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13-0063 (SFD)
P.O. BOX 1504 VOICE (760) 777-7012 78-495 CALLE TAMPICO ;/ _ FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253.:BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 5/23/13 Application Number: 13-00000063. Owner: Property Address: 54318 SHOAL CREEK BEH PROPERTIES, LLC APN: 775-060-006- - - P.O. BOX 10389 Application description: DWELLING - SINGLE FAMILY DETACHED PALM DESERT, CA 92255 Property Zoning: LOW DENSITY RESIDENTIAL D [� Application valuation: 287521 p Contractor: MAY 2 8 2013 Applicant: Architect or Engineer: SUN VALLEY DEVELOPMENT 73900 DINAR SHORE DR. #20" CITY�FLAQUINTA ,n „ ) PALM DESERT, CA 92211 FINANCEDEPT. ��,((/`� (760) 832-7406 Lic. No.: 940584 ------------------------------------------------------------------------------------------------- LICENSED CONTRACTOR'S DECLARATION - I hereby affirm under penalty of perjury that I am licensed under provisions ofChapter9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: B LicenjihCOet,: 940584 _IrDate3 Contract" fNER-BUIUDER 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).: (_ 1 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 contractors) licensed pursuant to the Contractors' State License Law.). (_ 1 1 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: l� Lender's Address: 1�l LOPERA1IT WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is i �p—� Ll.� -sued . /1[have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor iw Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 1978014-2012 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 L�d1 f3�7D0D0 of the I shall forthwith compf those provisions. (� DateDate: _ ApplicantAltr WARNING: FAILURE TO SECS ORKER OMPENSATION 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 county to enter upon the above-mentione spection purposes. Date:5+�3'° ignature (Applicant or Agent Application Number . . . . . 13-00000063 Permit . . . BUILDING PERMIT Additional desc . Permit.Fee 1297.50 Plan Check Fee 843.38 Issue -Date Valuation . . . . 287521 Expiration Date 11/19/13 Qty Unit Charge Per Extension BASE'FEE 639.50 188.00 3.5000 THOU BLDG 100,001-500,000 658.00 Permit . . . ELEC-NEW RESIDENTIAL Additional desc . Permit Fee 156.69 Plan Check Fee 39.17 Issue Date . . . . Valuation . . . . 0 Expiration Date 11/19/13 Qty Unit.Charge Per Extension BASE FEE 15.00 3219.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 112.67 701.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 14.02 1.00 15.0000 ---------------------------------------------------------------------------- EA ELEC TEMPORARY POWER POLE 15.00 Permit . . . . . . GRADING PERMIT Additional desc . Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date 11/19/13 Qty Unit Charge Per. Extension ---------------------------------------------------------------------------- BASE FEE 15.00 Permit . . .. MECHANICAL Additional desc . Permit Fee . . . . 122.'00 Plan Check Fee .. 30.50 Issue Date Valuation . . . . 0 Expiration Date 11/19/13 Qty Unit Charge Per Extension BASE FEE .15.00 3.00 9.0000 EA MECH FURNACE <=100K 27.00 2.00 9.0000 EA• MECH B/C <=3HP/100K BTU 18.00 1.00 16.5000 EA MECH B/C >3-15HP/>100K-50OKBTU 16.50. 6.00 6.5000 EA MECH VENT FAN 39.00 1.00 6.5000 EA MECH EXHAUST HOOD 6.50 LOPER1,111' Application Number 13-00000063 -------------------------------------------------------=-------------------- Permit . . . PLUMBING Additional desc . Permit -Fee- . 191.25 Plan Check Fee 47.81 Issue.Date; . Valuation . . . . 0 Expiration Date 11/19/13 Qty Unit Charge Per Extension BASE FEE 15.00 20.00 6.0000 EA PLB FIXTURE 120.00 .1.00 15.0000 EA PLB BUILDING SEWER 15.•00 1.00. 7.5000.EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.0,0 9.00 7500 EA PLB GAS PIPE >=5 6.75 1.00 15.0000 EA PLB GAS METER 15.00 Special Notes --------------------- and Comments 3219SF SFD. TYPE V -B CONSTR. R-3 OCCUPANCY. 2010 CODES W/ FIRE SPRINKLERS. 2013 DIF..TUMF. ARCHITECT: DENNIS E. DESILVA C28379 **PERMIT DOES NOT INCLUDE BLOCK WALLS, FENCES, SWIMMING POOLS, SPA, BBQ'S and DRIVEWAY APPROACH** ----------------- Other Fees ----------------------------------------------------------- . . . . . . . . . ART IN PUBLIC PLACES -RES 218.80 BLDG STDS ADMIN (SB1473) 12.0.0 DIF COMMUNITY CENTERS -RES 129.00 DIF CIVIC CENTER - RES 942.00 ENERGY REVIEW FEE 84.34 DIF FIRE PROTECTION -RES 433.00 HOURLY PLAN CHECK 332.50 DIF LIBRARIES - RES 344.00 MULTI -SPECIES (MSHCP) FEE 1254.00 DIF PARK MAINT FAC - RES 40.00 DIF PARKS/REC - RES 2048.00 STRONG MOTION (SMI) - RES 28.75 TUMF: -RESIDENTIAL 1837.44 DIF STREET MAINT FAC -RES 116.00 DIF TRANSPORTATION -'RES 28421.00- 842.00Fee Feesummary ----------------- Charged Paid Credited ---------- Due Permit Fee -----------------=------------ -Total 1782.44 .00 • .00 1782.4"4 Plan Check Total 960.86 750.00 .00 210A6 - Other Fee Total 10661.83 .00 .00• 10661.83 I,QPERA11T Application Number Grand Total LQYER,NI IT 13-00.000063 13405.13 750.00 .00 12655.13 Building Address Owner mailing Address P. C) Ti4 4 4 a" P.O. BOX 1504 78-495 CALLE TAMPICO L&LA QUINTA, CALIFORNIA 92253 APPLICATION ONLY Q LC BUILDING: TYPE CONST. C S OCC. GRP. toaaq A.P. Number -775 " 06 o- O®6 JZ�? .- 7JTel. ,L12 Legal Description �Ckm 2--7261 f 101 . '4G Project Description D p ITel. State Lic. City I & Classif. I Lic. # Designer y C>eSIL.VA Al2CHITl=C Q, , I&Ir Aaaress lel. I 20250 Sw ACACIA 57.E I2n LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that he 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 Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or im- provement is sold within one year of completion, the owner -builder will have the burden of proving that he 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 Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) ❑ 1 am exempt under Sec. �i B. & P.C. for this reason X A Date I �! % • I Owner_ WORKER'S COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less). I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT: If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. 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 city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT Sq. Ft. 3 2 1 I S. Size No. Dw. NewA--.-" Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation 300 oO-0 PERMIT I / – 1 AMOUNT VN Plan Chk. Dep. 60 Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure D %A ILIAN li G TOTAL REMARKSINTA ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE_ Issued by: Validated by:— Validation: YELLOW = APPLICANT INSPECTOR Date PINK = FINANCE POST IN A CONSPICUOUS PLACE Certificate of Occupancy Community Development Department This Certificate is issued pursuant to the requirements of Chapter 1 Section R110 of the California Residential Code, certifying that, at the time of issuance, this structure was in compliance with the provisions of the Building Code and the various ordinances of the City regulating building construction and/or use. BUILDING ADDRESS: 54-318 SHOAL CREEK Use classification: SINGLE FAMILY DWELLING Building Permit No.: 13-0063 Occupancy Group: R3 Type of Construction: VB Land Use Zone: RL Code Edition: 2010 Sprinkler Installed: YES Sprinkler Required: YES Owner of Building: BEH PROPERTIES LLC Address: 23018 171ST AVE SE City, ST, ZIP: MONROE, WA 98272 _____________GREG BUTLER__________________ By: KIRK KIRKLAND Building Official Date: JANUARY 24, 2014 Date 5/28/13 No. 31657 Owner BEH Properties LLC Address 2318 171stAvenue SE City Monroe, WA Zip 98272 Tract # Type Single Family Residence Lot # Unit 1 6 Unit 2. Unit 3 Unit 4 Unit 5 Comments No. Street 54318 Shoal Creek CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 S.F. 3219 Unit 6 Unit 7 Unit 8 Unit 9 Unit 10 q���tFI:�s��o Q BERMUDA DUNES O RANCHO MIRAGE d {� INDIAN WELLS PALM DESERT - LA QUINTA RINDIO^� I`ll 0 J APN # 775-060-006 Jurisdiction La Quinta Permit # No. of Units 1 Lot # No. Street S.F. At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $3.20 X 3,219 S.F. or $10,300.80 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By CC/Bank of America - Mark Howard Bank Name/Recipient of Certificate Check No. 002209559 Telephone 760-272-4691 Funding Residential By Dr. Gary Rutherford Superintendent IN, Fee collected /exem a by ha o c II ey Payment Recd :�h _ 0.00 Over/Under $10,300.8 0 - p-s� Signature NOTICE: Pursuant to Government Code Section 0(d)(1), this wil serve o notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on whl a building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID without embossed seal Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting FIDELITY NATIONAL TITLE COMPANY SUBDIVISION DEPARTMENT RECORDING REQUESTED BY Fidelity National Title Company AND WHEN RECORDED MAIL TO: BEH Properties, LLC , 23018 171st Avenue S.E. , Monroe, WA 98272 DOC # 2012-0493319 10/16/2012 12:53 PM Fees: $21.00 Page 1 of 3 Doc T Tax Paid . Recorded in Official Records County of Riverside Larry W. Ward' Assessor, County Clerk & Recorder . **This document was electronically submitted to the County of Riverside for recording" ORDERNO.: 003 -23015008 -KC Receipted by: YSEGURA Escrow No. 23015008-003 Parcel No. 775-060-006, 775-060-007 SPACE ABOVE THIS LINE FOR RECORDER'S USE GRANT DEED THE UNDERSIGNED GRANTOR(s) DECLARE(s) Documentary Transfer Tax is $253.00 O unincorporated area 0 computed on full value of interest or property conveyed, or ® the city of La Quints O full value less value of liens or encumbrances remaining at the ` time of sale FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Patrick W. Rauber and Barbara J. Rauber, Trustees of the Rauber Family Trust hereby GRANT(s) to BEH Properties, LLC, a Washington limited liability company the following real property in the County of Riverside, State of California: Lot(s) 6 and 7, Tract 27762, Map Book 245, Map Page 55 through 57 Legal Description attached hereto and made a part hereof. Dated: September 26, 2012 1ru5�e� 6 Patrick W. Rauber Trustee of the Rauber Family Trust Barbara J. Rsube , Trustee of the Rauber Family Trust STATE OF I COUNTY OF / } SS: V r / On 0eK I ( �l �Z-- before me, a Notary Public, personally appeared Patrick W. Rauber and Barbara J. Rauber who proved to me on the basis of sati tory evidence to be the person(s)whose name(s) is/are subscribed to the within ' ent and acknowledged to me that he/sh h xecuted the same in his/her/their authorized capacity(ies) and that by his/he t7 heir the instrument the person(s), or the entity upon behalf of whi h e person a ted, executed the instrumen . I certify under PENALTY OF PERJURY under the laws of the State of Califo to that the foregoing paragraph is true and correct. WITNESS my hand and official seal. Signature OFFICIAL SEAL . _ SHERYL DAWN HULSEY 6 �� N PUBLIC -OREGON COMMISSION N0.444452 MY COMMISSION EXPIRES DEC. 22, 2013 Page I of 2 BORANMEE DOC # 2012-0493319 Page 2 of 3 10/16/2012 12:53 PM ILLEGIBLE NOTARY SEAL DECLARATION GOVERNMENT CODE 27361.7 I certify under penalty of perjury that the notary seal on the document to which this statement is attached reads as follows: Name of Notary 2dE �L �✓� / x �� U LSE Notary Identification Number Vender Identification Number County Where Bond Is Filed Date Commission Exp SPL, Inc. as ag DATE: Signature 0 DOC # 2012-0493319 Page 3 of 3 10/16/2012 12:53 PM ORDER NO.: 003 -23015008 -KC ESCROW NO.: 23015008-003 EXHIBIT A Legal Description LOTS 6 AND 7 OF TRACT MAP NO. 27762, IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP RECORDED IN BOOK 245, PAGES 55 THROUGH 57, INCLUSIVE, OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, Page 2 of 2 - gGRANMEE PGA WEST. RESIDENTIAL ASSOCIATION, INC. May 23, 2013 Mr. Bruce Hamilton BEH Properties, LLC 23018 171 st Avenue S.E. Monroe, WA 98272 Re: Custom Home to be built at 54-318 Shoal Creek. La Quinta Dear Mr. Hamilton, The Architectural Committee welcomes your custom home development plan and has reviewed your Architectural Variance Submittal package consisting of preliminary plans and renderings of your proposed new residence. Based on the Architectural Guidelines and the Homeowner's Association CC&R's, your request is approved subject to finalizing .a complete submittal and final review by the Committee. Upon receiving your City of La Quinta approved set of drawings and permit, please provide us with two copies for our files and review prior to final acceptance. Cordially, ►, C Kell c alliard Operations Manager For the Architectural Committee KM/bvf Cc: Architectural Committee 54-320 Southern Hills, La Quinta, California 92253-5665, Telephone 760-771-1234 FAX 760-771-5125 K r Building Permit Number: (?j .• (n ?j Project Description: SFR Exempt: O (Materials may contain hazardous wastes and are not subject to recycling provisions) Construction Debris Management Plan Plan Submittal Data 3/4/2013 Job Site Address 54318 Shoal Creek Owners Name **BEH Properties, LLC Number, Street, or PO Box PO Box 10389 City, State, Postal code Owners Phone Number Palm Desert, Ca 92255 CITY OF LA QUI NTA Owner's E -Mail Address BUILDING & SAFETY DEPT. Project Managers Name Mark Howard APPROVED Project Managers Phone Number 760-272-4691 FOR CONSTRUCTION Project Managers E-mail Address howmark22(&aol.com 2 DA Z 3 Builder! Contractor Mark Howard 6y Number, Street or PO Box PO Box 10389 City, State, Postal Code Palm Desert, Ca 92255 ........ .. . Project square Footage 3,219 City Approval By Date of City Approval 3 Materials To Be Discarded: Product Tons Trash 6.12 Not recyclable Product Tons Asphaft 0.00 Recyclable Masonry (broken) 0.00 Recyclable Bdck/Block 0.00 Recyclable Plaster 0.64 Recyclable Cardboard 1.06 Recyclable Scrap Metal 0.00 Recyclable Commingled 0.00 Recyclable Tile (floor) 0.55 Recyclable Concrete 0.26 Recyclable Tile (roof) 0.00 Recyclable Drywall 0.19 Recyclable Wood I 8.05 Recyclable Donated / Reuse" 0.00 Recyclable Landscape Debris 0.00 Recyclable 'Describe Items Totals: Recycle Trash Projected Diversion: 10.71 1 6.1 63,7% I understand it Is the property owner's responsibility to submit copies of weight tickets or receipts to the District Environmental Coordinator as these hauls occur. I hereby certify that completion, implementation and adherence of the Debris Management Plan (DMP) for the above named project shall guarantee that at least 50% of the jobsite waste is diverted from landfilling. The remaining material will be recycled or reused. I will divert, for recycling or re -use, remaining materials generated from the first day of the project through the completion of the project in accordance with this pian. This DMP is issued in the name of the property owner(s) and shall remain their property throughout the construction and/or demolition project. A contractor serving as agent of the owner may obtain a DMP for the owner. However, the DMP Is still Issued in the name of the property owner(s) and the owner retains legal responsibility for ensuring that the provisions of the OMP are adhered to, The property er(p) and general contre9tor shall be kept informed of the diversion progress through bi-monthly reports. If self -hauling, refu matertat from pr ect site must be taken to an approved recycler or transfer station. Z C l� Owner / Dbveloper / Project Manager / Superintendent Date NOV-01-2013 FRI 03;41 PM RIVERSIDE COUNTY FIRE FAX NO, 17608637072 P. 01/01 Riverside County Fire Department Fire Protection Planning. Section r - V Rl.ralde Offkn: 2300 6larket 9L, SIB. 160, RIvar--Ids, CA 02601 Ph. (861) 055.4777 Fax (951) 0664068 Palm DesonOBice: 77.933 las MonteRas ad., 0 201 Palm Desert, CA 92111.4131 Ph. (760) 863-8886 Fax(760)863-7072 Fire Department Clearance/Release Date: 1111/2013 To: La QuL B&5 Fax: Tract/Parcel Map #: PGA WEST Permit/Lot #: LAQ-13-RS-038 Job Site Address: 54318 SHOAL CREEK City, State, Zip LA QUINTA — -Final For Recordation Final for Alarm System Final for Fire Suppression System. Shell Final Only (No Tenant) n - Release For Residential Sprinkler Installation Building Plan Check Fees.Paid, Water Requirement Met- if water applicable Building Plan Check Fees Not Paid Residential Sprinkler Plan Check Fees Paid ❑ 1 Residential Sprinkler Plan Check Fees Not Paid ❑ Other Fees Fees Not Required If you should have any questions, please contact the appropriate Riverside County Fire Protection Planning office for further assistance. KOHL HETRICK Print Name of Plan Reviewer/Inspector Approved Release Sent By: Print Name Farm C — Revised 310112012 1 i January 25, 2013 NIM111ol.11 I Geo -Engineers and Geologists Mr. Mark Howard BEH Properties, LLC. P.O. Box 10389 Palm Desert, CA 92255 Dear Mr. Howard: Geotechnical Geotechnical Investigation APNs 775-060-006 & 007 La Quinta, California LCI Report No. LP12117 780 N. 4th Street EI Centro, CA 92243 (760) 370-3000 (760) 337-8900 fax 77-948 Wildcat Drive Palm Desert, CA 92211 (760) 360-0665 (760) 360-0521 fax CITY OF LA I BUILDING & SAFETY DEPT. APPROVED FOR CONSTPI lo-rir,ki �- r P3 BY- This geotechnical. report is provided for design and construction of the proposed single family residences located at 54306 and 54318 Shoal Creek in La Quinta, California. Our geotechnical investigation was conducted in response to your request for our services. The enclosed report describes our soil engineering investigation and presents our professional opinions regarding geotechnical conditions at the site to be considered in the design and construction of the project. The findings of this study indicate the site is underlain by inter -bedded silty sand, sandy silt, and silty clay with near surface sandy silts and silty sands. The near surface soils are expected to be non - expansive to slightly expansive. The subsurface soils are medium dense to dense in nature. Groundwater was not encountered in the borings during the time of exploration. Severe sulfate and chloride levels were not encountered in the soil samples tested for this study, but the soil is severely corrosive to metal. However, in consideration of general corrosive environment in the vicinity, it is recommended that concrete should use Type II/V cement with a maximum water - cement ratio of 0.50 and a minimum compressive strength -of 4,000 psi: Seismic settlements of the dry sands have been calculated to be less than'/4 inch based on the field exploration data. Total seismic settlements are not expected to exceed '/4 inch with differential settlements approximately '/z of the total settlement. The settlement from the collapse potential analysis was determined to be approximately 1.9 to 2.0 inches. The residential structure should be designed to accommodate an estimated different settlement of a minimum of 1 inch over a distance of 50 feet (angular distortion of 1:600). APNs 775-060-006 & 007 LCI Report No. LP 12117 We did not encounter soil conditions that would preclude implementation of the proposed project provided the recommendations contained in this report are implemented in the design and. construction.of this project. -.Our::findings, recommendations, and application options are related only through reading the full report, and are best evaluated with the active participation of the engineer of record who developed them. We appreciate. the opportunity to provide our findings and professional opinions regarding geotechnical conditions at the site. If you have any questions or comments regarding our findings, please call our office at (760) 360-0665. Respectfully Submitted, LandMark Consultants, Inc. Greg ] Princi P.E., M.ASCE ' APNs 775-060-006 & 007 LCI Report No. LP 12117 TABLE OF CONTENTS ' Page Section1..........................................................................................................................................1 INTRODUCTION.......................................................................................................................1 ' 1.1 Project Description...........................................................................................................1 1.2 Purpose and Scope of Work..............................................................................................1 ' 1.3 Authorization....................................................................................................................2 Section2..........................................................................................................................................3 METHODS OF INVESTIGATION............................................................................................3 ' 2.1 Field Exploration..............................................................................................................3 2.2 Laboratory Testing............................................................................................................4 Section3..........................................................................................................................................5 ' DISCUSSION..........................................................................................:...................................5 3.1 Site Conditions..................................................................................................................5 3.2 Geologic Setting...............................................................................................................5 3.3 Faulting.............................................................................................................................6 3.4 General Ground Motion Analysis.....................................................................................7 3.5 Seismic and Other Hazards...............................................................................................7 ' 3.6 Subsurface Soil.................................................................................................................8 3.7 Groundwater.....................................................................................................................9 3.8 Seismic Settlement ................................................. 9 3.9 Hydroconsolidation.........................................................................................................10 3.10 Regional Subsidence..............................................:......................................................10 Section4........................................................................................................................................11 DESIGNCRITERIA................................................................................................................. 11 4.1 Site Preparation...............................................................................................................11 4.2 Foundations and Settlements...........................................................................................13 4.3 Slabs-On-Grade..............................................................................................................14 4.4 Concrete Mixes and Corrosivity.....................................................................................15 ' 4.5 Excavations.....................................................................................................................16 4.6 Lateral Earth Pressures...................................................................................................16 4.7 Seismic Design...............................................................................................................17 ' Section 5........................................................................................................................................18 LIMITATIONS AND ADDITIONAL SERVICES...................................................................18 5.1 Limitations......................................................................................................................18 5.2 Additional Services.........................................................................................................19 APPENDIX A: Vicinity and Site Maps APPENDIX B: Subsurface Soil Logs and Soil Key APPENDIX C: Laboratory Test Results APPENDIX D: Seismic Settlement Calculations APPENDIX E: Collapse Potential Settlement Calculations APPENDIX F: References 1 APNs 775-060-006 & 007 LCI Report No. LP 12117 ' Section 1 INTRODUCTION ' 1.1 Project Description This report presents the findings of our geotechnical investigation for the proposed single family residences located at 54306 and 54318 Shoal Creek in La Quinta, California (See Vicinity Map, Plate A-1). The proposed development will consist of one-story single family residences on . previously graded lots. A site plan for the proposed development was not made available to us at the ' time that this report was prepared. 1 The structures are planned to consist of continuous wall and column concrete footings, concrete slabs -on -grades and wood -frame construction. Footing loads at exterior bearing walls are estimated ' at 1 to 5 kips per lineal foot. Column loads are estimated to range from 5 to 40 kips. If structural loads exceed those stated above, we should be notified so we may evaluate their impact on foundation settlement and bearing capacity. Site development will include building pads ' preparation, underground utilities installation, concrete driveways and sidewalks placement. 1.2 Purpose and Scope of Work The purpose of this geotechnical study was to investigate the upper 51.5 feet of subsurface soil at selected locations within the site for evaluation of physical/engineering properties. From the subsequent field and laboratory data, professional opinions were developed and are provided in this ' report regarding geotechnical conditions at this site and the effect on design and construction. The scope of our services consisted of the following: ' ► Field exploration and in-situ testing of the site soils at selected locations and depths. ' ► Laboratory testing for physical and/or chemical properties of selected samples. ► Review of the available literature and publications pertaining to local geology, faulting, and seismicity. ' ► Engineering analysis and evaluation of the data collected. ► Preparation of this report presenting our findings and professional opinions regarding ' the geotechnical aspects of project design and construction. ' LandMark Consultants, Inc. Page 1 1 APNs 775-060-006 & 007 LCI Report No. LP 12117 ' This report addresses the following geotechnical parameters: ► Subsurface soil and groundwater conditions ► Site geology, regional faulting and seismicity, near source factors, and site seismic accelerations ' ► Liquefaction potential and its mitigation ► Expansive soil and methods of mitigation ' ► Aggressive soil conditions to metals and concrete Professional opinions with regard to the above parameters are presented for the following: ' ► Site grading and earthwork ► Building pad and foundation subgrade preparation ► Allowable soil bearing pressures and expected settlements ► Concrete slabs -on -grade ► Lateral earth pressures ► Excavation conditions and buried utility installations ► Mitigation of the potential effects of salt concentrations in native soil to concrete ' mixes and steel reinforcement ► Seismic design parameters Our scope of work for this report did not include an evaluation of the site for the presence of environmentally hazardous materials or conditions. 1 ' 1.3 Authorization Mr. Mark Howard of BEH Properties, LLC, provided authorization by written agreement to proceed with our work on December 11, 2012. We conducted our work according to our written proposal dated November 29, 2012. 1 , ' LandMark Consultants, Inc. Page 2 APNs 775-060-006 & 007 LCI Report No. LP 12117 Section 2 METHODS OF INVESTIGATION 2.1 Field Exploration Subsurface exploration was performed on December 28, 2012 using 2R Drilling of Ontario California to advance two (2) borings to depths of 51.5 feet below existing ground surface. The borings were advanced with a truck -mounted, CME 75 drill rig using 8 -inch diameter, hollow -stem, continuous -flight augers. The approximate boring locations were established in the field and plotted on the sitemap by sighting to discernable site features. The boring locations are shown on the Site and Exploration Plan (Plate A-2). A staff engineer observed the drilling operations and maintained a log of the soil encountered and sampling depths, visually classified the soil encountered during drilling in accordance with the Unified Soil Classification System, and obtained drive tube and bulk samples of the subsurface materials at selected intervals. Relatively undisturbed soil samples were retrieved using a 2 -inch outside diameter (OD) split -spoon sampler or a 3 -inch OD Modified California Split -Barrel (ring) sampler. The samples were obtained by driving the sampler ahead of the auger tip at selected depths. The drill rig was equipped with a 140 -pound CME automatic hammer with a 30 -inch drop for conducting Standard Penetration Tests (SPT) in accordance with ASTM D1586. The number of blows required to drive the samplers the last 12 inches of an 18 inch drive length into the soil is recorded on the boring logs as "blows per foot". Blow counts reported on the boring logs represent the field blow counts. No corrections have been applied for effects of overburden pressure, automatic hammer drive energy, drill rod lengths, liners, and sampler diameter. After logging and sampling the soil, the exploratory borings were backfilled with the excavated material. The backfill was loosely placed and was not compacted to the requirements specified for engineered fill. The subsurface logs are presented on Plates. B-1 and B-2 in Appendix B. A key to the log symbols is presented on Plate B-3. The stratification lines shown on the subsurface logs represent the approximate boundaries between the various strata. However, the transition from one stratum to another may be gradual over some range of depth. LandMark Consultants, Inc. Page 3 J APNs 775-060-006 && 007 LCI Report No. LP 12117 ' 2.2 Laboratory Testing Laboratory tests wereconducted, on selected bulk and relatively undisturbed soil samples to aid in classification and evaluation of selected engineering properties of the site soils. The tests were conducted in general conformance to the procedures of the American Society for Testing and ' Materials (ASTM) or other standardized methods as referenced below. The laboratory testing program consisted of the following tests: ► Plasticity Index (ASTM D4318) — used for soil classification and expansive soil design ' criteria. ► Particle Size Analyses (ASTM D422) — used for soil classification and liquefaction ' evaluation. ► Unit. Dry Densities (ASTM D2937) and Moisture Contents (ASTM D2216) — used for ' insitu soil parameters. ► Collapse Potential (ASTM D5333) — used for hydroconsolidation potential evaluation. ' ► Moisture -Density Relationship (ASTM DI 557) — used for soil compaction determinations. ► Chemical Analyses (soluble sulfates & chlorides, pH, and resistivity) (Caltrans Methods) — ' used for concrete mix evaluations and corrosion protection requirements. The laboratory test results are presented on.the subsurface logs and on Plates C-1 through C-5 in Appendix C. g Engineering parameters of soil strength, compressibility and relative density utilized for developing ' design criteria provided within this report were obtained from the field and laboratory testing program. 1 ' LandMark Consultants, Inc. Page 4 APNs 775-060-006 & 007 LCI Report No. LP 12117 1 Section 3 r DISCUSSION 3.1 Site Conditions ' The project site is rectangular -shaped in plan -view, is relatively flat -lying and consists of approximately 0.42 acres of vacant land. The site is bounded by Shoal Creek, a paved residential street to the south, existing single family residential homes to the east and west, and a golf course to the north. The project site consists of previously graded lots. Adjacent properties are flat -lying and ' are approximately at the same elevation with this site. The project site lies at an elevation of approximately 11 feet above mean sea level (MSL) in the Coachella Valley region of the California low desert. Annual rainfall in this and region is less than 4 inches per year with four months of average summertime temperatures above 100 T. Winter temperatures are mild, seldom reaching freezing.- 3.2 reezing. 3.2 Geologic Setting The project site is located in the Coachella Valley portion of the Salton Trough physiographic province. The.Salton Trough is a geologic structural depression resulting from large scale regional faulting. The trough is bounded on the northeast by the San Andreas Fault and Chocolate Mountains and the southwest by the Peninsular Range and faults of the San Jacinto Fault Zone. The Salton Trough represents the northward extension of the Gulf of California, containing both marine and ' non -marine sediments since the Miocene Epoch. Tectonic activity that formed the trough continues at a high rate as evidenced by deformed young sedimentary deposits and high levels of seismicity. Figure 1 shows the location of the site in relation to regional faults and physiographic features. The surrounding regional geology includes the Peninsular Ranges (Santa Rosa and San Jacinto Mountains) to the south and west, the Salton Basin to the southeast, and the Transverse Ranges (Little San Bernardino and Orocopia Mountains) to the north and east. Hundreds of feet to several rthousand feet of Quaternary fluvial, lacustrine, and aeolian soil deposits underlie the Coachella Valley. LandMark Consultants, Inc. Page 5 APNs 775-060-006 & 007 LCI Report No. LP 12117 The southeastern part of the Coachella Valley lies below sea level. In the geologic past, the ancient Lake Cahuilla submerged the area. Calcareous tufa deposits may be observed along the ancient shoreline as high as elevation 45 to 50 feet MSL along the Santa Rosa Mountains from La Quinta southward. Lacustrine (lake bed) deposits comprise the subsurface soils over much of the eastern Coachella Valley with alluvial outwash along the flanks of the valley. ' 3.3 Faulting The project site is located in the seismically active Coachella Valley of southern California with numerous mapped faults of the San Andreas Fault System traversing the region. The San Andreas Fault System is comprised of the San Andreas, San Jacinto, and Elsinore.Fault Zones in southern California. We have performed a computer-aided search of known faults or seismic zones that lie within a 62 mile (100 kilometer) radius of the project site (Table 1). A fault map illustrating known active faults relative to the site is presented on Figure 1, Regional Fault Map. Figure 2 shows the project site in relation to local faults. The criterion for fault classification adopted by the California Geological Survey defines Earthquake Fault Zones along active or potentially active faults. An active fault is one that has ruptured during Holocene time (roughly within the last 11,000 years). A fault that has ruptured during the last 1.8 million years (Quaternary time), but has not been proven by direct evidence to have not moved within Holocene time is considered to be potentially active. A fault that has not moved during Quaternary time is considered to be inactive. Review of the current Alquist-Priolo Earthquake Fault Zone maps (CGS, 2000a) indicates that the nearest mapped Earthquake Fault Zone is the San Andreas — Coachella fault located approximately 8 miles north east of the project site. The project site is located in the seismically active Coachella Valley of southern California and is considered likely to be subjected to moderate to strong ground motion from earthquakes in the region. The proposed site structures should be designed in accordance with the California Building Code (CBC) for a "Maximum Considered Earthquake" (MCE) and with the appropriate site coefficients. The MCE is defined as the ground motion having a 2 percent probability of being exceeded in 50 years. I LandMark Consultants, Inc. Page 6 APNs 775-060-006 & 007 LCI Report No. LP 12117 3.4 General Ground Motion Analysis The project site is considered likely to be subjected to moderate to strong ground motion from earthquakes in the region. Ground motions are dependent primarily on the earthquake magnitude. and distance to the seismogenic (rupture) zone. Accelerations also are dependent upon attenuation ' by rock and soil deposits, direction of rupture and type of fault; therefore, ground motions may vary considerably in the same general area. CBC Seismic Coefficients: The 2010 California Building Code (CBC) ground motion parameters ' are based on the Maximum Considered Earthquake for a ground motion with a 2% probability of occurrence in 50 years. The U.S Geological Survey "Earthquake Ground Motion Tool", version ' 5.0.9a (USGS, 2009) was used to obtain the site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters shown in Table 2. The site soils have been ' classified as Site Class D (stiff soil profile). Design earthquake ground motions are defined as the earthquake ground motions that are two-thirds (2/3) of the corresponding MCE ground motions. ' Design earthquake ground motion data are provided in Table 2. A peak ground acceleration (PGA) value of 0.54g was determined for liquefaction and seismic settlement analysis in accordance with 2010 CBC Section 1803.5.12 and CGS Note 48 (PGA = SDs/2.5). The parameter SDs is derived from the maximum considered earthquake spectral response acceleration for short periods (CBC Section 1613.5.4) and provided in Table 2 of this report. 3.5 Seismic and Other Hazards ► Groundshaking. The primary seismic hazard at the project site is the potential for strong ' groundshaking during earthquakes along the San Andreas fault. A further discussion of groundshaking follows in Section 3.4. ' ► Surface Rupture. The project site does not lie within a State of California, Alquist-Priolo Earthquake Fault Zone or County of Riverside Earthquake Fault Zone. Surface fault rupture is ' considered to be unlikely at the project site because of the well -delineated fault lines through the Coachella Valley as shown on USGS and CDMG maps. However, because of the high tectonic LandMark Consultants, Inc. Page 7 APNs 775-060-006 & 007 LCI Report No. LP 12117 ' activity and deep alluvium of the region, we cannot preclude the potential for surface rupture on undiscovered or new faults that may underlie the site (See Fault Zone Map, Plate A-7). ' P. Liquefaction. Liquefaction is unlikely to be a potential hazard at the site, since the groundwater is deeper than 50 feet (the maximum depth that liquefaction is known to occur). Other Potential Geologic Hazards. P. Landsliding. The hazard of landsliding is unlikely due to the regional planar topography. No ancient landslides are shown on geologic maps of the region and no indications of landslides were observed during our site investigation. P. Volcanic hazards. The site is not located in proximity to any known. volcanically active area and the risk of volcanic hazards is considered very low. P. Tsunamis, sieches, and flooding. The site does not lie near any large bodies of water, so the threat of tsunami, sieches, or other seismically -induced flooding is unlikely. ► Expansive soil. The near surface soils at the project site consist of sandy silts, sand/silty sands and silty sand which are expected to be non -expansive to slightly expansive in nature. We r recommend expansion testing of the soils in the upper layer during the rough grading operations to determine the expansive characteristic of these soils. 3.6 Subsurface Soil Subsurface soils encountered during the field exploration conducted on December 28, 2012 consist of.dominantly medium dense to very dense inter -bedded sandy silt (ML), silty clay (CL), sand/silty sands (SP/SM), and silty sands (SM) to the maximum depth of exploration. The near surface soils are expected to be non -expansive to slightly expansive in nature. The subsurface logs (Plates B-1 and B-2) depict the stratigraphic relationships of the various soil types. LandMark Consultants, Inc. Page 8 APNs 775-060-006 & 007 LCI Report No. LP 12117 3.7 Groundwater / 1 Groundwater was not encountered in the' borings during the time of exploration. According to Coachella Valley Water District (CVWD) readings of groundwater levels from nearby wells, groundwater is located at,a depth of approximately 162 to 176 feet below the ground surface in the vicinity of the project site. Based on the regional topography, groundwater flow is assumed to be generally towards the south- east within the site area. Flow directions may vary locally in the vicinity of the site. Historic groundwater records in the vicinity, of the project site indicate that groundwater has ' fluctuated between 60 to 105 feet below the ground surface over the last 60 years according to a report "Coachella Valley Investigation" conducted by the Department of Water Resources, published ' July 1964. 1 3.8 Seismic Settlement An evaluation of the non -liquefaction seismic settlement potential was performed using the relationships developed, by Tokimatsu and Seed (1984, 1987) for dry sands. This method is an empirical approach to quantify seismic settlement using SPT blow counts and PGA estimates from the probabilistic seismic hazard analysis. 1 The soils beneath the site consist primarily of medium dense to dense silty sands and loose to medium dense sandy silts. Based on the empirical relationships, total induced settlements are estimated to be on the order of/4 inch in the event of a NICE earthquake. The residential structurse ' should be designed to accommodate an estimated different settlement of a minimum of 1 inch over a distance of 50 feet (angular distortion of 1:600). The computer printouts for the estimates of induced settlement are included in Appendix D ' LandMark Consultants, Inc. Page 9 APNs 775-060-006 & 007 'LCI Report No. LP 12117 3.9 Hydroconsolidation In and climatic regions, granular soils have a potential to collapse upon wetting. This collapse (hydroconsolidation) phenomena is the result of the lubrication of soluble cements (carbonates) in the soil matrix causing the soil to densify from its loose configuration, during deposition. Collapse potential test (Plate C-4) performed on relatively undisturbed sample from the site indicated ' a slight risk of collapse upon saturation. In general, the soils consist of dominantly medium dense to very dense inter -bedded sandy silt (ML), sand/silty sands (SP/SM), .and silty sands (SM) to the ' maximum depth of exploration. The settlement from the collapse potential analysis was determined to be approximately 1.9 to 2.0 inches. The computer printouts for the estimates of ' collapse potential settlement are included in Appendix E of this report 3.10 Regional Subsidence The project is located in the Coachella Valley wich has experienced up to 12 inches of regional ' subsidence between 1996 and 2005 (USGS, 2007). The risk of regional subsidence at the project site is considered moderate. The project site is located in Riverside County, designated area of active subsidence (Plate A-9). r ' LandMark Consultants, Inc. Page 10 APNs 775-060-006 & 007 LCI Report No. LP 12117 ' Section 4 DESIGN CRITERIA 1 4.1 Site Preparation Pre -grade Meeting_ Prior to site preparation, a meeting should be held at the site with as a minimum, the owner's representative, grading contractor and geotechnical engineer in attendance. ' Clearing and Grubbing: All surface img g grass, debris and vegetation includin ass, trees, and ' weeds on the site at the time of construction should be removed from the construction area. Root balls should be completely excavated. Organic stripping should be hauled from the site and not used as fill. Any trash, construction debris, concrete slabs, old pavement, landfill, and buried obstructions such as old foundations and utility lines exposed during rough grading should be traced to the limits of the foreign materials and removed. Any excavations resulting from site clearing and grubbing ' should be dish -shaped to the lowest depth of disturbance and backfilled with engineered fill. Building Pad Preparation: The exposed surface soil within the proposed building pad areas should be removed to 36 inches below the lowest foundation grades, extending five feet beyond all exterior ' wall/column lines (including adjacent concrete areas). The exposed sub -grade shall be saturated to a minimum depth of 48 inches and compacted with a vibratory steel drum roller to achieve a minimum compaction of 95% of the maximum dry density. Moisture penetration and compaction should be verified prior to construction of the engineered fill pad. ' After achieving the recommended compaction, the engineered building pad maybe constructed by ' placing the removed soils in uniformly moisture conditioned to at least 2% over optimum moisture, and re -compacted to at least 90% of ASTM D1557 maximum density ' The on-site soils are suitable for use as compacted fill and utility trench backfill. Imported fill soil ' (if required) should similar to onsite soil or non -expansive, granular soil meeting the USCS classifications of SM, SP -SM, or SW -SM with a maximum rock size of 3 inches. Thegeotechnical engineer should approve imported fill soil sources before hauling material to the site. Native and ' imported materials should be placed in lifts no greater than 8 inches in loose thickness, uniformly moisture conditioned to f2% over optimum moisture, and re -compacted to at least 90% of ASTM ' D1557 maximum density. LandMark Consultants, Inc. Page 11 APNs 775-060-006 & 007 LCI Report No. LP 12117 In areas other than the building pad which are to receive concrete slabs and asphalt concrete pavement, the ground surface should be over -excavated to a depth of 12 inches, uniformly moisture conditioned to f2% of optimum moisture, and re -compacted to at least 90% of ASTM D1557 maximum density. Trench Backfill: On-site soil free of debris, vegetation, and other deleterious matter may be suitable for use as utility trench backfill. Backfill within roadways should be placed in layers not more that 6 inches in thickness, uniformly moisture conditioned to f2% of optimum moisture and mechanically compacted to a minimum of 90% of the ASTM D 1557 maximum dry density except for the top 12 inches of the trench which shall be compacted to at least 95%. Native backfill should only be placed and compacted after encapsulating buried pipes with suitable bedding and pipe envelope material. Pipe envelopeibedding should either be clean sand (Sand Equivalent SE>30) or crushed rock when encountering groundwater. A geotextile filter fabric (Mirafi 140N or equivalent) should be used to encapsulate the crushed rock to reduce the potential for in -washing of fines into the gravel void space. Precautions should be taken in the compaction of the backfill to avoid damage to the pipes and structures. Moisture Control and Drainage: The moisture condition of the building pad should be maintained during trenching and utility installation until concrete is placed or should be rewetted before initiating delayed construction. If soil drying is noted, a 2 to 3 inch depth of water may be used in the bottom of footings to restore footing subgrade moisture and reduce potential edge lift. Adequate site drainage is essential to future performance of the project. Infiltration of excess irrigation water and stormwaters can adversely affect the performance of the subsurface soil at the site. Positive drainage should be maintained away from all structures (5% for 5 feet minimum across unpaved areas) to prevent ponding and subsequent saturation of the native soil. Gutters and downspouts may be considered as a means to convey water away from foundations. If landscape irrigation is allowed next to the building, drip irrigation systems or lined planter boxes should be used. The subgrade soil should be maintained in a moist, but not saturated state, and not allowed to dry out. Drainage should be maintained without ponding. I LandMark Consultants, Inc. Page 12 APNs 775-060-006 & 007 LCI Report No. LP 12117 Observation and De*nsily Testing_ All site preparation and fill placement should be continuously observed and tested by a representative of a qualified geotechnical engineering firm. Full-time observation services during the excavation and scarification process is necessary to detect undesirable materials or conditions and soft areas that may be encountered in the construction area. The geotechnical firm that provides observation and testing during construction shall assume the responsibility of "geotechnical engineer of record' and, as such, shall perform additional tests and investigation as necessary to satisfy themselves as to the site conditions and the recommendations for site development. Auxiliary Structures Foundation Preparation: Auxiliary structures such as free standing or retaining walls should have the existing soil beneath the structure foundation prepared in the manner recommended for the building pad except the preparation needed only to extend 18 inches below and beyond the footing. 4.2 Foundations and Settlements Shallow column footings and continuous wall footings are suitable to support the structures provided they are founded on a layer of properly prepared and compacted soil as described in Section 4.1. The foundations may be designed using an allowable soil bearing pressure of 1,800 psf. The allowable soil pressure may be increased by 20% for each foot of embedment depth in excess of 18 inches and by one-third for short term loads induced by winds or seismic events. - The maximum allowable soil pressure at increased embedment depths shall not exceed 2,300 psf. All exterior and interior foundations should be embedded a minimum of 18 inches below the building support pad or lowest adjacent final grade, whichever is deeper. Continuous wall footings should have a minimum width of 12 inches. Column footings should have a minimum width of 24 inches and should not be structurally isolated. Recommended concrete reinforcement and sizing for all footings should be provided by the structural engineer. Resistance to horizontal loads will be developed by passive earth pressure on the sides of footings and frictional resistance developed along the bases of footings and concrete slabs. Passive resistance to lateral earth pressure may be calculated using an equivalent fluid pressure of 220 pcf to resist LandMark Consultants, Inc. Page 13 APNs 775-060-006 & 007 LCI Report No. LP 12117 lateral loadings. The top one foot of embedment should not be considered in computing passive resistance unless the adjacent area is confined by a slab or pavement. An allowable friction coefficient of 0.31 may also be used at the base of the footings to resist lateral loading. Foundation movement under the estimated static (non -seismic) loadings and static site conditions are estimated to not exceed'/4 inch with differential movement of about two-thirds of total movement for the loading assumptions stated above when the subgrade preparation guidelines given above are followed. Foundation movements under the seismic loading due to dry settlement are provided in Section 3.8 of this report. Foundation movements under the collapse potential settlement are provided in Section 3.9 of this report. The residential structure should be designed to accommodate an estimated different settlement of a minimum of 1 inch over a distance of 50 feet (angular distortion of 1:600). 4.3 Slabs -On -Grade Concrete slabs and flatwork should be a minimum of 4 inches thick. Concrete floor slabs may either be monolithically placed with the foundation or dowelled after footing placement. The concrete slabs may be placed on granular subgrade that has been compacted at least 90% relative compaction (ASTM D1557) and moistened to near optimum moisture just before the concrete placement. To provide protection against vapor or water transmission through the slabs, we recommend that the slabs -on -grade be underlain by a layer of clean concrete sand at least 4 inches thick. To provide additional protection against water vapor transmission through the slab in areas where vinyl or other moisture -sensitive floor covering is planned, we recommend that a 10 -mil thick impermeable plastic membrane (visqueen) be placed at mid -height within the sand layer. The vapor inhibitor should be installed in accordance with the manufacturer's instructions. We recommend that at least a 2 -foot lap be provided at the membrane edges or that the edges be sealed. Concrete slab and flatwork reinforcement should consist of chaired rebar slab reinforcement (minimum of No. 4 bars at 18 -inch centers, both horizontal directions) placed at slab mid -height to resist potential swell forces and cracking. Slab thickness and steel reinforcement are minimums only and should be verified by the structural engineer/designer knowing the actual project I LandMark Consultants, Inc. Page 14 APNs 775-060-006 & 007 LCI Report No. LP 12117 loadings. The construction joint between the foundation and any mowstrips/sidewalks placed adjacent to foundations should be sealed with a polyurethane based non -hardening sealant to prevent moisture migration between the joint. Control joints should be provided in all concrete slabs -on -grade at a maximum spacing (in feet) of 2 ' to 3 times the slab. thickness (in inches) as recommended by American Concrete Institute (ACI) guidelines. All joints should form approximately square patterns to reduce randomly oriented ' contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or sawcut (1/4 of slab depth) within,6 to 8 hours of concrete placement. Construction (cold) joints in foundations and area flatwork should either be thickened buttjoints with dowels or a thickened keyed joint designed to resist vertical deflection at the joint. All joints in flatwork should be sealed 1 to prevent moisture, vermin, or foreign material intrusion. Precautions should be taken to prevent curling of slabs in this and desert region (refer to ACI guidelines). All independent concrete flatworks should be underlain by 12 inches of moisture conditioned and ' compacted soils. All flatwork should be jointed in square patterns and at irregularities in shape at a maximum spacing of 10 feet or the least width of the sidewalk. r ' 4.4 Concrete Mixes and Corrosivity ' Selected chemical analyses for corrosivity were conducted on bulk samples of the near surface soil from the project site (Plate C-5). The native soils tested were shown to have low levels of sulfate ion' concentrations (557 ppm) and low levels of chloride ion concentrations (30 ppm). Resistivity determinations on the soil indicate very severe potential for metal loss because of electrochemical corrosion processes. However, in consideration of general corrosive environment in the vicinity, a minimum of 4,000 psi concrete of Type II/V Portland Cement with a maximum water -cement ration of 0.50 (by weight) should be placed in contact with native soil on this project (site -work including sidewalks, driveways, patios, and foundations). ' LandMark Consultants, Inc. Page 15 APNs 775-060-006 & 007 LCI Report No. LP 12117 A minimum concrete cover of three (3) inches is recommended around steel reinforcing or embedded components (anchor bolts, hold-downs, etc.) exposed to native soil or landscape water (to 18 inches above grade). The concrete should also be thoroughly vibrated during placement. Landmark 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. 4.5 Excavations All trench excavations should conform to CalOSHA requirements for Type C soil. The contractor is solely responsible for the safety of workers entering trenches. Temporary excavations with depths of 4 feet or less may be cut nearly vertical for short duration. Temporary slopes should be no steeper than 1.5:1 (horizontal:vertical). Trench excavations deeper than 4 feet will require shoring or slope inclinations in conformance to CAUOSHA regulations for Type C soil. Surcharge loads of stockpiled soil or construction materials should be set back from the top of the slope a minimum distance equal to the height of.the slope. All permanent slopes should not be steeper than 3:1 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. 4.6 Lateral -Earth Pressures Earth retaining structures, such as retaining walls, should be designed to resist the soil pressure ' imposed by the retained soil mass. Walls with granular drained backfill may be designed for an assumed static earth pressure equivalent to that exerted by a fluid weighing 40 pcf for unrestrained 1 (active) conditions (able to'rotate 0.1% of wall height), and 51 pcf for restrained (at -rest) conditions. These values should be verified at the actual wall locations during construction. ' LandMark Consultants, Inc. ' Page 16 APNs 775-060-006 & 007 LCI Report No. LP 12117 4.7 Seismic Design This site is located in the seismically active southern California area and the site structures are subject to strong ground shaking due to potential fault movements along the San Andreas fault. Engineered design and earthquake -resistant construction are the common solutions to increase safety and development of seismic areas. Designs should comply with the latest edition of the. CBC for Site Class D using the seismic coefficients given in Section 3.4 and Table 2 of this report. LandMark Consultants, Inc. Page 17 APNs 775-060-006 & 007 LCI Report No. LP 12117 Section 5 LIMITATIONS AND ADDITIONAL SERVICES 5.1 Limitations The findings and professional opinions within this report are based on current information regarding the proposed single family. residences located at 54306 and 54318 Shoal Creek in La Quinta, California. The conclusions and professional opinions of this report are invalid if: 1 Proposed building(s) location and size are changed from those shown in this report ► Structural loads change from those stated or the structures are relocated. ► The Additional Services section of this report is not followed. ► This report is used for adjacent or other property. ► Changes of grade or groundwater occur between the issuance of this report and construction other than those anticipated in this report. ► Any other change that materially alters the project from that proposed at the time this report was prepared. Findings and professional opinions in this report are based on selected points of field exploration, geologic literature, laboratory testing, and our understanding of the proposed project. Our analysis of data and professional opinions presented herein are based on the assumption that soil conditions do ' not vary significantly from those found at specific exploratory locations. Variations in soil conditions can exist between and beyond the exploration points or groundwater elevations may change. If detected, these conditions may require additional studies, consultation, and possible design revisions. ' This report contains information that may be useful in the preparation of contract specifications. However, the report is not worded is such a manner that we recommend its use as a construction ' specification document without proper modification. The use of information contained in this report for bidding purposes should be done- at the contractor's option and risk. This report was prepared according to the generally accepted geotechnical engineering standards of ' practice that existed in Riverside County at the time the report was prepared. No express or implied warranties are made in'connection with our services. This report should be considered invalid for periods after two years from the report date without a review of the validity of the findings and LandMark Consultants, Inc. Page 18 APNs 775-060-006 & 007 LCI Report No. LP 12117 professional opinions by our firm, because of potential changes in the Geotechnical Engineering Standards of Practice. The client has responsibility to see that all parties to the project including, designer, contractor, and subcontractor are made aware of this entire report. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. 5.2 Additional Services We recommend that a qualified geotechnical consultant be I retained to provide the tests and observations services during construction. The geotechnical engineering firm providing such tests and observations shall become the geotechnical engineer ofrecord and assume responsibilityfor the project. The professional opinions presented in this report are based on the assumption that: ► Consultation during development of design and construction documents to check that the geotechnical professional opinions are appropriate for the proposed project and that the geotechnical professional opinions are properly interpreted and incorporated into the documents. ► LandMark Consultants will have the opportunity to review and comment on the plans and specifications for the project prior to the issuance of such for bidding. ► Continuous observation, inspection, and testing by the geotechnical consultant of record during site clearing, grading, excavation, placement of fills, building pad and subgrade preparation, and backfilling of utility trenches. ► Observation of foundation excavations and reinforcing steel before concrete placement. ► Other consultation as necessary during design and construction. We emphasize our review of the project plans and specifications to check for compatibility with our professional opinions and conclusions. Additional information concerning the scope and cost of these services can be obtained from our office. LandMark Consultants, Inc. Page 19 Project P, I � jr,,. 0 r * W Ile E 2011 Aerial Photograph Courtesy of USGS Legend Approximate Boring Location (typ) LANDMARK Plate IL Project No.: LP1 211LJI Site and Exploration Plan A-2 ('4 CDA .L1�5 ! r �, GbA �,, i � � �� (i' J •�1{t� � ,Lr,.� � "F. � �1" ya � C.. ,•^ .7A n'� � �� '� i 1' MaD k.". '1ylt.�A• � C` .CDA ! ii � F +QJC. A& 501 '1-0_ '4'r'�.. _ -iM - ENUEs �',. kl �. 1.. 4. -•30 Is. _-•+- We 1, \=�c""' MaD MaD if s c ' `y t FoA to It Csok If MOB wj ( Ma8 GbA �• /k. ��•• 6 MAD _ �",J .k t I ��ll� f dbi�rT a ' • r y, y, WRB43 M1• 441 GbA r. v a �� ✓ ..y"T- -_-_ ' - A,.ei� - - AVENUE ss !4 IQ PtI ,. 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[` .-C s :i - . . iii. ! -.7r'« CcC r 29dc Cdc 2&[ CeC � ++. j LANDMARK USDA Soil Conservation Plate Project No.: LP12117 Soil Service Map A-3 SOIL SURVEY OF Riverside County, California CoacheHa Valley Area United States Department of Agriculture Soil Conservation Service in cooperation with University of California Agricultural Experiment Station P0,66 ' SOIL SURVEY I' • . Classification Soil nnnle and � Depth USDA texture - • map syntl,nl � Gni(icrl ,1:1SAT0 , 13ndltind: Borrow pits: Bull Trail:. , BtE------------------------ 0-3 Stony ennJy loam___-_•___---•-----..._. Shl A-2, r1-9 3-31 Sanely clap loam -------------------------- CI, il(L, CL, Sill-SC, SC ,1-9, A-0 • ' •- 31-60 Sandy tonal, luan►-------------e._.__.... ill l., CL-All•, S\t, Sill 5C A-2: A-9 Cn'on: �r Loamy e D------•-•-------------.. - 0-60 -and ---------------- -............ SA•I' ,\-2 -. Cn11'on Vnrintli,: - ' CbD----------- ------------ c 0-19 Sand .............. r._ Sili, SP SAI A-2, ,1-1 19-60 S:uul, Inanly snnd, gravelly sand----------- Sill, SP 5AI 1• :\-I, •,\-2, A-3 Cnrrizo: - CcC...................... 0-10 Stony emul_-_-•__-_-:__--__----__----•-- SP, SP-SAi A-1, A-2, A-3 -t 10-30 \'e;ygravelly conrsesanJ_.__.:----------- GP - A-1 ' 30-60 Very stony coarsesand ------------------- SP, SP,SilI A-1 i'inrfllaS: 'i CdC,CdE_................... 0-00 Gravelly sand ............................ SP, SP,SA'[ - A-t CfB____----•-------....... 0-10 Sand ------------------------------------- SAI, SP-SA1 - A-2, rl-3 , •, lU-GU Gravelly sand .................. _--------- SP, SP--&\l A-1 ChC----------------------- . 0-60 cobbly sand .----------_•-----•-_--__--__ SP, SP-SAI _ A-I CkB----------------------- U-GD Tine snnd___•_•----._._._-_._..---.:___. SM ,1-2 f y � - Cnrcitns Variant: C m B, Cm E.................. ' 0-13 Saud, fine sand -------------------------- Sill, SPASM A-2, A-3 - 18 \Venthered bedrock ....................... .............................. ................ i Chttcknwnlln: • Co B, CoD_................. � 0-12 1'cry gravelly s;indy clay loam ------------ GC, GM-GCr1-'l ^^ . 11-25 Very gravelly fiuc sandy loran very C,,-%I, CP-Gill :\-1, A-'l • cobbly fine sanely Inane, very gravelly - « • snuJy lunar.. , 25-60 Very gravelly sand, very cobbly sand ------ GY, SP, C11', S1V A=l ChOckna•nlln: CnC,CnE_._------------ 0-12 Cnhhly(inesaudyloam__....... _........ C.il1 ,1-1, A-'l 12-25 Very gravelly fine sandy loam, very cobbly GAI, GP-GA•1 ,\-1, A-'l • fiucs:urcly lauit, vrry grnvclly candy loran. ' Conray sand, loamy fiuc s:utJ______________ 25-60 Very gravelly snnJ, very cobbly sand. _.:_ - GI', SP, C;\V, SW r\-1 E� Coachella: I CpA,CPB------------------ 0-I1 rincsnt°1 ... SAI r\-2 + • .11-GO Sand, fine snnd..................... :__... Sill, SP-SNI A-2, A-3 n CfA_------_-_-•---.__:•._.. 0-00 Fine snntl------------- ------------•:`__.._ SM r1-2 CsA----------------------- 0-10 bine sandy loam--------------•-_--_----- SN 1, AIL :1-4 'I0-90 Sand,finennld --------------------------- SAI, SP-SM� A-2, A-3 90-60 f w Conray sand, loamy fiuc s:utJ______________ SAI, Sill -SC A-2, A-9 rhlvnryunnis: Fluvc»ls: F , + a d,\ i ""' 01^SI 0b-119 001 OOT 0 CIN --•"-...."' E-9 OS-(15. OOT 001 0 S-dN. 06-0ISS-OF 98-OL 001•, 001 ' 0 " d N ------------------ R-oz 08-99 001 001 0 d K 9E-S 08-09• 001 001 0 d,\ 9E-07., .08-90 ooT. 001 0 d N ......-""'•- '9E-91 OS-OE 09-SF 09-S 9-d.\ SZ-ST OE-S 5T-Si 09-M 09'51' OM S-d N UE-OZ OE-09 9F-SE OS-OF 09-05 of-9Z •. d N ••r".- '" ..... s;-0 qE-9i OS-OE 09-96 09-9 9-d N 92-91 Of.-9 - 9i-91 OS-OE 00-SF 09-9 ' ST-S • 9E-9Z OZ-91 SE-0£ OJ-0£ 99-0 01-0' ................. D£-S ' 08-05 001-SS - 001-96 ............ dN ____`"''E-OZ . '01-0 08-59 001-9L OOT-08 91-0 d IN ------ 09-SZ 08-09 OOT-98 0E-91 d N ------------------ 01-0 09-9Z 9L 09 001-98 0 d N 91-91 o1-09 001-08 001-96 0 d N ------:-•---.------ 01-0 09-CZ 08-0_9 001-98. .01-0 d N ........ y.... o1-o 09-OF 001-08 001-06 OE-OZ d \ ---------•---;---- 9-0 SE-OZ. 09-9E 09"06 01-0 am , -•"................. 01-0' OL-01, 001-08 001-06 OZ-ol N --"......---"-" OE-9 SL-9E UUl-OL 001 -0 d.\' -" ............... 51-S OL-W 0OT-98 001' 0 d N I ...... ............. 0E-91 91-09 001-08 , 001-96 0 , /• L 1 0T-dN OC-9f OL-0E os-09 96-09 001-06 ' OZ-0` 91-1 OF-SZ S9-9E ' 06-OL 001-00 001-50 01-0 9-d,\I cZ-Sl OF-SZ OL-99• 001-06 001-90 Ob-9 ................ .................. ---- ---- - - --------------- -- ------.. . ........................ ---------IV , Pd • o0Z oi' 01 . 1' sayaul Xa1Hl! I1LLUl . —jotIunu anais 10Pllsuld sluawAc�1 �, 9ws�uc� a5uluaarod - t Pcj,68 F • SOIL SUR\/EY Classification Unified AASHTO Soil name and 3 Aepth USDA texture map symbol ` Gilman: Gall '0-8 foamy fine sand-.----.---- .............. a A-2, A-4 " ----------------------- 8-60 Stratified lonmy sand to silty clay loam. -.- \IL A-4 if GbA,GbB,GcA------------ 0-8 8-60 Finesandyloam -------------------------- Stratified loamy sand to silty clay loam, _•- ML, SM ML. A-4 A-4 GdA 0-8 Fine sand), loam ........................ SN -1, 1'IL A-4 ------------------------ 8-40 Stratified loamy sand to silty clay team. _-- ML A-1 • 40-60 Silty clay loam-------------------------- CL _ A-0, A-7 GeA,GFA-----------------• 0-8. 8 -GO Sittloam_--------------I----------------- Stratified loamy sand to silty clay loam- _.- 'ML, ML A-4 A-4 Gravel pile and dumps; GP. Imperial: eA IIA- ----•--------- 0-60 Silly clay------------------------------- CH A-7 Impperialpnrt--------------- ,0-60 - Silty clay---.------- --------------- CH r A-7 Gullied Innd part. t India: ; Ip, Ir---------------------- 0-10 Fine sandy loam ------------------------- SM, ML A-4 10-60 Very fine sandy loam, silt lontn, sandy loam-- ML, A-4 Is, It ------------- ......... 0-10 10-60 Very fine sanclyloam -------------------- Very fine sandy loam, silt loam, sandy ML ML A-4 A-4 �. loam. , Lithic Torripsamments: L Rs: Lithic Torripsammentspart. '40-4 ' Sand, lownysand,fine sand --------------- Sld, SP-�4D1 A-2, A-3 • 4 Unweathered bedrock-------------------- t Rock outcrop part. M&8' Mao, MeB----------- 0-60 Fine sand.'---...... .." SM A-2 Niland: Nall----------------------- '0-21 Sand ---------------- ------------------ SM, SP -Sm A-3, A-2 21-60 Silty clay ............................... Cf., CH A-7 'Nb D_...----•-------------• 0-23 Sand--------- -------- SA4, SP--Shf A-3, A-2 . l3 -GU Siltycltty------------- ------• -- - CL, CH A-7 Omstott: Onto .:.................... 0-10 Conrsesandy loam ----------------------- am A-2, A-4 10 Weathered bedrock ---------------------- Ora; Omstott part .............. 0-10 Gravelly fine sand), loam ----------------- SN'1 A-2, A-4 10 Weathered bedrock. Rock outcrop port. t i Riveiwnsh: RA. I' Rock outcrop: ' r RO. RTt: - Rock outcrop part.. Lithic Torrilxsnmmentsp:irt. 0-4 Sand, loamy snnd,fine sand -•-----------•- SM, 8P-SN1 A-2, A-3, 4 Umvcntlicrcd bedrock. Rubble land:, , RU. Salton: So ---------- '...... -........ .0-9 9-60 Fine sandy loam -----=------------------- silty clay, silty clay loam:---------- S\1 -SC OFI, CL A-4 A-6, A-7. Sb ----- -------------------- . 0-9 9-60 ,Clay, Silty clay Innm........................... Clay, silty clay, silty clay loam ------------ CH: CL CFI, CL A-0, A-7 A-8, A-7 ` Pg.69 SOIL SUR\/EY Fragments Percentage pnsaing sieve number— Liquid Pleaticty �,8 limit index• inches 4 10 40 200 • Pet Pet 0 100 100 70,80 25-50 ----------------- NP 0 100 95-100, 80-100 50-80 ------------------ NP 0 100 95-100 70-85 40-55 10-30 N P-5 0 100 95-100 80-100 60-80 __________________ NP 0 l00 100 90-85 40-55 20-30 NP -5 0 100 100 80-100 50-60 ----------- ------- NP 0 100 100 95-100 85-95 25-95 10-20 0 100 95-100 90-700 70-90 20-30 NP -5 0 100 95-100 80-100 500 __________________ NP ' p 100 100 100 90-95 59-70 25-45 p 100 100 100 90-95 50-70 25-45 0 95-100 95-100 70-85 90-55 15-30 NP -5 p 96-100 95-100 80-100 50-70 15-30 NP -5 p 95-100 95-100 85-95 50-65 15-30 NP -5 p 95-100 95-100 80-100 50-70 18-30 NP4 0 75-100 50-100 59-80 5-35 ------------------ NP 0 100 80-100 850 29-35 __________________ NP p 9x-100 75-95 50-65 5-15 __________________ NP 0 100 100 95-100 90-95 95-70 26-46 0 80-300 76-100 50-86 5-16 __________________ NP p 100 100 95-100. 90-95 45-70 2545 p 100 100 80-70 30-50 16-25 NP -5 0 75-85 85-75 55-70 25-90 15-25 NP -5 0 75-100 50-100 50-80 5-35 ------------------ --------- NP U 100 100 70-85 40-50 1b-30 5-10 0 lOD 100 90-100 76-95 35-80 25-35 0 100 100 95-100 85-95 36-80 15-35 0 100 100 90-100 75-95 35-6 0 25-36 1 t 1 1 1 1 1 1 1 1 1 1 1 { • P6,70 • SOIL SUR\/EY Classification Soil name and Depth USDA texture � - uinp symbol Uoiricd AASHTO In Sobobn! $oD........................ 0-13 Cobbly sand -------------------- -------- SP-S�l A -i 13-00 Very stony shod, very cobhl)• sand, very GP, SP r1-1 - ' gravelly sand. SpE------------------------ 0-13 t' Stony sand ------------------------------- GP -G11, SP -SM A-1 • 3-00 Very stony sand, very Cobbly sand; very GP, SP- A-1 •. gravelly sand. Torriortbenta: � , � '• .Torriorthenta port. 0-00 Variable. Itoek outcrop part. Tu)'ungn: TPE-•-----=--------------- 0-60 Cine sand ................................. .Sm A-2 ' TrC________________________ 0•60 CntvF'Ilyluwiq'solid------------ --------- SP -SNI, SP, a-1 Ts8--------- =-------------- 0-00 Loamy fine sand -------------------------- Sl•I .•. A-2, i A-4' P6.7 1. k - i SO I L S U R\/ENe Percentage passing Fragments • ' .,. sieve number— � Liquid .Plasticity >3 _ limit index taches 4 10 . 40 � 200 - - P Pet � 'Pet ' 20-30 65-30• 00-75 25-40 5-10 ------------------ . NP 20-45 40-60 30-40 15-25 0-5 _______________ NP ~ 20-30 4040 ' • 30-90 20-30 � 34-10 .-.�...... :------- NP 20795 • � 90-60 30-40.. .- 15-25 0-5. .--___-------- I\TP 0 - 90-100 � 75-100 � 65-55 � 20-35 __________________ ` 31P 0 70-00 50-75 20-50, 0-10 -----=------------ NP 0 � 00-100 75-100 85-90 30-50 ---------------------- N R - i P - i 1 1 1 1Ll 1 1 1 1 118 1 1 1 1 1 1 1 1 1 1 1D 7npoQuad" (opyri�Ft aJ 1999 Delnrme Yarmouth, M %.., DW: USG IOW It Scale. 1 : MODO Detail: 13-0 Datum: WGS" Reference: USGS Topographic Map Site Coordinates La Quinta, CA Quadrangle Lat: 33.6549 N Scale 1:25,000 Long: 1,16.2712 W LANDMARK,eo•Plate Project No.: LPI 2117 Topographic Map A-4 - V71-111 Weil �• j/•-- wv[Nu4 'J7 :: � •�; - �:.�' - � Project Site Pump 1. �: � I`,��; , '/ �\^!�\'{.: `7•� �:. '� s... �r ».r.a T n •�a....�..asc r._... •— ,% ',1\t �� .-r6 �(( / fes. ) �.�f :j •L e�uaaao -T " -r - � _ _'___- � F+=_:, J� .1�. -� til � I `y } f . 11 �j. 'ia.K'alt " .• � 1"- ti,✓'� 9 r.� r p y i 14 li }/�r =, f< jt i' r 'Q • \ /�� \ —.. � v. �/ \ Yui/"�� _ �` ' „ •• � . AVENU29 E 28 a s � Co nri15... 1D 7npoQuad" (opyri�Ft aJ 1999 Delnrme Yarmouth, M %.., DW: USG IOW It Scale. 1 : MODO Detail: 13-0 Datum: WGS" Reference: USGS Topographic Map Site Coordinates La Quinta, CA Quadrangle Lat: 33.6549 N Scale 1:25,000 Long: 1,16.2712 W LANDMARK,eo•Plate Project No.: LPI 2117 Topographic Map A-4 - V71-111 Weil �• j/•-- wv[Nu4 'J7 :: � •�; - �:.�' - � Project Site Pump 1. �: � I`,��; , '/ �\^!�\'{.: `7•� �:. '� s... �r ».r.a T n •�a....�..asc r._... •— ,% ',1\t �� .-r6 �(( / fes. ) �.�f :j •L e�uaaao -T " -r - � _ _'___- � F+=_:, J� .1�. -� til � I `y } f . 11 �j. 'ia.K'alt " .• � 1"- ti,✓'� 9 r.� r p y i 14 li }/�r =, f< jt i' r 'Q • \ /�� \ —.. � v. �/ \ Yui/"�� _ �` ' „ •• � . AVENU29 E e ZONE C /' i _` �! :E ',w. .>e...e.,..a•. ♦i�. ...__.► a.....s-.—�.�. --_�C._. e. ZON 1-7 '•ZONE j gyp' \ ��I%YI, � _�� f - ,' • J. • n ZONEue ^� ZONES...__ It• i mN e EIfVAT1OV RIfF.REN[F MARKS I 1. w�.W..ue .i'iONEA �Y�� � e.nw ate. '•+I....w� iONEC 1 _ E Project Site • Reference: Federal Emergency Management Agency (FEMA) La Quinta, California, (Unincorporated Areas) ' Community -Panel Numbers 060245 2270 A LANDMARK y Plate Project No.: LP12117 Flood Insurance Rate Map (FIRM) A-5 ■ .. KEY TO MAP 500 -Year I food Bound -an, 'ZONE B iuu-Year Flood 13oundary - F: ZON"A'f . 1U11 a' I)4'SI Ctl.liltl ltir $f � ZONE A� I00-Yi-m I Ivod 134jund.1ty ZONE B SOO•! Oat I lood Boumfmv 5 IS.I c' 1 .,1{ttl I.lei.111kill blue 513•^ - IY1rl1 1.1,•,,11iiu1 In I ect'' - Ha.e I hand Livimiori in'f eci (ER_ 98 7) 1411tw Iln.tnu! Within Larne" I irs.ill.>rl RvIrtrn.P irlaiL RM7)< /t•�n4It itot:nti,ln � - i.nr• 1t.tc •m1.5 "R, tc•,•mc,l It+ [tic %atit,nal C•eailcltt VcllIt'll D.1111nt lit 19:9 `zLXNLANAI-ION OF ZONE DESIGNATIONS /ONF G\VI ANA116N A Ar'eac of lllAi,cat Mimi-, base linod clea•tiioni and ti>od h rrald factor, not dctctminecL AO Arcas sill IOU- ear ch,,li0w flooding whenm, t).•nlhc arc between mic (1) ,utV ihiee j3) fect;.1 vor.rge 11 eplh 131 ;nun4tatian arc illown, but no flood harard latiors arc J: tet mined. AH Arca, of 5llAIu%% Ilooitintt where depths arc hclw<;en one (1),and three (3) Ive1; base flood cleeation, iri' afiown, out not hoot h.ti..ril tacli es arc determined. A1,A30 A1c.1s of IN-yeir flood; base flood vimilinns arid Iloud harard tactots dcfe.smbted. Ac39 A1cas of 1011 -year flood to be protected by flood 1)14ilU4:litm syslct I Undut ctans(ruclitlit; base 11000 elevations anal flood harard factors nol determined. B Arcas belwccii limils of the 100-yem hood and 500• ycel 114)f,c1; ()1 aer(,Iin dreads subic4'1 to 1110-ye;o llt)6tl- ing o•ith average depths less than one (1 ) f-3ol or where the vo wfihuliny; dra;ftiRe-,fn'd.is I`ss lltar) line s4u,11e mile; or are,,s protected by levees from the bane flood. fblcdium shading) c Arcas of mittimitl Hooding. (Nu shading) I0 Areds of undeternsined, but possible, flood hazards. V ArO,tc ul IQ41-)cdr rodslat flood with velocity (wove ac•tionl; hast flood elevations anti flood harard factor, nPl (to Ittrnlined. V1 -V30 Areas pG IQU•yi'at c1)dswl flood wtth V01061)t (w re aclionl; base. flood elevations and ;loud hazard factum delrirrtincal -• ' NO It 5 10 0ti1. H 1 i'!I,nri .t!C.tl tl(i( Ili the sActL1I 1liatd f),Ilal'll+dl'�elti I/f�rKS +! ,Ind tri rzt,1�. ht. ;1trHCate41 hi' flnu4f uutitul,l.tu<.tvlct. . I 111=..Balt is fnr firrti4l itlsur,ntbr pulpvics only; ;I dclus nol necea- raOIN tilt•.: all .tress sub)cA lu flooding in 111u Or#M111irillp of all ltlanintelric Ie.ttllte$ OWSWc 0000 harard dreds. I lit Alomirt}• tiup pallets, %ce ,a l➢dt.tlrh• primed Indc\ 'k) Map t'antl,, t y f Is s IS23 a a pfd_ Hitt — o- - Urr u J—'��� ~ ,o 1 'a,,a. tl♦..r em a . Cm Cm zD • r1,a AM)Ftlt Ma.aY ' Project Site u.n� .a.n• n.w n. u• '. , ))'n a.u...f.. )a• ,,� „ \ LOT O D, n i1•, a- 6 s • _ OD AA POR .i Asa O61• ;��y•., '+ r608 ) Assessors Parcel Map Riverside County, CA _ r. .775-060-006 '. 775-060-007 LANDMARK ..� Plate Project No.: LP12117 ' Assessors Parcel Map A-6 RIVERSIDE COUNTY GIS Selected parcel(s): 775-060-006 775-060-007 FAULT ZONES INTERSTATES N HIGHWAYS "STREETS SAN ANDREAS FAULT ZONE WATER BODIES _i CITY 'IMPORTANT' Maps and data are to be used for reference purposes only. Map features are approximate, and are not necessarily accurate to surveying or engineering standards The County of Riverside makes no warranty or guarantee as to the content (the source is often third party accuracy, timeliness, or completeness of any of the data provided, and assumes no legal responsibility for the Information contained on this map. Any use of this product with respect to accuracy and precision shall be the sole responsibility of the user. L NDMARK Riverside County Geographic Information System (GIS) Plate No.: LP12117 Fault Zones A-7 RIVERSIDE COUNTY GIS Selected parcel(s): 775-060-006 775-060-007 aSELECTED PARCEL INTERSTATES HIGHWAYS i CITY PARCELS FLOOD ZONES *IMPORTANT* Maps and data are to be used for reference purposes only. Map features are approidmate, and are not necessarily accurate to surveying or engineering standards The County of Riverside males no warranty or guarantee as to the content (the source is often third partyl accuracy, timeliness, or completenessof any of the data provided, and assumes no legal responsibility for the Information contained on this map. Any use of this product with respect to accuracy and precision shall be the sole responsibility of the user. LANDMARK . Riverside County ' Geographic Information System (GIS) Plate Project No.: LP12117 - Flood Zones A-8 RIVERSIDE COUNTY GIS " ` HIGH POIpT SHOAL'CREEK c a� J - e,ort > _ Yp1PlA �n}7 Frio RIO` h4 rr- Riv®reido County TLUA GIS -_-- Selected parcel(s): 775-060-006 775-060-007 SUBSIDENCE SELECTED PARCEL INTERSTATES /\/ HIGHWAYS D CITY PARCELS 1-1 ACTIVE El SUSCEPTIBLE 'IMPORTANT' Mapsand data are to be used for reference purposesonly. Map featuresare approximate, and are not necessarily accurate to surveying or engineering standards. The County of Riverside maps no warranty or guarantee as to the content (the source is often third party), accuracy, timeliness, or completenessof any of the data provided, and assumes no legal responsibility for the information contained on this map. Any use of this product with respect to accuracy and precision shall be the sole responsibility of the user. LANAARK Riverside County "! Geographic Information System (GIS) Plate Project No.: LP12117 Subsidence A-9 CLIENT: BEH Properties, LLC METHOD OF DRILLING: CME 75 w/autohammer PROJECT: APN 775-060-006 & 007 - Shoal Creek DATE OBSERVED: 12/28/12 OCATION: See Site Exploration Map LOGGED BY: G. Chandra 33 SILTY SAND (SM): Brown, moist. a W LOG OF BORING B-1 16 W I $ w SHEET 1 OF 1 w 0 9 g U. x y a 3 d x DESCRIPTION OF MATERIAL r ' ►' L z o a o F Z W a ° `� Jz 0 0 it z o v g a o v y m n SURFACE ELEV. +1- o c a a 7 a a SILT (ML): Brown. 76 jSANDY J rJ 57 slightly moist 12.0 113. 10 11116 I dry 10.5 I 1 163 15- 92 SAND/SILTY SAND (SP/SM): Brown, dry. 1.9 118.E 9 Jux 20 E1111 SILTY SAND (SM): Brown. 8.2 47 125' -11 23 SILTY CLAY (CL): Brown, moist. 28.0 98.0 83 LSI 16 SILTY SAND (SM): Brown, slightly moist. 9.2 30 ° 58 dry 3.8 118.E 17 25 SILTY CLAY (CL): Brown, moist. 5.9 80 J� J 32 moist 25.1 92.6 80 End of Boring at 51.5 feet. No groundwater was encountered at the time.of drilling. "`• Blows not corrected for the presence of gravel, overburden pressure, sampler size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP12117 B-1 33 SILTY SAND (SM): Brown, moist. 4.5NY% 16 End of Boring at 51.5 feet. No groundwater was encountered at the time.of drilling. "`• Blows not corrected for the presence of gravel, overburden pressure, sampler size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP12117 B-1 CLIENT: BEH Properties, LLC METHOD OF DRILLING: CME 75 w/autohammer PROJECT: APN 775-060-006 & 001. -Shoal Creek DATE OBSERVED: 12/28/12 LOCATION: See Site Exploration Map LOGGED BY: G. Chandra SL LOG OF BORING B-2 z o w Z O 0. ~°o w , SHEET 1 OF 1 w z W Z 0 N ,� M d LL Y DESCRIPTION OF MATERIAL I W .Z Z N. N IL W v m SURFACE ELEV. 2 �i } LL o U s v h SILTY SAND (SM): Brown.. - 5 5 moist 19.7 16 31 SILTY CLAY CL): Brown. 28.6 95.5 98 15:':...': 36 SAND (SP): Brown, dry. 2.3 20 0 24 SILTY SAND (SM): Brown, dry. 6.9 105.1 24 25 5 SILTY CLAY (CL): Brown, moist. 26.4 71 � 32 18 30 49 SILTY SAND (SM):'Brown, dry. 4.3 107. 14 -35- 20 dry 4.4 14 40 0 57 dry 5.6 109.E 14 45 3 SILTY CLAY CL : Brown very moist.. 36.3 87 .50- 82 SILTY SAND (SM): Brown, dry. 3.7 101.1 14 y End of Boring at 51.5 feet. 55 No groundwater was encountered.at the time of drilling. j " Blows not corrected for the presence of gravel, overburden pressure, sampler size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP12117 �nd,Geologists B-2 DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLSF Loose SECONDARY DIVISIONS Coarse grained soils More than half of Gravels More than half Of coarse fraction is larger than No. 4 sieve Clean gravels (less than 5°h fines oo•< "' ::� ;' .... GW GP Well graded gravels, gravel -sand mixtures, little or no fines Poorly graded gravels, or gravel -sand mixtures, little or no fines Gravel with fines 1.0-2.0 GM Silty gravels, gravel -sand -silt mixtures, non -plastic fines 2.0.4.0 GC Clayey gravels, gravel -sand -clay mixtures, plastic fines material is larger than No. 200 sieve Sands More than half of coarse fraction is smaller than No. 4 sieve Clean sands (less than 5%fines) �r if SW Well graded sands, gravelly sands, little or no fines SP Poorly graded sands or gravelly sands, little or no fines Sands with fines(:': Mll SM Silty sands, sand -silt mixtures, non -plastic fines ��' I sc I Clayey sands, sand -day mixtures, plastic fines Fine grained soils More than half of Sills and clays Liquid limit is less than 50% ML Inorganic silts, clayey silts with slight plasticity MI—C—L11 Inorganic clays of tow to medium plasticity, gravely, sandy, or lean days OL 11 Organic silts and organic clays of low plasticity material is smaller than No. 200 sieve Silts and clays Liquid limit is more than 50% I Il IIMH HI I Inorganic silts, micaceous or diatomaceous silty soils, elastic sills M cM Inorganic days of high plasticity, fat clays M OH Organic clays of medium to high plasticity, organic sifts Highly organic soils r-- Peat and other highly organic soils GRAIN SIZES Silts and Clays Sand Fine Medium Coarse Grave Fine Coarse Cobbles Boulders 200 4 10 4 US Standard Series Sieve Sands Gravels etc.I Blowsfft' Very Loose 0-4 Loose 4-10 Medium Dense 10-30 Dense 30.50 Very Dense Over 50 3/4" 3" 12" Clear Square Openings clays & Plastic Silts Sven th " Blowa/ft. Very Soft 0-0.25 0-2 Soft 0.25-0.5 2-4 Firm 0.5-1.0 4-8 stiff 1.0-2.0 8-16 Very Stiff 2.0.4.0 16-32 Hard Over 4.0 Over 32 Number of blows of 140 Ib. hammer falling 30 inches to drive a 2 inch O.D. (1 3/8 in. I.D.) split spoon (ASTM D1586) Unconfined compressive strength in tons/s.f. as determined by laboratory testing or approximated by the Standard Penetration Test (ASTM 01586), Pocket Penetrometer, Torvane, or visual observation. Type of Samples: aRing Sample N Standard Penetration Test I Shelby Tube 4& Bulk (Bag) Sample Drilling Notes: 1. Sampling and Blow Counts Ring Sampler - Number of blows per foot of a 140 Ib. hammer falling 30 inches. Standard Penetration Test - Number of blows per foot Shelby Tube - Three (3) inch nominal diameter tube hydraulically pushed. 2. P. P. = Pocket Penetrometer (tons/s.f.). 3. NR =No recovery. 4. GWT= = Ground Water Table observed @ specified time. LANDMARK Geo -Engineers and Geologists Plate Project No.: LP12117 Key to Log / Soil Symbols B-3 LANDMARK CONSULTANTS, INC. 1 CLIENT: BEH Properties PROJECT: APN 775-060-006 & 007 - Shoal Creek JOB No.: LP12117 DATE: 01/11/13 ATTERBERG LIMITS (ASTM .RRjj ---------------------------------- Sample Liquid Plastic Plasticity USCS Sample Depth Limit Limit Index Classification Location (ft) (LL) (PL) . (PI) -------------------------------------------------------------------------------------------------------------------------------------------------- B-2 29 32 18 14 CL PLASTICITY CHART 70 I 1 60 CH ♦&2@29ft e 50 K d = 40- 030 30- :+ CL. CL IL 20 MH or OH 10 CLI -ML ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit, % LANDMARK Atterberg Limits Plate GeologistsGeo-Engineers and Test Results C-1 Project No.; LP12117 1 1 1 1 1 1 1 1 1 l 1 1. 1 1 f I 1 � SIEVE ANALYSIS Silt and Clay Fraction DI seeUNUMARKPlateProject No.:, LP12117 Grain Size Analysis C-2 f I 1 � W-1050TIMITIT-7 M$# Density Relationship C-3 Project No.: LP12117 • iiii��►�iviiiiiiiiiiiiiisiiii . , iiiivi���isiiiiiiiiiiiiiiiiiii• ii�iiii'��►�oiiiiiiiiiii0ii0ii vi�iiiiii►�`��iiiiiiiiiiiiiiii� iiiiWiiiii\�►\iiiiiii i Curves of 100% saturation for ti� p.. ... vity i= iiiiiiiiiiiii��►\iiii ii iiiiiiiiiiiiiii►�.��iil, - i•�1����0��������►�\\VIII/2.65,�e iiniiiiiiiiiiiii��►�:�lli ilii iiiii•iiiiV�G%ilii \ii\�►iiWii® iiiiiiiiiiiiiiiiiiit7i►�►�iiiiiii aiii�iiiii0i•�����ii�i�0�`��iii� LANDMARK -. -... •� - Moisture • Plate Density Relationship C-3 Project No.: LP12117 • LANDMARK CONSULTANTS, INC. CLIENT: BEH Properties, LLC PROJECT: APN 775-060-006 & 007 - Shoal Creek JOB NO: LP12117 DATE: 1/18/2013 2.0 1.0 0.0 -1.0 -2.0 -3.0 o -4.0 :2 -5.0 c -6.0 c -7.0 a a -8.0 -9.0 -10.0 -11.0 -12.0 -13.0 COLAPSE POTENTIAL TEST (ASTM D5333) i ( it r.. E I 4 I i I Results of Test f t t i I i I 7 I I I Final Sample Location: B-2 @ 20 ft. Dry Density (pcf): 105.1 113.7 I _ 6.9 18.6 i i Void Ratio (e): I ..t-- -r—t-• 1 14-1 � I � s� t I i I -T l i g it i I • I I I , T_.. I I M I _� r _lam_' trt_ - ... I I i -14.0 0.1 1.0 Vertical Stress (ksf) 100 100.0 Collapse Potential: 1.2 % (Slight) Results of Test Initial Final Sample Location: B-2 @ 20 ft. Dry Density (pcf): 105.1 113.7 Soil Type: Silty Sand (SM) Water Content (%): 6.9 18.6 Overburden Pressure, Po: 2.25 ksf Void Ratio (e): 0.574 0.455 Saturation (%): 31.8 108.3 LANDMARK One Dimensional Consolidation Plate Test Results C-4 Project No.: LP12117 LANDMARK CONSULTANTS, INC. CLIENT: BEH Properties PROJECT: APN 775-060-006 & 007 - Shoak Creek JOB No.: LP12117 DATE: 01/10/13 -----------------------------------------------------------CHEMICAL ANALYSIS Boring: B-1 Caltrans Sample Depth, ft: 0-3 Method pH: 7.1 643 Electrical Conductivity (mmhos): N/A 424 Resistivity (ohm -cm): 280 643 Chloride (CI), ppm: 30 422 Sulfate (SO4), ppm: 557 417 General Guidelines for Soil Corrosivit Material Chemical Amount in Degree of Affected, Agent Soil (ppm) Corrosivity Concrete Soluble 0-1,000 . Low Sulfates 1,000 - 2,000 Moderate 2,000 - 20,000 Severe > 20,000 Very Severe Normal Soluble 0-200 Low Grade Chlorides 200-700 Moderate Steel 700-1,500 Severe, > 1,500 Very Severe Normal Resistivity 1 -1,000 Very Severe Grade 1,000 - 2,000 Severe Steel 2,000 - 10,000 Moderate > 10,000 Low LANDMARK Project No.; LP12117 Selected Chemical Test Results Plate C-5 Seismic Settlement Calculation a Project Name: Apns 775-060-006 & 007 . Project No.: LP12117 Location: s-1 Maximum Credible Earthquake 7.3 Design Ground Motion 0.54 g Total Unit Weight, 99 pcf Ne Water Unit Weight, 62.4 pcf 13.3 Depth to Groundwater 60 ft Hammer Effenciency 90, Rod Length 3 Mod. Cal SPT DEP'fll (ft.) THICKNESS (ft.) Susceptible O -PRESS N1(60) Fine Content Ni 60)cs p Gmax Shear Strain Gam eff E15 Enc Settlement (in.) TO'rAL (in.) 57 5 5 0 0.25 -68.7 52 87 0.166 808 16 10 5 0 0.50 34.6 52 46 0.332 926 92 15 5 1 0.74 89.7 17 98 0.497 1454 2.70E-04 4.00E-05 3.80E-05 0.00 11 20 5 0 0.99 18.9 29 26 0.663 1083 23 25 5 0 1.24 19.8 29 27 0.829 1225 16 30 _ 5 0 1.49 25.4 61 35 0.995 1465 58 35 5 1 1.73 42.8 29 54 1.161 1817 5.02E-04 1.53E-04 1.45E-04 0.02 25 40 5 0 1.98 35.6 61 48 1.327 1868 32 45 5 0 2.23 20.8 29 29 1.492 1668 33 50 5 1 2.48 42.1 61 55 1.658 1 2195 4.44E-04 1.30E-04 1.24E-04 0.01 - 0.04 REFERENCES (1) Tokimatsu and'Seed, 1984. Simplified Procedures for the Evaluation of Settlements in Clean Sands. (2) Seed and Idriss, 1982. Ground Motion and Soil Liquefaction During Earthquakes, EERI Monograph. (3) YOUd, Leslie, 1997. Proceeding of the NCEER Workshop on L' -valuation of Liquefaction Resistance of Soils (4) Pradel, Daniel, 1998. JGEE, Vol. 124, No. 4, ASCE (5) Seed, et.al., 2003, Recent Advances in Soil Liquefaction Engineering: A Unified and Consistent Framework. University of California, Earthquake Engineering Research Center Report 2003-06, 71 p. Seismic Settlement Calculation Project Name: Apns 775-060-006 & 007 Project No.: LP12117 Location: B-2 Maximum Credible Earthquake 7.3 Design Ground Motion 0.54 g Total Unit Weight,. 99 pcf Water Unit Weight, 62.4 pd Depth to Groundwater 60 ft Hammer Effenciency 90 Rod Length 3 Nc 13.3 Mod. Cal SP'r UEP'r" (ft.) 'THICKNESS (ft.) Susceptible O -PRESS IN 1(60) Fine Content Nic6n Cs p Gmax Shear Strain Cam eff E15 Enc Settlement (in.) 1'0'1'AL (in.) 5 5 5 1 0.25 10.6 52 18 0.166 474 7.95E-04 9.21E-04 8.74E-04 0.10 31 10 5 0 0.50 32.5 52 44 0.332 908 36 15 5 1 0.74 72.4 17 80 0.497 1357 3.05E-04 5.80E-05 5.50E-05 0.01 24 20 5 1 0.99 21.9 29 30 0.663 1128 6.86E-04 4.26E-04 4.04E-04 0.05 5 25 5 0 1.24 7.3 29 13 0.829 958 49 30 5 1 1.49 39.1 61 52 0.995' 1663 5.05E-04 1.61 E-04 1.53E-04 0.02 20 35 5 1 1.73 30.5 29 40 L 161 1641 6.12E-04 2.70E-04 2.56E-04 0.03 57 40 5 1 1.98 39.4 61 52 1.327 1925 5.03E-04 .1.59E-04 1.51E-04 0.02 3 45 5 0 2.23 3.2 29 8 1.492 1106 82 50 5 1 2.48 50.7 61 66 1.658 2324 4.05E-04- 9.71 E-05 9.21 E-05 0.01 0.24 REFERENCES (1) Tokimatsu and Seed, 1984. Simplified Procedures for the Evaluation of Settlements in Clean Sands. (2) Seed and Idriss, 1982. Ground Motion and Soil Liquefaction During Earthquakes, EERI Monograph. (3) Youd, Leslie, 1997. Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils (4) Pradel, Daniel, 1998. JGEE, Vol. 124, No. 4, ASCE (5) Seed, et.al., 2003, Recent Advances in Soil Liquefaction Engineering: A Unified and Consistent Framework. University of California, Earthquake Engineering Research Center Report 2003-06, 71 p. Hydroconsolidation Settlement Calculation Project Name: APNs 775-060-006 & 007 - ' Project No.: LP12117 . . Location: B1 _ Load . ' 2000 lbs • Footing Width . 2 ft _ , - Footing Length ; - .. - .2 ft - • - -; F - - - , _ . - z - _.__ ' Footing Depth 1:5 ft Weigth of Footing 900 lbs Bearing Pressure 725 Ib/ft2 , r Stress , _ Initial Caused by- Total Threshold Thickness Density vertical Footing vertical collapse ` Hydrocollapse Wetting Settlement Y ' - 'Depth (ft) (ft) Depth.(ft) . (Ib/ft3)' stress Load' stress stress Coefficient Coefficient (ft) ago AG, a� at CW a bW 71.5 -- 12.0 10.5 5.25 ' 113 762.75 32 795 200 04012 0.85-. 0.064 .12.0 -- 18.0 6.0 -13.50 119 1785 5" 1790 200 0.012 0.85 , 0.058 . 18.0 -- 22.0 .4.0 18.50 98 1960 3 1963 200 0.012 0.8 0.038 ' 22.0 -- 28:0 6.0 23.50 119 2975 2 2977 200 0 '0.7 0.000 - 28.0 -- 38.0 10.0' 31.50 93 3069 1 '3070 200 0 0.7 0.000 38.0 -- 48.0 10.0 41.50 '. 99 4257 14258 w 200 0 0.6 0.000 . 48.0 -- 51.5 3.5 48.25 100 4975 0 4975 200 0 0:5 - 0.000 0.0 -- 0.0 0.0 -1.50 0 01 250 250 200 0 0.5 0.000 Total 0.16 ft - 1.9 in • t . Hydroconsolidation Settlement Calculation Project Name: APNs 775-060-006 & 007 Project No.: LP12117 Location: B2 4 . Load 2000 lbs Footing Width 2 ft Footing Length ... - : 2 ft _ Footing Depth 1.5 ft - Weigth of Footing -900 lbs ` �. Bearing Pressure 725 Ib/ftZ - _ , • Stress _ Initial Caused by Total Threshold Thickness Density vertical Footing. vertical. collapse Hydrocollapse Wetting 'Settlement Depth (ft) (ft) -Depth (ft) (Ib/ft3) stress Load stress stress Coefficient Coefficient . (ft) ' vZo` OQZ ar a, GN a bW ` 1.5 - 8.0 6.5 3.25. 99 470.25 77 548 - 200 0.012 0.85 0.029 8.0 -- 14.0 6.0 9.50 96 .. 1056 10 1066 200 0.012 0.85_ 0.044 14.0 -- 24.0 10.0' 17.50 105 1995 3 1998 200 0.012 - 0.8 0.096 24:0 -- 30.0 6.0 25.50 99 2673 1 2674 200 , 0 • 0.7 , 0.000 ' 30.0 -- 42.0 12.0 34:50 108 3888 1 3889 200 0 0.7 0.000 -- 6.0 43.50 99 4455 r 0 4455 200 0 0.6 0.000 L42.0 48.0 -- 1.5 [18.0 3.5 48.25 101 5024.75 0 5025 200 0 0.5 - 0.000. 0.0 --.0 0.0 -1.50 1 0 0 250 250 200 0 0.5 0.000 s • Total 0.17 . ft , _ 2.0_ in REFERENCES Arango I., 1996, Magnitude Scaling Factors for Soil Liquefaction Evaluations: ASCE Geotechnical Journal, Vol. 122, No. 11. Bartlett, Steven F. and Youd, T. Leslie, 1995, Empirical Prediction of Liquefaction - Induced Lateral Spread: ASCE Geotechnical Journal, Vol. 121, No. 4. Blake, T. F., 2000, FRISKSP - A computer program for the probabilistic estimation of ' seismic hazard using faults as*earthquake sources. Bolt, B. A., 1974, Duration of Strong Motion: Proceedings 5th World Conference on ' Earthquake Engineering, Rome, Italy, June 1974. Boore, D. M., Joyner, W. B., and Fumal, T: E., 1994, Estimation of response spectra and peak accelerations from western North American earthquakes: U.S. 'Geological Survey Open File Reports 94-127 and 93-509. Boore, D. M., Joyner, W. B., and Fumal, T. E., 1997, Empirical Near -Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration, Peak Ground . Velocity,' and Pseudo -Absolute Acceleration Response Spectra: Seismological Research Letters, Vol. 68, No. 1, p. 154-179. Bray, J. D., Sancio, -R. B., . Riemer, M. F. and Durgunoglu, T., (2004) Liquefaction ' Susceptibility of Fine -Grained Soils:Proc. 11th Inter. Conf. in Soil Dynamics and Earthquake Engineering and P Inter. Conf. on Earthquake Geotechnical Engineering., Doolin, Kammerer, Nogami, Seed, and Towhata, Eds., Berkeley, CA, Jan. 7-9, V.1, pp. 655-662. Building Seismic Safety Council (BSSC), 1991, NEHRP recommended provisions for the ' development of seismic regulations of new buildings, Parts 1, 2 and }' Maps: FEMA 222, January 1992 ' California Building Standards Commission, 2007, 2007 California Building Code. California Code of Regulations, Title 24, Part 2, Vol. 2 of 2. ' California Division of Mines and Geology (CDMG), 1996, California Fault Parameters: available at htti)://www.consrv.ca.jzov/dmg/shezp/fltifidex.htrffl ' California Division of Mines and Geology (CDMG), 1962, Geologic Map of California — Santa Ana Quadrangle Sheet: California Division of Mines and Geology, Scale 1:250,000. Cao, T., Bryant, W. A., Rowshandel, B., Branum, D., and Wills, C. J., 2003, The revised 2002 California probabilistic seismic hazards maps: California Geological Survey: http://www.conservation.ca.gov/cas/rghm/psha. i psha. Department of Water Resources (DWR), 1964, Coachella Valley Investigation: Department of Water Resources, Bulletin No., 108. Ellsworth, W. L., 1990, Earthquake History, 1769-1989 in: The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. International Conference of Building Officials (ICBG), 1994, Uniform Building Code, 1994 Edition. International Conference of Building Officials (ICBG), 1997, Uniform Building Code, 1997 Edition. Ishihara, K. (1985), Stability of natural deposits during earthquakes, Proc. ITh Int. Conf. On Soil Mech. And Found. Engrg., Vol. 1, A. A. Balkema, Rotterdam, The Netherlands, 321-376. Jennings, C. W., 1994, Fault activity map of California and Adjacent Areas: California Division of Mines and Geology, DMG Geologic Map No. 6. Jones, L. and Hauksson, E., 1994, Review of potential earthquake sources in Southern California: Applied Technology Council, Proceedings of ATC 35-1. Y Joyner, W. B. and Boore, D. M., 1988, Measurements, characterization, and prediction of strong ground motion: ASCE Geotechnical Special Pub. No. 20. s . Mualchin, L. and Jones, A. L., 1992, Peak acceleration -from maximum credible earthquakes in, California (Rock and Stiff Soil Sites): California Division of Mines and Geology, DMG Open File Report 92-01.' Naeim, F.r and Anderson, J. C., 1993, Classification and evaluation. of earthquake records for design: Earthquake Engineering Research Institute, NEHRP Report. National Research Council, Committee of Earthquake Engineering, 1985, Liquefaction of Soils during Earthquakes: National Academy Press, Washington, D.C. Norris, Robert M., Robert W. Webb, 1976, Geology of California: University of California, Santa Barbara. Porcella, R. L., Matthiesen, R. B., and Maley, R. P., 1982, Strong motion data recorded in the United States: U.S. Geological Survey Professional Paper 1254, p. 289- 318. Robertson, P. K., 1996, Soil Liquefaction and its evaluation based on SPT and CPT: in unpublished paper presented at 1996 NCEER Liquefaction Workshop 19 1` 1 Department of Water Resources (DWR), 1964, Coachella Valley Investigation: Department of Water Resources, Bulletin No., 108. Ellsworth, W. L., 1990, Earthquake History, 1769-1989 in: The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. International Conference of Building Officials (ICBG), 1994, Uniform Building Code, 1994 Edition. International Conference of Building Officials (ICBG), 1997, Uniform Building Code, 1997 Edition. Ishihara, K. (1985), Stability of natural deposits during earthquakes, Proc. ITh Int. Conf. On Soil Mech. And Found. Engrg., Vol. 1, A. A. Balkema, Rotterdam, The Netherlands, 321-376. Jennings, C. W., 1994, Fault activity map of California and Adjacent Areas: California Division of Mines and Geology, DMG Geologic Map No. 6. Jones, L. and Hauksson, E., 1994, Review of potential earthquake sources in Southern California: Applied Technology Council, Proceedings of ATC 35-1. Y Joyner, W. B. and Boore, D. M., 1988, Measurements, characterization, and prediction of strong ground motion: ASCE Geotechnical Special Pub. No. 20. s . Mualchin, L. and Jones, A. L., 1992, Peak acceleration -from maximum credible earthquakes in, California (Rock and Stiff Soil Sites): California Division of Mines and Geology, DMG Open File Report 92-01.' Naeim, F.r and Anderson, J. C., 1993, Classification and evaluation. of earthquake records for design: Earthquake Engineering Research Institute, NEHRP Report. National Research Council, Committee of Earthquake Engineering, 1985, Liquefaction of Soils during Earthquakes: National Academy Press, Washington, D.C. Norris, Robert M., Robert W. Webb, 1976, Geology of California: University of California, Santa Barbara. Porcella, R. L., Matthiesen, R. B., and Maley, R. P., 1982, Strong motion data recorded in the United States: U.S. Geological Survey Professional Paper 1254, p. 289- 318. Robertson, P. K., 1996, Soil Liquefaction and its evaluation based on SPT and CPT: in unpublished paper presented at 1996 NCEER Liquefaction Workshop 19 Seed, Harry B., Idriss, I. M., and Arango I., 1983, Evaluation of liquefaction potential ' using field performance data: ASCE Geotechnical Journal, Vol. 109, No. 3. Seed, Harry B., et al, 1985, Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations: ASCE Geotechnical Journal, Vol. 113, No. 8. ' Sharp, R. V., 1989, Personal communication, USGS, Menlo Park, CA. Stringer, S. L., 1996, EQFAULT.WK4, A computer, program for the estimation of ' deterministic site acceleration. Stringer, S. L. 1996, LIQUEFY.WK4, A computer program for the Empirical Prediction ' of Earthquake -'Induced Liquefaction, Potential. Structural Engineers Association of California (SEAOC), 1990, Recommended lateral ' force requirements and commentary. Tokimatsu, K. and Seed H. B., 1987, Evaluation of settlements in sands due to ' earthquake shaking: ASCE Geotechnical Journal, v. 113, no. 8. U.S. Geological Survey (USGS), 1990, The San Andreas Fault System, California, ' Professional Paper 1515. U.S. Geological Survey (USGS), 1996, National Seismic Hazard Maps: available at ' http://gldage.cr.usgs.gov " J Wallace, R. E., 1990, The San Andreas Fault System, California: U.S. Geological ' Survey Professional Paper 1515, 283 p. Working Group on California Earthquake Probabilities (WGCEP), 1988, Probabilities of ' large earthquakes occurring in California on the San Andreas Fault: U.S. Geological Survey Open -File Report 88-398. ' Working Group on California Earthquake Probabilities (WGCEP), 1992, Future seismic hazards in southern California, Phase I Report: California Division of Mines and Geology. ' WorkingGroup on California Earthquake Probabilities WGCEP 1995 Seismic hazards P q (WGCEP), > in southern California, Probable Earthquakes, 1994-2014, Phase II Report: Southern California Earthquake Center. Youd, T. Leslie and Garris, C. T., 1995, Liquefaction induced ground surface disruption: ' ASCE Geotechnical Journal, Vol. 121, No. 11. Electronically Filed by Gangyi Zhou and Authenticated at Ca10ERTS.com - 4/12/2013 'Electronically Signed at CalCERTS.com by Mark Howard (E1 Rancho Homes Inc.) 4/13/2013 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name PGA WEST -LOT 6 Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration 1411212013 Date Project Address 54318 Shoal Creek. La Quinta Calif omia Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 3,219 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST El Yes ❑ No HERS Measures -- If Yes, A CF=413 must be provided per Part 2 of 5 of this form. ❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity Features see Part 2 of 5 Status Wall Wood Framed - New Roof Wood Framed Attic ' OF LA IQMH A New 1BUILDING & SAFErY DEPT. L3 - &3 11 MRCONMUMN FENESTRATION- U- Exterior Orientation Area ".Factor SHGC Overhang Sidefins Shades Status Front (N) 147.2 0.320 0.30 none none • Bug Screen New Front (N) , 196.7 0.329,.::P,cr F0.30.....none..q ,, i..%none .—Bug Screen,-waC- , New Left(E).,�• 78.3; 0320 .: t. .� y` 0.30 none t .. none jr Bug Screens; New Left (E)X56 0 . 1.1 10.320 0.30 none - . none+- Bug Scroen"Y New Right (lN) r ,%r :_122.5 �� .� 0.320 60 none I( none . _ Bug Screen-, �' "`i New C) N0.320.>..!t,,430' !none, ` r none ,•- Bug,ScreeriJ a�,(`j� New Left (E) 36.0 0.320 0.30 . none' none Bug Screen - New Right (tM - e° . , ' 56.0 0.320 0.30 none none Bug Screen New Front (N) . 6.3 0.320 0.30 none none Roll -down Blind or Slats New Front (N) 18.0 0.320 0.30 One none Bug Screen New Right (149 18.0 0.320 0.30 none none Bug Screen New HVAC SYSTEMS Ot . Heating in. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Coriditioner 13.0 SEER Setback New . 1 CentralFurnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New 1 Split Heat Pump 12.00 HSPF Split Heat Pump 26.0 SEER Setback New' HVAC DISTRIBUTION Duct Location Heatina Cooling- Duct Location R -Value Status Split Gas Furnace Ducted Ducted Attic, Ceiling Ins, vented 8.0 New ' Split Gas Furnace Ducted Ducted Attic, Ceiling Ins, vented 8.0 New Ductless Split Ductless/ with Fan Ductless n/a n/a New WATER HEATING Ot .. Type Gallons Min. Eff Distribution . Status 1 Small Gas 50 0.65 Kitchen Pipe Ins ' New EnergyPro 5.1 by EnergySoft User Number. 8165 - RunCode: 2013-0412713:33:17 ID: 62825 Pae 1 of 7 Reg: 213-N0021831A-000000000-0000 Registration Date/Time: 2013/04/12 16:36:10 HERS Provider: CalCERTS, Inc Electronically Filed,by Gangyi Zhou and Authenticated at CalCERTS.com - 4/12/2013 Electronically Signed at CalCERTS.com by Mark Howard (E1 Rancho Homes Inc.) 4/13/2073 PERFORMANCE'CERTIFICATE:- Residential ' . (Part 2 of 5 CF -1 R Project Name "[Building PGA WEST -LOT 6 Type •• ® Single Family O Addition Alone O Multi Family ❑ Existing+ Addition/Alteration Date 4/12/2013 SPECIAL, FEATURES INSPECTION CHECKLIST The enforcemet agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the'performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special "ustification and documentation submitted.. The Roof R-30 Roof Attic includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential ApDendik RA4.2.2. .�,. HERS" REQUIRED; VERIFICATION`; �'� ms /Jj� k `„ .: L -f ., .J • ti>";#��* = •4'- �,. �. •r al C,r'I d A Item:tf is sectionVrequire field testing,and/oriverificat(on'by.a;certif(ed,,HERS, Rater.^�-TNOnspector=must receive a com a Ieted CF -4R form for each of tFie` measures listed below for final to be'given. The Cooling System 3 T includes credit for a 11.0 EER Condenser. A certifted HERS rater must field verify the installation of the correct Condenser. The HVAC System Split Gas Furnace includes credit for Verified Fan Energy. Measured Fan Energy may not exceed 0.58 wlclm. ;The HVAC System Split Gas Fumace incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. Compliance credit for quality installation of insulation has been used. HERS field verification is required. The HVAC System Split Gas Furnace includes credit for verified adequate airflow. A certified HERS rater must diagnostically measure airflow of the HVAC System. The HVAC System Split Gas Furnace incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. The Cooling System 4 T includes credit for a 11.0 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System Split Gas Furnace includes credit for Verified Fan Energy. Measured Fan Energy may not exceed 0.58 w/cfm. The HVAC System Split Gas Furnace incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. Compliance credit for quality installation of insulation has been used. HERS field verification is required. The HVAC System Split Gas Furnace includes credit for verified adequate airflow. A certified HERS rater must diagnostically measure airflow of the HVAC System. The HVAC System Split Gas Furnace incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. EnergyPro 5.1 by Ene Soft User Number. 8165. RunCoder 2013-04-12713:33:17 ID: 62825 Page 2 of 7 Reg: 213-N0021831A-000000000-0000 Registration Date/Time: 2013/04/12 16:36:10 HERS Provider: CalCERTS, Inc 9 Electronically Filed by Gangyi Zhou and Authenticated at CalCERTS.com -.4/12/2013 Electronically Signed at CalCERTS.com by Mark Howard (El.Rancho Homes Inc.) 4/13%2013 PERFORMANCE CERTIFICATE*-.' Residential (Part 2.6f 5) CF -1.R Project Name PGA WEST - LOT 6 Building Type ® Single Family ❑ Addition Alone ❑ Multi Family O Existing+ Addition/Alteration . Date 4/1212013 SPECIAL FEATURES INSPECTIONCHECKLIST' The enforcement agency should pay,special attention to the items specified in this checklist. These items require special written justification and documentation, -and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special "ustification and documentation submitted.. �.- w: HERS REQUIRED VERIFICATION Items in his section`require field testing and/or verification.by a cert`ified'HERS! Rater. The inspector must receive a com Ieted'CF-4R form for each of the`Measures 'listed below for final to be given. Compliancecredit for quality installation of insulation has been used. HERS field vefication is required. Ene Pro 5.1 by EnemySoft User Number. 8.165. RunCode: 2013-04-12T13:33:17 ID: 62825 Page 3 of 7 Reg: 213-N0021831A-000000000-0000 Registration Date/Time: 2013/04/12 16:36:10 HERS Provider: CalCERTS, Inc Electronically Filed by Gangyi Zhou and Authenticated at Ca10ERTS.com - 4/12/2013 Electronically Signed at CalCERTS.com by Mark Howard (E1 Rancho Homes Inc.) 4/13/2013 PERFORMANCE CERTIFICATE: Residential Part 3 -of 5) CF -1 R Project Name Building Type m Single Family 0 Addition Alone ' Date PGA WEST -LOT 6 0 Multi Family 0 Existing+ Addition/Alteration 4/1212013 ANNUAL ENERGY USE SUMMARY Standard 7 Proposed Margin TDV kBtu/ft2- r Space Heating 4.47 4.94 -0.47 Space Cooling 55.38 52.83 2.55 Fans 11.23 12.06 -0.83 Domestic Hot Water • 11.33 9.98 1.35 Pumps . - 0.00 0.00 0.00- .00-Totals Totals82.42 79.82 2.59 Percent Better Than Standard:.' 3.1% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (N) 0 deg Ext. Walls/Roof Wall Area 'Area Number of Dwelling Units: 1.00 (N) 766 •368 Fuel Available at Site: Natural Gas (E) 1,010 170 Raised Floor Area: 0 (S) 476 32 Slab on Grade Area: 6. (►M 930 197 Average Ceiling Height: +9.0 Roof 3,219. 0 Fenestration Average U -Factor: 0.32TOTAL: 767 Average SHGC: 0:30 Fenestration/CFA Ratio: 23.8 REMARKS .. _N�! ; ,. . f • is ' I - { k . % .01 j• STATEMENT'OF COMPLIANCE This certificate of compliance'lists the building features and specifications needed to comply with Title 24, Parts 1 -the Administrative Regulations and Part 6 the - Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the, documentation is accurate and complete.. Documentation Author ' Company GMEP Engineers Address 4400 Campus Drive Name Gangyi Zhou 4/12/2013 City/State/ZipCity/State/Zip Newport Beach, CA 92660 . Phone Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications; and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and.field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company DeSilva Architects, Inc Address 20250 SWAcacia St., Suite 130 Name, City/State/Zip Newport Beach, CA 92660 Phone 949 370-3363 Signed License # Date EnerovPro 5.1 bv Ene Soft User Number. 8165 RunCode: 2013-04-12713:33:17 -ID: 62825..... Page 4 of 7 Reg: 213-N0021831A-000000000-0000 Registration Date/Time: 2013/04/12 16:36:10 HERS Provider: CalCERTS, Inc Electronically Filed by Gangyi Zhou and Authenticated at CalCERTS.com - 4/12/2013 Electronically Signed at CalCERTS.com by Mark Howard (E1 Rancho Homes Inc.).4/13/2013 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5) CF -1 R Project Name.Building PGA WES- LOT 6 Type ® Single Family ❑ Multi Family ❑ Addition Alone ❑Existing+ Addition/Alteration Date 4/1212013 OPAQUE SURFACE DETAILS Surface_ U- Insulation Joint Appendix Type Area I Factor Cavi Exterior Frame Interior Frame Azm Tilt Status ' 4 . Location/Comments Wall 1101 0.102 R-13 0 90 New 4.3.1 A3 Common Livinq Area Wall 84 0.102 R-13 180 90 New 4.3.1-A3 Common Living Area Wall 50 0.102 R-13 90 • 90 New 4.3.1-A3 Common Living Area Wall 533 0.102 R-13 270 90 New 4.3.1-A3 Common Living Area Roof 1,390 0.031,R-30 0 0 New 4.2.1 A20 Common Living Area Wall 116 0.102 R-13 0 90 New 4.3.1-A3 Bedrooms Wall 182 0.102 R-13 180 90 New 4.3.1 A3 Bedrooms Wall 640 0.102 R-13 90 90 New 4.3.1-A3 Bedrooms Wall 69 0.102 R-13 270 90 New 4.3.1 A3 Bedrooms Roof 1,543 0.031 R-30 0 0 New 4.2.1 A20 Bedrooms Wall 172 0.102,R-13 0 . 90 New 4.3.1 A3 Guest Suite Wall 132 0.102 R-13 270 90 New 4.3.1 A3 Guest Suite Wall 178 0.102 R-13 180 90 New 4.3.1-A3 Guest Suite' Wall 150 ' 0.102 R-13 90 90 New - 4.3.1-A3 Guest Suite Roof 286 .0.031 R-30 0 0 New 4.2.1 A20 IGuest Suite FENESTRATION SURFACE DETAILS ID Type Area U -Factor - SHGCz Azm Status Glazing Type Location/Comments 1 Window 73.6 0.320 NFRC 0.30 NFRC 0 New Low E Common Living Area 2 Window 196.7 0.320 NFRC 0.30 NFRC 0 New Sliding Door Common Living Area 3 Wndow 14.0 0.320 NFRC 0.30 NFRC 90 New Low E Common Living Area 4 Window 56.0 0.320 NFRC 0.30 NFRC 90 New Sliding Door Common Living Area 5 Window _ „ 49.0 0.320 NFRC _0.30 NFRC 27,0 New. _ Low E, *_ �. Common Living Area 6 Window', x,12.5 0.320 NFRC,' 0.30 NFRC _'270 New kc 1 Low.E'" 1 /E --V. Zf. Common LivingAriea 7 Window, '15.0 0.320 NFRC 0.30 'NFRC = 270 New `e; , r Low E ' / _. • i T' .: v Common Living Area 8 Window 11.94::0.320, NFRC, 0.30 NFRC .o4270 New _ � Low E L ., 7 y Common Living Area 9 Window .73:6 10.320 NFRC 0.30 NFRC - V_ 10 New ; 1. Low E 1 10 Window A 114.0 , 0.320 NFRC 0.30 NFRC_ , x180 Neia:;F.1 LowE.l Bedrooms t,,/A 11 Mndow►v4 I:-1,.21:0 _0.320.NFRC, ' X0.30 NFRC; .3 Z2 90 Newr-' %,, Low E_ `y Bedh5oms;Xk_% 6 12 Window .: 18.0 " 0.320 NFRC '0.30 NFRC, 90 New French Door - -Bedrooms 13 Window 'r.''.21.0 0.320 NFRC 0.30 NFRC 90 New Low E Bedrooms 14-. Window`- _"'22.3 0.320 NFRC 0.30 NFRC 90 New Low Bedrooms 15: Window_ 18.0 •0.320 NFRC 0.30 NFRC 90 New • French Door Bedrooms 16 Window 14.0 0.320 NFRC 0.30 NFRC 270 New Low Bedrooms (1) U -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards; NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Ove hanq H t Wd Len H t LExt RExt Left Fin Right Fin Dist Len H t Dist Len H t 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7. Bug Screen 0.76 8 Bug Screen 0.76 9 - Bug Screen 0.76 10 Bug Screen 0.76: 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 ' 16 Bug Screen 0.76 EnerqyPro 5.1 by EnergySoft User Number. • 8165 RunCode: 2013-04-12T13:33:17 ID: 62825 Page 5 of 7 Reg: 213-N0021831A-000000000-0000 Registration Date/Time: 2013/04/12 16:36:10 HERS Provider: Ca10ERTS, Inc Electronically Filed by Gangyi Zhou.and Authenticated at CalCERTS.com - 4/12/2013 Electronically Signed at Ca10ERTS.com by Mark Howard (El Rancho Homes Inc.) 4/13/2013 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5) CF -1 R Project Name PGA WEST - LOT 6 Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 4/1212013 OPAQUE SURFACE DETAILS Surface U- Type Area Factor Insulation Joint Appendix Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area. U -Factor SHTC-z Azm Status Glazing Type Location/Comments 17 Window 56.0 0.320 NFRC 0.30 1 NFRC 270 New Sliding Door Bedrooms 18 Window 21.0 0.320 NFRC '0.30 NERC 270 New LowE. Bedrooms 19 Window 6.3 0.320 NFRC 0.30 NFRC 0 New Low E Guest Suite 20 Window 18.0 0.320 NFRC 0.30 NFRC :0 New French Door Guest Suite 21 Window _ 18.0 0.320 NFRC -0.30 NFRC 270 New-- ,French Door. r . Guest Suite 22 Window, = N,10.0 0.320 NFRC o i' .0.30 NFRC r 180 New r-,,% Low.E'. J ,! '. 'Y. If ' •1,; Guest Suite 23 ' Window "'8.0 :0.320 NFRC ! < 0.30 'NFRC.. 180 New.••6"', Low E " I Guest Suite f :' ,, ,,� :� /` • �f' f - r - � 1 _fir ' J � • `'. n.. �y`�el� l �-" ".lt..r � _ �. ..n+3 W r �r •::r a> 1...�ir+C � - _f` t-•'�'`�rr. •, !i �l� � r'� Lia' ' ' - ' � `i , ' ; -rte � �z - ,..• , . _ (1) U -Factor Type: 2 SHGC Type: 116-A = Default Table from Standards, NFRC = Labeled Value 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type Window ' . SHGC Hat FWd Ove rhang. Left Fin Right Fin Len Hat LExt RExt Dist Len Hat Dist Len. Hat 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Roll -down Blind or Slats 0.13 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 EnemyPro 5.1 by Ener Soft User Number. 8165 RunCode: 2013-04-12T13:33:17 ID: 62825 Page 6 of 7 Reg: 213-N0021831A-000000000-0000 Registration Date/Time: 2013/04/12 16:36:10 HERS Provider: CalCERTS, Inc Electronically Filed by Gangyi Zhou and Authenticated at CalCERTS.com - 4/12/2013 Electronically Siqned at CalCERTS.com by Mark Howard (E1 Rancho Homes Inc_) 4/13/2013 CERTIFICATE OF, COMPLIANCE: Residential Part 5 of 5 CF -1 R Project Name PGA WEST -.LOT 6 Building Type © Single Family ❑ Addition Alone - 13Multi Family ❑ Existing+ Addition/Alteration Date 1411212013 BUILDING ZONE INFORMATION Floor Area System Name Zone Name New Existinci Altered Removed Volume Year Built Split Gas Furnace Area 1,390 12,510 Split Gas Fumace Area 1,543 13,887 Ductless Split Area 286 2574 Totals 3,2191 0 0 0 HVAC SYSTEMS.. System Name Heating Type Min. Eff. Cooling Type Min. Eff.' Thermostat Type Status Split Gas Furnace 1. . Central Fumace 80% AFUE Split Air Conditioner 13.0 SEER Setback New Split Gas Fumace 1 Central Fumace 80% AFUE Split Air Conditioner 13.0 SEER Setback New Ductless S ht j::�_ . ., 1 ..S lit HeatPuni .". 12:00 HSP . S lit'HeatPum t _ �26.0..SEER Setback New _''3 .V 'L. A � l I P .J JL. f j T Jt HVAC DISTRIBUTION -1fIV . k -A .1 � �..1 ,.!3 � � >�; . �. � � �� 711t4'r -„-/ L.-•-'-�..;: 1,,,r',;,,y „`""--" _-�.-.° ..... ry ..ti. ;,kms--� J' t- ,Ductal � Ductsr#"-. S stem Name ' ', 4Heatin ° Coolin Duct Location R Value Tested? Status Split Gas Fumacea a; Ducted Ducted Attic, Ceiling Ins, vented: 8.0 ® New Split Ges Fumace.:-,_ Ducted. Ducted Attic, Ceiling Ins, vented 8.0 IZI New Ductless Split Ductless /with Fan Ductless n1a n/a ❑ New WATER HEATING SYSTEMS S stem Name Qty. Type Distribution: Rated Input Btuh Tank Cap: al Energy. Standby Factor Loss or or RE Pilot Ext. Tank Insul. R- Value Status Standard Gas 50 gal or Le 1 Small Gas Kitchen Pipe Ins 40,000 50 0.65 n/a n/a New MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length ft 0 0 c a — System Name Pipe Length Pipe Diameter Insul. Thick. Qt . HP Plenum Outside Buried 13 EnergyPro 5. 1 by EnergySoft User Number. 8165 RunCode: 2013-04-12T13:33:17 ID: 62825 Page 7 of 7 Reg: 213-N0021831A-000000000-0000 Registration Date/Time: 2013/04/12 16:36:10 HERS Provider: CalCERTS, Inc , I consulting group, inc. ENERGY CALCULATION (T-24) (A Custom Home) ' 4 PGA West Property PGA West Property La Quinta,"County of Riverside, CA Gouvis Job No.: 62825 4/16/2013 Developer: CITY OF Vq QUI NTA BHE Properties, «C BUILDING & SAFETY DEPT. i APPROVED FOR C NSTRUCTION Architect: De Silva Architects DA 2Z E I�I RECE . ;. paoFESS/ Y1 zy F M 34279 m EXP 1-2/ 1/14 CITY OF LA QUINTA - COMMUNM DEVELOPMENT 949.752.1612 FC A J 4400 Campus Drive / z Gangyi Zhou, Newport Beach, M34279 Exp. Date 12/31/2014 California The attached calculations are valid only when bearing original or D" electronic signature of Gangyi Zhou, Hereon. ' 92660 www.gouvisgroup.com Palm Springs, CA Pleasanton, CA Ho Chi 1\ m 3, p� BUILDING ENERGY ANALYSIS REPORT PROJECT: PGA WEST - LOT 6 54318 Shoal Creek La Quinta, CA 92253 Project Designer: DeSilva Architects, Inc 20250 SW Acacia St., Suite 130 Newport Beach, CA 92660 949 370-3363 Job Number: 62825 Date: 1/15/2013 MAR 0 5 2013 CITY OF LA QUINTA COMMUNITY DEVELOPMENT The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. , EnergyPro 5.1 by EnergySoft User Number. 8165 RunCode: 2013-01-15708:33:14 ID: 62825 ._ Report Prepared by: Gangyi Zhou GMEP Engineers 4400 Campus Drive OV LA QvIDA E Newport Beach, CA 92660 �G ITY D BUANG PCO��OD 9497521612 FUCTION Job Number: 62825 Date: 1/15/2013 MAR 0 5 2013 CITY OF LA QUINTA COMMUNITY DEVELOPMENT The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. , EnergyPro 5.1 by EnergySoft User Number. 8165 RunCode: 2013-01-15708:33:14 ID: 62825 ._ TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Summary EnergyPro 5.1 by EnergySoft Job Number: ID: 62825 User Number: 8165 1 2 3 8 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name PGA WEST - LOT 6 Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1/15/2013 Project Address 54318 Shoal Creek La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 3,219 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST El Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity (ft) Features see Part 2 of 5 Status Wall Wood Framed R-13 2,570 New Roof Wood Framed Attic R-30 3,173 Radiant Barrier New FENESTRATION U- Exterior Orientation Area(ft`) Factor SHGC Overhang Sidef ins Shades Status Front (N) 220.8 0.320 0.30 none none Roll -down Blind or Slats New Left (E) 94.0 0.320 0.30 none none Bug Screen New Right (M 133.5 0.320 0.30 none none Bug Screen New Front (N) 54.0 0.320 0.30 none none Bug Screen New Rear (S) 43.0 0.320 0.30 none none Bug Screen New Left (E) 36.0 0.320 0.30 none none Bug Screen New Front (N) 18.0 0.320 0.30 none none Bug Screen New Right (M 18.0 0.320 0.30 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New 1 Split Heat Pump 12.00 HSPF Split Heat Pump 26.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status Split Gas Furnace Ducted Ducted Attic, Ceiling Ins, vented 8.0 New Split Gas Furnace Ducted Ducted Attic, Ceiling Ins, vented 8.0 New Ductless Split Ductless / with Fan Ductless n/a n/a New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Gas 50 0.58 Kitchen Pipe Ins New Ener Pro 5.1 by Ener Soft User Number. 8165 RunCode: 2013-01-15T08:33:14 ID: 62825 Page 3 of 10 PERFORMANCE CERTIFICATE: Residential Part 2 of 5) CF -1 R Project Name PGA WEST -LOT 6 Building Type ® Single Family ❑ Addition Alone 1 ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1/15/2013 SPECIAL FEATURES INSPECTION CHECKLIST - The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The Roof R-30 Roof Attic includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential Appendix RA4.2.2. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. The Cooling System 3 T includes credit for a 11.0 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System Split Gas Furnace includes credit for Verified Fan Energy. Measured Fan Energy may not exceed 0.58 w/cfm. The HVAC System Split Gas Furnace incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System Split Gas Furnace includes credit for verified adequate airflow. A certified HERS rater must diagnostically measure airflow of the HVAC System. The HVAC System Split Gas Furnace incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. The Cooling System 4 T includes credit for a 11.0 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System Split Gas Furnace includes credit for Verified Fan Energy. Measured Fan Energy may not exceed 0.58 w/cfm. The HVAC System Split Gas Furnace incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System Split Gas Furnace includes credit for verified adequate airflow. A certified HERS rater must diagnostically measure airflow of the HVAC System. The HVAC System Split Gas Furnace incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. EnergyPro 5.1 by EnerqySoft User Number: 8165 RunCode: 2013-01-15708:33:14 ID: 62825 Page 4 of 10 PERFORMANCE CERTIFICATE: Residential . (Part 3 of 5) CF -1 R Project Name Building Type 10 Single Family ❑ Addition Alone Date PGA WEST -LOT 6 ❑ Multi Family ❑ Existing+ Addition/Alteration 1/15/2013 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2- r Space Heating 4.41 5.76 -1.35 Space Cooling 54.53 50.62 3.90 Fans 11.07 11.67 -0.61 Domestic Hot Water 11.33 11.33 0.00 Pumps 0.00 0.00 0.00 Totals 81.34 79.39 1.95 Percent Better Than Standard: 2.4% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (N) 0 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (N) 766 293 Fuel Available at Site: Natural Gas (E) 1,010 130 Raised Floor Area: 0 (S) 476 43 Slab on Grade Area: 0 (►M 935 152 Average Ceiling Height: 9.0 Roof 3,173 0 Fenestration Average U -Factor: 0.32 TOTAL: 617 Average SHGC: 0.30 Fenestration/CFA Ratio: 19.2 REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company GMEP Engineers617Y Address 4400 Campus Drive Name Gan9Yi Zhou 1/15/2013 Ci /State/Zi Newport Beach, CA 92660 Phone 9497521612 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company DeSilva Architects, Inc Address 20250 SW Acacia St., Suite 130 Name City/State/Zip Newport Beach, CA 92660 Phone 949 370-3363 Signed License # Date EnerqyPro 5.1 by Ene Soft User Number. 8165 RunCode: 2013-01-15708:33:14 ID: 62825 Page 5 of 10 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name PGA WEST -LOT 6 Building Type m Single Family ❑ Multi Family ❑ Addition Alone ❑ Existing+ Addition/Alteration Date 1111512013 OPAQUE SURFACE DETAILS Surface Type Area U- Insulation Factor Cavit Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Wall 166 0.102 R-13 0 90 New 4.3.1-A3 Common Living Area Wall 84 0.102 R-13 180 90 New 4.3.1-A3 Common Living Area Wall 64 0.102 R-13 90 90 New 4.3.1-A3 Common Living Area Wall 558 0.102 R-13 270 90 New 4.3.1-A3 Common Living Area Roof 1,390 0.031 R-30 0 0 New 4.2.1-A20 Common Living Area Wall 136 0.102 R-13 0 90 New 4.3.1-A3 Bedrooms Wall 171 0.102 R-13 180 90 New 4.3.1-A3 Bedrooms Wall 666 0.102 R-13 90 90 New 4.3.1-A3 Bedrooms Wall 94 0.102 R-13 270 90 New 4.3.1-A3 Bedrooms Roof 1,543 0.031 R-30 0 0 New 4.2.1-A20 Bedrooms Wall 171 0.102 R-13 0 90 New 4.3.1-A3 Guest Suite Wall 132 0.102 R-13 270 90 New 4.3.1-A3 Guest Suite Wall 178 0.102 R-13 180 90 New 4.3.1-A3 Guest Suite Wall 150 0.102 R-13 90 90 New 4.3.1-A3 1 Guest Suite Roof 240 0.031 R-30 0 0 New 4.2.1-A20 Guest Suite FENESTRATION SURFACE DETAILS ID Type Area LI -Factor' SHGC2 Azm Status Glazing Type Location/Comments 1 Window 214.0 0.320 NFRC 0.30 NFRC 0 New Low E Common Living Area 2 Window 56.0 0.320 NFRC 0.30 NFRC 90 New Low E Common Living Area 3 Window 62.5 0.320 NFRC 0.30 NFRC 270 New Low E Common Living Area 4 Window 54.0 0.320 NFRC 0.30 NFRC 0 New Low E Bedrooms 5 1 Window 25.0 0.320 NFRC 0.30 NFRC 180 New Low E Bedrooms 6 Window 38.0 0.320 NFRC 0.30 NFRC 90 New I Low E Bedrooms 7 Window 36.0 0.320 NFRC 0.30 NFRC 90 New French Door Bedrooms 8 Window 71.0 0.320 NFRC 0.30 NFRC 270 New Low E Bedrooms 9 Window 6.8 0.320 NFRC 0.30 NFRC 0 New Low E Guest Suite 10 Window 18.0 0.320 NFRC 0.30 NFRC 0 New French Door Guest Suite 11 Window 18.0 0.320 NFRC 0.30 NFRC 270 New French Door Guest Suite 12 Window 18.0 0.320 NFRC 0.30 NFRC 180 New Low E Guest Suite (1) LI -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Window Exterior Shade Type SHGC H t Wd Overhanq Len H t LExt RExt Left Fin Dist Len Right Fin H t Dist Len I Hat 1 Roll -down Blind or Slats 0.13 2 Bug Screen 0.76 3 Bug Screen 0.76 4 lBug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Roll -down Blind or Slats 0.13 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 EnergyPro 5.1 by EnergySoft User Number: 8165 RunCode: 2013-01-15708:33:14 ID: 62825 Page 6 of 10 CERTIFICATE OF COMPLIANCE: Residential Part 5 of 5) CF -1 R Project Name PGA WEST - LOT 6 Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1/15/2013 BUILDING ZONE INFORMATION System Name Zone Name Floor Area ft New Existing Altered Removed Volume Year Built Split Gas Furnace Area 1,390 12,510 Split Gas Furnace Area 1,543 13,887 Ductless Split Area 286 2574 Totals 1 3,2191 01 01 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status Split Gas Furnace 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New Split Gas Furnace 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New Ductless Split 1 Split Heat Pump 12.00 HSPF Split Heat Pump 26.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Duct Cooling Duct Location R -Value Ducts Tested? Status Split Gas Furnace Ducted Ducted Attic, Ceiling Ins, vented 8.0 m New Split Gas Furnace Ducted Ducted Attic, Ceiling Ins, vented 8.0 m New Ductless Split Ductless / with Fan Ductless n/a n/a ❑ New WATER HEATING SYSTEMS S stem Name Qty. Type Distribution Rated Input Btuh Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status Standard Gas 50 gal or Le 1 Small Gas Kitchen Pipe Ins 40,000 50 0.58 n/a n/a New MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length ft 0 _ o m a in Q — S stem Name Pipe Length Pipe Diameter Insul. Thick. Qty. HP Plenum Outside Buried ❑ EnergyPro 5.1 by Ener Soft User Number: 8165 RunCode: 2013-01-15708:33:14 ID: 62825 Page 7 of 10 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name PGA WEST -LOT 6 Date 1/15/2013 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (') below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: 116(a)l: Doors and windows•between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. ` 118(a): Insulation specified or installed meets Standards for Insulating, Material. Indicate type and include on CF -6R Form. §118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF -1 R Form. 150 a : Minimum R-19 insulation in wood -frame ceiling orequivalent U -factor. ` §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. *§1 50 c : Minimum R-13 insulation in wood -frame wall orequivalent U -factor. 150(d): Minimum R-13 insulation in raised wood -frame floor orequivalent U -factor. 150(f): Air retarding wrap is tested, labeled, and installed according to ASTM El677-95 2000 when specified ori the CF -1 R Form. 150 : Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no qreater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration., Fireplaces, Decorative Gas Appliances and Gas Log Measures: 150 a 1A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is - equipped with a with a readilyaccessible, operable, and tight -fitting damper and or a combustion -air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. 150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACOA. 150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). - §1500)1A: Storage gas water heaters rated with an Energy Factor no -greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §1500)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have`R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. §1500)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire'length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. • . §1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. 150 3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §1500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §1500)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by EnergySofi` User Number: 8165 RunCode: 2013-01-15708:33:14 ID: 62825. Page 8 of 10 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date PGA WEST - LOT 6 1111512013 §150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 150 m 10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. 114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire asspecified by §150(k)2. 150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket. 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number. • 8165 RunCode: 2013-01-15708:33:14 ID: 62825 Page 9 of 10 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF -1 R Project Name Date PGA WEST - LOT 6 1111512013 §150(k)l0: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual -on occupancy sensor. §150(k)l 1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual - on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150 k 11. §150(k)l2: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)l3: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptionl to §150(k)l3 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)l4: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)l5: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 146. §150(k)l6: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119. EnergyPro 5.1 by EnergySoft User Number: 8165 RunCode: 2013-01-15T08:33:14 ID: 62825 Page 10 of 10 6(.2 925 lk Building. Materials and Construction Services 7 45491 Golf Center. Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 ,REQENED <. CITY OF LA ()UINTA , `x MAR�2013 BUILDING &SAFETY DEPT. `i 2 APPROVED �, Quz�rA �� FOR C NSTRUCTION DEVELOPMENT COMMUNM , DA ` Y " PGA WEST — LOT #6 " 54`318 SHOAL CREEK, LA QUINTA, CA. 3-11-2013 lk 0 0 qEVISE. AND RESUBMIT rl REVIEWED C1 C-,'- S C(.1 ip !RSECTEL EJECTED c draw. Corrections or cominie 0 .,r ctor jrCE;, during this revWx CA compliance WtO! specifications, %-c, projeO conformance ;liven in and generalv. the contras:contras: for: confirminf-! P -rd dimensions; "Nork w'*',;,. techniques Of canr�.tril'` %vork in that of all othpt t safe and sallsf8c- OtY of verified: This reAOW That thy: tr..Jss cc _-.nin' bearing 1. th 1113 and 3-poir*01 hearir}t; a; structural citi-sign, 2. That design i0ad-S U&�e� 3. That trussed _3mas sre d lateral . Note: All c0iln"Aiollrl N.1d by kru""S bracing Of 'tt's8c's -r'r6 manufacturer. -undl design ol Truss Engineer .6 .0 the trusses, should '_*Y'.t:cf 'staff )Jie trusses including the layout -11. Signature Or initials by a. 'ke',".8d r.3,1,.ineer of Gouvis Engineering (;Ofisuitifia Of'JUP- Inc. apply only for shop drawing revieA.. cUITING -ROUP, INC. ouVIS ENGINE .,RING CONS PGA I S #6 54-318 REEK LA QUINTA, CA. 92253 W Building Materials and Construction Services 45491 Golf Center Parkway, Indio, CA (760),347-3332 Fax: (760) 347-0202 6*d