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04-5938 (SFD) Soils Investigationj- Re.eived: 7/'19/02 9 jur 19 02 •- � LA Sladden Engineering 6782 Stanton Ave., Suite E, Buena Park, CA 90621 (310) 864-4121 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (619) 772-3893 Fax (619) 772-3895 November 4, 1997 Project No. 544-7042 s 7ZO 350 -log(, Winchester Development Company c/o Keith International, Inc. 41-865 Boardwalk, -Suite 101 Palm Desert, California 92211 Project:' Proposed Casitas Project - The Retreat at The Quarry La Quinta, California Subject: Preliminary Soils Investigation Presented herewith is the report of our Preliminary Soils Investigation conductec. at the site of the proposed caritas project to be located near the entrance to The Quarry at La Quinta development in the City of La Quinta, California. The conceptual plan indicates that the. proposed project will include several casitas units and various related site improvements. This investigation was performed in order to provide recommendations for site preparation and foundat on design for the proposed residential structures and the associated site improvements. This report presents the results of'our field investigation and laboratory testing along with conclusions and recommendations for foundation design and site preparat_.on. This report completes Phase I of our scope of services as described in our proposal dated October 9, 1997. We appreciate the opportunity to provide service to you on this project. If you h-3ve any questions regarding this report, please contact this office. Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson Principal Engineer Copies: 6- . Keith. International, Inc. P -.i --... ..... ..... , .axe .. d , Jul ,19 02 09:53a P-2 INTRODUCTION This report presents the results of a Preliminary Soils Investigation performed irLorder to provide recommendations for the design and construction of the residential structures planned for the proposed Casitas project. The project site is located just north of the entrance to The Quarry at La Quinta project in the City of La Quinta, California. The preliminary site layout indicates that the project will include several Casitas units, tennis courts and swimming pools. Other associated improvements including paved streets, underground utilities, and landscape. areas will also be constructed. A site plan provided by Keith International, Inc. was used as a refe_-ence during our investigation. SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface soils on the site in order to develop recommendations for foundation design and site preparation. Our investigation included field exploration, laboratory testing, engineering analysis and the preparation of this report. Evaluation of environmental issues or hazardous wastes was not within the scope of services provided. Our investigation was performed in a--cordance with contemporary soil engineering principles and practice. We make no other warrant-; either express or implied. PROJECT DESCRIPTION The project site is located just north of the entrance to The Quarry at La Quints project in the City of La Quinta, California. The site is triangular in shape and is bounded on the south Dy Quarry Lane and on the west by Fazio Drive and the Quarry development. The site plan indicates that the project will include several Casitas units. It is our understanding that the proposed Casitas will be relatively lightweight one or two story woodframe structures. supported by conventional shallow spread footings and concrete slabs on grade. The other associated improvemet_ts will include landscape areas, driveways, walkways and various underground utilities. The site is fairly level overall with a gentle overall slope to the east.. The majority of the property is similar in elevation to the adjacent properties and roadways. The property is presently vacant and the ground surface is covered with scattered desert brush, short grass, weeds and debris. There is evidence of some previous trails or roadways on the site. The adjacent roadways are paved but no curbs have been installed adjacent the property. The access road to the Lake Cahuilla County Park is located directly north of the site. There are existing underground utilites within Quarry Lane. Based upon our previous experience -with lightweight wood -frame structures, we expect that isolated column loads will be less than 25 kips and wall loading will be less than :o 2.0 kips per linear foot. It is our understanding that the proposed Casitas units will have lower level garages and grading is.expected to include minor cuts in the garage areas and substantial fills to attain the desired upper level elavations. Fills up to eight feet in depth may be required to accomodate the proposed two level configuration. Additional cuts and fills will be required to accomodate site drainage and the installation of utilities. This does not include removal and/or recompaction of the bearing soils within the building areas. November 4, 1997 1 . Project No. 544-7042. Sladden Englneering .1 n L Jul 19 02 09:53a SUBSURFACE CONDITIONS The site is underlain primarily by fine to coarse grained alluvial sands. Some scattered thin silty sand and sandy silt layers were encountered within several of the borings. The site soils appeared somewhat loose near the surface but fairly firm below a depth of two or three feet. Sampler penetration resistance indicates that density generally increases with depth. The native sands were found to be dry throughout the depth of our exploratory borings resulting in caving below a depth of four or five feet in each of the borings. The samples obtained indicated moisture content varying from 1.0 to 3.1 percent. Laboratory classification testing indicates that the near surface soils consist primarily of alluvial sands. Expansion testing indicates that the surface soils are non -expansive and fall within the "very low" expansion categoryin accordance with the. Uniform Building Code classification system. Groundwater was not encountered in our borings and is expected to be in excess of 100 feet below the existing ground surface. Groundwater should not be a factor in foundation design or construction. CONCLUSIONS AND RECOMMENDATIONS Based upon our field and laboratory investigation, it is our opinion tharthe proposed residential development is feasible from a soil mechanic's standpoint provided that the recommendations included in this report are.considered in building foundation design and site preparation. Due to the somewhat loose condition of the near surface soils,�remedial grading.includiag watering and .recompaction is recommended for the proposed building areas. We recommend that remedial grading within the proposed building areas include moisture conditioning and recompaction of the bearing soils as wells as any fill. material placed to construct teh building pads. Specific recommendations for site preparation are presented in the Site Grading section of this report. Groundwater was not encountered within our borings and groundwater is expected to be in excess of 100 feet below the existing ground surface. Due to the depth to groundwater, specific liquefaction analyses were not performed. Based upon the depth to groundwater, the potential for liquefaction and the related surficial affects of liquefaction impacting the site are considered negligible. The site is located within an active seismic area of Southern California. Strong ground motion resulting from earthquake activity along the nearby San Andreas or San Jacinto fault systems is likely to impact the site during the anticipated lifetime of the structures. Structures should be designed by, professionals familiar with the geologic and seismic setting of the site:. As a minimum, structure design shouldconform with Uniform Building Code (UBC) requirements for Seismic Zone 4 Caving did occur within each of our exploratory trenches and the surface soils will be susceptible to caving within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria.. On the basis of our observations of the materials encountered, we anticipate that the subsoils will conform to those described by CalOSHA as Type C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor.. November 4, 1997 2• Project No. 544-7042 Slodden Engineering P-3 ---------- Jul - .-- Jule 19 02 09:53a p.4 The surface soils encountered during our investigation were found to be ion -expansive. Laboratory testing indicated an Expansion Index of 0 which corresponds with the "very Iow" category 1n accordance with UBC Standard 29-2. If imported soils are to be used:during grading, they should have an Expansion Index of less than 20. The following recommendations present more detailed design criteria which have been developed on the. basis of our field and laboratory investigation. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings, which are supported upon properly recompacted soils, may be expected to provide satisfactory support for the proposed structures. Recompaction should be performed as described in the Site Grading Section of this report. Footings should extend at least 12 inches beneath lowest adjacent grade for one story structures and 18 inches below grade for two-story structures. Is ` ted square or pular footings at least two feet s be designed using an alliowa le beanrig value ol AM gounas Per somarefoot. Continuous footings at least 12 inches wide should aiiowante oeanng pressures are for dead_anRFfrequently applied live loads an may be increased by 1/3 to resist wind,'seismic or other transient loading. Care should be taken to see that bearing soils are not allowed to become saturated from the ponding of rain water or irrigation. Drainage from the building areas should be rapid and complete. The recommendations made in the preceding paragraphs are based on the assumption .that all footings will be supported upon properly compacted soil. All grading shall be performed under the testing and inspection of the Soils Engineer or his representative. Prior to the placement of concrete, we recommend that the footing excavations be inspected in order to verify that they extend into compacted soil and are free of loose and disturbed materials. Settlements: Settlements may result from the anticipated foundation loads. These estimated ultimate settlements are calculated to be a maximum of one inch when using the recommended bearing values. As a practical matter,* differential- settlements between footings can be assumed as one-half of the total settlement. Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.45 between soil and concrete may be used with dead load forces only. A passive earth pressure of 300 pounds per square foot, per foot of depth, may be used for the sides of footings which are poured against properly compacted native soils. Passive earth pressure should be ignored within the upper one foot except where confined (such as beneath a floor slab). Retaining Walls: Retaining walls may be required to accomplish the proposed construction. Cantilever retaining walls may be designed using "acti.vc" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pcf for native backfill soils with level free -draining backfill conditions. November 4, 1997 3 Project No. 544-7042 gladden Engineering -- . aim ..vao. ♦, rcye v Jul 19 02 09:53a For basement walls or other walls that are restrained, "at rest" pressures should beutilized in design. At rest pressures may be estimated using an equivalent fluid weight of 55 pcf for native backfill soils with level free -draining backfill conditions. Expansive Soils: Due to the prominence_ of non -expansive soils on the site, special expansive soil design criteria should not be necessary for the design of foundations and concrete slabs -on -grade. Final design criteria should be established by the Structural Engineer. Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -trade should be underlain by recompacted soils as described in the Site Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired, we recommend the use of an appropriate vapor 5arrier. Vapor barriers should should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete curing. Reinforcement of slabs -on -grade in..:order to resist expansive soil pressv -es .may not be required hpwever, reinfprcement %gill have a beneficial effect in containing cracking due to concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all concrete slabs -on -grade. Slab reinforcement and the spacing of control joints should be determined by the Structural Engineer. Soluble Sulfates: The soluble sulfate concentrations of the surfEce soils were determined to be less than 275 parts per million (ppm). This is within the usual allowable limits for the use of Type II cement and the use of Type V cement should no: be necessary. Tentative Pavement Design: All paving should be underlain by a minirr.um compacted Pill thickness of 12 inches (excluding aggregate base). This may be performed as described in the Site Grading Section of this report. AIthough R -Value testing was not conducted during our investigation, based upon the surface soil conditions encountered an R -Value in excess of 60 is expected. On this basis, the typical City of La Quinta minimum pavement section of 3.0 inches of asphalt on 4.0 inches of base material should be ap?licable. Final design for asphalt pavement should be based upon R -Value testing perfo-med after site clearing and grading. Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of CalTrans Standard Specifications, January, 1992. Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications. The recommended sections should be provided with a uniformly compacted subgrade and precise control of thickness and elevations during placement. Drainage from paved areas shoo d be rapid and complete. It should be noted that the pavement sections recommended above are minimum sections, if heavily loaded vehicles are expected to cross automobile parking and driving areas, thicker pavement sections may be desired at these locations. Pavement and slab designs are tentative and should be confirmed at the completion of site grading when the subgrade soils are in-place. This will include sampling and testing of the actual subgrade soils and an analysis based upon the specific use. November4, 1997 4 Project No. 5447042 Sladden Engineering p.5 R0001YOd: 7/19/02 9:29AM; Jul 19 02 0.9:54a 1 p.6 Shrinkage and Subsidence: Volumetric shrinkage of the material which is excavated and replaced. as controlled compacted fill should be anticipated. We estimate that this shrinkage. could,vary from 10 to 15 percent. Subsidence of the surfaces whi-:h are scarified and compacted should. be between 0.1 and 0.3 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. These. values for shrinkage and subsidence are exclusive of losses which will occur due to the stripping of the organic material from the site , the removal of deleterious materials and the removal of debris, trees and other subsurface obstructions. Percolation Testing: As requested percolation testing was performed in order to evaluate the infiltration potential of the near surface soils to assist in storirrwater retention system design. As expected with alluvial sands- the percolation testing indicated that the surface soils are highly permeable and the infiltration potential, is excellent. Testing. indicated percolation rates, on the order of ten inches per hour or more. '. he percolation rates determined are ultimate values and appropriate safety factors should be applied to account for possible "silting" of the percolating soils and expected variations in soils conditions. General Site Grading: All grading should be performed in accordance with the grading ordinance of the City of La Quinta. The following recommendations have; been developed on the basis of our field and laboratory testing: 1 . Clearing and Grubbing: Proper clearing of any existing vegetation and debris will be very important. All surfaces to receive compacted fill should be cleared of roots, vegetation, debris, and other unsuitable materials which should be removed from the site. Soils that are disturbed due to the removal of the previous improvements or trees should be replaced as controlled compacted fill under the direction of the Soils Engineer. 2. Preparation of Building and Foundation Areas: Building areas should be heavily watered so that near optimum moisture content is attained to a depth of at least three. feet below existing grade or three feet below the bottom of the footings whichever is deeper. The surface should be compacted so, that a minimum of 90 percent relative compaction is attained to a depth of at least two feet below existing grade or two feet below the bottom of the footings, whichever.'s deeper. Once deleterious materials are removed, the native material may be placed as controlled compacted fill. Moisture penetration and compaction should be ve,-ified by testing. 3. Preparation of Surfaces to Receive Compacted Filll- Other areas to receive compacted fill should be brought to near optimum moisture content and compacted to a minimum of 90 percent relative compaction. 4. Placement of Compacted Fill: Fill materials consisting of on-site soils or approved imported granular soils, should be spread in thin lifts, and compacted at near optimum moisture content to a minimum of 90 percent relative compaction. Imported material shall have an Expansion Index not exceeding 20. The contractor shall notify the Soils Engineer at least 48 hours in advance of importing soils in order to provide sufficient time for the evaluation of proposed import materials. November 4, 1997 5 Project No. 544-7042 Siodden EnglneerUg � x41111 vvaet•�� r4yjea n-------- 10 7 •nevi ve v..��'+m� 1 Jul. 19 02 09: 55a 1 F1 LI . I J The contractor shall be responsible for delivering material to the site which complies. with the project specifications. Approval by the Soils Engineer will; be based upon material delivered to the site and not the preliminary evaluation of import sources. Our observations of the material encountered during our investigation indicate that compaction will be most readily obtained by means of heavy rubber -wheeled equipment and/or vibratory compactors. At the time of our investigation, the subsoils were found to be quite dry.. A more uniform moisture content should be attained during recompaction and fill placement. . 5 . Preparation of Slab and Paving Areas: All surfaces to _eceive asphalt concrete paving or concrete slabs -on -grade, should be underlain by a minimum compacted fill thickness of 12 inches. This may be accomplished by. a.combination of. scarification and recompaction of the surface -soils and placement of the fill material as controlled compacted fill. Compaction of the slab and pavement areas should be to a minimum of 90 percent relative compaction. 6. Testing and Inspection: During grading tests and observations shall be performed by the Soils Engineer or his. representative in order to verify that the grading is being performed in accordance with the project specif_cations. Field density testing shall be performed in accordance with acceptable ASTM test methods. The minimum acceptable degree of compaction should to 90 percent of the maximum dry density as obtained by the ASTM D1557-91 test method. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. GENERAL The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between the exploratory boring locations and extrapolation of these conditions throughout the proposed project site. Should conditions encountered during grading appear different than those indicated in this report, this office should be notified. This report is. considered to be applicable for use by Winchester Development Company and Keith International, Inc. for the specific site and project described herein. The use of this; report by other parties or for other projects is not authorized. The recommendations of this repor. are contingent upon monitoring of the grading operation by'a representative of Sladden Engineering. All recommendations are considered to be tentative pending.our review of the grading operation and additional testing, if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to. coordinate any required site visits by. our representative and to assure indemnification of Sladden Engineering. Our investigation was conducted prior to the completion of plans for the project. We recommend that.a pre job conference be held on the site prior to the initiation of site grading. The purpose of this meeting will be to assure a complete understanding of the recommendations (resented in this report as they apply to the actual grading performed. November 4, 1997 M Project No. 544-7042 Sladden Engineering Ju 1 19 02 09 : 55a - -�r`•dsiiii vtots eer• L trigs e� p.8 Jul .1'9 02 09:55a APPENDIX A FIELD EXPLORATION For our field investigation, four exploratory borings were excavated on October 27, 1997 utilizing a Mobile B53 drilling rig and hollow stem augers. The borings were eicavated at the approximate, locations indicated. on the site plan included in this Appendix. Sample: were obtained within the borings utilizing a Standard Penetration Sampler. Samples were obtained by advancing the sampler with a 140 pound hammer dropping approximately 30 inches in general accordance with ASTM D-1586. The number of blows required to drive the sampler 18 inches. were recorded in six-inch increments. Continuous logs of the materials encountered were made on the site by a representative of Sladden Engineering. The boring logs are presented in this Appendix. Bulk - samples were obtained from the excavation spoils. Samples were transported to our. laboratory for further observations and testing. Received: 7/19/02 9:31AM; Jul 1'9 02 09:56a r -raJ_iu avae, � � . Qac P_ 10 -1.�•1 it _ 1Iit- At i ! i , �V �.��'��• � •`` ` ..� { { i't� •I - 7 070 "S,r _ .`; .�' • Imo:::. .. `�•` x r. III J A}s\, /` • �'. `h:-� ��. it 1 i• n• •'`, e � '� IA- _-•�;�.. � �'••• ,.� b:"" .. `'�'��.-�- ��• ,..', .. eApproximate Boring Locations _ ■ Approximate Percolation Test Locations Not to Scale -- -- — -- Boring Location Map The Retreat At The Quarry La Quiam, California Sladden. Engineering DATE: 11-4-97 JOB NO.: 644.7042 Received: 7/19/02 9:31AM; > P31m uesert; rage i,i Jul 19 02 09:56a -p.11 The Quarry mob No.: 544-7042 Date: 1.0-27-97 Boring No.: 1 o DESCRIPTION q d C REMARKS 0 0. a •-• 0 q v o o c .o Trace cobbles Sand: Gray brown, fine to SP 11/16/28 coarse grained with gravel 1.0 " 6 - 13/11/7 "' ... Trace gravel. Sand: Gray brown, slightly SP/SM 1.0 10 silty,.fine to coarse grained 13/18/20 SP --- 0.5 --- Sand: Gray brown, fine to 15 ' coarse grained with some gravel _ Standard Penetration Total Depth= 15' No Bedrock Sample No Free Watar 20 25 30 35 40 46 50 Note: The s.atification lines 55 represent the approximate boundaries between the soil types; the traasitioas ma be gradual. Received: -7/19/02 9:32AM; Ju1'18 02 09:56a- => Palm Desert; Page i�d p.•12 The Quarry No.: 2 Date: 10-27-97 Boring job No.: 544-7042 3 0 -DESCRIPTION �' " a. REMARKS ,�, n° _ .. A to U M A'9' e �v 0 - Sand: Gray brown, fine to SP coarse grained 5/8/10 --- 1.0 - 7/8/15 Silt: Light brown ML 3.1 10 I 12/13/14 Sand: Gray brown, fine to •-- 2.0 SP 15 coarse grained with some gravel 14/16/16 2.0 20 SP/SM Sand: Gray brown, slightly silty, fine to coarse grained 15/15/18 with some gravel •• 1.0 - f 25 ..— •---.... _ _ JUStandard Penetration Total Depth = 25'--- No Bedrock Sample No Free Waizr 30 35 f 40 I r r 45 I I 50 Note: The s:atification lines 55 represent the approximate ' ' boundaries between the soiltypes; the transitiwss may be adual. Received: 7/1'9/02 9:32AM; Jul' 19 02 09:57a ■ -- r2?1111, ay. . - p..13 Received: 7/19/02 9:32AM; 1,9 02 09:57a.. The Quarry No.: 4 Job No.: 544-7042 REMARKS Total Depth = 15' No Bedrock No Free Water Date: -10-27-97 0 Boring 41 0 >, 40,, DESCRIPTIONM E- 0 M 0 Cd C4 0 0 5 10 15 20 Sand: Gray brown, slightly silty, fine to coarse grained SP/SM .'Silty Sand: Light brown, fine to medium grained SM 25 .30 36 40 45 50 .55 I Note: The sfaUfication lines - I represent the approximate boundaries between the soil types: the transitions maybe gradu af d: 7/19/02 9:32AM; IROOelve Jul'1902 09:57a APPENDIX B Laboratory Testing Laboratory Test Results p.,15 'Sladden Engineering kecexvec: / / l w1 VG a: JGMmj Jul• 1.9 02 09:58a . oma... .._. . . _W_ . - APPENDIX B LABORATORY TESTING :�s :;Representative bulkogo relatively undisturbed soil samples were obtained in the field and returned;to our:laborratory foaditional observations and testing. Laboratory testin; was generally -.performed m;two,plases. fThe:first phase consisted of testing in order to determine the compaction _;sT of.thegxistiug natural.soil,ind the general engineering classifications of the soils underlying the te..This,.testing,w-.performed.in order to estimate the engineering characteristic:; of the soil and a. to serve:as. ,a.basts, for selecting samples for the second phase of testing. The second phase -,; consisted of!soil;mechanics,testing. This testing including consolidation, sheer strength and „expansion.testing was performed in order to provide a means of developing-pecific design 'recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry .density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in .order to determine the existing relative compaction to the soil. This is shown on the Boring Logs, and is useful in estimating the strength and compressibility of the soil. Classification Testing: Soil samples were selected for classification testing. This testing ,I.ponsists:of mechanical,. grain size analyses and Atterberg Limits determinations. 'These provide information for,developing `classifications for the soil in accordance with the Unified Classification System:.,_This classification system categorizes the soil into groups having similar engineering r ­characterns:The;results.of this testing are very useful in detecting variations in :he soils and in selecting samples for further testing. SOIL MECHANIC'S TESTING _t, -; Shear, Testing: - One sample was selected for Direct Shear Testing. This testing measures; the ;shear_strengthof-the soil under various normal pressures and is usec in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: One sample was selected for Expansion testing. Expansion testing was performed in:accordance with the UBC Standard 29-2. This testing consists d remolding 4 inch diameter by 1 -inch. thick test specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of -_44 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. November 4, 1997 8 Project No. 544-7042 p.16 Sladden Engineering Receive .7/19/02 9:33AM; 'Ju 1• .1'9 •02 09: 58a =i r- 4A iii Ud cs"Icavo •. JoVNo.: X44-7042 119 118.5 as - q 117.5 - w A k A , 117 11G.5 — 116 9 9.5 10 10.5 11 11.5 12 12.5 13 Moisture Content (%) METHOD OF COMPACTION ASTM D-1557-91, METHOD A OR C BORING MAXIMUM UNIT WEIGHT OPTIMUM MOISTURE CONTENT 2®0'=5' 118.0 11.1 MAXIMUM DENSITY -OPTIMUM MOISTURE CURVE p- 17 "Jul 1-9 •02 09:58a P. 18 - ANAHEIM TEST LABORATORY , 3008 S. ORANGE AVF.N 7E SANTA ANA, CALIFORNIA 92707 s PIWNE (714) 549-7267 SLADD N . Ef� El'JGiN1;i:;R2NG: ? . 6782 STANTON AVE. STE. E $UFNA PARE, CA. 90621 DATE: 11-3-97 • MSh ATTN: m1 ETT ANDERSON - % • ` P.O. Nc. VERBAL' roper No. < Lob. No. B 238 9 ' T PKUJC 54A -7Q42 F': iy Motcna: SOIL -_ -5 ' .THE QUARRY DULK 3 ANALYTICAL REPORT.' SOLUBLE SULFATE • 'Per CA. 417 275 .ppm . RESP Ftr Y SUB ME POPPY BRID0 jt elChemiu