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08-0085 (BLCK)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 08-00000085 Property Address: 53840 DEL GATO DR APN: 770-370-012- - Application description: WALL/FENCE Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 15000 Applicant: T4ht 4 4 Q" Architect or Engineer: - BUILDING & SAFETY DEPARTMENT BUILDING PERMIT --------------- --- -- -- ----------------------- E CO TRACTOR'S DECLARATION I here affir under penalty of perjury t t 1 am ti nse under provisions of Chapter 9 (commencing with Secti 700 1 of Division 3 of the Bust and P fes onals Code, and my License is in full force and effect. Lic ,Gta s: License No:: 755163 Da 5 Contractor: OWNER -BUILDER DECLARATION 1 her y affirm under penalty f perjury that I exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and fessions Code: Any city or county that requires a permit to . construct, alter, improve, demoli or repair an structure, prior to its issuance, also requires the applicant for the permit to file a signed statement the a or she licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing wi on 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).: (_ 1 1, 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.). (_) 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 1 I am exempt under Sec. , BAP.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: LQPER11tIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 2/29/08 Owner: DELLA PENTA 53-840 DEL GATO DRIVE LA QUINTA, CA 92253 D � Contractor: MAH 0 3 2008 EASTON BUILDERS CORP RA ION P.O. BOX 3235 CITYOF PALM DESERT, CA 9226FINAN EDE NTA (760)346-5076 pT Lic. No.: 755163 ----------------------------------------------- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: 1 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 mainShe orkers' compe sat ion insurance, as required by Section 3700 of the Labor Code, for the pece of the ork for hich this permit is issued. My workers' compensation insurance carrierlicy nu er are: Carrier STATE FUNDPolicy Numb 174457007 I certify that, in theance o the work for hich this permit is issued, I shall not employ any p rson in any maas to o subje to the workers' compensation laws of California, d a�reee that, ild be m s ject the workers' compensation provisions of Section 700%ftheLab, I s comply with those provisions. Date: pplicant:WARNIN : F ILURE TO SECURKERS' CO SATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN. EMPLOYER TO CRL PENAL S NO CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS 1$100,000). IN ADDICOST F 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 agree and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and a ployee for any act or omission related to the work being performed under or following issuan of this pe it. 2. Any permit issued as a result of this p 'anon comes null and void if work is not commenced within l80 days from date of issu a of such rmit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application ands t that the ve information is correct. 1 agree to comply with all city and ounty . rdinances and state laws rel in in construction, and hereby authorize representatives 0f this c u�nl/ty ter up n the above -men ' d r or inspection purposes. Date: J ignature (Applic Agent). Application Number . . . . . 08-00000085 Permit . . . WALL/FENCE PERMIT Additional desc.. Permit Fee . . . . 162.00 Plan Check Fee 00 Issue Date . . . Valuation 15000- 5000Expiration ExpirationDate 8/27/08 Qty Unit Charge Per Extension BASE FEE 45.00, 13.00 9.0000 THOU BLDG 21001-25,000 117.00 ---------------------------------------------------------------------------- Special Notes and Comments 470LF RETAINING WALLS.(A THRU H) [ENGINEERED] 2007 BUILDING CODES. February 28, 2008 1:57:43 PM AORTEGA Fee summary Charged Paid ------------------------------------- Credited ---------- Due Permit Fee Total 162.00 .00 ---------- .00 162..00 Plan Check Total .00 .00 .00 .00 Grand Total 162.00 .00 .00 162.00 LQPERMIT SOILS REPORT DATA Thursday, December 13, 2007 9:43 AM Brad McGee 760-772-5705 p.04 October 12, 2007 Section 5 ,. RECOMMENDATIONS SITE DEVELOPMENT AND GRADING 5,1 Site Development — Grading File No.: 11253-01 07-10-733 A representative of Earth Systems Southwest (ESSW) should observe site clearing, grading, and the bottoms of excavations before placing fill. Local variations in soil conditions may warrant incrcasing the depth of recompaction and over -excavation. Clearing and Grubbing: At the start of site grading, any existing vegetation and abandoned underground utilities should be removed from the proposed building, struclural, and pavement areas. The surface should be stripped of organic growth and removed from the construction area. Areas disturbed during clearing should be properly backfilled and compacted as described below. Dust control should also be implemented during construction. Site grading should be in strict compliance with the requirements of the Smith Coast Air Quality Management District (SCAQMD). Building Pad Preparation: The footings should be excavated to the designed depth, Tile resulting building pad subgrade should be moisture conditioned and ob,rved and tested to verify the presence of 90% relative compaction. If soft or loose areas are encountered, supplemental compactive effort will be required to provide at least .2 feet of moisture conditioned and compacted soil beneath the bottoms of the footings. Auxiliary Structures St bgiade Preparation Auxiliary structures such as garden or retaining walls should have the foundation subgrade prepared similar to the building pad recommendations given above. Subgrade Preparation- In areas to receive fill, pavements, or hardscape, the subgrade should be scarified, moisture' conditioned, and compacted to at least 90% relative compaction (ASTM D 1557) for a depth of 1 foot below finished subgrades. Compaction should be verified by testing. Engineered Fill Soils: The native soil is suitable for use as engineered fill and utility trench backfill, provided it is free of significant organic or deleterious matter. The native soil should be placed in maximum 8 -inch lifts (loose) and compacted to at least 90% relative compaction (ASTM D 1557) near its optimum moisture content. Compaction should be verified by testing. Rocks larger than 6 inches in greatest dimension should be removed from fill or backfill material. 1 Imported fill soils (if needed) should be non -expansive, granular soils meeting the USCS classifications of SM, SP -SM, oir SW -SM with a maximum rock size of 3 inches and 5 to 35% passing the No. 200 sieve. The geotechnical engineer should evaluate the import fill soils before.hauling to the site. However, because of the potential variations within the borrow source, import soil will not be prequalified by ESSW. The imponed fill should be placed in lifts no greater than 8 inches in loose thickness and compacted to at least 90% relative compaction (ASTM D 1557) near optimum moisture content. EARTH SYSTEMS SOUTHWEST • Thursday, December 13, 2007 9:43 AM Brad McGee 760-772-5705 October 12, 2007 12 File No.: 11253-01 07-10-733 Shrinkage: The upper, previously compacted soils are anticipated to shrink less than 5 percent. This estimate is based on compactive effort to achieve an average relative compaction of about 92% and may vary with contractor methods. Losses from site clearing and removal of existing site improvements may affect earthwork quantity calculations and should be considered. Site Drainage: Positive drainage should be maintained away from the structures (5% for 5 feet minimum) to prevent ponding and subsequent saturation of the foundation soils. Gutters and downspouts should be considered as a means to convey water away from foundations if adequate drainage is not provided. Drainage should be maintained for paved areas. Water should not pond on or near paved areas. 5,2 Excavations and Utility Trenches Excavations should be made in accordance with CalOSHA requirements. Our site exploration and knowledge of the general area indicates there is a potential for caving of site excavations (utilities, footings, etc.). Excavations within sandy soil should be kept moist, but not saturated, to reduce the potential of caving or sloughing. Where excavations over 4 feet deep are planned, lateral bracing or appropriate cut slopes of 1.5:1 (liorizontal:vertical) should be provided. No surcharge loads from stockpiled soils or construction materials should be allowed within a horizontal distance measured from the top of the excavation slope and equal to the depth of the excavation. Utility Trenches: Backfill of utilities within roads or public right -of --ways should be placed in conformance with the requirements of the governing agency (water district, public works department, etc.). Utility trench backfill within private property should be placed in conformance with the provisions of this report. In general, service lines extending inside of property may be backfilled with native soils compacted to a minimum of 90% relative compaction. Backfill OEM operations should be observed and tested to monitor compliance with these recommendations. 5.3 Slope Stability of Graded Slopes Unprotected, pennanent graded slopes should not be steeper than 3:1 (horizontal:vertical) to reduce wind and rain erosion. Protected slopes with ground cover may be as steep as 2:1. However, maintenance with motorized equipment may not be possible at this inclination. Fill slopes should be overfilled and trimmed back to competent material. Slope stability calculations are not presented because of the expected minimal slope heights (less than 5 feet). STRUCTURES In our professional opinion, structure foundations can be supported on shallow foundations ofbearing on a zone of properly prepared and compacted soils placed as recommended in Section 5.1. The recommendations that follow are based on very low expansion category soils. 5.4 Foundations Footing design of widths, depths, and reinforcing are the responsibility of the Structural Engineer, considering the structural loading and the geotechnical parameters given in this report. 004 EARTH SYSTEMS SOUTHWEST P.05 Thursday, December 13, 2007 9:43 AM Brad McGee 780-772-5705 October 12, 2007 13. File No.: 11253-01 07-10-733 A minimum footing depth of 12 inches below lowest adjacent grade should be maintained. A representative of ES''SW should observe foundation excavations before placement of reinforcing steel or concrete. Loose soil or construction debris should be removed from footing excavations before placement of concrete. Conventional Spread Foundations: Allowable soil bearing pressures are given below for foundations bearing on recompacted soils as described in Section 5.1. Allowable bearing pressures are net (weight of footing and soil surcharge may be neglected). > Continuous wall foundations, 12 -inch minimum width and 12 inches below grade: 1500 psf for dead'plus design live loads Allowable increases of 300 psf per each foot of additional footing width and 300 psf for each additional 0.5 foot of footing depth may be used up to a maximum value of 3000 psf. Z Isolated pad foundations, 2 x 2 foot minimum in plan and 18 inches below grade: 2000 psf for dead plus design live loads Allowable increases of 200 psf per each foot of additional footing width and 400 psf for each additional 0.5 foot of footing depth may be used up to a maximum value of 3000 psf. A one-third ('/s) increase in the bearing pressure may be used when calculating resistance to wind or seismic loads. The allowable bearing values indicated .are based. pp the anticipated maximum loads stated in Section 1.1 of this report. If the anticipated loads exceed these values, the geotechnical engineer must reevaluate the allowable beating values and the grading requirements. Minimum reinforcement for continuous wall footings (as specified in the California Building Code) should be two No. 4 steel reinforcing bars, one placed near the top and one placed near the bottom of the footing. This reinforcing is not intended to supersede any structural requirements provided by the structural engineer. Expected Settlement: Estimated total static settlement should be less than l inch, based on footings founded on firm soils as recommended. Differential settlement between exterior and interior bearing members should be less than %: inch, expressed in a post -construction angular distortion ratio of 1:480 or less. , Frictional and Lateral Coefficients: Lateral loads may be resisted by soil friction on the base of foundations and by passive resistance of the soils acting on foundation walls. An allowable coefficient of friction of 0.35 of dead load may be used. An allowable passive equivalent fluid pressure of 250 pcf may also be used. The9e values include a factor of safety of I.S. Passive resistance and frictional resistance may be used in combination if the friction coefficient is reduced by one-third. A one-third ('/3) increase in the passive pressure may be used when calculating resistance to wind or seismic loads. Lateral passive resistance is based on the assumption that backfill next to foundations is properly compacted. 19 EARTH SYSTEMS SOUTHWEST P.06 • Thursday, December 13, 2007 9:43 AM Brad McGee 760-772-5705 October 12, 2007 14 File No.: 11253-01 07-10-733 5,5 Slabs -on -Grade Subgrade: Concrete slabs -on -grade and flatwork should be supported by compacted soil placed in accordance with Section 5.1 of this report. Via or Retarder: In areas of moisture sensitive floor coverings, an appropriate vapor retarder should be installed to reduce moisture transmission from the subgrade soil to the slab. For these areas, an impermeable membrane (10 -mil thickness) should underlie the floor slabs. The membrane should be covered with 2 inches of sand to help protect it during construction and to aid in concrete curing. The sand should be lightly moistened just prior to placing the concrete. Low -slump concrete should be used to help reduce the potential for concrete slu-inkage. The effectiveness of the membrane is dependent upon its quality, the method of overlapping, its protection during construction, and the successful sealing of the membrane around utility lines. The following minimum slab recommendations are intended to address geotechnical concerns such as potential varlatlons of the subgrade and are not to be construed as superseding any structural design. The design engineer and/or project architect should ensure compliance with SB800 with regards to moisture and moisture vapor, Slab Thickness and Reinforce ant: Slab thickness and reinforcement of slabs -on -grade are contingent on the recommendations of the structural -engineer or -architect and the expansion index of the supporting soil. Based upon our findings, a modulus of subgrode reaction of approximately 200 pounds per cubic inch can be used in concrete slab design for the expected very low expansion subgrade. Concrete slabs and flatwork should be a minimum of 4 inches thick (actual, not nominal). We suggest that the concrete slabs be reinforced to resist cracking. Concrete floor slabs may either be monolithically placed with the foundations or doweled after footing placement. The thickness and reinforcing given are not intended to supersede any structural requirements provided by the structural engineer. The project architect or geotechnical engineer should continually observe all reinforcing steel in slabs during placement of concrete to check for proper location within the slab. ' Control Joints: Control joints should be provided in all concrete slabs -on -grade at a maximum spacing of 36 times the slab thickness (12 feet maximum on -center, each way) as recommended by American Concrete Institute (ACI) guidelines. All joints should form approximately square patterns to reduce the potential for randomly oriented contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or saw cut ('/< of slab depth) within 8 hours of concrete placement. Construction (cold) joints should consist of thickened butt joints with 'h -inch dowels at 18 -inches on center or a thickened keyed joint to resist vertical deflection at the joint. All construction joints in exterior network should be sealed to reduce the potential of moisture or foreign material intrusion. These procedures will reduce the potential for randomly oriented cracks, but may not prevent them from occurring. Curing and uality Control: The contractor should take precautions to reduce the potential of curling of slabs in this and desert region using proper batching, placement, and curing methods. Curing is highly affected by temperature, wind, and humidity. Quality control procedures may be EARTH SYSTEMS SOUTHWEST p.07 Thursd0y, December 13, 2007 9:43 AM Brad McGee 760-772-5705 p.08 October 12, 2007 15 File No.: 11253-01 07-10-733 used, including trial batch mix designs, batch plant inspection, and on-site special inspection and testing. Typically, for this type of construction and using 2500 -psi concrete, many of these quality control procedures are not required, 5.6 Retaining Walls The following table presents lateral earth pressures for use in retaining wall design. The values are given as equivalent fluid pressures without surcharge loads or hydrostatic pressure, Lateral Pressures and Slidin& Resistance Granular Backfill Passive Pressure 375 cf!. level ground Active Pressure (cantilever walls) Use when wall is permitted to rotate 0,1 to 0.2% of wall 35 pef - level ground height for granular backfill At -Rest Pressure restrained walls 55 pef - level ground Dynamic Lateral Earth Pressure Acting at 0.6H, 20 pcf Where H is height of backfill In feet Base Lateral Sliding Resistance Dead load x Coefficient of Friction: 0.50 Notes: . , These values are ultimate values. A factor of safety of 1.5 should be used in stability analysis except for dynamic earth pressure where a factor of safety of 1.2 Is acceptable. Z Dynamic pressures are based on the Mononoba•Okabe 1929 method, additive to active earth pressure. Walls retaining less than 6 feet of soil and not supporting inhabitable structures need not consider this increased pressure (reference: CBC Section 1630A.1.1.5). Upward sloping backfill or surcharge loads from nearby footings can create larger lateral pressures. Should any walls be considered for retaining sloped backfill or placed next to foundations, our office should be contacted for recommended design parameters. Surcharge loads should be cbrlsidered if they exist within a zone between the face of the wall and a plane projected 45 degrees upward from the base of the wall. The increase in lateral earth pressure should be taken as 35% of the surcharge load within this zone. Retaining walls subjected to traffic loads should include a uniform surcharge load equivalent to at least 2 feet of native soil. Drainage: A backdrain or an equivalent system of backfill drainage should be incorporated into the retaining wall design. Our firm can provide construction details when the specific application is determined. Backfill immediately behind the retaining structure should be a free -draining granular material, Waterproofing should be according to the designer's specifications. Water should not be allowed to pond near the top of the wall. To accomplish this, the final backfill grade should be such that all water is diverted away from the retaining wall. Backfill and Subg`ade Compaction: Compaction on the retained side of the wall within a horizontal distance equal to one wall height should be performed by hand -operated or other lightweight compaction equipment. This is intended to reduce potential locked -in lateral pressures caused by compaction. with heavy grading equipment. Foundation subgrade preparation should be as specified in Section 5.1. EARTH SYSTEMS SOUTHWEST * Thursday, December 13, 2007 9:43 AM Brad McGee 780.772-5705 PM October 12, 2007 16o.: 112 File N 11253-01 07-10-733 5.7 Mitigation of Soil Corrosivity on Concrete Selected chemical analyses for corrosivity were conducted on soil samples from the project site as shown in Appendix B. The native soils were found to have low sulfate and chloride ion concentrations. Sulfate ions can attack the cementitious. material in concrete, causing weakening of the cement matrix and eventual deterioration by raveling. Chloride ions can cause corrosion of reinforcing steel. The California Building Code does not require any special provisions for concrete for these low concentrations as tested. Normal concrete mixes may be used. A minimum concrete cover of three (3) inehoa should be provided around steel reinforcing or embedded components exposed to native soil or landscape water. Additionally, the concrete should be thoroughly vibrated during placement. Electrical resistivity testing of the soil suggests that the site soils may present a severe potential for metal loss from electrochemical corrosion processes. Corrosion protection of steel can be achieved by using epoxy corrosion inhibitors, asphalt coatings, cathodic protection, or encapsulating with densely consolidated concrete. The information provided above should be considered preliminary, These values can potentially change based on several factors, such as importing soil from another job site and the quality of construction water used during grading and subsequent landscape i►ziga;ion. Earth Systems does not practice corrosion engineering. We recommend that a qualified corrosion engineer evaluate the corrosion potential on metal construction materials and concrete at the site to provide mitigation of corrosive effects, if further guidance is desired. 5.8 Seismic Design Criteria This site is subject to strong ground shaking due to potential fault movements along the San Andreas and San Jacinto faults. Engineered design and earthquake -resistant construction increase safety and allow development of seismic areas. The minimum seismic design should comply with the 2001 edition of the California Building Code using the seismic coefficients given in the table below. 2001 CBC Seismic Coefficients for Chapter 16 Seismic Provisions eference Seismic Zone: 4 Figure 16-2 Seismic Zone Factor, Z: 0.4 Table 16-1 Soil Profile Type: Sc Table 16-J Seismic Source Type: A Table 16-U Distance to Known Seismic Source: 14.1 km = 8.7 miles (San Andreas fault) Near Source Factor, Na: 1.00 Table 16-S Near Source Factor, Nv: 1.04 Table 16-T Seismic Coefficient, Ca: 0.40 = 0.40Na Table 16-Q Seismic Coefficient, C,: 0.58 = 0.56N, Table 16-R EARTH SYSTEMS SOUTHWEST P.09 Thursday, December 13, 2007 9.43 AM Brad McGee 760-772-5705 p.10 October 12, 2007 17 File No.; 11253-01 07-10-733 The CBC seismic coefficients are based on scientific knowledge, engineering judgment, and compromise. If further information on seismic design is needed, a site-specific probabilistic IN seismic analysis should be conducted. The intent of the CBC lateral force requirements is to provide a structural design that will resist IN collapse to provide reasonable life safety from a major earthquake, but may experience some structural and nonstructural damage. A fundamental 'tenet of seismic design is that inelastic INyielding is allowed to adapt to the seismic demand on the structure. In other words, damage is allowed. The CBC lateral force requirements should be considered a minimum design. The owner and the designer should evaluate the level of risk and performance that is acceptable. Performance based criteria could be set in the design. The design engineer should exercise special care so that all components of the design are fully met with attention to providing a continuous load path. An adequate quality assurance and control program is urged during project construction to verify that the design plans and good construction practices are followed. This is especially important for sites lying close to the major seismic sources. INEstimated peak (mean plus one standard deviation) horizontal site accelerations based upon a probabilistic analysis (101/o probability of occurrence in 50 years) is approximately 0.47 g for a stiff soil site. Actual accelerations may be more or less than estimated, Vertical accelerations are typically '/A to 2/, of the horizontal accelerations, but can equal or exceed the horizontal accelerations, depending upon the local site effects and amplification_ . EARTH SYSTEMS SOUTHWEST