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04-7071 (OFC) Geotechnical InvestigationSladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 August 24, 2006 Project No. 544-4626 06-08-834 Orr Builders 39-301 Badger Palm Desert, California 92211 Attn: Mr. Scott Werry Project: 79-180, 79-200 & 79-220 Corporate Centre Way J Paul Corporate Centre La Quinta, California Reference: Geotechnical Investigation prepared by Sladden Engineering dated October 6, 2004, Project No. 544-9170, Report No. 99-10-167. This memo has been prepared to provide formal confirmation of our recent discussion regarding structural values. The structural values included .within the above referenced report remain applicable for carport foundation design. The structural values are summarized below. Footings should extend at least 12 inches beneath lowest adjacent grade for single story structures. Isolated square or rectangular footings at least 2 -feet square may be designed using an allowable bearing value of 2000 pounds per square foot. Continuous footings at least 12 inches wide may be designed using an allowable bearing value of 1800 pounds per square foot. Allowable increases of 200 psf for each additional 1 -foot of width and 200 psf for each additional 6 -inches of depth may be utilized for larger footings. The maximum allowable bearing pressure should be 3000 psf. The allowable bearing pressures are for dead and frequently applied live loads and may be increased by 1/3 to resist wind, seismic or other transient loading. Resistance to lateral loads may 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 for dead load forces only. A passive earth pressure of 275 pounds per square foot, per foot of depth, may be used along the sides of footings, which are poured against properly compacted native or'approved import soils. We appreciate the opportunity to provide. service to you on this project, if you have any questions regarding this letter or the referenced report please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING " Brett L. Anderso Principal Engineer I Copies: 4/Orr Builders %. AN No. J9/30106 Exp ON cfvtl� �TFOF CAO CITY OF BUILDING & SAFETY DEPT APPROVED Pr. FOR CO1veTo1 4, -rgw M e_'Ic� 4owl 07/1 /2006 16:25 7603605591 ORR BUILDERS PAGE 02/46 • f� � .� •,nA „ �, r ems+ fir` MAY } 0 2i (V.Sladden Engineering 6782 Stanton Ave„ Suite A, Buena Pdrk, CA (714) 523-0952 Fax (714 39-725 Garand Ln-, Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3595 October_06,_2004 EProjejetlNo. 544-4626 04-10-712 Santamaria Design Associates 75-153 Merle Drive, Suite B Palm Desert, California 92211 Attn: Mr. 'Pony Ariza Project: 79-440 Corporate 'Way Parcels 3., 4, and 5 = La Quinta Corporate Centre La Quinta, California' _ �J Subje� Geotechnical Update Reference: Geotechnical Investigation prepared by Sladden Engineering dated October 6, 2004, Project No. 544.9170, Report No. 99-10-167. As requested, we have reviewed the referenced Geotechnical Investigation report as it relates to the design and construction of the proposed new office complex. In addition, we' have visited the project site to observe the present conditions. The subject lots are located within the La Quints Corporate Center in the City of La Quinta, .California. The referenced Geotechnical Investigation report includes recommendations for site grading and the design and construction of development commercial structure foundations. Based upon our review of the referenced report and our recent site, observations, it is our opinion that the recommendations included in the referenced Geotechnical Investigation remain applicable. Footings should extend at least 12 inches beneath lowest adjacent grade for single story structures. Isolated square or rectangular footings at least 2 -feet square may be designed using an allowable bearing value of 2000 pounds per square foot. Continuous footings at least 12 inches wide may be designed using an allowable bearing value of�180.O0 ands per square foot. ,Allowable increases of 200 psf for each additional 1 -foot of width an 2d 00 psf for each additional -6 -inches -of depth may be utilized for larger footings. The maximum allowable bearing pressure should be 3000 pef The allowable bearing pressures are for dead and frequently applied live loads and may be increased by 1/8 to resist wind, seismic or other transient loading. The recommendations made in the preceding paragraph are based on the assumption that all footings will be supported by properly compacted soils. Prior to the placement of the reinforcing steel and concrete, we recommend that the footing excavation be inspected in order to verify that they -extend into the firm compacted soils and are free of loose and disturbed materials. InI JUL 11 2006 D �j . 07.11/2006 16:25 7603605591 ORR BUILDERS PAGE 03/46 October 06, 2004 -2- 'Project No. 544.4626 04-10-712 Settlements may result from the anticipated foundation loads. These estimated ultimate settlements are calculated to be a maximum of 1 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. These elastic settlements are expected to occur during construction. Resistance to lateral loads may 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 0,95 between soil and concrete may be used- for dead load forces only. A passive earth pressure of 250 pounds per. square foot, per foot of depth, may be used along the sides of footings, which are poured against properly compacted native or approved import soils. Passive earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab)- ' 'Retaining walls may be required to accomplish the proposed construction. Cantilever retaining ovally may be designed using "active" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pcf for native backfill. soils with level free -draining backfill conditions. For walls that are restrained, "at zest" pressures should be utilized in design_ At rest pressures may be estimated using an equivalent fluid weight of 55 pcf. Walls should be provided with adequate drainage. The remedial grading recommendations included in the referenced report remain applicable. The remedial grading should include recomp'action of the foundation bearing soils within the proposed building areas. The building pad areas should be cleared of any surface vegetation and root systems prior to grading. Building areas should be overexcavated to a depth of at least 3 feet .below existing grade or 3 feet below the bottom of the footings, whichever is deeper. The exposed surface should be compacted to a minimum of 90 percent relative compaction. The previously removed soils and any fill material may then be placed 'in oisture content and -compacted to at least 90 percent relative compaction. Compaction should be verified by testing. It should be noted that the site is located within a seismically active area of Southern California and it is likely that the proposed structures will experience strong ground shaming as a result of an earthquake event along one of the faults in the region during the expected life of the development. As a minimum, structures should -be designed based upon Seismic Zone 4 design criteria included in the Uniform Building Code (MC)..The potential for liquefaction or other geologic/seismic hazards occurring at the site is considered to be negligible... We appreciate the opportunity to provide service to you on this project, if you have any questions regarding this letter or the referenced report please contact the undersigned. Respectfully submitted, SLAIOD�N ,ENGIIVL�'JERIN'G _�,-��ss'- ,�� w� ne O, Brett L. And rson r Principal Engineer' SERJ h Copies: .4/Santamaria Design Associates Sladden Engineering 07.111/2006 16:25 October 06, 2004 7603605591 -J- ORR BUILDERS 1997 U1411FOR,M BUILDING CODE INFORMATION PAGE 04/46 Project No. 544-4 04 -10 - The International Conference of Building Officials 1997 Uniform Building Code contains substar revisions and additions to the earthquake engineering section in Chapter 16. Concepts contain th'e code that will be relevant to construction of the proposed structures are summarized below. Ground shaking is expected to be the primary hazard most likely to affect the site, based u proximity to significant faults capable of generating large earthquakes. Major fault zones considi to be most likely to create strong ground shaking at the site are listed below. U Approximate Distance Fault Type Fault Zone From Site 1997 UBC San Andreas 8.5 km A San Jacinto 32 km A Based on our field .observations and understanding of local geologic conditions, the soil profile pe judged applicable to this site is SD, generally described as stiff or dense soil: The site is loc ted within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for now construction upon adoption of the 1997 code. Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Source Factor, No Factor, N� C. C� San Andreas 1.1 1.3 0.44 Nn 0.64 N,, San Jacinto 1.0 1.0 0.44 IN 0.64 Ny Siadd'en E 2, 2006 ,f OPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: O o(slep PLAN CHECK NUMBER: OWNER'S NAME: �oT�,t _ I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that 1, or the archltecUengineer of record, will be responsible for employing the special Inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 105.3.5. Signed 1, as the englneer/architect of record, certify that 1 have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. a w. Signed 1. List of work ulring special inspection: ❑ Soils Compliance Prior to Foundation Inspection Field Welding ❑ Structural Concrete Over 2500 PSI High Strength Bolting ❑ Prestressed Concrete ExpansionlEpoxy Anchors ❑ Structural Masonry ❑ Sprayed -On Fireproofing ❑ Designer Specified ❑ Other 2. Names) of individual(s) or firm(s) responsible for the special inspections listed above: A. 8. C. 3. Duties of the special Inspectors for the work listed above: A. e. C. 80e01al Inspectors shall cheek in with the City and present their credentials CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CO � TRUC�TJON DATE/ - BY % l�— t- SI Z6, ft 6 t 67/11'/2006 16:25 7603605591 ORR BUILDERS PAGE 05/46 }, 0%; — f _ ECE"ED MAY 2 0 2005 Slbdden. Engineering OR6 PgRS 6752 Stanton Ave.. Suite E, Buena Park, CA 90621 (562.) 864-4121 (714) $23-0952 Fax (71 �2� 39-725 Garand Ln., Suite G. Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 October L3, 1099 Project No. 544-917 99-10-16 Troll Woodpark Development 2323 N. Tustin Avenue, Suite F Santa Ana, California 92705 ention: Mr. Scott Gayner Project: La Quinta Corporate enter La Quinta, California Subject: Geotechnica nvestigation Presented herewith is the report of our Geotechnical Investigation conducted at the site of the proposed a Quinta Corporate Center project to be located in'tite City of La Quinta, California. The investigation was performed in order to provide recommendations for site preparation and to assist in foundation design for the proposed .mixed-use commercial project that includes two sites located along the north side of Highway 111. The two properties iticlude an approximately 30 acre parcel located along the east side of Adams Street and an approximately 12 acre site along the west side of Dune Palms Road. Both prope 'es are located along the south edge of the Whitewater River channel. This report presents the results of our Feld investigation and laboratory testing along with conclusions and recommendations for foundation design and site preparation. This report completes our origin. al scope of services as described in our proposal dated September 22', 1999.. , We appreciate the opportunity to provide service to you on this project. regarding this report, please contact the undersigned Respectfully submitted, SLANDEN ENGME( RING Brett L. Anderson Principal Engineer SER/pc Copies: 6/Troll Woodpark Development If you have any questions 07/11/2006 16'25 7G0360559I _ O�R BUILDERS ~ ___ PAGE 06/46 _ ^ - / � | l | . . . GC-OTECHN]C�L[NV28TlGAT�N LADD/N7A ' CORPORATE CENTER I LA QUINTA, CALIFORNIA October 13, 1999 TABLBOFCONTENTS INTRODUCTION ............................. ........ ............... ._-....--.................. ................... l SCOPE C)PWORK .................................................................. ............... —.................... ...—' > PROJECTDESCRIPTION ................................... .............................................. ...................... \ SUBSURFACE- CONDITIONS ........................ .................... .... .......................... .................. 2 CONCLUSIONS ANDRECOMMENDATION'S —'--.--.--......... .�.................. ---2 FoundationDesign ............................................................. ......... ..—............. ................. 3 Settlements............................................................. ,......................... ...................... .......... 3 � Lateral Design ....... '—........................................................... ....—�—....—....---..., 3 RetainingWalls .......................................................................... ................... .............. ... 4 Expansive Soils ................ .~......... .................................. ................... ........................ `^.. 4 Concrete 0a6s-mn'Gradu.................................................................................. —............. .-4 Soluble Sulfates ...................... ...... ,....r—^...'—^...---_..—^^—'--^^.---~^.. 4 Tentative Puveoneut-[)wxicyo......................... I-----.—.'---.------.-----. 4 Shrinkageand Subsidence ............................................................................................ —.-5 GeneralSite Grading ................................................................. ---........ ............... .......... 5 l.Clearing and Grubbhno,........ ... ............................... ... ........ .... ......................... ........ 5 2' Preparation of Building Areas ...................................... ............................................... 5 3, PreparationofSurfac000lReowiveConupuctedFD]--.--------------- 5 4, Placement ofCompacted --......—....---,.------~'^.---^^.. 5 5. Prepairation wfSlab and Pavement Areas ........................................................ 6 � 6.Testing and on—..... --....-1—...--..---...--....—''....--. 6 {}ENEBJ\L................. ............................................................................ ..—.....--............ 6 APPENDIX A- Site Plan and BoringField Exploration APPENDIX B- Laboratory Ten o(T Laboratory Test Result� APPENDIX C- }Vy7UBC Scismic D�sjgnCdteriu I 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 07/46 October 13, 1999 IN'TRODUCTI[ON Project No. 544-91 I 0 99-10-)67 This report presents the results of our Geotechnical Investigation performed ill order to provide recornmendatioils for the desi,n and construction of the foundations for the buildings within the propo ec mixed use commercial development. The two properties are located along the north side of Highway 11 i just east of Adams Street and along just west of Dune Palms Road in the City of La Quinta, California Both properties are located along the south edge of the Whitewater Rivdr channel. The associated site improvements will include paved roadways and parking lots, underground utilities, and landscape areas 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 materials was not within the scope of services provided... Our investigation was performed in accordance with contemporary geotechnical engineering principles and practice. We make no other warranty, either express of -implied. PROTECT DESCRIPTION The proposed project includes two properties located on the north side of Highway i 1 I just ea Adams Street and just west of Dune'Palms Road in the City of La Quinta, California. The site loc along Dune Palms occupies approximately. 12 acres and the site that borders Adams Street oeet approximately 30 acres. The preliminary site plan indicates that the project will include numerous pa for mixed use commercial development. it is our assumption that the proposed commercial buildings be of relatively lightweight wood -frame, steel -frame, reinforced masonry, or concrete tilt -up construe The associated site improvements will include paved roadways and parking areas, landscape areas various underground utilities. The majority of the project sites are presently vacant and the ground surface is covered with scatt( desert brush, weeds, and minor debris. The Whitewater Channel alignment forms the north edge of sites and Highway l i 1 forms the south edge of.the sites. There 'is an approximately 14 acre separating the two parcels that is not presently a part of the proposed development. There is a si commercial building near the southeast corner of the site. The majority of the project sites remain basically native desert condition. The sites are relatively level except for the sand dunes that occupy southern portions of the sites, Some grading related to the construction of the Whitewater River.Chat is evident within the northern pot -tions of the sites. The grading appears to be limited to the construe of the channel embankment and leveling of.the adjacent portions of the properties. There are exis overhead power lines and underground utilities. of es D. ite all nel Based upon our previous experience with similar lightweight commercial structures, we expect Ithat isolated column loads will be less than 100 kips and wall loading will be less than 6.0 taps per linear foot. Grading is expected to include: ctits'and fills to corTsti-uct level building pads and to accommodate site drainage. This does nor include removal and reeompaction.of the foundation bearing soils within the building areas. If the anticipated foundation loading or site grading varies substantially from that assumed, the recommendations included in this report should be reevaluated. 5loddan 07/,11/2006 16:25 7603605591 ORR BUILDERS PAGE 08/46 October 13, 1999 -2- Project No. 5 44-9 117 0 99-10-167 SUBSURFACECONDITIONS The site is underlain primarily by fine-grained windblown sands; silty -sands and sandy silts. Artificial fill soils comprised of a mixture of the native sands and silts were encountered throughout the northern portion of the, parcels alone the Whitevvater River channel, /artificial tills were generally limited to file northern portions of the sites but fill depths in excess of 10 sect were encountered within our borapgs along the Whitewater River channel, In general, the site soils appeared somewhat loose throughout Me upper 3 to 4 feet but sampler penetration resistance (as indicted by bloweounts) indicates that the native site soils are generally firmer with depth. The artificial fills appeared very loose in the area of our, borings. The site soils were found to be very inconsistent in density with undisturbed samples indicating dry density varying,from 79 to 113 pcf. The site soils were found to be generally dry throughout the depth of our borings. Moisture contents varying from 0.5 to 15.0 percent were: determined for the samplles obtained within our borings. i Laboratory classification, testing indicates that the near surface soils consist primarily of fine grafi Ined . windblown sands, silty sands and sandy silts. Expansion testing indicates that the surface soils are non - expansive and fall within the "very low" expansion category in accordance with .the Uniform Building Code classification system. Consolidation testing indicates that the artificial fills and native soils . underlying the sites may be susceptible to potentially damaging settlements due to hydroconsolida on and compression. The artificial fills appear to be very loose and susceptible to large hydroconsolida 'on settlements: Groundwater was not encountered in our -borings and groundwater is expected to be in excess of 80 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 that the ,proposed commercial 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 presence of uncertified artificial fill soils and the generally loose condition of the near surface native soils, remedial grading includingoverexcavation and recompaction is recommended for the proposed building areas. We recommend that remedial gradin-, within the proposed building areas include overexcavation and recompaction of artificial fill soils and the foundation bearing soils. Specific recommendations for site preparation are presented in the site grading section of this report. The extent of artificial fill removaland overexcavation should be eonsidereq..-in building location determination. Groundwater was not encountered vA, hill our borings and groundwater is expected to be in'excess of 00 feet below the existing ground surfa>~.p, Due to the depth to groundwater, specific liquefaction anal ses were not performed. Based upon the depth to groundwater, the potential for liquefaction and the related surtieial affects of liquefaction impacting the site are considered negligible. The site is located within an activii seismic area of Southern California within approximately 8.5 kilometers of the San Andreas fault, 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 settirig of the site. As a minimum, structure design should conform to Uniform Building Code (CJIBC} requirements for Seismic Zone 4. Pertinent seismic dasign criteria as outlined in the 1997 UBC, is summarized in appendix C. Slodden Englneering 07/11/2006 16:25 October 139 1999 7603605591 -3- ORR BUILDERS PAGE 09/46 nrojeci No. 5 44-91 10 99-10-167 Caving did occur within each of our exploratory borings and the surface soils will be susceptible caving within deeper excavations. All excavations should be constructed in accordancc with the norm CalOSHA excavation criteria. On the basis of our observations of the materials encountered, anticipate that the subsoils will conform to those described by Ca1OSHA as Type C. Soil conditio should be verified in the field by a "Competent person" employed.by the Contractor, The surface soils encountered during our investigation were found to be non -expansive. b,aboratc testing indicated an Expansion Index of 0, which corresponds with the "very low" category in aecordar with UBC Standard 18-2. If imported soils are to -be used during grading, they should have an Expansi Index of less than 20. The following recommendations present more detailed design criteria, which have been developed on tJte 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 recontpae�Ied soils, may be expected to provide satisfactory support for the proposed structures. Recompactilon should be performed as described in the Site Grading Section of this report. 1~ootings should extend at least 12 inches beneath. lowest .adjacent grade for single st'ry structures. Isolated square or rectangular footings at least 2 -feet square may be designed usingyan allowable bearing value of 2000 pounds per square foot. Continuous footings at least 12 incl) es wide may be designed using an allowable bearing value of 1800 pounds per square foot_ Allowable increases of 200 psf for each additional 1 -foot of width aIR 200 psf for each additional 6 -inches of depth may be utilized for larger footings. The maximum allowable bearing pressure [sl►o`uldAbe 30_00^psf.—Ther allowable bearing pressures are.for dead an.d frequently applied live loads a.nd-may he increased by 1/3 to resist wind, seismic or other transient loading. Because of the hydroconsolidation potential of the soils underlying the site, care should be taen to see that bearing soils are not allowed to become saturated from the.pondino of rain wate 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 engineered fill soils. All grading steal be performed tinder 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 estimdted ultimate settlements are calculated to be a maximum of ' 1 -inch when using the reeomme ided bearing values, As a practical matter. differential settlements between footings can be assume as one-half of the total settlement. Lateral Design. Resistance to lateral loads can be provided by 1'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 send concrete may be used with dead load forces only. �A passive earth pressure of 275 pounds per square foot, per foot of depth, may be used forthcsidzs offoofinns, �wliich are poure against properly compacted native soils. Slodden 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 10/46 October 13, 1999 4- Project No, 544-91'70 99-10-167 Passive earth pressure should be ignored within the upper 1 -foot except Where confined (such as beneath a floor slab). When used in combination, either the passive resistance or the coeffici nl of friction should be reduced by one-third. I Retaining Walls: Retaining walls may be required to accomplish the proposed construction. Cantilever retaining walls may be designed using "active" pressures.' Active pressures n,ay Ibe estimated using an equivalent fluid weight of 35 pef for native backfill soils with level free - draining backfill conditions. For walls that -are restrained, "at rest' pressures Should be utilized in design. At test pressures maybe estimated using an equivalent fluid weight of 55 pcf for native backfill soils with level free -draining backfill conditions. l 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 -grade 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, 1we recommend the use of an appropriate vapor barrier. Vapor barriers should be protected by at_least two inches of sand in order to reduce the possibility of damage and to aid in obtaining unifgrm concrete curing. Reinforcement of slabs -on -grade in order to resist expansive soil pressures may not be requ however, reinforcement will have a beneficial effect. in containing cracking due to cone shrinkage. Temperature and shrinkage related cracking should be anticipated in all cone slabs -on -grade. Slab reinforcement and the spacing of control joints should be determined by Structural Engineer_ Soluble Sulfates: The soluble sulfate concentrations of the surface soils were detennined td be approximately 555 parts per million (ppm), Soluble sulfate concentration will likely change as a result of the recommended site Grading. Soluble sulfate content should be determined after grading and appropriate concrete mix designs should be selected in accordance with U13C Table 19-A-3. — Tentative Pavement Design- All paving should be underlain by a minimum compacted till thickness of 12 inches (excluding aggregate base). This may be pErfotmed as described in the Site Grading Section of this report. Although R -Value testing was not conducted during our investigation, based upon the surface soil conditionsencountered an R -Value in excess of 5�3 is expected. On this basis, a niminium pavement section of 3.0 inches of asphaif on 4.0 inches of base material should be applicable for the design of the majority of the onsite pavement but the design of primary drive lanes and roadways should be established based upon anticipated triffic conditions. The appropriate pavement sections for off site improvemcnts will be dependent Moon traffic. indices determined by the City of La Quinta, California. Aggregate base should conform to the requirements for Class 2-A0 gregate base in Section 26I of CalTrans Standard Specifications, .lanuary 1992. Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications. The recommended scctiotls should be provided with a uniformly compacted subgrade and precise control of thickness and elevations dt no placement. Slodden Englneering 07/11/2006 16:25 7603605591. ORR BUILDERS PAGE 11/46 October 13, 1999 -5- Project No. 544-91 99-10-1 Pavement and slab designs arc tentative and should be confirmed at the completion of s grading when the subgrade soils are in-place. This will include sampling and testing of the acts subgrade soils and an analysis based upon the specific traffic information Shrinkagc and Subsidence: Volumetric •shrinkage of the material, which is excavated replaced as controlled -compacted fill should be anticipated. We estimate that this shrink,, could vary from 15 to 25 percent.. Subsidence of the surfaces which are scarified and con-,pac should be between 0.1 and 0.3 tenths of a foot. This Wili vary depending upon the type equipment used, the moisture content of the soil at the time of grading and the actual degree compaction attained. These values for shrinkage and subsidence are exclusive of losses, which will occur due to stripping of the organic material from the site, the removal of deleterious materials and removal of debris, and other subsurface obstructions. General Site (trading: All grading should be perforated in accordance with the grading ordinance of the City of La Quinta, California. 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 be very important. All surfaces to receive compacted fill should be cleared of rbj vegetation, debris, and other unsuitable materials which should be removed from the s Soils that are disturbed due to. the removal of the surface vegetation, previa improvements or artificial fill material should be replaced as controlled compacted under the direction of the Soils Engineer. 2. Preparation of Building Areas: Within the building areas, removal and recompaetion of all artificial fill soils and the primary foundation bearing soils is recommended. As a minimum, removals within the building areas should extend t a depth of at I -east 3 feet below existing grade or 3 feet below the bottom of the footin s, whichever is deeper. Additional removals in excess of 10 feet in depth may be required to accomplish adequate artificial fill removal within the buildings adjacent to the Whitewater River channel. The exposed surface should be scarified, moisture conditioned and compacted so that a minimum of 90% relative compaction is attained. Once deleterious materials are; removed, the native soils and artificial fill materials may be placed as controlled compacted fill. Overexcavation, should, be observed by a representative of Sladden Engineerino and compaction should be verified by testing. Overexcavation should extend at least 5 feet laterally beyond the footings. 3. Preparation of Surfaces to Receive Compacted Fill: . Other areas to rete e compacted fill should be brought to near optimum moisture content and compacted t a minimum of 90% relative compaction. 4. Placement of Compacted Till: Fill inaterials consisting of on-site soils or approved imported granular soils, should be spread in thin lifts, and compacted at near optilljIL111 moisture content to a minimum of 90% relative compaction. Imported material shall have an Expansion Index not exceeding 20. The contractor shall notify the S ifs Engineer at least 4F hours in advance of importing soils in order to provide sufficient C.time for the evaluation 0l'. -proposed import materials. Sladde3n 07/11/2006 16:25 October 13, 1999 7603605591 -6- ORR BUILDERS PAGE 12/46 r— Project No. 514-91 99-10-1 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 upl n material delivered to the site and not the preliminaryevaluation 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 Ito be quite dry. A more uniform moisture content should be attained during recompaction and fill. placement. S. Preparation of Slab and Pavement Areas: All surfaces to receive asphalt concr6te pavement or concrete slatis-on-grade, should be underlain by a minimum compacted pll 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 Af 90 percent re tat ive,compaction. 6. 'Testing and Inspection: During grading tests and observations should be performed by the Soils Engineer or his representative in order to verify that the grading is bei � q performed in accordance with the project specifications. Field density testing shall �e performed in accordance with acceptable ASTM test methods. The minimum accepta0e . degree of compaction should be 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 tie proposed building area. 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 Troll Woodpark Development, and its consultants f the specific site and project described here -in. The use of this report by other parties or for other projec is not authorized. The recommendations of this report are contingent upon monitoring of the gradin operations by a representative of Sladden Engineering. All recommendations are considered to, 1 tentative pending our review of the grading operations and additional testing, if indicated. If others a employed to perform any soil testing, this office should be notified prior to such testing in order coordinate any required site visits by our representative and to assure indemnification of Sladd� Engineering. Our investigation was conducted prior Co 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 presented in this report as they apply to the actual grading performed. Slodden Englrieering 07/11/2006 16:25 7603605591 ORR BUILDERS I i APPENDIX.A Site Plan Borings sobs Siodden PAGE 13/46 07/11/2006 16:25 7603605591 ORR BUILDERS APPENDLX A FIELD EXPLORATION PAGE 14146 h For our field investigation, 15 exploratory borings were excavated on September 28, 1999, using a trufk mounted hollow stein auger rig (Mobile B53) in the approxi nate, locations indicated on the site plan included in this appendix. Continuous logs of the materials encountered were made on the site by a representative of Sladden Engineering, Boring logs are included in this appendix. Representative undisturbed samples were obtained within our borings by driving a thin-walled steel penetration sampler (California split spoon sampler) or a Stand ird Penetration Test (SPT) sampler witli a 140 pound hammer dropping approximately 30 inches (ASTM 1586). The number of blows required to drive the samplers 18 inches was recorded (generally in 6 inch increments) Bl.oweounts are indicated on the boring logs. The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters f 2.5 inches. The standard penetration samplers are 2.0 inches n diameter with an inner diameter of 1.5. inches.. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and testing. Sampls were Then transported to our laboratory for further observations' rid testing, Slodden Engirisering 07/11/2006 16:25 7603605591 J ORR BUILDERS AMS .STREET V) PAGE 15/46 �E7 DUNE P M ROAD F ��._ Boring Location -Map lI� FLa Quints Corporate Center Approximate Boring Locations La Quinta, California Sladclen Ex)Lg neerrig DATIZ - 10.1&99 JOB NO.: 544-9170 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 16/46 ILa Quinta Corporate Center ! ]La Quinta, California Date: 9-28-99 Boring No.1 Job No.; 544L9170 DESCRIPTION �' ✓, A o -4 a REMARKS P4 0 - Sandy Silt: Light brown ML - 23/32/50 89 2.2 74 6 13/15/20 Silty Sand: Grey brown, SM Sample fell. out - fine grained --- --- •-- x0 13/26/37 Clayey Silt: Brown 84 3.6 15 12/14/22 Silty Sand: Grey brown, SM ,-, 1.0 -•- fine grained 20 _ 15/20/24 r 1.0 25 18/18/29 89 0.5 84 30 17/30/34 Clayey Silt: Brown ML 93 2.0 -•- 3 i 14/17/20 Silty Sand: Grey brown, SM 93 1.0 88 - r fine grained . _ 40 27/32/42 i 106 1.5 - 45 17120/27 i Silty Sand: Brown, SM I07 4.2 ' fine to medium grained. �0 18/30/45 Clayey Silt: Brown PVIL 95 O:S --- Total Depth = 51.5, ® Recovered Sample Note: The stratification linea No Bedrock �r represent the approximate No Groundwater I boundaries between the Boil typee; . the transitions may be gradual. 07/11/2006 16:25 7603605591 ORR.BUILDERS PAGE 17/46 La Quin to Corporate Center / La Quinta, California Date: 9-28-99 goring No. 2 Job No.: 5449170 ,[ o DESCRIP'T'I®N q REMARKS 121 Q ' rr>1 U 0 Sandy Silt; Light brown ML b/3/5 91 1.0 76 J 4/4/7 Silty Sand: Grey brown, SM --- 2.0 __ Sample disturbed. - fine arained 10 Sample fell out 10/10/17 �� - --- 1G . ' 15/18/30 Sandy Silt: Light brown ML 92 1.0 77 20 Silty Sand: Brown, SM _ 12/18/2 fine to medium grained I13 0.5 ? - Recovered Sample Total bepth = 26.6' y No Bedrock ='6 rVI JL i Standard Penetration No Gabundwater Sample. 30 35 40 a5 r i 50 ' r Note: The stratification linea represent the appreaamatc; boundaries between the soil types; i the transitionsay be gradual. m SM 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 18/46 La. Q uinta Corpoxai:e Centel r / La Quinta, C-Aifornia Aute: 9-28-99 Boring No. 3 Job No.: 544.9170 ^o a DESCRIPTION Q 0 RE M 7 z �� i Q Pq. to 0 _ 12/12'/12 Silty Sand: Grey brown, tine grained SM 101 1:5 95 6 3/2/3 88 1.5 88 10 - 20 2 6 • so 3/4/4 10/10/16 141.19/19 13/13/19 10/16/25 Sandy Silt; Light brown I ML 86 --- 1,5 1.5 72 ••• 1 Clayey Silt; Brown l .. L ML ...T ... 3.6 3.1 --- --26 - Silty Sand: Grey brown, fine grained SM --- O.a .•. Total Depth = 31.5' - ® Recovered Sample No Bedrock 35 40 _ I I Men Standard Penetration Sample No Groundwater t 45 - I i Note: The stratification lines 55 represent the approximate boundaries between the evil types; the transitions may be gradual, 07/11/2006 16:25 7603605591 ORR BUILDERS 19/46 La Quanta Corporate Center I La Quinta, California Date:. 9-28-99 Boring No. 4 Job Na.: 544-9I70`�� DESCRIPTION 0; q REMARKS 0 - Sandy Silt: Light brown hn- _ Fill upper 5' 5 4/4/8 87 1.5 73 10 Silty Sand: Grcy brown, SM 97 3:6 92 . 12/20/27 fine grained 15 9111113 Spy Silt: Light brown ML ... 6.4 -- 20 15/15/19 Clayey Silt: Brown i MX, --- 7.5 --- 25 12/17/26 r --- 15.0 ... 30 10/10/22 Silty Sand: Grey brown, fine grained SM ••- 2 5 - Total Depth = 31.5' Rceovereol Sample No Bedrock - No Groundwater 35 ®Standard Penetration - Sample 40 43 • r • 50 I Note: The stratification lues S represent the ate 55 boundaries between ho soil t ey; r the transitions may bc- gradual. 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 20/46 I La Q Minta Corporate Center 1 La Qu.inta, CaR ornia Date: 9-28-99 ]Boring No. 5 Job No.- 544191701 o DESCRIPTION � � o y 11 � � REMARKS q U o 0 _ Sandy Silt: Light brown ML 1- 76 2.0 63 :10 Silty Sand; Grcy brown, Sly 99 1.0 93 12/16/26 lino grained 1j 20/36/36 Silty Sand: Brown, "JIM 79 7.0 - fine to medium grained 20 27/34/42 82 9.3 1.0 Sandy Silt: Light brown ML 96 1.0 S0. 25 23/27/34 80 28/60 Sand: Brown, fine grained S1P 97 0.5 --- 35 15/I8/23 Silry•Sand; Grey brown, SISI 98 1.0 92 - fine grained 40 15/28/42 Silty Sand; Brown, SM 109 1.0 --- - fent to medium -rained aJ - 88/'12/50 " 110 1.0 i 60 14/28/50 " 107 12.4 ... - — l Depth;:e 51.5' tXteadrot1c - Racovered Sample Note; The stratiiication lines Standard Penetration reprebent the approximate boundaries between the soil types; i No Groundwaterss Sample the transitions may be gradual. 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 21/46 La Quinta Corporate Center / La Quinta, California Date: '9-26-99 Borixx- No. 6 Job No.: 54-9170 o ]DESCRIPTION REMARKS 04-N c 4z S a 1Z 'cn 0 Silty Sand: Grey brown, SNi • fine grained 15/32/50 92 0.5 87 10 14/22/25II If 95 1.0 90 Xs 20/35/40 It 87 0.5 82 20 _ 15/23/26 Sandy Sill: Light brown NAL -- 4.7 _-_ 25 - 12/17/25 Clayey Sill: Brown 1bYL --- 5.8 --• so30135/40 Silty Sand: Grey brown, SNA . fine grained n 0.5 .- Recovered Sample Total Depth - 31.5' No Bedrock - 35 � Standard Penetration No Groundwater Sample 40 45 50 Note; The stratification line repr0S0Zkt the appr0XiX3�&te boundaries between the soil t�es; I the tr=itioxw may be gradu 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 22/46 La Qu inta Corporate Center t La Quintap California Date: 9-28.99 BoringNo..7 Job No., 544-9170 DESCRIPTION Ea q o REMARKS 0 o Sand: Brown, Sine gained Sp f s 9/15/28 II I •-• 0.9 , io I.I .I ... 1.0 ..16/24/30 Interbedded silt layers 15 0.9 I - Total Depth = 21.5' • ® Disturbed Samplr No Bedrock No Groundwater 20 I - 25. y so _ I I I � i R� - i I 4o 4 i 50 \ - Note: The stratifioat,4.on lino - represent the approximate boundaries between the soil t"Q)S: i the transitions may be gradual. 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 23/46 _ Date: 0 - ro 9-29-99 o 11/121X? 13/17/22 La, Quinta Corporate DESCRIPTION Sandy Sift: Light brown i III Center Poring � ra MEL '� / La No. 8 y A J¢ 87 Quinta, a) � a 9.9 California d 0 � � e C 7 73 Job No.: 544-P170� 1 REMARKS I Silty Sand: Grey brown, SM 89 1.0 84 " fine grained 16 14/17/20 86 1.0 81 - Total Depth = 21.5' - Recovered Sample No Bedrock . ` No Groundwater 20 26 80 _ 35 I I 40 �J I 80 I 1 Note: The stratification linos represent the approximate 5,5 boundaries between the soil types; the transitions may be gradual., 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 24/46 La Quinta Corporate' Ce�oter / La Qluinta, California --_---- Date: 9-29-99 ^--- --� Borin- No. 9 Job No-: 5449170 - - y I DESCRIPTION q 00 REMARKS Pa - 0 Silty Sand: Grey brown, SM fine grained ; I Interbedded silt layers upper 7' 5 8/10/14 92 5.3 $ 7 10 19/37/43 SM 104 0.5 Silty Sand: Brawn' ^ fine to medium grained l.B20f30/44I Silty Sand: Grey brown, SM 102 0.5 I -- Trace coarse grained sand - i fine grained 20 j 17/28/34 t i 94. 0.5 89 Total Depth = 26.5' 1 Recovered Sample i No Bedrock' No Groundwater 2s - so - J i i 40 45 - 50 I I i 1 I Note: The stratification lines represent the approximate 55 I en types: I I I ydual. he transitionsma be mil. 07/11/2006 16:25 7603605591 ORR BUILDERS La Quintaa-Corporate Center / La Qulinta, -California PAGE 25/46 ►ate: 9-29-99 Boring No. 10 Job No.: 544-9170 r Or a DESCRIPTION' � A � � � REMARKS 09 0 Sandy Silt: Light brown Iii J S/12/26 - I ' 10 12116/19 Sand: Brown, fine graiucd Silty Sand: Brown, r5 15/26/42 Fine to medium grained ® Recovered Sample 20 _ I 25 80 35 40 45 50 55 11 11 94 1 1.5 1 76 SP 11 97 1 0.7 1 --- SM 0.b --- Sample disturbed Total Depth = 21.6' No Bedrock No Groundwater Note: The stratification linea represent the approximate boundaries between the soil types; the transitions may be o adual. 07/11/2006 16:25 7603605591 ORR BUILDERS La Quinta Corporate Center /Yea Quinta, California PAGE 26/46 :ate_ 9-29-99 9/16/21 Silty Sand: Grey brown. to' ring No. 11 Job No.: 544-9170 fine grained 15 13/24%42 " 20 18/31/50 " - Recovered Sample 25 a� 30 DE S CRIPTI ON q S REMARKS ,,� 40 AW 74 45 o 50 �D ;� U 0 Sand• Brown fine grained SP 10 9/16/21 Silty Sand: Grey brown. fine grained 15 13/24%42 " 20 18/31/50 " - Recovered Sample 25 30 33 40 45 50 f I 99 I 1.0 I - Siva 11 93 1 7.0 1 88 '. 11 99 1 1.0 1 93 100 •2.0 94 TQW Depth != 26 No Bedrock No Groundwater Note: The stratification liners represent the approximate boundadies between the soil types; the traneitio= may be gradual. 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 27146 La Quinta Corporate Center / La Quinta, California ate: 9-29-99 Boring No. 12 Job No.: 544-9170 DESCRIPTION. , REMARKS -.z r� U f� v� ��IR.1 R, I" Silty Sand: Grey brown, SM fine grainci 9/10/13 " " 89 0.5 84 10 11/14/23 97 0"5 92 15 21/25/30 96 .0.5 91 - Sandy Silt: Light brown ML 20 12/16/32 89 1.0 74 Total Depth = 26.5' ® Recovered Sample No Bedrock No Groundwater 25 30 Sv 40 45 Note; The stratification linos 55 represent the approximate boundaries between the soil t, es; the.trawitions may be gradual. 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 28/46 La Quanta Corporate Center / La Quinta, California ate: 9-29-99 Boring No. 18 Job No.: 544.9170 4-5 m' DESCRIPTIONA a'+ h m o � .e REMARKS o ~s .44 o z Pa I o e Silty Sand: Grey brown, fine grained 7/9/12 " 92 1.0 87 8/9/12 97 1.0 92 7117!20 h b Sany t; gt rown Silt; d Li ML 88 0.5 - 73 Total Depth = 26.5' ® Recovered Sample No Bedrock I I I No Groundwater I Note: The strsti$cation Linea represent the approximate boundaries between the soil types; I the transitioiw. may be gradual, 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 29/46 fine grainctl 10 , I 15 5/7/9 _. 1.0 - - _ _ I zo 4/519 ... 1.5 25 6/7/10 .. ... 1.0 Total Depth = 26.5' S#indard Penetration No Bedrock Sample No Groundwater . 30 i 35 40 _ I da I G0 I Note: The 6; razification lines UrUret'nt t1ke approximate, between the soil types; the transitions may be gradual. Quilnta Corporate Center / La Qub ita, California _T ( -ate: 9-29-99 Boring No. 14 Job No.: 544-9170 o DESCRIPTION � q � z 0 REMARKS 0 Silty Send: Grey brown,. SM fine grainctl 10 , I 15 5/7/9 _. 1.0 - - _ _ I zo 4/519 ... 1.5 25 6/7/10 .. ... 1.0 Total Depth = 26.5' S#indard Penetration No Bedrock Sample No Groundwater . 30 i 35 40 _ I da I G0 I Note: The 6; razification lines UrUret'nt t1ke approximate, between the soil types; the transitions may be gradual. 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 30/46 07/11/2006 16:25 7603605591 ORR BUILDERS APPENDIX B Laboratory Testing Laboratory Test Results PAGE 31/46 07/11/2006 16:25 7603605591 ORR BUILDERS AJPPEN7DEK B LABORATORY TESTING PAGE 32/46 Representative. bulls and relatively undisturbed .soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in. two phases. The first phase consisted of testing in order to determine the compaction- of the existing natural soil and the genera..] engineering classifications of the soils underlying 'the site. This testing was performed in order to estimate the engineering. characteristics of the soil at�d toe serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil meehanies testing. This testing including consolidation, shear strength and expansion testing was performed in order'to provide a means of developing specific design recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TF STING Unit Weight and Moisture Content Determinations.- )rash 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-Optunum Moisture Determinations: Representative soil types were selected for maximurn density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method A. The results of this testing are presented gaphically 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 consists of mechanical grain size analyses and Aiterberg 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 characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. SOIL MECHANIC'S TESTING Direct Shear Testing: Two bulk samples were selected for Direct Shear Testing. This testing treasures the shear strength of the soil under various normal pressures and is used in developer; parameters for- foundation orfoundation 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: These bulls samples were selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 18-22. This testing consists of 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 144 pounds -per square foot and allowed to reach equilibrium. At tliat point the specimens are inundated with distilled water. The linear expansion is then. measured until complete. Consolidation Testing: Eight relatively undisturbed samples were selected for consolidation testing, for this testing one -inch thick test specimens are subjected to vertical loads varying from 575 psf to 11520 psf applied prooressivcly. Tho consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens were saturated at the 575 psf or 720 psf load increment. Sudden Enpineeting axano aUf1ISION TufjNjJ cjo-X LjSX9(j JAIfIFliIIMW MT i OUT 19-0@I IHDIZA1 ZIN INIXVW x i OS 0 UO V QOHS 9:K `I6-L99T-Q WLLS`d' N0Il0K W0D A0 QOHJ aN (%) luequo0 aanasiow E't 9'VI FT 9'IT Tl' S'OI OI 9'6 qoP 9TT 09T TZT 9b/EE 39dd Sd3G-lins ddo T69909609L 5Z:9Z 9002/TT/L0 i yi f 3 i s z ' � I f !i i qoP 9TT 09T TZT 9b/EE 39dd Sd3G-lins ddo T69909609L 5Z:9Z 9002/TT/L0 aAnD 9MUSION WfIWI Lao -.&IISXH(I IAIf1KI CVX L'IF 901 ZNHIN O gualslow PUM11TO ,LH,)IaM .LIN WIX 'Jl�II B 0 HO V C[OHsaW`T6-L99T-a W I.SV N(OIJIDV KOO 3o QOIUHN (oj,) �ua�aop axn�.sxoyQ £T S'ZL ZT Cal' ii �'OT OY 901 s 1 COT i�OT, u a E S • 901 LOT 0L,16-019 'oN q°P 9b/VE 3Jdd Sd3G-lina X6o T69909609L 9Z:9T 900Z/TT/L0 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 35/46 07/11/2006 16:25 7603605591 ORR BUILDERS Congolidation DiaZram PAGE 36/46 M ta Cozporate Centex ning 3 @ 10' EN ]ENGINEERING 9 1 Job No.: 544-9170 Pressure in KIPS per Square Foot 0.000 0.720 2.800 11.520 0.0 - —_ - _ "—F T V-gwrexo ;02 __ .04— _— - - — - - - - - - — - — — _ — _ _ — + 03 __ .10 .12 =F - _==_=_-= -18 _m 7. m - — .22 - — _ - _ _ _ - _ — _ — L- - .24— .26 Congolidation DiaZram PAGE 36/46 M ta Cozporate Centex ning 3 @ 10' EN ]ENGINEERING 9 1 Job No.: 544-9170 l 07/11/2006 16:25 7603605591 ORR BUILDERS Consolidation Diagram PAGE 37/46 La Quinta Corporate Center, Boring 4 @ 5' mm)DEN ENGINEERINGY Late; 10118199 lJob No.: 544-9170 Pressure in XCPS per Square Foot 0.000 _575 2.300 9.200 0.0 .01_-=_-�___ 4_ __ _ C �- — _ 04 co o .05— _ _ 06 —_ _ cd o .07— .08 _ —� - - -_ t - — - _ -09 0.1 - - —_ - _— Consolidation Diagram PAGE 37/46 La Quinta Corporate Center, Boring 4 @ 5' mm)DEN ENGINEERINGY Late; 10118199 lJob No.: 544-9170 07/11/2006 16:25 7603605591 ORR BUILDERS Consoh(lation Di&.°am PAGE 38/46 I La Quinta Corporate' Center 1 Boring 4 @ 10' I SLADDEN 1 10/18/99 lJob No.; 544.9170 Pressure in KIPS per Square Foot 0.000 .575 2.300 9.200 — _ 5E 0.0 _—_ -- 01 = -� - —Eifer�bid --- f -ate=--= - — - - --_ - .02 03 _7. .05 = .07 .08- __= =7 =7_=_-=-=_ __E ==_= -09 — — - 7. 0.1 - — - - - x =_ _ _ _ —_ _ =-c = .12— .13— r Consoh(lation Di&.°am PAGE 38/46 I La Quinta Corporate' Center 1 Boring 4 @ 10' I SLADDEN 1 10/18/99 lJob No.; 544.9170 07/11/2006 16:25 - 7603605591 ORR BUILDERS PAGE 39/46 07/11/2006 16:25 7603605591 . ORR BUILDERS PAGE 40/46 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 41/46 Congolidation Diaerazn_ I La Quinta Corporate Center I Boring 5 @ 20' I SLAADEN ENGINEERENG I ate: 10/18/99 1Job No.: 544-9170 Pressure in HIPS per Square Foot 0-000 0.720 2-880 11.520 0.0 .01 - -- 03 _ _ .04 .05- a. 06 - - c .07 _— - _— _— _ _ —_ - - — .09 0.1 = - - —_ - 12—=—=---�-_ .13 .14 .15 Congolidation Diaerazn_ I La Quinta Corporate Center I Boring 5 @ 20' I SLAADEN ENGINEERENG I ate: 10/18/99 1Job No.: 544-9170 07/11/2006 16:25 \I 7603605591 ORR BUILDERS Consolidation l' meram PAGE 42/46 La Quinta Corporate Centex Boring 6 Q 5' SLAADEN ENGINEERING ate: 10/18/99 Job No.- 544-9170 Pressure in HIPS per Square Foot 0.000. .575 2.300 9.200' —EY%�Add� _ _ � - — _ =7- 03=::Im_=_- — 4- 04 .05 - — - - - — - - — - - — - - — - 06 - - — - - 0 07 - - — - o - _ OS----___ .09 — — _ - — _- — _ _ - -_ — - -_ - 0.1 _ — - - - * - - _ - — r - — - -_ - - `_ - 11 .12 - r - _ Consolidation l' meram PAGE 42/46 La Quinta Corporate Centex Boring 6 Q 5' SLAADEN ENGINEERING ate: 10/18/99 Job No.- 544-9170 07/11/2006 16:25 7603605591 ORR BUILDERS PAGE 43/46 ANAHEIM TEST LABORATORY 3008 S. ORANGE AVENUE SANTA ANA, CALIFORNIA, 92707 PHONE (714) 549-7267 'o; SLADDEN ENGINEERING: 6782 STANTON AVE. -SUITE E DATE: 10-1-99 BUENA PARK, CA. 90621. i P.O. No. VERBAL Shipper No. ATTN : BRETT ANDERSON lab. No. B 5 3 4 6 Speclflcatlon: Material: SOIL PROJECT: # 544-9170 H-1 @ 0-5' :ORM #2 ANALYTICAL REPORT SOLUBLE SULFATES per CA_ 417 173 ppm 07/11/2006 16:25 7603605591 ORR BUILDERS ,ANAHEIM TEST LABORATORY 3008 S. ORANGE AVENUE SANTA ANA, CALIFORNIA 92707 PHONE (714) 549-7267 TO: SL' ADDEN BNGINEBRING': 6782 STANTON-AVE. SUITE E 10-5-99 BUENA PARK, CA-90621DAh: P.O. No, VERBAL ATTN : BRETT ANDERSON SnIpper No. Lob, No. B 5 3 6 0 Speciticotion: Material: SOIL PROJECT:# 522-9170 LA QUINTA CORP. CENTER H-13 @ 0-5' .ANALYTICAL REPORT SOLUBLE SULFATES per CA. 417 555 ppm FORM #2 PAGE 44/46 07/11/2006 16:25 7603605591 0 l ORR BUILDERS AFTENDIX C 1997.UBC Seismic Design Criteria t e . PAGE 45/46 Siodden Engineering 07/11/2006 16:25 7603605591 ORR BUILDERS 1997 YJNIFORM BUILDING CODE SEISMIC DESIGN INFORMATION Recently the International Conference of Building Officials. issued the 1997 Uniform Building Code containing substantial revisions and'. additions to the earthquake engineering section in Chapter 16. New concepts contained, in the updated code that will likely be relevant to construction of the proposed structures are sunuxiarized below. Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes_ Major fault zones considered to be most likely to create strong ground shaping at the site are listed below. PAGE .46/46 Based on our field observations. and understanding of local geologic conditions, the soil profile type judged applicable to this site is So, generally described as stiff or dense soil. The site is located within UBC'Seisinic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. Approximate Distance Fault.Type Fault Zone From Site 1997 UBC San Andreas 8.5 km A. San Jacinto 32 kin I A Based on our field observations. and understanding of local geologic conditions, the soil profile type judged applicable to this site is So, generally described as stiff or dense soil. The site is located within UBC'Seisinic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. L. C Sladden Engineering Near -Source Near -Source Seismic Seismic Seismic Accelerations Velocity Coefficient Coefficient Source- Factor Na Factor,-Nv Ca CV San Andreas 1.1 1.3 0.44 Na 0.64 NV San Jacinto 1.0 1.0 0.44 Na 0.64 Nv L. C Sladden Engineering F Sladden Engineering 6762 Stanton Ave., Suite A, Buena Park, CA (714) 523-4952 Fax (714) 523-1369 39.725 Ga(and 4n., Sulte G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 October 06, 2004 Project No. 544-4626 04-10-712 Santamaria Design Associates 75-153 Merle Drive, Suite B Palm Desert, California 92211 Attn: Mir, Tony Ariza Projcct: 79-440 Corporate Way Parcels 3, 4, and 5 — La Quinta Corporate Centre La Quinta, California Subject: Geotechnical Update Reference: Geotechnical Investigation prepared by Sladden ingincering dated October 13, 1999, Project No. 522-1043, Report No. 04,10-712. As requested, we have reviewed the referenced Geotedmical Investigation report as it relates to the design and construction of the proposed new office complex. In addition, we have visited the project site to observe the present conditions. The eubject lots are located within the La Quinta Corporate Center in the City of La Quinta. California. The .referenced Geotechnical Investigation report includeo recommendations for site grading and the design and construction of development commercial structure foundations. Based upon our review of the referenced report and our recent site observations, it is our opinion that the recommendations included in the referenced Geotechnical Investigation remain applicable. Footings should extend at least 12 inches beneath lowest adjacent grade for single story structures. faolnu-d square or rectangular footings at least 2•fect square may be designed using an allowable bearing value of 2000 pounds per square foot. Contintlous footings nt. leant 12 inches+ wide may be deeignod using an allowable bearing value of 1900 pounds per square foot. Allowable increases of 200 pnf for each additional 1. -foot of width and 200 pef for each additional 6 -inch" of depth may be utilized for larger footings. The maximum alluwable bearing pre8oure should be 3000 p6f. The allowable bearing pressures are for dead and frequently applied live loads and may be increased by 113 to resist wind, seismic or other transient loading. The recommendations made in the preceding pnrngrnph are bitaed on the assumption that all footince will be supported by properly compacted soils. Prior to the placement of the reinforcing steel and concrete, we recommend that the footing excavations be inspected in order to verify that they extend into the firm compacted soils and are free of looue and disturbed suatvrials. i d Z51011d089 '0N/H.' 0l '1S%83:01 6002 . ` �� OJO /.14 DO (ANI) IPr Qln W-1WJ "'"flu -1A id^" y October 06, 2004 .2- Project No. 544-4626 04.10.712 Settlements may result from the anticipated foundation loads. Then estimated ultimate settlements are calculated to he u maximum of 1 inch when using the recommended hearing values. As a practical matter, differential settlements between footings can be assumed as one-half of the total settlement, These elastic settlements are expected to occur during construction. Resistance to lateral loads may be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the aides of the foundations. A coefficient of friction of 0.45 between soil and concrete may be used for dead. load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used along the sides of footings. which are poured against properly compacted native or approved import soils, PARFIve earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor Retaining walls may be required to accomplish the proposed construction. Cantilever retaining walls may be designed using "active" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pef for native backfill soils with level free -draining backfill conditions. For walls that are restrained, "at rest" pressures should be utilized in design. At rest pressured may be estimated using an equivalent fluid weight of 55 pef. Walls should be provided with adequate drainage. The remedial grading recommendations included in the referenced repurt rewain applicable. The remedial grading should include recompaction of the foundation bearing soils within the proposed building areas. The building pad areae should be cleared of any surface vegetation and root -Ayatems prior to grading. Building arena should be overexcavated to :a depth of at least 3 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper. The exposed surface should be compacted to a minimum of 90 percent relative compaction. The previously removed soils and any fill material may then be placed in thin lifts at near optimum moisture content and,aompacted to at least. 90 percent relative. compaction. Compaction should be verged by testing. It should be noted that the site is located within a seismically active area of Southern California and it is likely that the proposed structures will experience strong ground shaking as a reset of an earthquake event along one of the faults in the region during the expected life of the development. As a minimum, structures should be designed Weed upon Scismic Zone 4 design criteria included in the Uniform Building Code (UBC). The potential for liquefaction or other geologicteeiamic hazards occurring »tthe.site is considered to be negligible. We appreciate the opportunity to provide service to you on this project, if you have any questions regarding this letter or the referenced report please contact the undersigned. Respectfully submitted, SLAiDIDEN EN[id�NJ ERIN �o"i:ss(�, <, ir_ GMM 004 a �. ANOF�4� Brett L. And tic. G "mos a i5 W. q�yoa a Principal Engineer it SRR/lh Copies-. 4/Santamaria Sl/Adders Engineering Z d ZSZ0IIZ089 'ON/H'..0 i 'IS/ 8Z' 01 0.001 L'10001Y. 183530 w1dd N300VIS W08A October 06, 2004 -3- Project No. 644-4626 04-10-71.2 1997 UNIFORM BUILDING CODE INFORMATION The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in Chapter 16. Concepts contained in the code that will be relevant to construction of the proposed structures are summarized below. Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes. Major fault zones considered to be most likely to create strong ground shaking at the site are listed below. Fault Zone Approxinwate Distance From Site Fault Type g1997 UBC San Andremi 8.5 km A San Jacinto 32 km A Based on our field observations and understanding of local geologic conditions, the soil profile type judged :applicable to this site is So, generally described as stiff or dense soil. The site is located within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1091 code. Madden Engineering 8 d WZ Z 130(AHI) 183S30 Wldd N300d1S W083 Near -Source NeaRSource Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient, Source Factor N, Factor X. rill CV San Andreas 1.1 1.3 0.44 Na 0,64 N. San Jacinto 1 1..0 1 1.0 1 0.44 N. 1 0.64 N„ Madden Engineering 8 d WZ Z 130(AHI) 183S30 Wldd N300d1S W083