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13-1184 (BLCK)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 13-00001184 Property Address: 53485 HUMBOLDT BLVD APN: 767-700-017-3 -330762- Application description: WALL/FENCE Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 58165 Applicant: 01111"- Tiht 4 4 Q" Architect or Engineer: BUILDING & SAFETY DEPARTMENT BUILDING PERMIT LICENSED CONTRACTOR'S 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 Class: C8, C29 �censeNo.: 881611 Date: LUQ Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:' (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_ 1 I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPERIIIIT VOICE (760) 777-7012 4 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Owner: BERNT BODAL LIVING TRUST 53485 HUMBOLDT BLVD LA QUINTA, CA 92253 Contractor: CASTILLO, MATIAS P.O. BOX 5 COACHELLA, CA 92 (760)398-9227 LiC. No.: 881611 Date: 11/08/13 WORKER'S COMPENSATION$ - 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 -,!7 Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier NORGUARD Policy Number MAVC242848 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 -abor Cod , I shall forthwith co ply with those provisions. Dat��o i' Applicant:" � if WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($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. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this 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 application, the owner, .and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 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 information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this countytotoo enter upon the above-mentioned property for inspection purposes. _ Date ��/-ll Signature (Applicant or Agent):�� Application Number . . . . . 13-00001184 Permit . . WALL/FENCE PERMIT 2013 Additional desc . . Permit Fee . . . 104.39 Plan Check Fee .00 Issue Date. Valuation . . . . 58165 Expiration Date 5/07/14 Qty Unit Charge Per Extension 4.00 14.3000 EA MISC WALL, ADDL 50 LF 57.20 1.00 47.1900 LS MI RET WALL <=12', 1ST 100' 47.19 ---------------------------------------------------------------------------- Special Notes and Comments BLOCK WALLS- ENGINEERED, MULTIPLE LOCATIONS AND HEIGHTS PER APPROVED PLAN. 2010 CALIFORNIA BUILDING CODES. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 1.00 HOURLY PLAN CHECK 196.00 PLAN CHECK, WALLS 60.06 Fee summary Charged Paid Credited -----•---------------------------------------------------- Due - Permit Fee Total 104.39 .00 .00 104.39 Plan Check Total .00 .00 .00 .00 Other Fee Total 257.06 .00 .00 257.06 Grand Total 361.45 .00 .00 361.45 LQPERMIT Bin # (/ City of La Quinta Building 8i Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # (�L Project Address: 5 3-4 8 5_ .Humboldt blvd . lot 6 5 Owner's Name: B e r n t B o d a l A. P. Number: Address: Legal Description: City, ST, Zip: Contractor: M C a s t i l l o' s c o n c r e t e corp . Telephone: Address: p o. box 5 (3 o a c h e l l a, ca 92236 Project Description: R E T A I N I G WALLS: City, ST,ZilE.oachella, Ca. 92236 At driveway entrancg according Telephone: (7 6 0) 398 922 7: :::::5><«:>::;«::>:<:�><::>;�`:?>><�-=� details is on plan 1 .H p / . StateLic.#: 881611 City Lic.ff. 102395 details 6/ HP3 and 7/11P':3 Arch., Engr., Designer: J M A Architecture, i. n c . Address: po. box 778T 73-995 el paseo City.,ST,Zip: Palm Desert, Ca 92261 Telephone: ( 7 6 0) -346 615 5 ::»»?:<:::>::>::<:::?#;::::::::::: State Lic. #::>:i:•:.:E<E.::»;;;:>.;;>;...,>::,>::>?:s::> :::>::>»::: :r:;.<:>.>>;:•;>:;;:>.;z:>; Name of Contact Person: M a t i a s C a s t i 11 o Construction T e:M a s o n r Occupancy: YP Y P Y: Project type (circle one): Ney Add, n Alter Repair Demo Sq. Ft.: #Stories: #Units: Telephone #,of Contact Person: ( 7 6 0 ) 4 6 9 6 5 0 8 Estimated Value of Project: —9227 APPLICANT: DO NOT WRITE BELOW THIS LINE N Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted G Item Amount Structural Cates. Reviewed, ready for corrections Plan Check Deposit Truss Cates. Called Contact Person CfPlan Check Balance. S Title 24 Calcs. Plans picked up �g T lA,,C �� (� Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2°" Review, ready for correction issue S Electrical) Subcontactor List Called Contact Person Plumbi Qp reo Grant Deed Plans picked up S.M. /US H.O.A. Approval Plans resubmitted Grl4iing I f 1-6CatOej IN HOUSE:- '"' Review, ready for corrections/issue Dc eloper Impact Fee Planning Approval Called Contact Person A.I. R W 6, IW Pub. Wks. Appr Date of permit issue School Fees Total ermit es ja 16, �� // `7 V '; (%7!// SEP 19 2013 CITY Of= . - LA UIN DEVELOPMENT -- - - EsGil Corporation In Tartnerskip with Government for Building Safety DATE: 10/29/2013PPLI T JURIS. JURISDICTION: City of La Quinta REVIEWER ❑ FILE PLAN CHECK NO.: 13-1184 SET: II PROJECT ADDRESS: 53-485 Humboldt PROJECT NAME: Retaining Walls for Bodal Residence ® The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ❑ The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. ❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ❑ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: ® EsGil Corporation staff did not advise the applicant that the plan check has been completed. ❑ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Mail Telephone Fax In Person Z REMARKS: structural review only By: David Yao EsGil Corporation ❑GA El EJ ❑MB F-1 PC Email: Fax #: Enclosures: 10/23 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • t S r' GEOTECHNICAL INVESTIGATION PROPOSED MADISON CLUB GOLF CLUB AND RESIDENTIAL DEVELOPMENT NEC AVENUE 54 AND MADISON STREET LA QUINTA, CALIFORNIA 4 -Prepared By- Sladden Engineering 39-725 , Garand Lane, Suite G Palm Desert, California 92211 (760) 772-3893 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONS RUCTION DATE BY Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 January 28, 2005 Project No. 544-4810 05-01-101 East of Madison, LLC 81-100 Avenue 53 La Quinta, California 92253 Attention: Mr. John Gamlin Project: Madison Club Tentative Tract Map 33076 NEC Avenue 54 and Madison Street La Quinta, California Subject: Geotechnical Investigation Presented herewith is the report of our Geotechnical Investigation conducted for the construction of the proposed golf club and residential development to be located on the northeast corner of Avenue 54 and Madison Street in the 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 residential structures and the related site improvements. This report presents the results of our field investigation and laboratory testing along with conclusions and recommendations for foundation design and site preparation. This report completes our original scope of services as outlined within our proposal dated December 13, 2004. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson Principal Engineer SER/pc Copies: 6/East of Madison, LLC UJ No. C 453 Z A. 9130106 CIW-OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONS�UCTJON DATE r GEOTECHNICAL INVESTIGAnON PROPOSED MADISON CLUB NEC AVENUE 54 & MADISON STREET LA QTjINTA, CALIFORNIA January 28, 2005 . IA8LECF CONTENTS INTRODUCTION_ -----.'-_--_'--''—'--'---^--'--''-_-----'.-'..—..1 SCOPE OF WORK —'—'—'--~-----------------'---_---------'------..1 ^~~~~C^~^~~C^~^^^O^........................................................................... .......................................... 1 GEOLOGY AND SEISMICITY --'-`------'—'-----''------'---'—'--^---.'.—�-_'2 SUBSURFACE CONDITIONS.........' --'-----'—~------''--~-----'--'—~—'.---....3 ^~Q~^~^~-^^~"` ............................................. ---------'----------'--------3 CONCLUSIONS AND RECOMMENDATIONS '---__3 Foundation Design ' " '--'-----'-_----^--~~-----~^--''-~----''--^'-^—'--_--4 ~~^~e^~~^~^-------'--'----^^------^—'-----------'------_.--.5 LateralDesign ............................................................... .......... ............... ..............................S RetainingWalls .................................................................................................................................. 5 ExpansiveSoil ................................................................................................................................... 5 �Coocrete ...................�.__________________________.______ SolubleSulfates ................................... ------'---------'—'''--'------------.6 Tentative Pavement Design ................................... ��b�� Shrinkage~ -----'—''--~--^--.-_---_.---.--.—'—'.----.---_-6 General Site Grading —.—.—..-------.—.-----_,—_.__,____.________.___..,_ 1. Site Clearing ................................... :....................................................................................... 2. Preparation of Building and Foundation Areas ................................................................ 7 3.Placement of Compacted Fill ............................................................................................... 4. Preparation o{Slab and Pavement Areas ............................................................................ 7 5, Testing and Inspection-----'------.--_---''--'___�______.______ GENERAL` ' ----'-----'-------------------''----------''------'---8 0UFERENC8S—...--_--.—.-�'--__--'.—_'_________________~_____.____ APPENDIX A- Site Plan and Boring Loo - Field Exploration APPENDIX B -Laboratory Testing Laboratory Test Results ^ A}�r8l�0IXC' 2O01(�aJi6or�oBu8diner&d^��K^� qsivplpr . "�� B'�M^�A�� APPROVED �FOR CON q RUCTION - DATE � U January 28, 2005 -1- Project No. 544-4810 05-01-101 INTRODUCTION This report presents the results of our Geotechnical Investigation performed in order to provide recommendations for site preparation and to assist in the design and construction of the foundations for the single-family residences proposed for the Madison Club golf course and residential development. The project site is located 'on the northeast corner of Avenue 54 and Madison Street in the City of La Quinta, California. The preliminary plans indicate that the proposed project will include an 18 -hole golf course, clubhouse, and approximately 200 single-family residences along with various associated site improvements.. The associated site improvements are expected to include paved roadways, concrete driveways and patios, underground utilities, and landscape areas. SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface soil on the site in order to develop recommendations for foundation design and site preparation. Our investigation included field exploration, laboratory testing, literature review, engineering analysis and the preparation of this report. Evaluation of hazardous materials or other environmental concerns was not within the scope of services provided. Our investigation was performed in accordance with contemporary geotechnical engineering principles and practice. We do not make other warranty, either express or implied. PROJECT DESCRIPTION The project site is located on the northeast corner of Avenue 54 and Madison Street in the City of La Quinta, California. ' It is our understanding that the project will consist of an 18 -hole golf course, clubhouse, and approximately 200 single-family residences along with various associated site improvements. It is our understanding that the proposed residences and clubhouse will be of relatively lightweight wood -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The associated improvements will include paved roadways, concrete walkways, patios, driveways, landscape areas and various underground utilities. The majority of the subject site is presently vacant. The site includes several agricultural parcels as well as undeveloped desert land. Large tamarisk trees exist along the majority of the property lines within the southeastern portion of the site. The majority of the eastern portions of the property have been previously used for agricultural purposes. The pr p r. e elevation of the adjacent properties and roadways. A horseran oc�I�ofalhe te. The ranch contains several residential structures and vario fb . 4er a to X76—ccu y most of the ranch. Several other residences and structures exis atlo > 1 "I i . Avenre 54 forms the southern site boundary, Monroe Street forms the easterfi� (�f(isonStreet forms the western site boundary. The Hideaway developme t is located * s west the site. DATE BY Sladden Engineering January 28, 2005 -2- Project No. 544-4810 op 05-01-101 Based upon our previous experience with lightweight residential structures, we expect that isolated column loads will be less than 30 kips and wall loading will be less than to 2.0 kips per linear foot. Grading is expected to include minor cuts and fills to match the nearby elevations and to construct slightly elevated building pads to accommodate site drainage. Extensive cuts are proposed for several of the golf holes with the preliminary plans indicating cuts in excess of 40 feet within some of the golf holes. This does not include removal and recompaction of the bearing soil 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. GEOLOGY AND SEISMICITY The project site is located within the central Coachella Valley that is part of the broader Salton Trough geomorphic province. The Salton Trough is a northwest trending depression that extends from the Gulf of California to the Banning Pass. Structurally the Salton Trough is dominated by several northwest trending faults, most notable of that is the San Andreas system. A relatively thick sequence of sedimentary rocks have been deposited in the Coachella Valley portion of the Salton Trough from Miocene to present times. These sediments are predominately terrestrial in nature with some lacustrian and minor marine deposits. The mountains surrounding the Coachella Valley are composed primarily of Precambrian'metamorphic and Mesozoic granitic rock. The Coachella Valley is situated in one of the more seismically active areas of California. The San Andreas fault zone is considered capable of generating a maximum credible earthquake of magnitude 8.0 and because of its proximity to the project site the distance of approximately 9.2 kilometers should be considered in design fault for the project. Seismic activity along the nearby faults continues to affect the area and the Coachella Valley is considered one of the more seismically active regions in California. A computer program and pertinent geologic literature were utilized to compile data related to earthquake fault zones in the region and previous seismic activity that may have affected the site. E.Q. Fault Version 3.00 (Blake) provides a compilation of data related to earthquake faults in the region. The program searches available databases and provides both distances to causitive faults and the corresponding accelerations that may be experienced on the site because of earthquake activity along these faults. The attenuation relationship utilized for this project was based upon Joyner & Boore (2001) attenuation curves. The information generated was utilized in our liquefaction evaluation The site is not located in any Earthquake Fault zones as designated by the State but is mapped in the County's Liquefaction and Ground Shaking Hazard Zone V. Several significant seismic events have occurred within the Coachella Valley during the past 50 years �e''eju s rin - 1948 (6.5 Magnitude), Palm Springs - 1986 (5.9 Magnitude), I n erE �I A S . gsLA,-?9QU1 P to e), Landers -1992 (7.5 Magnitude) and Big Bear -1992 (6.6 Magni d�OiLDING & SAFETY DEPT. oP ROVp DFION DATE Lka_) Sladden Engineering January 28, 2005 73- Project No. 544-4810 05-01-101 SUBSURFACE CONDITIONS The soil underlying the site consists primarily of fine-grained silty sands with scattered prominent sandy clay and sandy silt layers. ' As is typical for the area, the silty sand and sandy silt layers are inconsistently interbedded and vary in thickness. Silty sands were the most prominent soil within our exploratory borings but several prominent sandy silt and clayey silt layers were also encountered. The silty sands encountered near the existing ground surface appeared somewhat loose but the deeper silty sand and sandy silt layers appeared relatively firm. Relatively undisturbed samples indicated dry density varying from 84 to 121 pcf. Sampler penetration resistance (as measured by field blowcounts) indicates that density generally increases with depth. The site soil was dry on the surface and moist below a depth of approximately 5 feet but some silty layers were typically wet. Laboratory testing. indicated moisture content varying from 1 to 33 percent. Laboratory testing indicates that the surface soil within the upper 5 feet consist primarily of silty sands. Expansion testing indicates that the surface silty sands are generally non -expansive and are classified as "very low" expansion category soil in accordance with Table 18 -I -B of the 1997 Uniform Building Code. Groundwater was encountered within our borings at depths of approximately 51 to 79 feet below the existing ground surface. Groundwater should be considered in design and construction. LIQUEFACTION' Liquefaction occurs with sudden loss of soil strength because of rapid increases in pore pressures within cohesionless soil as a result of repeated cyclic loading during seismic events.. Several conditions must be present for liquefaction to occur including; the presence of relatively shallow groundwater, generally loose soil conditions, the susceptibility of soil to liquefaction based upon grain -size characteristics and the generation of significant and repeated seismically induced ground accelerations. Liquefaction affects primarily loose, uniform grained cohesionless sands with low relative densities. In the case of this project site, several of the factors required for liquefaction to occur are not present. As previously indicated, groundwater was encountered within our borings at depths of approximately 51 to 79 feet below the existing ground surface on the site. Because of the depth to groundwater, the potential. for liquefaction affecting the site is considered negligible. CONCLUSIONS AND RECOMMENDATIONS Based upon our field investigation and laboratory testing, it is our opinion that the proposed golf course, clubhouse, and residential development is feasible from a soil mechanic's standpoint provided that the recommendations included in this report are considered , g a on ite ,w - �ee' preparation. Because of the somewhat loose condition of the ears s r, is recommended for the building areas. We recommend that r!lle�diaai' Wgc ngS,Vt&ir Ytlfi�rWpo ed building areas include the overexcavation and recompaction of thepprm RA 'moaririg oil. Specific recommendations for site preparation are presented in� he SifeQFA �p�Sport. DATE Sladden Engineering January 28, 2005 -4- Project No. 544-4810 05-01-101 Based upon the depth to groundwater and the generally firm condition of the deeper sand layers, it is our opinion that the potential for liquefaction affecting the site is negligible. The remedial grading recommended for building areas will result in the construction of a uniform compacted soil mat beneath all footings. In our opinion, liquefaction related mitigation measures in addition to the site grading and foundation design recommendations included in this report should not be necessary. The site is located in one of the more seismically active areas in California. Design professionals should be aware of the site setting and the potential for earthquake activity during the anticipated life of the structure should be acknowledged. The accelerations that may be experienced on the site (as previously discussed) should be considered in design. The seismic provisions included in the Uniform Building Code for Seismic Zone 4 should be considered the minimum design criteria. Pertinent 1997 UBC Seismic Design Criteria is summarized in Appendix C. Caving did occur within our borings and the potential for caving should be expected within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the materials encountered, we anticipate that the near surface silty sands will be classified by CalOSHA as Type C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. The near surface soil encountered during our investigation was found to be non -expansive. Laboratory testing indicated an Expansion Index of 0 for the surface silty sands that corresponds with the "very low" expansion category in accordance with UBC Table 18 -I -B. The following recommendations present more detailed design criteria which have been developed on the basis of our field and laboratory investigation. The recommendations are based upon non -expansive soil criteria. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings that are supported upon properly compacted soil, may be expected to provide adequate support for the proposed structure foundations. Building pad grading should be performed as described in the Site Grading Section of this report to provide for uniform and firm bearing conditions for the structure foundations. Footings should extend at least 12 inches beneath lowest adjacent grade: Isolated square or rectangular footings should be at least two feet square and continuous footings should be at least 12 inches wide. Continuous footings may be designed using an allowable bearing value of 1500 pounds per square foot (psf) and isolated pad footings may be designed using an allowable bearing pressure of 1800 psf. Allowable increases of 250 psf for each additional 1 foot of width and 250 psf for each additional 6 inches of depth ma a utilized if desired. The maximum allowable bearing pressure should be 2500 psf. The allo at141er ig�Fre uresaz o dead and frequently applied live loads. The allowable ealsfsll::"nlqf�to resist wind and seismic loading. Care should be to to see that=4from T5oi is not allowed to become saturated from the ondin of rinwat r iP g �R ��i. e building area should be rapid and complete. DATE �. ION Sladden Engineering January 28, 2005 -5- Project No. 544-4810 05-01-101 The recommendations provided in the preceding paragraph are based on the assumption that all footings will be supported upon properly compacted engineered fill soil. All-grading'should be performed under the testing and inspection of the Soil 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 resulting from the anticipated foundation loads should be minimal provided that the recommendations included in this report are considered in foundation design and construction. The estimated ultimate settlements are calculated to be approximately one inch when using the recommended bearing values. As a practical matter, differential settlements between footings can be assumed as one-half of the total settlement. Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.40 between soil and concrete may be used with consideration to dead load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used for the sides of footings that are poured against properly compacted native or approved non -expansive import soil. Passive earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab). Retaining Walls: Retaining walls may be necessary to accomplish the proposed construction. Lateral pressures for use in retaining wall design can be estimated using an equivalent fluid weight of 35 pcf for level free -draining native backfill conditions. For walls that are to be restrained at the top, the equivalent fluid weight should be increased to 55 pcf for level free - draining native backfill conditions. Backdrains should be provided. for the full height of the walls. Expansive Soil: Because of the prominence of "very low" expansion category soil near the surface, the expansion potential of the foundation bearing soil should not be a controlling factor in foundation or, floor slab design. Expansion potential should be reevaluated subsequent to grading. Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -grade should be underlain by a minimum compacted non -expansive fill thickness of 24 inches, placed as described in the Site Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not'desired, we recommend the use of an appropriate vapor barrier or an adequate capillary break. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete curing. Reinforcement of slabs -on -grade in order to resist ex e so Zstur be necessary. However, reinforcement will have a benefi! a 1j �t''i�� of concrete shrinkage. Temperature and shrinkage rellte 9t 9s-h&'u b is fCT, all concrete slabs -on -grade. Slab reinforcement and the spaevi, tr a j should be determined by the Structural Engineer. FOR CONSYRi ir_rinK� DATE A W -b Sladden Engineering January 28, 2005 -6- Project No. 544-4810 05-01-101 Soluble Sulfates: The soluble sulfate concentrations of the surface soil have not yet been determined but native soil in the area has been known to be potentially corrosive with respect to concrete. The use of Type V cement and specialized sulfate resistant concrete mix designs may be necessary for concrete in contact with the native soil. Tentative Pavement Design:. All paving should be underlain by a minimum compacted fill thickness of 12 inches (excluding aggregate base). This may be performed as described in the Site Grading Section of this report. R -Value testing -was not conducted during our investigation but based upon the sandy nature of the surface soil, an R -Value of approximately 50 appears appropriate for preliminary pavement design. The following preliminary onsite pavement section is based upon a design R -Value of 50. Onsite Pavement (Traffic Index = 5.0) Use 3.0 inches of asphalt on 4.5 inches of Class 2 base material Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of CalTrans Standard Specifications, January 1992. Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications. The recommended sections should be provided with a uniformly compacted subgrade and precise control of thickness and elevations during placement. Pavement and slab designs are tentative and should be confirmed at the completion of site grading when the subgrade soil is in-place. This will include sampling and testing of the actual subgrade soil and an analysis based upon the specific traffic information Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage could vary from 20 to 25 percent. Subsidence of the surfaces that are scarified and compacted should be between 1 and 3 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. These values for shrinkage and subsidence are exclusive of losses that will occur because of the stripping of the organic material from the site and the removal of oyersize material. The shrinkage losses are suspected to be somewhat less within areas where deeper cuts (more than 20 feet in depth) are planned. General Site Grading: All grading should be . performed 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 and are intended to provide a uniform compacted mat of soil beneath the building slabs and foundations. 1. Site Clearing. Proper site clearing will be v slabs, foundations, abandoned underground removed from the proposed building areas s properly backfilled. Soil that is disturbed diu replaced as controlled compacted fill under the existing vegetation, FOR COIF DATE Sladden Engineering k January 28, 2005 -7- Project No. 544-4810 05-01-101 2. Preparation of Building and Foundation Areas: In order to provide adequate and uniform bearing conditions, we - recommend overexcavation throughout the proposed residential building areas. The 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 soil should then be scarified to a depth of 1 -foot, moisture conditioned and re -compacted to at least 90 percent relative compaction: The excavated material may then be replaced as engineered fill material as recommended below. 3. Placement of Compacted Fill: Within the building pad areas, fill materials should be spread in thin lifts, and compacted at near optimum moisture content to a minimum of 90 percent relative compaction. Imported fill material shall have an Expansion Index not exceeding 20. The contractor shall notify the Soil Engineer at least 48 hours in advance of importing soil in order to provide sufficient time for the evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site that complies with the project specifications. Approval by the Soil Engineer will be based upon material delivered to the site and not the preliminary evaluation of import sources. Our observations of the materials encountered during our investigation indicate that compaction within the native soil will be most readily obtained by means of heavy rubber tired equipment and/or sheepsfoot compactors. The moisture content of the near surface -soils was somewhat inconsistent within our borings. In general, the sandy soils are dry and well below optimum moisture content but some of the deeper silt layers were wet. It - is likely that wet silt/clay layers will be encountered during grading particularly in irrigated areas where deep cuts are planned. A uniform and near optimum moisture content should be maintained during fill placement and compaction. 4. . Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or exterior concrete slabs -on -grade, should be underlain by a minimum compacted fill thickness of 12 inches. This may be accomplished by a combination of overexcavation, scarification and recompaction of the surface, and replacement of the excavated material as controlled compacted fill. Compaction of the slab and pavement areas should be to a minimum of 90 percent relative compaction. 5. Testing and Inspection: During grading tests and observations should be performed by the Soil Engineer or his representative in order to verify that the, grading is being performed in accordance with the project specifications. Field density testing shall be performed in accordance with applicable ASTM test standards. The minimum acceptable degree of compaction h�9bpCe density as ' obtained by the ASTM D1557-91 est a d, t insufficient density, additional compactive efforth&V-�p 119, satisfactory compaction. A P ROU FOR CONESOU TION Sladden Engineering January 28, 2005 -8- Project No. 544-4810 05-01-101 GENERAL The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between boring locations and extrapolation of these conditions throughout the 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 East of Madison, LLC, for the specific site and project described herein. The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operations by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operations and additional testing, if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by bur representative and to assure indemnification of Sladden Engineering. 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. CITY OF LA QUINTA BUILDING & SAFETY DEPT APPROVE FOR CON UC ON DATE -l_ B Sladden Engineering'