Loading...
0111-126 (MISC)LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date 416304 B C139 mc. .1W311M Date 2 - chi Signature of Contractor,' ��✓'� "��� _- OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). ( ) I am exempt under Section , B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one 'of the following declarations- ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. (.) I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier 001A)EN BA01119. . Policy No. .10 (This section need not be completed if the permit valuation is for $100.00 or less). ( ) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with th se provisions..�'l Date:,/:, -�T +I'Applicant �r �� ... !,=-.e•y"- - -- Wirning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to:; any permit issued as a result of this applicaton agrees to, & shall, indemnify' & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above informations. correct. I agree to comply with all City, and State laws relating `to the building; construction, and hereby authorize representatives of this City to enter upon' the above-mentioned property for i spectioq,purposes. Signature (Owner/Agent) `%' 4�y .!'---' '- ,`Date/_Lf_ BUILDING PERMIT PERMIT# DATE VALUATION LOT 0111.426 TRACT JOB SITE APN ADDRESS 4,9490 A .Nim.'. ca.tm J.+.4 Q, 17I.NTA OWNER CONTRACTOR / DESIGNER / EN (NEER 'PO MX ZU T1AQUIT.?TA CA 92253 YORBA,%,WDA CA 92686 14)99:3.3320 G0114 03839 USE OF PERMIT G4 OUP. VALUATION ADM 60 12 EISTU11,C M COU (YEr CCyNSTRC3C':E,loxq FF2A: Jr.**r'.M s: N9wl�'il+ ';r y PLAN 'VHRIeCK MNI 0-1 q $146121 101-000-41R-000 $225.00 .1 1109AM) PLA19 �'.t;X LXMQ PAM FEES $3`� 1.25 50.00 O�C X,a 3:"'s !' f+� C►�> zf4"�?.2 .lid? RECEIPT DATE BY DATE INAL INSPECTOR 1 + INSPECTION RECORD • OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts -+ Slab Grade. f Return Air I Steel i Combustion Air Roof Deck Exhaust Fans 0. K: to Wrap F.A.U. Framing Compressor t Insulation. Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath ' Drywall - Int. Lath ' Final ' Final BLOCKWALL �� c� APPROVALS POOLS - SPAS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines E Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test Appliances Final - Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power i Final Utility Notice (Perm) COMMENTS: City of La QU'inta Building at Safety Division P.O. Box 1504 i"Pennit 78-495 Calle Tampico La QuinEa, CA 92253 Building Permit Application and Tracking Sheet Project Address: 49-490 Avenida Club La Qu n :,gwner's Name: . Katherine M. Laird A. P. Number: Address: 49-490 Avenida Club La Quinta Legal Description: City,STZip: La Quinta, CA '92253 Address: 3 6 - 6 6 0 Bankside Drive #D Project Description: Foundation Ancho-r Cir%..ST.Zip:- Cathedral CA 92'234 Underpinning' Telephone: 7-o &,ovZ- Doe - Arch.. Engr.. Desiper: Greg Riley Address: 27200 Tourney Road #390 City.ST.Zip: Santa Clarita CA 91355 ........ .. Project type (circle one): New Add'n Alter Repair Demo, Name of Contact Person: Mike Apostolou Sq. Ft.: T# Stories: 4 Units: Telephone ;1 of Contact Person: 324-7929 EsZ';: �edVaiue 7ofPrqi�ec,2270-0-0 —.0-6-J Title 24 Ca #1i &_-~_- 7.o'__~° ~~='^ ~- ,= Earth Systems `� Southwest 79-811 B Country Club Drive Bermuda Dunes, CA 92201 (760)345-1588 (800)924-7015 FAX (760) 345-7315 August 2, 2001 Mrs. W. R. Laird, Jr. P.O. Box 242 La Quinta, California 92253 Subject: Geotechnical Evaluation Report Project: 49-490 Avenida Club La Quinta La Quinta, California File No.: 08168-01 01-08-713 This Geotechnical Evaluation Report is .prepared for the evaluation distress to the existing condominium residence in the City of La Quinta, California. The condominium residence is a single story, wood -frame and stucco structure on concrete slab -on -grade. Another unit is attached to the north. The primary observed distress to structure occurs at the front of the unit, in the front bedroom garage, and entryway. The tile floor at the entry has separated from 1/4 or 1-1/2 inches. At corners of the front windows, the exterior stucco has cracked. Moreover, we understand that a water line has ruptured in the past and has been subsequently repaired. Purpose and Scope of Work The purpose for our services was to evaluate the site soil conditions and to provide professional opinions and recommendations regarding the remedial repairs to the structural distress to the residence. The scope of work included the following: ➢ A general reconnaissance of the site. ➢ Liquid level survey of the lower interior floor. ➢ Shallow subsurface exploration by drilling 3 exploratory borings to a depth of 14.5 feet. ➢ Laboratory testing of selected soil samples obtained from the exploratory borings. ➢ Review of selected published technical literature pertaining to the site and previous geotechnical reports prepared for La Quinta Country Clubhouse, adjacent to the residence. ➢ Engineering analysis and evaluation of the acquired data from the exploration and testing programs. ➢ A summary of our findings and recommendations in this written report. This report contains the following: ➢ Discussions on subsurface soil and groundwater conditions. ➢ Discussions on regional and local geologic conditions. ➢ Graphic and tabulated results of laboratory tests and field studies. ➢ Professional opinion regarding the cause"or structural distress. ➢ Recommendations regarding stabilization of�fhe underlying soil and repair of distress. August 2, 2001 2 File No.: 08168-01 01-08-713 Floor Level Survey On May 10, 2001, one of our personnel conducted a floor level (manometer) survey using a Stanley Compulevel® over the condominium unit floor. An arbitrary base elevation of zero ("0") was set at the front foyer entrance. The purpose of the floor level survey is to evaluate relative differential elevations of the floor. A 10 x 10 -foot grid pattern was used throughout. The results of the floor level survey are shown on the attached floor level survey plan, using a computer-generated contour map from SURFER. The results of the floor level survey indicates that as much as 2.3 inches of differential settlement may have occurred since construction of the unit. The relative high is at the southwest corner with the unit tilting towards the northeast. The relative tilt ratio is as great as 1:150 across a 10 - foot span. Most of the slab tilt occurs at the western part of the unit with a relative change in tilt occurring near the center of the unit. Field Exploration Three exploratory borings were drilled to a depth of about 14.5 feet below the existing ground surface to observe the soil profile and to obtain samples for laboratory testing. The borings were drilled on July 18, 2001 using 3 -inch outside diameter hand auger. The boring locations. are shown on the boring location plan, attached to this report. Samples were obtained within the test borings using a Modified California (MC) ring sampler. The MC sampler has a 3 -inch outside diameter and a 2.37 -inch inside diameter. The samples were obtained by driving the sampler with a sliding hammer. Recovered soil samples were sealed in containers and returned to the laboratory. Bulk samples were also obtained from auger cuttings. The final logs of the borings represent our interpretation of the contents of the field logs and the results of laboratory testing performed on the samples obtained during the subsurface investigation. The final logs are attached to this report. Laboratory Testing Samples were reviewed along with field logs to select those that would be analyzed further. Test results are attached to this report. Our testing program consisted of the following: ➢ In-situ Moisture Content and Unit Dry Weight for the ring samples (ASTM D 2937). > Particle Size Analysis (ASTM D 422) to classify and evaluate soil composition. The gradation characteristics of selected samples were made by hydrometer and sieve analysis procedures. > Consolidation (Collapse Potential) (ASTM D 2435 and D 5333) to evaluate the compressibility and hydroconsolidation (collapse) potential of the soil. EARTH SYSTEMS SOUTHWEST August 2, 2001 3 File No.: 08168-01 01-08-713 Soil and Groundwater Conditions The field exploration indicates that site soils consist of variable layers of silty Sand, sandy Silt, Silt, with interbedded layers of clayey silt and clay. The boring logs attached to this report include more detailed descriptions of the soils encountered. The upper soils are visually classified to be in the very low expansion category in accordance with Table 18A -I -B of the Uniform Building Code. In and climatic regions, granular soils may have a potential to collapse upon wetting. Collapse (hydroconsolidation) may occur when the soluble cements (carbonates) in the soil matrix dissolve, causing the soil to densify from its loose configuration from deposition. A consolidation test indicates 0.9% collapse upon inundation and is considered a slight site risk. Groundwater was not encountered in the borings. The depth to groundwater in the area is believed to be about 110 feet based on recent water well data obtained from the Coachella Valley Water District. Groundwater levels may fluctuate with regional drawdown, irrigation, drainage, and site grading. We have reviewed Coachella Valley Water District water well records and hydrographs for several wells near the La Quinta Clubhouse. These hydrographs indicate that groundwater levels have dropped dramatically 31 to 70 -feet in the north La Quinta cove area in the last twenty years. This corresponds to the increased water usage from the rapid growth of the City of La Quinta and golf course development. Geologic Setting Re 'onal Geolo : The site lies within the Coachella Valley, a part of the Colorado Desert geomorphic province. A significant feature within the Colorado Desert geomorphic province is the Salton Trough. The Salton Trough is a large northwest -trending structural depression that extends from San Gorgonio Pass, approximately 180 miles to the Gulf of California. Much of this depression in the area of the Salton Sea is below sea level. The Coachella Valley forms the northerly portion of the Salton Trough. The Coachella Valley contains a thick sequence of sedimentary deposits that are Miocene to recent in age. Mountains surrounding the Coachella Valley include the Little San Bernardino Mountains on the northeast, foothills of the San Bernardino Mountains on the northwest, and the San Jacinto and Santa Rosa Mountains on the southwest. These mountains expose primarily Precambrian metamorphic and Mesozoic granitic rocks. The San Andreas Fault zone within the Coachella Valley consists of the Garnet Hill Fault, the Banning Fault, and the Mission Creek Fault that traverse along the northeast margin of the valley. Local Geology: The residence lies at an elevation of about 45 -feet above mean sea level in the lower part of the La Quinta Cove portion of the Coachella Valley. The La Quinta Cove is situated on an alluvial wedge between two granite mountain spurs of the Santa Rosa Mountains. The area was at one time covered by the waters of ancient Lake Cahuilla. The sediments within the cove consist of fine to coarse-grained sands with interbedded clays, silts, and gravels of aeolian (wind-blown), alluvial (water laid), and lacustrine (lake bed) origin. EARTH SYSTEMS SOUTHWEST August 2, 2001 4 File No.: 08168-01 01-08-713 Geohydologic Setting: The site lies within the Thermal subbasin of the Coachella Valley groundwater basin. The Thermal subbasin is subdivided into four generalized zones: a semi perched zone with alternating clay layers to about 100 foot depth, underlain by a upper and lower aquifer, separated by an aquitard layer. Domestic wells in the region derive their water from the upper and lower aquifers, generally from about 200 to 1000 feet deep. Seismic Sources: Several active faults or seismic zones lie within vicinity of the La Quinta area. The primary seismic hazard to the residence is strong groundshaking from earthquakes along the San Andreas and San Jacinto Faults that lie about 7.1 and 19 miles distance, respectively. Conclusions The following is a summary of our conclusions and professional opinions based on the data obtained from a review of selected technical literature and the site evaluation. • The observed distress to the condominium residence is significant and classifies as "moderate to severe". Differential settlement of about 2.3 -inches may have occurred. This movement appears to be progressive. Significant cracks and lateral separations (2 to 4 inches cumulative) are also observed in exterior masonry walls and flatwork in areas around the vicinity of the residence. • The angular distortion of about 1:150 across the floor slab exceeds the normal expected construction tolerances of 1:300 (1 in/25 ft) where first cracking in panel walls can be expected. • In our opinion, land subsidence from groundwater withdrawals is the most plausible cause of the observed distress. Land subsidence occurs when the groundwater levels drop to cause 'an increase in effective overburden stress to underlying sediments and resulting in further consolidation of these sediments. As the sediments consolidate to this increased stress, subsidence of the ground occurs. Differential and potential detrimental settlement occurs when the underlying sediments consolidate in an uneven amount. Based on previous studies we have conducted for the adjacent clubhouse facility, we believe that the residence lies on the northeast edge of an inferred buried mountain ridge that is causing this differential settlement to the residence and lateral extension of nearby garden walls. Recommendations The building is repairable and may be stabilized by underpinning the foundation with helical anchors. The advantage of the helical anchor system is that it can be readjusted. Further progression of movement may be expected. We recommend the AB Chance Helical anchor system as a means of providing stability to the residence. The foundation underpinning is intended to give more rigidity to the structure and the ability to lift relative low areas. Floor slab underpinning supports may also be considered. Greg Riley and Associates, the structural engineer who is familiar with the AB Chance Helical anchor system should be contacted to provide a structural remediation plan for the residence (Phone No.: 661-287-5800). A copy of this report should be forwarded to the structural engineer and specialty contractor, RJG. EARTH SYSTEMS SOUTHWEST August 2, 2001 5 File No.: 08168-01 01-08-713 After the foundation underpinning and any leveling adjustments made, the cracked tile should be replaced and wall cracks patched. Limitations Our findings and recommendations in this report are based on selected points of field exploration, laboratory testing, and our understanding of the proposed project. Furthermore, our findings and recommendations are based on the assumption that soil conditions do not vary significantly from those found at specific exploratory locations. Variations in soil or groundwater conditions could exist between and beyond the exploration points. The nature and extent of these variations may not become evident until construction. Variations in soil or groundwater may require additional studies, consultation, and possible revisions to our recommendations. Findings of this report are valid as of the issued date of the report. However, changes in conditions of a property can occur with passage of time whether they are from natural processes or works of man on this or adjoining properties. In addition, changes in applicable standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of one year. This report is issued with the understanding that the owner, or the owner's representative, has the responsibility to bring the information and recommendations contained herein to the attention of the engineers for the project so that they are incorporated into the plans and specifications for the remedial repairs. The owner, or the owner's representative, also has the responsibility to take the necessary steps to see that the general contractor and all subcontractors follow such recommendations. It is further understood that the owner or the owner's representative is responsible for submittal of this report to the appropriate governing agencies. Earth Systems Southwest (ESSW) has striven to provide our services in accordance with generally accepted geotechnical engineering practices in this locality at this time. No warranty or guarantee is express or implied. This report was prepared for the exclusive use of the Client and the Client's authorized agents. ESSW should be provided the opportunity for a general review of remedial plans and specifications in order that our recommendations may be properly interpreted and implemented in the design and specifications. If ESSW is not accorded the privilege of making this recommended review, we can assume no responsibility for misinterpretation of our recommendations. Although available through ESSW, the current scope of our services does not include an environmental assessment, or investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil, surface water, groundwater or air on, below, or adjacent to the subject property. EARTH SYSTEMS SOUTHWEST August 2, 2001 6 Additional Services File No.: 08168-01 01-08-713 'This report is based on the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during the final design and construction phases to check compliance with these recommendations. Maintaining ESSW as the geotechnical consultant from beginning to end of the project will provide continuity of services. Construction monitoring and testing would be additional services provided by our firm. The costs of these services are not included in our present fee arrangements, but can be obtained from our office. Should you have any questions concerning our report please give us a call and we will be pleased to assist you. ES Sincerely, EARTH SYSTEMS SOUTHWEST C� Shelton L. Stringer GE 2266 Distribution: 4/Mrs. W.R. Laird, Jr. 1NTA File 2/BD File QPpF SIU4( �Q�O ON L Srn Tq�2�yc W No. 2266 EXP. 6-30-04 Y \sl OrEC FOFCA��F The following are attached and complete this report: • Figure 1 — Floor Level Survey and Boring Locations • Borings Logs • Laboratory Test Results EARTH SYSTEMS SOUTHWEST • � B-3 -7 > 0.60 0.50 0.50 40 t 0. 0 � _-4' 20. 0 .. ���40 f \ 0.50 0.40 -0.20 0.00 ara e -0 0.• -0.40 'p 410 -o 1 (k�-- -0.20 - --ue - -0.3040 Front Entrance 0 0 -0.70 0 -0.30 -0 -0. - . 0 -1.10 -1.00 -0.8 -0.40 .00 -1.lii 1. 0 40 -125 -i0 -1.1_ 0 j -120 -� .2� X1.0 -1. 0 ,1 9 -1 50 -1.40 -1.40 -1.50 1.70 -1.60 -1. 0 -1.20 -1.30 -1.40 -1.4 -1 0 -1. 0-1. 0 -1 0-1.40 -1.50 -40 B-2 B-3 Floor Level and Boring Locations Laird Residence File No.: 08168-01 r 49-490 Avenida Club La Quinta Date: 5/14/01 La `.Quinta, California Earth Systems Not to Scale `�� Southwest Earth Systems 1 Southwest 79-8 1 113 Cauury Club Drive. 13emwda Dunes. CA 92201 Pl-no OAA IJi- 1 M rAV i7L111 IJ;_7z P; Boring No: B-1 Project lame: Laird Residence Drilling Date: 7/18/01 Drilling Method: Hand Auger File Number: 08168-01 Drill Type: 3 -inch Boring Location: 49-490 Avenida Club La Quinta Logged By: R.'Howe J t a p Sample Type u 1 p 3 a O d n Penetration ResistanceU (Blows/6") �, � p �,-- p ` o .o a �j Description of Units Page I of I Note: The stratification lines shown represent the approximate boundary between soil and/or rock types Graphic Trend and the transition may be gradational. Blow Count D Density Dry Y PT HUMUS: dark brown; organic root zone in silty T\ Sand SM/ML 97 21 SANDY SILT: brown; wet; very fine to fine � ML grained, micaceous CL SILT: brown; damp; some clay and sands, low 5 99 7 plasticity SP -SM CLAY: brown; damp; with silt; medium plasticity MULL SAND: brown; damp; fine to medium grained; with some silt SP CLAYEY SILT: brown; moist; low plasticity MUCL 10 86 8 SAND: brown; moist; fine to medium grained SM CLAYEY SILT: brown; moist; low plasticity SP -SM SILTY SAND: brown; moist; fine to medium grained 15 SAND: brown; moist; fine to medium grained Total depth 14.5 feet No groundwater or bedrock encountered 20 Backfilled with cuttings �c Earth Systems I "OffSouthwest 79-811 B C uuntry Club Drive. Bemmda Dunes. CA 92201 Ph—, 17CM 7d5"I iRR ITA V 17Ln111c_71 lc Boring No: B-2 Drilling Date: 7/18/01 Project lame: Laird Residence Drilling Method: Hand Auger File Number: OS168-01 Drill Type: 3 -inch Boring Location: 49-490 Avenida Club La Quinta Logged By: R. Howe Sample Type Penetration _ y Description of Units Page I of I s Resistance U q v Note: The stratification lines shown represent the n QS Y p O (Blows/6") E q �" ° c o approximate boundary between soil and/or rock types Graphic Trend oF" ct N q U and the transition may be gradational. Blow Count Dry Density y PT HUMUS: dark brown; organic root zone in silty sand SM 86 15 SILTY SAND: brown; moist; very fine to fine grained; micaceous, some plasticity SP -SM SAND: light brown; dry; fine to medium grained; 5 with silts 96 4 ■ I MUCL CLAYEY SILT: light brown; damp; with minor ML sands; medium plasticity SILT: light brown; wet; with minor fine to medium grained sand 10 89 28 15 Total depth 14.5 feet No groundwater or bedrock encountered 20 Backfilled with cuttings 7c Earth Systems Southwest 79-81113 Cu,mtry Club Drive. Bemwda Dunes. CA 92201 r1v,,,,•(7601141-1 SCR FAN: 17AM i.1G-711c Boring No'.B-3 Drilling Date: 7/18/01 Project Name: Laird Residence Drilling Method: Hand Auger File Number: 08168-01 Drill Type: 3 -inch Boring Location: 49-490 Avenida Club La Quinta Logged By: R. Howe I Sample Type Penetration V) - Pu e 1 of I Description of Units L Resistance E U p •o Note: The stratification lines shown' represent the p 1 p i o (Blows/6") > Z e approximate boundary between soil and/or rock types Graphic Trend C1 v, 2 p t j and the transition may be gradational. Blow Count D Density Dry `y lyly PT HUMUS: dark brown; organic root zone ,y 96 7 SP -SM SAND: light brown; damp; fine to medium grained; with silts SM SILTY SAND: light brown; damp; with minor clay; 5 95 g low plasticity 10 87 to SP SAND: light brown; damp; fine to medium grained; with silts 15 Total depth 14.5 feet No groundwater or bedrock encountered 20 Backfilled with cuttings • File No.: 08168-01 July 25, 2001 UNIT DENSITIES AND MOISTURE CONTENT ASTM D2937 & D2216 Job Name: 49-490 Avenue Club LaQuinta BI 2 Unit Moisture USCS BI Sample Depth Dry Content Group 10 Location (feet) Density (pcf) (%) Symbol 86 BI 2 97 21 SM/ML BI 5 99 7 SP -SM B 1 10 86 8 SM B2 2 86 15 'SM B2 5- 96 4 SP -SM B2 10 89 28 ML B3 2 96 7 SP -SM B3 5 95 8 SM B3 10 87 10 SM EARTH SYSTEMS SOUTHWEST File No.: 08168-01 July 25, 2001 SIEVE ANALYSIS ASTM C-136 Job Name: 49-490 Avenue Club LaQuinta Sample ID: B1 @ 2' Feet Description: Sandy Silt (ML) Sieve Size % Passing 3" 100 2" 100 1-1/2" 100 1" 100 3/4" 100 1/2" 100 3/8" 100 #4 100 #8 100 #16 99 #30 99 #50 95 #100 72 #200 54 100 -7 -� 1� 90 - � I i � 80 1% 70 - 1111 1 1 1 1 60 on N 50 a 40 30 20 10 0 100 10 1 0.1 0.01 Particle Size, mm EARTH SYSTEMS SOUTHWEST L1 File No.: 08168-01 July 25, 2001 CONSOLIDATION TEST ASTM D 2435 & D 5333 49-490 Avenue Club LaQuinta B2 @ 5' Feet Sand: F (SP -SM) Ring Sample 2 1 0 -1 -2 s -3 on W x a -4 Z an -5 U -6 a� U L -7 a I 0.1 Initial Dry Density: 94.9 pcf Initial Moisture, %: 4.0% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.756 Hydrocollapse: 0.9% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram O Before Saturation "4w Hydrocollapse e After Saturation ——Rebound Trend 1.0 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0