-P will help to expedite our response to your inquiries. • . VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 QEOTECHNICAL INVESTIGATIONS (RAVING SUPERVISION I'ERC TESTING ENVIRONMENTAL INVESTIGATION PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 23 - PUMP STATION, CALAVERA HILLS, CARLSBAD FEBRUARY 25, 2004 We appreciate this opportunity to be of service to you. VINJE &MIDDLETON ENGINEERING, INC. Dennis. Middleton CEG#980 Nil a' CEG9O * CER11FiED * ENGINEERING oir RCE #46174 Steven J. Melzer - RG#6953 DM/SMSS/SJM/jt Distribution: Addressee (5). .-•-----,----- -.-.•---- I VINJE.& MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Escondido, California 92029-1229 • Phone (760) 743.1214 • Fax (760) 739.0343 çEOTECHNICAI. 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H.I A / I _•5_. q- t. UA D 1 0 N.ID A. - . -"S •. . - . -. 'A -. •. ., •--••-5---"•-'r i...; P . . . ..3- .- .-.. s•' -.. . . HO' -1.-- -. 0 ... . : . C—.:-- • I -- . . . - - . . •. -- • •5•. J / 4 . . . ..................5 •'k5. . . .. ./ -S 5. -. - -. -- -. . '. 5. • --S --.5 5 I S . .5. __••___ :!s5*I.'5_ .-.. KZ z - ...•• 5- . ., . \ . •/. ... '.• -\ ., >;*_.__ ----• -,' . .___.__ GU H'K t) t. NIIA - . - ...•......Z ' . . -,' . I Z .5-., .-'--.•55.-.-.S- / . . 11702000 W 11761900 W 117°1800 W 117°17'00 W 117016'00" W WGS84 117°1500" W Th1JMN L. .J12 . S . PLted?scmTOP00 01999 LIST AND .4 4• '3J< /'/'\ . . 1/ POINT O :5T::oT DATA DESCRIPTION - - q PUMP STATION MASONRY BLOCK BUILDING ® SURGE TANK 2 100.00 449.00 2DEACCESSL" \\ " /) . . 1/ .() MASoNRY BLOCK WALL PER DwG. C-3 _L . I .Bf,-ig3 - , - . - - ® MASONRY BLOCK RETAINING WALL PER - 153.97 360.50 . - - . - DWG. - - - 220.73 393.86 EASEM / - I 423.92 208.78 FG o5 7 16883 208.28 ft E] r - €) SDG&E TRANSFORMER - 149175 - - I 10 112.87 361.23 ..i. -. 10 - ® SDG&E METER PANEL . - 137.51 384.41 50 FL 209 00 FG 28 - / 0 20 ORNAMENTAL IRON DOUBLE 11 18306 407.19 SWING GATE 197.67 422.27 12 4 21050 1W 15 ORNAMENTAL IRON ROLLING 13 19767 44133 - \_\ 21650 Is - GATE 14 13767 44133 7n Fn 21000 27 - 6 TURF STONE 15 122.67 :: - L TW_2258 16 100.67 12 CONCRETE V-DITCH PER DWG 17 11144 40185 1/7 1 / 20 18 12517 43036 REcREA110N LOf - 21867 1W .. 0 OTHERS OR DEEP CONCRETE V-DITCH BY 1 20 175.77 428.33 9 13517 43833 21 194.19 418.68 22 125.17 522.00 2020 . . . ... . ................... 21009 F 0 PER STANDARD ECN -e - 209.50 FL26 203.95 TC/FC . SECTION 7272.02 23 120.17 527.00 .. N. 20390 TC/FC 24 199.36 421.86 20376 TE/ 1 ftJ 25 18394 40594 FE -. 21000 EG 6 26 16473 39634 27 141.76 384.86 370638 28 133.02 : - . Oft25 29 116.32 357.12 207501W /1 20.5T 21650 T N IC LEGEND 3Q35-: 50 TW / / • 21 4.50 TS 20700 FG LOCATION OF SOIL TEST TRENCH 24 .15,:X /IS 12 20600 FL (I E1J A CONSTRUCTION NOTES AND SPECIFICATIONS SPHALT CONCRETE PAVEMENT PER CONCRETE SLAB ON GRADE PER 1019111 MASONRY BLOCK RETAINING WA BY LIL OTHERS MEM11111 SOUND WALL BY OTHERS EXISTING FACILITIES OR FACILITIES BY OTHERS PULL Box 3-CONDUIT WITH PROPOSED FACILITIES PULL ROPE Z09600 TW - - - EXISTING UTILITY OR UTILITY BY OTHERS 2;~2;_;~G PROPOSED UTILITY _ ___ 228TP E900 205-78F0----- -I__ - GEOLOGIC CROSS-SEC TION LINE' 954 ETE 5. - _._1 _____ - 6+00 I _ 95 205.69 ICI _-I _1 _______CONCRSIDALK j 15__7 SAW C AND REMOVE CONCRETE CURB AND IST.CONCRETE. - - - SIDEWALK AND CURB ------------- i BETWEEN UNITS SHOWN I - : - O o. -- - Ci 0 CONCRETE SIDEWALK J L CONCRETE SIDEWALK PER co STRAIGHT CURB TO ROLLED CURB PiFF-crry all ROLLED CURB (TYP.) SM. DWC. N.21166.6794 1w I !0333.4729 I r 00 _ I_I_I_I_I_- /-/ _/ - . 1842.9203 I STAMPED CONCRETE MEDIAN / - - - £215904374 ON-SITIE COORDIWE SYSTEM ------ BASELINE E.500-00 - . - - . COLLEGE BLVD. PRELIMINARY - - - - I I - - 14 - 141 - - - I - - ---- - - 02-205-P I - . QT PLAN == == == L = PLATE BASIS OF_BEABG -BENCH_ . BASIS OF BEARING IS THE CENTERLINE OF DESCRIPTION: STANDARD U-JO STREET CENTERLINE " - - - ENGINEERING DEPARTMENT !EGE BOULEVARD BEING NORTH 16'51'29- MONUMENT WEST PER YNLTANTS IMPROVEMENT LOCAI1ON CENEERLH9EOFELCAUINO REAL AT ENGINEERS Scale 1 =20 [ ETS _CITYOFCARLSBAJ[] PLANS FOR CALAVERA HILLS, PHASE 11, CARLSBAD TRACT No. - RECORDED. COUNTYBENCHLEVELS (NO COUNTY T. PLANT STA17ON 454+92 PER R.S. 1800-1 - - - - - IMPROVEMENT PLANS R - COt-lINDE DATA) NORTH _____________________________________________________________ - _- - - ENCIH.A BASIN WATER RECLAMATION PROGRN.1, PHASE It 48 hourTBEFOREexcovation BASE LEE VA flON. 68.4 79 DATUM NC 1929 - Kct -_--- - - - CAIAVERA RECYCLED WATER P PLAN UMP STATION - V IVm RY APA fl - - - - - - - - S AND GDO - _.. -. PPRfl'fl- VA I IU F P44 PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS SYMBOL GRAVELS CLEAN GW Well graded gravel, gravel-sand mixtures, little or no fines. GRAVELS 0 ILl Q MORE THAN HALF (LESS THAN GP Poorly graded gravels or gravel-sand mixtures, little or no fines. - F- 0< OF COARSE 5% FINES) _____ GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. (0 FRACTION IS GRAVEL u Z w Lii 0 LARGER THAN WITH IL < NO. 4 SIEVE FINES GC Clayey gravels, dravel-sand-clay mixtures, plastic fines. < JI jj rr < F- SANDS CLEAN SW SANDS Well graded sands, gravelly sands, little or no fines. LU z uj V5 MORE THAN HALF (LESS THAN SP Poorly graded sands or gravelly sands, little or no fines. r M cc OF COARSE 5% FINES) < ° FRACTION IS SANDS SM Silty-sands, sand-silt mixtures, non-plastic fines. SMALLER THAN WITH 0 NO. 4 SIEVE FINES SC . Clayey sands, sand-clay mixtures, plastic fines. LU ML Inorganic silts and very fine sands, rock flour, silty or clayey fine LL cc N C/) r LU CO SILTS AND CLAYS sands or clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays, sandy -' LIQUID LIMIT is clays, silty clays, lean clays. o i Cl) LESS THAN 50% Z Cl) . OL Organic silts and organic silty clays of low plasticity. 3 MH Inorganic silts, micaceous or diatomaceous fine sandy or Silty < i - c,J < I- ' a ccO uj SILTS AND CLAYS soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. Lii Z - z 0 LIQUID LIMIT IS GREATER THAN 50% I- OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. - GRAIN SIZES U.S. STANDARD SERIES SIEVE . CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 - 3/4" 3" , 12" SAND I GRAVEL . I SILTS AND CLAYS . I COBBLES BOULDERS FINE I MEDIUM I COARSE I FINE I COARSE RELATIVE DENSITY CONSISTENCY SANDS, GRAVELS AND NON-PLASTIC SILTS BLOWS/FOOT VERY LOOSE 0 - 4 LOOSE 4-10 MEDIUM DENSE 10-30 DENSE 30 -50 VERY DENSE OVER 50 - CLAYS AND PLASTIC SILTS STRENGTH BLOWS/FOOT VERY SOFT 0-'/4 0-2 SOFT V4-V2 2-4 FIRM Y-1 4-8 STIFF 1-2 8-16 VERY STIFF 2 - 4 16 -32 HARD . OVER 4 OVER 32 1 - Blow count, 140 pound hammer falling 30 inches on 2 inch 0. D. split spoon sampler (ASTM D-1 586) 2. Unconfined compressive strength per SOILTEST pocket penetrometer CL-700 V Sand Cone Test • Bulk Sample 246 = Standard Penetration Test (SPT) (ASTM D-1 586) with blow counts per 6 inches 0 Chunk Sample 0 Driven Rings 246 = California Sampler with blow counts per 6 inches VINJE & MIDDLETON . KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM D-2487) ENGINEERING, INC. •. 2450 Vineyard Ave., #102 S Escondido, CA 92029-1229 PROJECT NO. • DA. KEY Date: 1-15-04 Logged by: DM T-1 FIELD USCS FIELD DRY RELATIVE DEPTH SAMPLE SYMBOL MOISTURE DENSITY COMPACTION (ft) DESCRIPTION (%) (pcf) (%) - - ROCK FILL: - - 4-inch minus crushed rock in brown silty sand matrix. GP/GM - - Wet, loose. Rock is 75% of total. - - 12.0 102.9 75.1 - - V U From 7', some caving of trench walls. - 5 - 11.1 208.6 79.2 - .- . . Silty fine sand with trace of clay. Dark brown color. - - Includes up to 60% 9-inch minus fractured rock. . -10- End Test Trench at 12W. t5 - Caving prevents deeper excavation. No groundwater. Date: 1-15-04 .. . Logged by: BC T) , ' FIELD USCS FIELD DRY RELATIVE DEPTH SAMPLE - SYMBOL MOISTURE DENSITY COMPACTION DESCRIPTION (ft) (%) (pcf) (%) - - ROCK FILL: - - 4 minus crushed rock in dark brown silty sand with - trace of clay matrix. Very moist. Rock is 75% of total in GP/GC 11.6 110.8 . 80.8 - - upper 3' grading to 60% below - 5 - Sand lense atop 9' minus fractured rock in silty sand - - vu matrix. Brown color. Rock is 50% of total. GP/GM 12.5 . 112.9 82.4 -10- End Test Trench at 13'. No caving. - - No groundwater. VINJE & MIDDLETON ENGINEERING, INC \ TEST TRENCH LOGS 2450 Vineyard Avenue, Suite 102 .. Escondido, California 92029-1229 CALAVERA PUMP STATION PROJECT NO. 02-205-P PLATE 3 Office 760-743-1214 Fax 760-739-0343 V Sand Cone Test 0 Bulk Sample l Chunk Sample 0 Driven Rings Date: 1-15-04 Logged by: BC T' I FIELD USCS FIELD DRY RELATIVE DEPTH SAMPLE SYMBOL MOISTURE DENSITY COMPACTION S (ft) DESCRIPTION (%) (pci) (%) - - - ROCK FILL: - - 6" minus crushed rock in brown silty sand with clay matrix. GP/GC 12.2 130.0 94.8 - - Wet. Rock is 75% of total. End Test Trench at 21/2' - 5 - - - No caving. - - - No groundwater. Date: 1-15-04 Logged by: BC T.4 FIELD USCS FIELD DRY RELATIVE DEPTH SAMPLE SYMBOL MOISTURE DENSITY COMPACTION (ft) DESCRIPTION (%) (pci) (%) - - ROCK FILL: - - 6" minus crushed rock with silty sand with trace of clay. Wet. Rock is 70-75% of total. GP/GC 11.0 130.2 95.0 - - -5- - - End Test Trench at 1 1/2' - - No caving. - - No groundwater. -10- -15- VINJE & MIDDLETON ENGINEERING, INC TEST TRENCH IfOGS 5 2450 Vineyard Avenue, Suite 102 Escondido, California 92029-1229 CALAVERA PUMP STATION PROJECT NO. 02-205-P PLATE 4 Office 760-743-1214 Fax 760-739-0343 V Sand Cone Test U Bulk Sample L Chunk Sample 0 Driven Rings F. OL©1j© C©=CTOO PLATE 5 / - a- p A proposed Grade ,.-'ROCK FILL ROCK FILL / .• . .. 190 ; A' 1-230 220 210 200 / B' 1230 P1 PROPOSED BUILDING 6d NN aLj~s 220 F?. . PROPOSED PUMP CAN B - S . STREET T. . •. ROCK.F ILL ;_ .• • •o I •. - 200- I. TE8TTRENQH MOCK FIL T 4 P. . D P .-- f— p . P • . , : _c-_----- ( - 190 BEORC Scale: 1"=10 . 210 -200 . - -190 •_•c.. • ..:. • •.. - • .............- ......................• •- F - ::\N" \ - \ - - SIT CentrM \ N I' -'--------' : % 0 San Diego - - - - - - • 0 \ 30 20 IC 0 30 MILES FAULT - EPICENTER MAP SAN DIEGO COUNTY REGION INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900-1974) Map data is compiled from various sources including California Division of Mines and Geology, California Institude of. Technology and the National Oceanic and Atmospheric Administration. Map is reproduced from California Division of Mines and Geology, "Earthquake Epicenter Map of California; Map Sheet 39." Earthquake Magnitude . S PROJECT: -Job #02-205-P ED ............6.0 TO 6.9 . CALAVERA HILLS, CARLSBAD 7.0T07.9 . -- Fault. PLATE: 6 5 Id Waterproofing Perforated drain pipe -' 'I-, CONSTRUCTION SPECIFICATIONS: 1 Provide granular, non expansive backfill soil in 1:1 gradient wedge behind wall Compact backfill to minimum 90% of laboratory standard. .. . Provide back drainage for wall to prevent build-up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below: . Backdrain should consist of 4 diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable outlet at minimum 1%. Provide %"- 11/2" crushed gravel filter wrapped in filter fabric (Mirafi 140N or equivalent). Delete filter fabric wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90%.of laboratory standard. Seal back of wall with waterproofing in accordancewith architects specifications. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to . • minimum 2% flow away from wall is recommended I .- . • . 4 a 'Use VA cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC I ,•- ,! -• q 4 I 4, 1. .. •. • 4 -• •-. l. , •. , • . ....... • .• . . • • PLATE (a) (b) ENTRANT NER CRACK RE-ENTRANT C( REINFORCEMEN NO. 4 BARS PL BELOW TOP OF ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT , Typical - no scale NOTES: 0 0 Isolation joints' around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference Ad). 0 In order to control cracking at the re-entrant corners (±2700 corners), provide' reinforcement as shown in (c). Re-entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other 0 engineerirg and construction factors. 0 0 0 0 VINJE & MIDDLETON ENGINEERING, INC. PLATE 8