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05-4339 (OFC),1 P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 `-Application_Number. 00004339� Property Address: 47170WASHINGTONST APN: 643-200-027- - - Application description: NEW COMML - OFFICE/BANK Property Zoning: COMMUNITY COMMERCIAL Application valuation: 343593 Applicant: /Architect Engineer: 4/74�-.ca/ Li, ,�fovk _ y-/D•o7 VOICE (760) 777-7012 FAX (760) 777-7011 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT - Date: 6/13/06 Owner: WILIAM M. KELLY TRUST 74000 COUNTRY CLUB DR #E1 D PALM DESERT, CA 92260 [n� AU 0012006 LICENSED CO CTOR'S DECLARATION I hereby affirm under penalty of perjury that I am lice dunder p iio of Chapter 9 (commencing with' Section 7000) of Division 3 of the Business and Pr ession fs de; an y License is in full force -and effect. \ License Class: B - L' an dN 306566 V Date: I ,, Contracto . ' OWNER -BUILDER DECLARATION hereby affirm under penalty of perjury that I amiexempt 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, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of •property who builds or. improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( 1 I am exempt under Sec. , BAP.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the - work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPERMIT Contractor: .p�/ MCDERMOTT ENTERPRISES C',TY 6F LA pUl P . O . BOX 163 FINN NCE DEI PALM -DESERT, CA 92261 ' (760)346-0745 • Lic. No.: 306566 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ' _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 1576131-2006 _ 1 certify that, in the performance of the "work for w ' this permit is issued, I shall not employ any .person in any manner so as to b e subje t he kers' compensation laws of California, and agree that, if I should bec a bject t w ' compensation provisions of Section 70\0 of the Labor Code, I all f thwit c ply i those provisions. \Date: V Applicant: WARNING: FAILURE TO SECURE WO KERS' C PENS/CIVIL ON COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALT ES AND 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 anypermit 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 subjcct permit to cancellation. I certify that I have read this application and state that the above inf atio is corr t. I e o comply with all city and county rdinances and state laws relating to building con uction nd r �j hori representatives of this co .�t/y t enter upon the above-mentione property for ' specti put s Date, ciy Signature (Applicant or Agent): Application Number 05-0000433.9 -----.- Structure Information MEDICAL OFFICE SHELL BLDG. ----- Other struct info CODE EDITION 01BMP04E05EN. FIRE SPRINKLERS NO MIXED-USE OCCUPANCY SHELL OCCUPANT LOAD .00 PATIO•SQ FTG 413.00 - 1ST FLOOR SQUARE FOOTAGE 4600.00 l -------------------------------------------------------------------- Permit BUILDING PERMIT Additional desc Permit Fee . . 1493.50 Plan Check.Fee .970.78 Issue Date Valuation 343593, Expiration Date 12/10/06 Qty Unit Charge Per. Extension BASE FEE 639.50 244.00. 3.5000 THOU BLDG 100,001-500,000 854.00 Permit ELEC-NEW COMMERCIAL Additional desc:. ' Permit Fee . . 107.00 Plan Check Fee 26.75 Issue Date'. . . . : Valuation 0 Expiration Date 12/10/06 . Qty Unit Charge Per Extension BASE FEE .`15.00 4600.00 .0200 ----------------------------------------------------------------------------- ELEC GARAGE OR NON-RESIDENTIAL 92.00 . Permit GRADING PERMIT. Additional desc . Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date Valuation 0 • Expiration Date 12/10/06, Qty Unit Charge Per Extension - BASE FEE 15:'00 Permit MECHANICAL Additional desc . Permit Fee 69.00 Plan Check Fee 17.25 Issue Date . . . . Valuation 0 Expiration Date 12/10/06 Qty Unit Charge Per Extension LQPERDIIT .`Application Number 05-00004339 Permit MECHANICAL Qty Unit Charge Per Extension BASE FEE 15.00 3.00 9.0000.EA MECH FURNACE <=100K 27.00 _ 3.00 9.0000 EA MECH B/C <=3HP/100K_BTU -------------------------------------------------------------------------------- 27.00 } Permit . . . . . .. PLUMBING_ Additional desc . Permit Fee 84:00'" Plan Check Fee 21.00 Issue Date . . . . Valuation - 0 Expiration Date`. '12/10/06 Qty Unit Charge .Per Extension " BASE FEE 15.00 ` 1:00 15.0000 EA PLB BUILDING SEWER, 15.00 7.00 6.0000 EA PLB ROOF DRAIN ,: 42.00 1.00: 3.0000 •EA PLB WATER INST,/ALT/REP- 3.00 1.00 -9.0000 EA PLB.LAWN SPRINKLER SYSTEM 9.00 • Special Notes and Comments 4600 SF. MEDICAL. OFFICE BUILDING SHELL. NON SPR•INLERED TYPE V -N. 2001' CBC 2004.CEC / 2005 ENERGY. THIS PERMIT . DOES NOT INCLUDE TEMP POWER, SITE LIGHTING,,TRASH ENCLOSURES OR BLOCK _ WALLS Other Fees . . . ACCESSIBILITY PLAN REVIEW 97.08 ART IN PUBLIC PLACES -COM 1697.96 . DIF CIVIC CENTER.- COMM" 335.87. ENERGY REVIEW FEE 97:0$ DIF FIRE PROTECTION -COMM 100.25 STRONG MOTION (SMI) - COM 72.15 DIF STREET MAINT FAC -COMM 651.68 DIF.TRANSPORTATION - COMM 16191.99 Fee summary Charged, Paid Credited' Due Permit Fee Total 1768.50 50.00 .00 1718.50 Plan Check Total 1035.•78 950.00 .00. 85.78 ' Other Fee. Total 19244.06 Q0 .00 19244.06 Grand Total 22048.34 1000.00. .00 21048.34 . 'LQPERAIIT 24 2-3 Building A -i _ 1 -,I n �3 P.O. BOX 1504 3 7 78-495 CALLE TAMPICO APPLICATION ONLY S'P'CA QUINTA, CALIFORNIA 92253 vW ali mm Mailing fi Address77400C Caccxu e -q ire C I Address City BUILDING: TYPE CONST.V�_&( OCC. GRP. T1<< e+ A.P. Number ��'3 " 2_D0 ^ Q2'l Legal Description "Ca 17-/ _r1/a-r—+ 2423fl C � Project Description Ila Y I A S C_^i A State Lic.City & Classif. `.3 Lic. # Arch., En er9 (�� Designer bl 45 --mo SAAR- P&bIA Dr 24 City Zip State e �'1"LZCoo Lic. #G, 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). 111, 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.) O 1 am exempt under Sec. B. & P.C. for this reason Date 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 thereuncer 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 . I' f 9. Sq. Ft. Size U 4 No. No. DIN. Stories I Units New Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuatio �.E70� 0017 PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure __ C� L " '' ice# CITY OF -a Lata J raitrditYCE PEP .y TOTAL REMARKS 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 INSPECTO Date PINK = FINANCE /a CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road Date 6/14/06 La Quinta, CA 92253 No. 28579 (760) 771-8515 Owner William M. Kelly Trust Address 74000 Country Club Drive, Suite E1 City Palm Desert Zip Tract # Type Commercial Lot ,# No. Street S.F. Unit 1 47170 Washington Street 4600 Unit 2 Unit 3 Unit 4 Unit 5 Comments Medical Office "Shell" Building Unit -6 Unit 7 Unit 8 Unit 9 Unit 10 BERMUDA DUNES 1,0 RANCHOMIRAGE `INDIAN WELLS PALM DESERT ,y LA ��.�. 1130. INDIOTA y� 0 APN # 643-020-042 Jurisdiction La Quinta Permit # Study Area 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 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. 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 $0.42 X 4,600 S.F. or $1,932.00 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/PDNB - Colin McDermott Check No. 098028 Name on the check Telephone 346.0745 Funding Commercial By Dr. Doris Wilson Superintendent Fee collected /exempted byanon MCGIIVrey Payment Recd $1,932.00 oar/Under ` Signature NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve t -o notify you that the 90 -day approval period in which you may protest the fees o r other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s)`behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy- Applicant/Receipt Copy -Accounting � 'Y -" - • - � • . T � a +J .,,'r"..y_$ ',�., - _ Y.,L �- SIDE Coll� \� -RIVERSIDE COUNTY'. FIREDEPARTIVIENT . 82-675 Highways 111, 2nd R.; Indio, CA 92201 • (760) 863-8886 • Fax (760) 863-7072 DEPARTMENT J + ., z * r J'Craig E: AnthonyNovember 8,'2005 t Fire Chief Proudly: serving the To: Alfred H. Cook Unincorporated 45120 San Pablo, 2C areas of Riverside � � � � Palm Desert, CA 92262 County and the Cities of: - Re: Water system plan review Banning, Medical Office Building; Kelly Trust / LAQ=05-BP090 - Beaumont Calunesa Canyon Lake'. The above referenced water plans have'been'reviewed and are acceptable:by the Riverside ❖ County. Fire Department. Coachella _ 4. Desert Hot springs The required watersy stem including fire hydrants shall be installed and accepted by the' appropriate water agency prior to any combustible building-material being placed on the. - Indian wells = construction site and/or individual lots. ' - . '•:� Blue retro-reflective pavement markers shall be mounted ori private streets, public streets and - , s Lake Elsinore driveways to indicate location'of fire hydrants. = " .La _ Quinta ❖ :' Any question regarding these conditions should bereferred to the Fire'Dep'artment Planning & - Moreno Valley Engineering' staff at (760) 863-8886 Palm Desert •�' '..Pew � r �' '-,_ y ` :. �" � ��' . �' _ .� ' � '`�` - Si • Rancho Mirage. San Jacinto Dale Evenson • �� r -'Temecula < v_ • ri , = , Fire Safety Specialist �.A ~ Board of supervisors y •� ," ! € , . ; v . Bob Buster,' r .� c • u ' District 1' } r i ya Y' / Mj F p John_ Tavaglione -• y; District 2 .;r. •fir _ ". v- -. � ,. r `t Jeff Stone, District 3 :r i. • ` - Roy Wilson `l . r. , :,✓� - �. District 4 ` z „ • p v:' Marion Ashley, District 5:.. } " " ' •` p •• t EMERGENCY SERVICES DIVISION • PLANNING SECTION`• INDIO OFFICE `„ 82-675 Highway 111; 2"d R., Indio, CA 92201•(760) 863-8886 Fax (760) 863-7072' Craig E. Anthony Fire Chief Proudly serving the Unincorporated areas of Riverside ' County and the . Cities of: . Banning _ Beaumont Cahmesa Canyon Lake - Coachella Desert Hot Springs ❖ Indian Wells , 4. Indio Lake Elsinore ❖ , • . La Quints •• Y Moreno Valley Palm Desert . 4 - Perris Rancho Mirage " San Jacinto •••- . -Temecula ' L Board of supervisors Bob Buster, , District I John Tavaglione, District'2 Jeff Stone, " District 3 Roy Wilson, . „ District 4,,, Marion Ashley, District 5 RIVERSIDE COUNTY .., 'FIRE DEPARTMENT - 81-675 Highways 111, 2nd H., Indio, CA 92201. (760) 863-8886. Fax (760) 863-7072 November 8, 2005. s,t �. • ��' t j To: City of La Quints Building Department • Re: =Release for Permit r LAQ-05-BP-090 / Medical Offoce Building, 47170 Washington St. d i The Riverside County Fire -Department hereby releases the above referenced project for issuance of ; w a permit for construction, at the discretion of the Building Department. f w Respe - r Dale A. Evenson st , Fire Safety Speciali -. r -� • ,� 1 , i e { r+ + ' EMERGENCY SERVICES DIVISION • PLANNING SECTION • INDIO OFFICE , " 82-675 Highway 111, 2"d A., Indio, CA 92201 • (760) 863-8886 • fax (760) 863-7072 i . RIVERSIDE COUNTY .., 'FIRE DEPARTMENT - 81-675 Highways 111, 2nd H., Indio, CA 92201. (760) 863-8886. Fax (760) 863-7072 November 8, 2005. s,t �. • ��' t j To: City of La Quints Building Department • Re: =Release for Permit r LAQ-05-BP-090 / Medical Offoce Building, 47170 Washington St. d i The Riverside County Fire -Department hereby releases the above referenced project for issuance of ; w a permit for construction, at the discretion of the Building Department. f w Respe - r Dale A. Evenson st , Fire Safety Speciali -. r -� • ,� 1 , i e { r+ + ' EMERGENCY SERVICES DIVISION • PLANNING SECTION • INDIO OFFICE , " 82-675 Highway 111, 2"d A., Indio, CA 92201 • (760) 863-8886 • fax (760) 863-7072 MAL BUJ.*LDING§&dWER-.i?R ANDIS BIM !Pal Elevation certificates, fa iopinpliance with tho apftoved d4ga elevation for' buiWng- -_,(mtximVni. allowable deviation of 0.1. foot)., Pfd must - b"c,�t,currmt(Wit.bll36monft'ofourrmt date). If apredise gtadi.n& plan- cpifes the pad for �*ro V al, pipase withhold green sheet submittal until a Pad E1evati611.Cez1ifi6atc.',c= be, proy'l Aftach j&t&bAic4,;wdfi6Ati,-o fi°of graduxg plan,comi - Hanqa p Attach -recorded fitW map Sb�wing proposed b . uilding lbca�o'ns 1;2�1. ,t,. 4. 'Attach a completed <I acre per lot or MU project Fiigitivo Dug Control Prtj* imforsnatioti form, ?M10 plan & agmme:nt or provide alternative & valid City ppprpvod PM10 piaza set reference, number or hard copy plain. PMW plans for cormniroUl.afid ;pddential Amlopments (beyond 1 lot) are submitted separately with p-aalng •plxas and M' ju�bjec;'to' addiooubl requirements. S. Attach, an approved precizo grading plan for th6 Wlding locadWi(s).,- AO 'floods 'zone d0clopmenu will require an approved flood plain development plan. 61. Attacb an approved rough grading plan fbr the building location(s). I have reviewed and confirmed the requirements listed above as presinted and find the improvements, to be su1Bc1cqtl)r4zAplete for construction of the pr . sed builft(s)/structurc(s). on the subject' lot(s). Pursuant to iny;findinp, tri W Oect UIAAireleaseA for buildin p0=tiSMVM1cb 01 "S.Recommaided by.,Dated:. Declined for approval for reason(s)as follow(s), please c0tteCt and =Ub031itw' 7 71)VJ -070A VA 09h:YVA i..inwN7a3w:wnN.j WA 97:90 M 9007 -7t -w 07/12/2006 WED 16:27. FAX .60 F 7155.City of La Qui nta PAR . I OF LA QU& TA - 'PULIC WORKSM NGINEEIUNG DEPAIqMNT C: CITY k GREEN STET (PL%�WOKS CLEARANCE) FOR BUUDIN.G PERMITS - 1_ �dAW it cMmdya &,As=S .rm up n r Please DO NOT submit the Green Sheet (Public Works Clearance) P&C&U to the Public WorWEn&earitS Department undi ALL requirements listed below' are* com applications or applications which es=mot be processed will be retained th Applicant Gfm Sheet approvals will -be forwarded to the Building Department djreotlj by Public Wo*s.. a' P -7 7� ate. I 12-17Jn0t, Devel9ph- I�AtDtrwft4 ao+-e_Wpsej Tract No.: 2-4 17 Tract Name'_ L. P - P. Lai Addmis(s)' The following are the requirements for Public Works Clearance to I- audwrize ism=a of a building t from the Building/Safcty Dep&tm4ut. CUSTOM I -TONES; PROVY))E JJJM 933 94 ANID A PrD A1rV 01m: 0WOETiMMS #1. 92,43#4 LA A - - - _S&P _PJJ C #681"W MAL BUJ.*LDING§&dWER-.i?R ANDIS BIM !Pal Elevation certificates, fa iopinpliance with tho apftoved d4ga elevation for' buiWng- -_,(mtximVni. allowable deviation of 0.1. foot)., Pfd must - b"c,�t,currmt(Wit.bll36monft'ofourrmt date). If apredise gtadi.n& plan- cpifes the pad for �*ro V al, pipase withhold green sheet submittal until a Pad E1evati611.Cez1ifi6atc.',c= be, proy'l Aftach j&t&bAic4,;wdfi6Ati,-o fi°of graduxg plan,comi - Hanqa p Attach -recorded fitW map Sb�wing proposed b . uilding lbca�o'ns 1;2�1. ,t,. 4. 'Attach a completed <I acre per lot or MU project Fiigitivo Dug Control Prtj* imforsnatioti form, ?M10 plan & agmme:nt or provide alternative & valid City ppprpvod PM10 piaza set reference, number or hard copy plain. PMW plans for cormniroUl.afid ;pddential Amlopments (beyond 1 lot) are submitted separately with p-aalng •plxas and M' ju�bjec;'to' addiooubl requirements. S. Attach, an approved precizo grading plan for th6 Wlding locadWi(s).,- AO 'floods 'zone d0clopmenu will require an approved flood plain development plan. 61. Attacb an approved rough grading plan fbr the building location(s). I have reviewed and confirmed the requirements listed above as presinted and find the improvements, to be su1Bc1cqtl)r4zAplete for construction of the pr . sed builft(s)/structurc(s). on the subject' lot(s). Pursuant to iny;findinp, tri W Oect UIAAireleaseA for buildin p0=tiSMVM1cb 01 "S.Recommaided by.,Dated:. Declined for approval for reason(s)as follow(s), please c0tteCt and =Ub031itw' 7 71)VJ -070A VA 09h:YVA i..inwN7a3w:wnN.j WA 97:90 M 9007 -7t -w 11416/2005 10:57 760-77679636 TRULY OPEN MRI PACS 02 t 'STEWART TITHE -Riverside Doc 11/05/2004 08:004 Fee'43.00 Page 1 -of 3 Doo T Tax Paid R4corded ln-DfFielel Records County of,Riverside r Gary L, Orso RECORDING REQUESTED BY' Assmseer, County Clerk 8 Recorder Ms. Kathy Wenger Stewart Title Escrow 78-575 Highway 111 suite 330 La Quinta, CA 92253 ` Escrow No. 1140S7KW- " Title Order No. AND, WEEN RECORDED , MAIL TO: William M. Melly, B.D. -� — -- -- -' ----..---. — — — 72-980 Fred Waring Drive �+ 6 u Pam os acGR u a erg rmao. Suite A Palm•Desert, CA 92260 r' MAIL TAX STATEMENTS TO' ' A w R L EXAM COPi LANG nSvtrNb NCNG ' Same As Above------------------------------------------- GRAM ------------------GRANT DEED KS APN. 643-200-027-2 rj} -_-------------------- ------ --------- The undersigned Grantor declares--._.. - Documentary transfer 'tax is PUxsuant to section 11932 )t&Z Cade . r •(X) C*Mputed on full value of property cQnveyed,' or ( ) computed on full value less of liens and encsmbrance® remaining at time of sale. ( ) Unincorporated area; (X) City of La Quinta FOR A VALUABLE CONSIDERATION,.receipt of which is hereby acknowledged, LBP,'INC., a California corporation ("Grantor") hereby GRANTS to WILLIAMM. KELLY, as.Trustee of The William M. Kelly Trust, dated June 19, 2003("Grantee") that certain real property located in the City of La Quinta, County of Aiver,side,:State' of California; more particularly described on - Exhibit A attached hereto and incorporated herein by reference as if fully set forth. ' IN WITNESS WHEREOF, Grantor has executed this Grant Deed as i this 0 �'4a of•October, 2004. _ y LPP , INC. a California.corporation ' ' ny: tits: Vice President 11'/16/2005 10:57 766-776-9636 TRULY OPEN MRI PAGE, 03. ACKNOWLEDGICM STATE OF CALIFORNIA } SS. COUNTY OF RIVER3ID8 ) On October ! , 2004; before me, aQJ& YY")p LJ - 'a Notary Public in and for -said County and State, personally �me appeared t-CAh A i ' _ -Y%_� -- --� personally known to { } to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the.same in his authorized S, capacity, and that, by his signature on the instrument, the person or entity on behalf of which he acted executed the ,. instrument: WITNESS my hand and official seal. epAleanleelA�lA/AS71EI,uMOR6�IQaAI�I$ @�1 Comm. 1962922 Notar Public in and for e Notary Publlo-Call OM k RMNSCIeCoun'h' Said County and State Commredon GNaverr�er 8, 2006 ''�t/ln/uleNllletDlllf/lllllAlall/Ae1////i. J. i t. , 11/16/2005 10:57 760-776-9636 PARCEL 1: - Parcel 12 of Parcel Nap Na. 29889, in the City of La Quints, as shown by Map on file on Book 200, Pages 51 , and 52 of Parcel Maps, in the Office of the County 'Recorder of Riverside County, California. ` SUBJECT TO all covenants, conditions, restrictions, easements and other rights affecting the subject property, including without limitation that certain Declaration of Covenants, Conditions, Restrictions and -Easements for La Quints Professional Plaza recorded January 23, 2002, as Instrument No. 2002-037565, Official Records of Riverside County, California. PARCEL 2: Easements for access, ingress, egress and other purposes 'f appurtenant to the parcel described as Parcel 1, as more particularly set forth in the: document entitled Declaration of Covenants, -Condit -ions, Restrictions and Easements for La Quinta Professional Plaza recorded January 23, 2002, as Instrument No. 2002-037565, Official Records of Riverside County, California, upon and subject to the terms and provisions therein contained. ' EXHIBIT A TO GRANT DEED S r. 11/16/2005 10:57 760-776-9636 ,TRULY OPEN MRI -PAGE 05 DOC Document No,Date � 11/05/2004 STATEMENT OF TAX DL AND REQUEST co�,Ga yf�Riverside NOT HE N ADE A PART OF TM pE. Assessor, .County Clark 8 Recorder IN THE OFFICE OF THE CouN (Pursuant to Section 11932 R&T Code) To: Registrar.-Recordez a ` County Or Request is hereby made in accordazrce with the provisions of the Documentary Transfer Tax Act that the amount of'tax due not be shown on the original document which-names: (as grantor) ' and o, (as grantee) Property described in the accompanying document is located in the County of The amount of tax due on the accompatlying document is$ � , computed on full value of property conveyed less $0.00, which amount represents the total of all liens and encumbrances remaining at time of sale. _ ne of Declarant or Agent a ' STEVi♦IW T{'SLE-Riverside Firm Name s a x 11/16/2005 10:57 760-776-9636 "TRULY OPEN MRI PAGE 02 'STEWARTTI LE-RiverSEd'e Doc 88 11/05/2004 08:00A Fee:43.00 Page 1 of 3 Doc T Tax Paid Recorved in 94floaal—Rmeo"15 Caumty of Riversido Gary L. Orso RECORDING REQUESTED BY: Assesear, County Clerk & Recorder Ms. KathStewary tle Wenger . x 1 . 11111111111111111111111111111111!1111111111111111111111 78-575 Highway 111 Suite 330 LA Quinta, CA 92253 Escrow No. 114057KW Title Order No.. , AND, WEEN RECORDED, MAIL TO., ,. William M. Kelly, N.D. � s u PAGE s� DA,PCCR I N A sNf Ntl6C, 72-980 Fred Waring Drive Suite A I Palm Desert, CA 92260 r C_ppy LONG RGFlYNO NCNG EnAbl % MAIL TAX STATED�TS TO: A R � . Same As Above-- T -w---------------------------------------------- j GRANT DEED KS APN 643-200-027-2 -------------------------------- ----- • —---~- ------ Theundersigned Grantor declares—''Documentary transfer tax is Pursuant to section 11932 R&T Code (X) computed on full value of property conveyed, or ( ) computed on full value less of liens and encumbrances remaining at time of sale, , (.) Unincorporated area., (X) City of La Quinta FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, LPP, INC., a California corporation ("Grantor.") hereby GRANTS.to WILLIAM X. KELLY, ,`as Trustee of The Williaz Di. Kelly Trust, dated June 19, 2003("Grantee") that certain real property located in the City of La Quinta, County of Riverside, State of California, more particularly described on Exhibit A attached hereto and incorporated herein by reference as if fully set forth. IN WITNESS WHEREOF, Grantor has executed this Grant Deed as this, day of October, 2004. LPP, INC. a California corporation Lts: price. President Ck, 11116%2005 10:57 76.0-776-9636 TRULY OPEN MRI PAGE 03 ACKNOWLEDGONT STATE OF. CALIFORNIA ). SS. • COUNTY OF RIVERSIDE ) On October , 2004, before me,a Notary Public in and for, said county grid State, personally appeared I P %Ad -'N. YYWf ��-- `� personally , known ' to me to be the person whose name is subscribed to the within instrument axed acknowledged to me that he executed the same in his authorized capacity, and that, by his signature on the instrument, the person or` entity on behalf of which he acted executed the instrument. WIMSS my hand and official seal, • 4ntaeo��euuuta►�SF1EI�" ��rr�uY a f'I°` Comm. 1982922 Not:ar Public is and for ' e Notary Publlc-COIKCmlO' o RKie C1GCWrdY 0Said County and State Commmon Ncwern001 2006 M �tuuutuututtut�et�e►u�atueettoetx 11/16/2005 10:57 760-776-9636 TRULY OPEN MRI PAGE 04 LEGAL DESCRIPTION THE LAND REFERRED TO HEREIN IS SITUATED IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA,•AND IS DESCRIBED AS FOLLOWS : ' PARCEL 1:, Parcel 12 of Parcel Map No. 29889, in the City of La Quints, as shown by Map on file on Book 200, Pages 51 and 52 of Parcel Maps, in the Office of the County r Recorder of Riverside County, California. SUBJECT TO all covenants, conditions, restrictions, easements and other rights a££Qcting.the subject property, including without.limitation that certain Declaration of Covenants, Conditions, Restrictions and Easements for La Quints. Professional Plaza recorded January -23, 2002, as Instrument No. 2002-037565, Official Records•of Riverside County, California. PARCEL 2: Easements for access, ingress, egress and other purposes* appurtenant to the parcel described as Parcel 1, as more particularly set forth in the document entitled Declaration of Covenants, Conditions, Restrictions and Easements for La' Quinta Professional Plaza recorded January 23, 2002, as Instrument No. 2002-037565, Official Records of Riverside County, California, upon and .subject to the terms and provisions therein contained. EXHIBIT A TO GRANT DEED 11/16/2065 10:57 760-776-9636 TRULY OPEN MRI PAGE 05 Document No, _ Date 11/05/2004 Gary L Orso STATEMENT OF TQC DLTE AND REQUEST County of Riverside NOT BE MADE A PART OF THE pE. Assessor, County Clark 8 Recorder IN TIES OFFICE OF THE COUN (Pursuant to Section 11'932 R&T Code) To: Registrar -Recorder County or`}� Request is hereby made in accordance with the provisions of the Documentary Transfer Tax Act that the arnount of'tax due not be Shown on the origuaal document which names: (as grantor) and (as grantee) Property descried in the accompanying document is located in the County of The amouzlt oftax due on the aceompauying document is S ` �� computed on fWl value of property conveyed less $0,00, which amount represents the total of all liens and encumbrances remaining at time of We. n o Declarant or Agent STE41IARTT{E: Ftiverside Firm Name - - — 9' • Craig E. Anthony Fire Chief Proudly serving the unincorporated areas of Riverside County and the Cities of: Banning 4• Beaumont ee Calimesa e� Canyon Lake ee Coachella 4• Desert Hot Springs 4• Indian Wells 4. Indio 4• Lake Elsinore 4• La Quinta ee Moreno Valley ee Palm Desert 4• Perris 4• Rancho Mirage 4. San Jacinto 4• Temecula Board of Supervisors Bob Buster, District 1 John Tavagliione, District 2 Jeff Stone, District 3 Roy Wilson, District 4 Marion Ashley, District 5 RIVERSIDE COUNTY FIRE DEPARTMENT 82-615 y a. • Fax ?76o) 863-7072 September 30, 2005 Alfred M. Cook, AIA 45-120 San Pablo Palm Desert, CA 92260 Re: Non -Structural Building Plan Review LAO -05 -BP -0904 470 Waslaingt9ra�St Fire Department personnel have reviewed and approved the plans you submitted for the above referenced project Please be advised the following conditions apply as a part of the conditions for the issuance of a building permit 1) These conditions are for a shell building and will receive a shell final only. No fire and life safety clearance will be issued for a tenant space until the specific occupancy classification has been established and tenant improvement plans have been reviewed and conditioned by the Riverside County Fire Department. 2) Fire Department approval is based upon the 2001 CBC requirements for Group B occupancies. It is prohibited to use, process or store any materials in the occupancy that would classify it as a Group H occupancy per Sec. 307 of the 2001 CBC. 3) The Fire Department is required to set a minimum fire flow for the remodel or construction of all commercial buildings using the procedure established in the 2001 CFC. A fire flow of 1750 gpm for a 2 -hour duration at 20 psi residual operating pressure must be available before any combustible material is placed on the job site. 4) The required fire flow shall be available from a Super hydrant(s) (6" x 4" x 21/2" x 21/2') located not less than 25' or more than 165' from any portion of the building(s) as measured along approved vehicular travel ways. 5) Prior to the issuance of a building permit, applicant/developer shall furnish one blueline copy of the water system plans to the Fire Department for review. Plans shall conform to the fire hydrant types, location and spacing, and the system shall meet the fire flow requirements. Plans must be signed by a registered Civil Engineer and/or the local water company with the following certification: "I certify that the design of the water system is in accordance with the requirements prescribed by the Riverside County Fre Department". 6) Install Knox Key Lock box, Model 3200, mounted per recommended standard of the Knox Company. If the building/facility is protected with a fire alarm system or burglar alarm system, the lock boxes will require "tamper" monitoring. Special forms are available from this office for the ordering of the Key Switch. This form must be authorized and signed by this office for the correctly coded system to be purchased. 7) All egress doors shall comply with CBC Sec. 1003.3.1.8 for proper door hardware. 8) Install portable fire. extinguishers per Title 19, but not less than 2A1 OBC in rating. Contact a certified extinguisher company for proper placement and spacing of equipment. EMERGENCY SERVICES DIVISION • PLANNING SECTION • INDIO OFFICE 82-675 Highway 111, 21d FI., Indio, CA 92201 • (760) 863-8886 • Fax (760) 863-7072 9) Approved building address shall be placed in such a position as to be plainly visible and legible from the street and rear access if applicable. Building address numbers shall be a minimum of 12" for building(s) up to 25' in height, and 24' in height for building(s) exceeding 25' in height. In multi -tenant buikiings,.businesses shall post the business name and suite number on back doors as well as the front. Suite numbers or letters must be a minimum of 6" in height. All addressing must be legible and of a contrasting color with the background. 10) Electrical room door shall be posted "ELECTRICAL ROOM" on the outside of door. Please, contact the Fire Department Planning 8 Engineering staff for final inspection prior to occupancy. Requests for inspections are to be made at least 72 hours in advance and may be arranged by calling (760) 863- 8886. All questions regarding the meaning of these conditions should be referred to the Fire Department Planning & Engineering staff at (760) 863-8886. r Sincerely, , FRANK KAWASAKI Chief Fire Department Planner " • B �F y Walter Brandes Fire Safety Specialist Cc City 'of La :Quinfa -Building Dept. ` . • T KIPESMIP Dah s O ftWROJECI Vdit PMA005- P .doe w B.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 43-100 Cook Street, Suite 203 Palm Desert, CA 92211G-., - t I..JR SL_ �'�✓ (760) 568-3553 (760) 568-5681 Fax Cc December 5, 2006 McDermott Enterprises P.O. Box 163 Palm Desert, CA 92261 RE: Kelly Medical Building — La Quinta, CA The purpose of the site observation work undertaken by B.G Structural Engineering for the above named project was to confirm that this project has been constructed in general conformance with the structural drawings and as required by the 2001 CBC Section 1702. Observation of the construction of this project was conducted or supervised by Brian Gottlieb of this office. These observations were to establish the conformance of several items including, but not limited to: conformance of framing to framing plans, the assembly of shear walls, wall sheathing; drag straps, holdowns, and detailed connections. Corrections were provided after each observation to communicate the items of concern to the builder. Subsequent re- checks of the structure for compliance were performed until all outstanding' correction items were resolved. In conclusion it is the opinion of this office that the construction of this project is in general conformance with the requirements of ,the structural drawings. The conclusions reached above are based solely on a visual review -of the structure. Due to the visual nature of these observations, and limited access to structural elements, a general review of the structural elements and connections has been performed. No tests have been conducted on any materials or soils and no warranties are expressed or implied. The opinion above is.based upon widely held engineering principles and judgment, and it follows a standard of care which defines a level of skill and competence ordinarily and contemporaneously demonstrated by professionals of the same discipline practicing in the ,same locale and faced with the same or similar facts and circumstances. Kelly. Medical Building Page 2 of 2 -.December 5, 2006 Please call me at (760) 568-3553 if you have any questions or would like to discuss this matter. DIFESS Sincerely,P� GO lFy , CIV1\� �P OF Brian Gottlieb, P.E.. • cc: file VALID ONLY IF SIGNED IN RED. Page 2 TITLE 24 REPORT Title 24 Report for: The William M. Kelly Trust Parcel 12 of Map 29889 La Quinta, Ca 92253 Project Designer: Alfred H. Cook, A.I.A. 45-120 San Pablo Drive, Suite 2C Palm Desert, Ca 92260 (760) 568-2296 r Report Prepared By: Tim Scott Scott Design & Title 24 77085 Michigan Dr. ITY10F LA QUINTA ; Palm Desert, CA 9221 BUILDING & SAFETy DEPT. - . : (760) 200-4780 �\PPROVED ...FOR CONSTRUCTION • DA Q BY Job Number: . Date: 2/11/2006 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This progra��Nas approval and is w• authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. , - ;' This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.0 by EnergySoftJob Number: User Number: 6712 C. 41 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 1 Of 3 PERF -1 PROJECT NAME This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and.6 of the DATE The William M. Kelly Trust DATE OF PLANS 2/11/2006 PROJECT ADDRESS BUILDING CONDITIONED FLOOR AREA 4,600 sq.F7_7TEZONE 15 Parcel 12 of Map.29889 La Quinta ® NONRESIDENTIAL PRINCIPAL DESIGNER - ENVELOPE TELEPHONE. Building Permit # :; Alfred H. Cook, A.I.A. (760) 568-2296 California as a civil engineer, mechanical engineer, or I am a licensed architect. DOCUMENTATION AUTHOR TELEPHONE Checked.by%Date :- Scott Design & Title 24 .(760) 200-4780 EnforcementAw.cyUse GENERAL INFORMATION This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and.6 of the California Code of Regulations. This certificate applies only to a Building usin the performance compliance approach. The documentation preparer hereby certifies that the documentation is accu to and c mplete. DATE OF PLANS SIGNAT DATE BUILDING CONDITIONED FLOOR AREA 4,600 sq.F7_7TEZONE 15 BUILDING TYPE ® NONRESIDENTIAL HIGH RISE RESIDENTIAL HOTELIMOTEL GUEST ROOM PHASE OF CONSTRUCTION ® NEW CONSTRUCTION ADDITION E] ALTERATION 0 EXISTING + ADDITION STATEMENT OF COMPLIANCE ' This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and.6 of the California Code of Regulations. This certificate applies only to a Building usin the performance compliance approach. The documentation preparer hereby certifies that the documentation is accu to and c mplete. DOCUMENTATION AUTHOR SIGNAT DATE Tim Scott II n6 The Principal Designer hereby certifys 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. The proposed building as designed meets the energy efficiency requirements contained in sections 110, 116, through 118, and 140, 142, 143 or 149 of Title 24, Part 6. ENV. LTG. MECH. 1. 1 hereby affirm that I am eligible under the provisions of Division 3 of the Business' and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed in the State of California as a civil engineer, mechanical engineer, or I am a licensed architect. 1 affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code Section ❑ ❑ ❑ _2. 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. ❑ ❑ F-1 3. 1 affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pusuant to Business and Professions Code Sections 5537, 5538, and 6737.1. (These sections of the Business and Professions Code are printed in full in the Nonresidential Manual.) ENVELOPE COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures ENV -1 Required Forms PRINCIPAL ENVELOPE DESIGNER - NAME SIGNATURE LIC. NO. DATE Alfred H. Cook A.I.A. LIGHTING COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures Whting Compliance Not -in The Scope Of Requir PRINCIPAL LIGHTING DESIGNER - NAME S LI DAT MECHANICAL COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures M CH -1 MECH-2 MECH-3 Required Fo s PRINCIPAL MECHANICAL DESIGNER - NAME SIGN LIC. NO. DAT Scott Desi n & Title 24 cg 1/0� EnergyPro 4.0 by EnergySoft User Number: 6712 Job Number: Page:3 of 32 1 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 2 of 3 -,''PERF-11 ANNUAL TDV ENERGY USE SUMMARY kBtu/s ft- r. Standard Proposed Compliance . ENERGY COMPONENT Design Design Margin [Cj standard i® Progoaed PERFORMANCE CERTIFICATE OF COMPLIANCE Part 3 Of 3 PERF -1 PROJECT NAME DATE The William M. Kelly Trust 2/11/2006 ZONE INFORMATION Floor Inst. Ctrl.ir 'Allowed LPD-:= , Proc" Area LPD Credits`: ,Area' : Tailored Loads''.., System Name Zone Name Occupancy Type (sqft.) (W/sf)l (W/sfK W/s 3:111:W/s 4 (W/sf)'P HVAC -1 & 2 Zone 1 Comp Bldg Office 1,623 0.00 (� ° :"' ' `; h i'` HVAC -3 Zone 2 Comp Bldg Office 1,340 0.003`d, HVAC -4 & 5 Zone 3 Comp Bldg Office 1,637 0.00��' u,— FRI- x.; Y l i , .Yr F Fla a x F;L t :ra Z V�rr• E ?4 7 . �4 £ . 1 .3 F. h .Th LF .7.F,L?A •�' ..k Notes: f. See LTG -2-C 2. See LTG -4-C 3. See LTG -5-C 4. See LTG -6-C Items above require special documentatiom', (items marked with asterisk, see LTG -2 -C by others) (by others) a + EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST The local 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 local 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. _ r• The HVAC System "HVAC -1 & 2" incorporates HERS verified Duct.Leakage. Target leakage is calculated and documented on the MECH-5-A. - The HVAC System "HVAC -1 & 2" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. The HVAC System "HVAC -3" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the MECH-5-A. The HVAC System "HVAC -3" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. The HVAC System "HVAC -4 & 5" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the MECH-5-A. The HVAC System "HVAC4 & 5" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justificationand ,The documentation for their use have been provided by the applicant. Authorized Signature or Stam } Run Initiation Time: 02/11/06 12:12:23 Run Code:. 1139688743 EnergyPro 4.0 by EnergySoft User Number: 6712 Job Number: Page:5 of 32 CERTIFICATE OF COMPLIANCE ENV -1 -Cl PROJE& NAME The William M. Kelly Trust OPAQUE SURFACES DATE 2/11/2006 # Surface T Area U -Fac. Insulation Cay. Cont. Act. Am. A. Tilt Cond: Joint Status Appendix IV Reference Location/ Comments 1 Roof 1,623 0.051 R-19 R-0.0 0 0 New 02-A5 Zone 1 2 • Wall 27 0.110 Front East 0 90 New 09-A2 Zone 1 3 Wall 230 0.110 Front East 90 90 New 09-A2 Zone 1 4 Wall 612 0.110 R-11 R-0.01 180 90 1 New 09-A2 Zone 1 5 . Wall 221 0.110 R-11 R-0.0' 270 90 New 09 A2. Zone 1 6 Roof 1,340 0.051 R-19 R-0.0 0 0 New 02-A5 Zone 2 7 Wall 608 0.110 R-11 R-0.0 0 90 New 09-A2 Zone 2 ' 8 Wall 118 0.110 R-11 R-0.0 90 90 New 09-A2 Zone 2 9 Wall . 608 0.110 R-11 R-0.0 180 90 New 09-A2 Zone 2 10. Wall 140 0.110 R-11 R-0.0 270 90 New 09-A2 Zone 2' 111 Roof 1,637 0.051 R-19 R-0.0 0 0 New 02-A5 Zone 3 _ 12' Wall 612 0.110 R-11 R-0.0 0 90 New 109=A2 Zone 3 13 Wall 230 0.110 R-11 " R-0.0 90 90 New 09-A2 Zone 3 14 Wall 27 0.110 R=11 R-0.0 180 90 New 09-A2 Zone 3 15 Wall 608 0.110 R-11 R -OA 180 90 New 09-A2 Zone 3 16 Wall 221 0.110 R-11 R-0.0 270 90 New 09-A2 Zone 3 • .k Existing, Altered, Removed) I FENESTRATION SURFACES ❑More than or equal to"10,000 sq.ft. of site -built fenestration area must include a label certificate either issued by NFRC or provide a CEC Default Label Certificate using the default U -factors from Standards Table 116-A and B. Certificate shall be filed in the'contractofs project office during construction and in the building managers office after construction # T e Area U -Fac' I SHGC2 Act. Aim. Cond. Stat. Glazing Type Location/ Comments 1 lWindow Front East 24 0.6101116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 1 2 Window Front East 14 0.6101116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 1 3 Window Front East 24 0.6101116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 1 4 Window Front East 24 0.6101116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 1 5 Window Front. East 30-0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 1 6 Window Front (East) 24 0.610,116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 1 7 Window Front East 14 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 1 8 lWindow Left South 36 0.610 116-A 0.28 NFRC 180 New Double Metal w/ Solarban 80 . Zone 1 9 Window Rear West 36 0.610 116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 1 10 Window Rear est 46 0.610 116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 1 11 Window Rear West 461 0.6101116-A, 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 1 12 Window Rear West 351 0.6101116 -Al 0.28 NFRC 2701 New Double Metal w/ Solarban 80 Zone 1 13 Window Front East 321 0.6101116 -Al 0.28 NFRCj 901 New I Double Metal w/ Solarban 80 Zone 2 r •1 . (1) LI -factor Type: 116-A Default Table from Standards, Table NI -1 Default Table from the ACM Manual Appendix, NFRC Labeled value. ' (2) SHGC Type: 116-B Default Table from Standards, COG Center of Glass, NFRC Labeled Value EXTERIOR SHADING ## Exterior Shade Type SHGC Window Hgt. Wd. Overhang -Left Fin Right Fin Len. H t. LExt.RExt. Dist. Len. Hat. Dist. Len: H t. 1 , None 0.76 2 None' 0.76 3 None 0.76 4 None 0.76 5 None 0.76 6 None 0.76 7 None 0.76 8 None 0.76 6.0. 6.0 3.0 0.1 3.0 3.0 9 None 0.76 6.0 6.0 3.0. 0.1 3.0 3.0 10 None 0.76 6.5 7.0 3.0 0.1 3.0 3.0 11 None 0.76 6.5 7.0 3.0 0.1 3.0 3.0 12 None 0.76 2.5 14.0 3.0 0.1 3.0 3.0 13 None 1 0.76 MINIMUM SKYLIGHT AREA FOR LARGE ENCLOSED SPACES The proposed building contains an enclosed space with Floor area greater than 25,000 sq.ft, a ceiling height greater than.'15 feet and a LPD for general lighting of at least 0.5 W/sq.ft. If this box Is checked, ENV4-C must be filled out when submitting under the Prescriptive Compliance Approach. Run InitiationTime: 02/11/06 2:12:3 Run Code 139688743 EnergyPro 4.0 by EnergySoft User Number: 6712 Job Number: Page: 6 of 32 CERTIFICATE OF COMPLIANCE ENV -1 -C] PROJEbT NAME DATE, The William M. Kelly Trust 2/11/2006 OPAQUE SURFACES # Surface Type Area U -Fac. Insulation Cay. Cont. Act. Azm. Tilt Cond: Status Joint Appendix IV Reference Location / Comments Act. Azm. Cond. Stat. Glazing Type Location/ Comments 16 Window Front East 18 0.6101116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 2 17 Window Front East 48 0.6101116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 2 18 Window Front East 30 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 2 19Window Front East 32 0.610 116 -Al 0.28 NFRCI 90 New 1 Double Metal w/ Solarban 80 Zone 2 20 Window Front East 18 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 2 21 Window Front (East) 32 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 2 22 Window Front East 16 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 2 23 Window Rear West 46 0.610 116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 2 24 Window Rear West 46 0.6101116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 2 25 Window Rear West 35 0.610 116 -Al 0.28 fNFRCI 270 New Double Metal w/ Solarban 80 Zone 2 26 Window Rear West 46 0.610 116 -Al 0.28 INFRCI 270 Existing, Altered, Removed) FENESTRATION SURFACES More than or equal to 10,000 sq.ft. of site -built fenestration area must include a label certificate either issued by NFRC or provide a CEC Default Label Certificate using.the default U -factors frnm Standards Tahlp "n -n ane R r:prtifiratw shall hp filwd in the rnntr tnee nrniprt nmT d, trinn rnnstn,rtinn and in tha h fflr inn mannnarc nffra after rn 0-finn # Type EXTERIOR SHADING Area U -Fac' SHGC2 Act. Azm. Cond. Stat. Glazing Type Location/ Comments 16 Window Front East 18 0.6101116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 2 17 Window Front East 48 0.6101116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 2 18 Window Front East 30 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 2 19Window Front East 32 0.610 116 -Al 0.28 NFRCI 90 New 1 Double Metal w/ Solarban 80 Zone 2 20 Window Front East 18 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 2 21 Window Front (East) 32 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 2 22 Window Front East 16 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 2 23 Window Rear West 46 0.610 116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 2 24 Window Rear West 46 0.6101116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 2 25 Window Rear West 35 0.610 116 -Al 0.28 fNFRCI 270 New Double Metal w/ Solarban 80 Zone 2 26 Window Rear West 46 0.610 116 -Al 0.28 INFRCI 270 New Double Metal w/ Solarban 80 Zone 2 27 lWindow Rear West 46 0.610 116 -Al 0.28 INFRCI 2701 New Double Metal w/ Solarban 80 Zone 2. 28 lWindow Rear West 35 0.610 116 -Al 0.28 INFRCI 2701 New Double Metal w/ Solarban 80 Zone 2 (1) 1.1 -factor Type: 116-A Default Table from Standards, Table NI -1 Default Table from the ACM Manual Appendix, NFRC Labeled value. (2) SHGC Type: 116-8 Default Table from Standards, COG Center of Glass, NFRC Labeled Value _I I The proposed building contains an enclosed space with floor area greater than 25,000 sq.ft, a ceiling height greater than 15 feet and a LPD for general lighting of at least u 0.5 W/sq.ft. If this box Is checked, ENVd-C must be filled out when submitting under the Prescriptive Compliance Approach. Run Initiation Time: 02/11/06 12:12:23 Run Code: 1139688743 EneravPro 4.0 by EnerovSoft User Number: 6712 Job Number: Page: 7 of 32 EXTERIOR SHADING # Exterior Shade Type SHGC Window Hgt. Wd. Overhang Left Fin Right Fin Len. H t. LExt.RExt: Dist. Len. H t. Dist. Len. H t. 16 None 0.76 17 None 0.76 18 None 0.76 19 None 0.76 20 None 0.76 21 None 0.76 22 None 0.76 23 None 0.76 6.5 7.0 3.0 0.1 3.0 3.0 24 None 0.76 6.5 7.0 3.0 0.1 3.0 3.0 25 None 0.76 2.5 14.0 3.0 0.1 3.0 3.0 26 None 0.76 6.5 7.0 3.0 0.1 3.0 3.0 27 None 0.76 6.5 7.0 3.0 0.1 3.0 3.0 28 None 0.76 2.5 14.0 3.0 0.1 3.0 3.0 AftFM_1N_1M1JM SKYLIGHT AREA FOR LARGE ENCLOSED SPACES _I I The proposed building contains an enclosed space with floor area greater than 25,000 sq.ft, a ceiling height greater than 15 feet and a LPD for general lighting of at least u 0.5 W/sq.ft. If this box Is checked, ENVd-C must be filled out when submitting under the Prescriptive Compliance Approach. Run Initiation Time: 02/11/06 12:12:23 Run Code: 1139688743 EneravPro 4.0 by EnerovSoft User Number: 6712 Job Number: Page: 7 of 32 CERTIFICATE OF COMPLIANCE ENV -1 -C l PROJEbT NAME DATE The William M. Kelly Trust 2/11/2006 OPAQUE SURFACES 7-71 # Surface Type Area U -Fac. Insulation Cay. Cont. Act. Am. Tilt Cond: Status Joint Appendix IV Reference Location / Comments Act. Am. Cond. Stat. Glazin T e Location/ Comments 31 Window Front East 14 0.6101116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 3 32 Window Front East 24 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 3 33 Window Front East 24 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 3 34 Window Front East 30 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 3 35 Window Front East 24 0.610 116 -Al 0.28 NFRCj 90 New Double Metal w/ Solarban 80 Zone 3 36 lWindow Front (East) 14 0.610 116-A 0.28 NFRC 90 New I Double Metal w/ Solarban 80 Zone 3 37 Window Rear West 46 0.610 116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 3 38 Window Rear est 46 0.6101116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 3 39 Window Rear est 35 0.610 116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 3 40 Window Rear West 36 0.610 116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 3 N, E, A, R (New, Existing, Altered, Removed) FENESTRATION SURFACES More than or equal to 10,000 sq.ft. of site -built fenestration area must include a label certificate either issued by NFRC or provide a CEC Default Label Certificate using the default L14actors fmm Clandarde T.N. t IA -A and R radienata Shan ha Tian in tha nmiant Mr.- dudnn n-t-rnn and in the h, iildinn manano/c nfriro after rune-tinn # Type Area U -Fac i SHGC2 Act. Am. Cond. Stat. Glazin T e Location/ Comments 31 Window Front East 14 0.6101116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 3 32 Window Front East 24 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 3 33 Window Front East 24 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 3 34 Window Front East 30 0.610 116-A 0.28 NFRC 90 New Double Metal w/ Solarban 80 Zone 3 35 Window Front East 24 0.610 116 -Al 0.28 NFRCj 90 New Double Metal w/ Solarban 80 Zone 3 36 lWindow Front (East) 14 0.610 116-A 0.28 NFRC 90 New I Double Metal w/ Solarban 80 Zone 3 37 Window Rear West 46 0.610 116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 3 38 Window Rear est 46 0.6101116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 3 39 Window Rear est 35 0.610 116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 3 40 Window Rear West 36 0.610 116-A 0.28 NFRC 270 New Double Metal w/ Solarban 80 Zone 3 (1) LI -factor Type: 116-A Default Table from Standards, Table NI -1 Default Table from the ACM Manual Appendix, NFRC Labeled value. (2) SHGC Type: 116-B Default Table from Standards, COG Center of Glass, NFRC Labeled Value EXTERIOR SHADING ## Exterior Shade Type SHGC Window Hgt. Wd. Overhang Left Fin Right Fin Len. H t. LExt.RExt. Dist. Len. H t. Dist. Len. H t. 31 None 0.76 32 None 0.76 33 None 0.76 34 None 0.76 35 None 0.76 36 None 0.76 37 None 0.76 6.5 7.0 3.0 0.1 3.0 3.0 38 None 0.76 6.5 7.0 3.0 0.1 3.0 3.0 39 None 0.76 2.5 14.0 3.0 0.1 3.0 3.0 40 None 0.76 6.0 6.0 3.0 0.1 3.0 3.0 MINIMUM SKYLIGHT AREA FOR LARGE ENCLOSED SPACES The 0.5 ed building contains an enclosed space with Floor area greater than 25,000 sq.ft, a ceiling height If this box Is checked, ENV -4-C must be filled out when submitting under the Prescriptive Compl MWM than 15 feet and a LPD for general lighting of at least I EneravPro 4.0 by EnerovSoft User Number: 6712 Job Number: Page: 8 of 32 I :ERTIFICATE OF COMPLIANCE MECH-1-C PROJECT NAME _j_DATE 01 The William M. Kelly Trust 2/11/2006 Designer: This form is to be used by the designer and attached to the plans. Listed below are all'the acceptance tests for mechanical systems. The designeris required to check the boxes by all acceptance tests that apply and list all equipment that requires an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems to be tested in parentheses. The NJ number designates the Section in the Appendix of the Nonresidential ACM Manual that describes the test. Also indicate the person responsible for performing the tests (i.e. the installing contractor, design professional or an agent selected by the owner). Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the. scope of work appropriately. Building Departments: SYSTEM ACCEPTANCE. Before an occupancy permit is granted for a newly constructed building or space, or a new space -conditioning system serving a building or space is operated for normal use, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance., In addition a Certificate of Acceptance, MECH-I-A Form shall be submitted to the building department that certifies plans, specifications, installation certificates- and ooeratina and maintenance irifnrmation meet the renuiements of Sectinn 10-WA(h) a'nd Title 94 Part R a STATEMENT OF COMPLIANCE ❑ MECH-2-A: Ventilation System Acceptance Document -Variable Air Volume Systems Outdoor Air Acceptance -Constant Air Volume Systems Outdoor Air Acceptance Equipment requiring acceptance testing ❑ MECH-3-A: Packaged HVAC Systems Acceptance Document Equipment requiring acceptance testing ❑ MECH-4-A: Air Distribution Acceptance Document Equipment requiring acceptance testing ❑ MECH-5-A: Air -Side Economizer Acceptance Document Equipment requiring acceptance testing ❑ MECH-6-A: Demand Control Ventilation Acceptance Document .Equipment requiring acceptance testing ❑ MECH-7-A: Supply Fan Variable Flow Control Acceptance Document Equipment -requiring acceptance testing ❑MECH-8-A:-Hydronic System Control Acceptance Document -Variable Flow Controls -Automatic Isolation Con-trols -Water-loop Heat Pump Controls -Variable Frequency Controls Equipment requiring acceptance testing EnergyPro 4.0 by EnergySoft. - User Number: 6712 Job Number: Page:9 of 32 AIR SYSTEM REQUIREMENTS Part 1 of 2 MECH-2-C PROJECT NAME DATE The William M. Kelly Trust 2/11/2006 ��] SYSTEM FEATURES ITEM OR SYSTEM TAG(S) Number of Systems AIR SYSTEMS, Central or Single Zone HVAC -1 & 2 HVAC -3 HVAC -4 & 5 2 1 t 2 T-24 ` MANDATORY MEASURES Section Reference on Plans or Specification 1 Heating Equipment Efficiency ` Cooling Equipment Efficiency Heat Pump Thermostat Furnace Controls , Natural Ventilation Minimum Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation • Duct Insulation' 112(a) 7.20 HSPF 7.20 HSPF 7.20 HSPF ' 112(a) 12.0 SEER / 10.4,EER 12.0 SEER / 10.4 EER 12.0 SEER / 10.4 EER 112(b) Yes Yes Yes '112(c), 115(a) n/a n/a ' n/a 121(b) : Yes Yes "Yes- Yes"121 121b) 243 cfm 201 cfm 246 cfm 121 c No No No ' 121 c No No No' 121 c 122(e) Programmable Switch Programmable Switch Programmable Switch 122(e) Heating & Cooling Required Heating & Cooling Required Heating & Cooling Required 122 Auto Auto Auto 122( n/a n/a - n/a' 123 124 R4.2 R-'4.2 PRESCRIPTIVE MEASURES . Calculated Heating Capacity x.1.43 2 Proposed Heating Capacity 2 Calculated Sensible Cooling Capacity x 1.212 Proposed Sensible Cooling Capacity 2 Fan Control DP Sensor. Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heating Air Supply Reset Cooling Air Supply Reset ' Duct Sealing for Prescriptive Compliance 144 a & b n/a : n/a + n/a 144 a & b 56,212 btuh 28,106 btuh 56,212 btuh 144 a & b n/a n/a n/a 144 a & b 59,697 btuh 29,638 btuh 59,719 btuh 144 c Constant Volume Constant Volume Constant Volume 144 c) 144 c Yes Yes Yes 144 d No No No 144 a No Economizer No Economizer No Economizer . 144 Constant Temp Constant Temp Constant Tem 144 (f) Constant Temp Constant Temp _ • Constant Temp 144 k No No No 1: For each central and single zone air systems (or group of similar units) fill in the reference to sheet number and/or specification section and paragraph number where the required features are documented. If a requirement is not applicable, put "N/K in the column., 2: Not required for hydro nic heating and cooling. Either enter a value here or put in reference of plans and specificatons per footnote 1. 3: Enter Yes if System is: Constant Volume, Single Zone; Serves < 5,000 sqft; Has > 25% duct in unconditioned space. Duct sealing is required for Prescriptive Compliance,, see PERF -1 for performance method duct sealing requirements. • t . WATER SIDE SYSTEM REQUIREMENTS Part 2 of 2 MECH-24 PROJECT NAME The William M. Kelly Trust 2 WATERSIDE SYSTEMS: Chillers, Towers, Boi DATE 2/11/2006- ITEM /11/2006" ITEM OR SYSTEM TAG(S) Number of Systems T-24 MANDATORY MEASURES Section / Reference on Plans or Specification' , 'Equipment Efficiency 112(a) Pipe Insulation' 123 z PRESCRIPTIVE MEASURES ' --Calculated Capacity 144 (a & b) Proposed Capacity 144 (a & b) Tower Fan Controls 144 h Tower Flow Controls' 144 h Variable Flow System Design 144 0) Chiller and Boiler Isolation 144 ' CHW and HHW Reset Controls 144 0) WLHP Isolation Valves 144 ' VSD on CHW, CW & WLHP Pumps > 5 144 " HP DP Sensor Location 144 " •1: For each chiller, cooling tower, boiler, and hydronic loop (or groups of similar equipment) fill in the reference to sheet number and/or specification section and paragraphs: ' number where the required features are documented. If a requirement is not applicable, put "N/A" in the column. 2: Waterside systems include wet side system using other liquids such as glycol or brine. Service Hot Water, Pool Heating ITEM OR SYSTEM TAG(S) DHW Heater DHW Heater DHW Heater: Number of Systems. 1 1 1 • F MANDATORY MEASURES J : Reference on Plans or Specification' ' Water Heater Certification 113 (a) r• Water Heater Efficiency 113 b Service Water Heating Installation 113 (c) Pool and Spa Efficiency and Control 114 a Pool and Spa Installation 114 (b Pool Heater - No Pilot Light 115(c) Spa Heater - No Pilot Light 115 d AO SMITH ELJF-10 99% n/a n/a n/a n/a AO SMITH ELJF-10 99% - n/a n/a n/a Wa AO SMITH ELJF-10 99% n/a -n/a n/a n/a 1: For each water heater, pool heat and domestic water loop (or groups of similar equipment) fill in the reference to sheet number and/or specification section'and r paragraph number where the required features are documented. If a requirement is not applicable, put " N/A" ins the column. ; Run Initiation Time: 02/11/0612:12:23 Run Code: 1139688743 - EnergyPro 4.0 by EnergySoft User Number: 6712 1 1 1 Job Number:-'Page:11 of 32 17, MECHANICAL VENTILATION MECH-3-C JPROJeCT NAME DATE 2/11/2006 PRESCRIPTIVE REHEAT LIMITATION (Section 144(4)) MECHANICAL VENTILATION Section 121(b)2) AREA BASIS OCCUPANCY BASIS VAV MINIMUM A B C D E F G H I J K L M N ZONE/SYSTEM D� T N G �l O 0 y �� ; co-nX -n 3 c aa.9 D ny -A 3 Z m 3 0 IS N CD 0 m� n f@/ ID - 7 '� ,Q m03 X 0 x•00 -n `� ID 3 �1 A � X SMC D n� -n 0 N 3D3 N o n0 o -n Cn �' 3.0 CD v �'. (7 TW 3 X D. x o 3 -= K nN -... T? M �� -0 »' i D Zone 1 1,623 0.15 243 243 243 HVAC -1 & 2 Total 243 243 . Zone 2 1,34C 0.15 201 201 201 HVAC -3 Total 201 201 Zone 3 1,637 0.15 246 246 246 HVAC -4 & 5 Total 246 246 t E Based on fixed seat or the greater of the exectad number of occupants and 50% of the CBC occupant load foregress purposes fors aces without fixed seating. H Required Ventilation Air REO'D V.A. is the larger of the ventilation rates calculated on and AREA or OCCUPANCY BASIS column D or G). I Must be greater than orequal to H or use Transfer Air column N to make up the difference. J _Design fan supply cfm Fan CFM x 30%: or K Condition area ft. s x 04 cfm/ft. sq. F or L Maximum of Columns K J, K, or 300 cfm - M This must be less than orequal to Column L and greater that orequal to the sum of Columns H + N. N Transfer air must be provided where the Required Ventilation Air (column H) is greater than the Design Minimum Air (column M). Where required, transfer air must be greater than or equal to the difference between the Required Ventilation Air (column H) and the Design Minimum Air (column M), column H - M. Ener Pro 4.0 by Ener Soft User Number: 6712 Job Number: Page: 12 of 32 MECHANICAL EQUIPMENT DETAILS Part 1 of 2 MECH-5-C PROJECT NAME The William M. Kell Trust DATE 2/11/2006 CHILLER AND TOWER SUMMARY Energy Factor Standby Loss or TANK INSUL. Ext. Efficiency Tons PUMPS Draw -Through Rated Vol. Equipment Name Equipment Type Qty. Tot. Qty GPM BHP Motor Eff. Drive Eff. or RE Pump Control R -Val. O SMITH ELJF-10 Small Elec. No Pipe Insulation 1 5,120 10 New 0.95 n/a n/a O SMITH ELJF-10 Small Elec. No Pipe Insulation 1 5,120 10 New 0.95 n/a n/a O SMITH ELJF-10 Small Elec. No Pipe Insulation 1 5,120 10 New 0.95 n/a n/a' DHW BOILER SUMMARY Hot Water Hot Water Pi Add 1/2" Insulation AM CENTRAL SYSTEM RATINGS HEATING COOLING Aux. Condition System Name System Type City Output kW Eff. Output Efficiency Status Economizer Type CARRIER 50JX0485 Packaged DX 5 45,0@0 0.0 7.20 HSPF 48,000 12.0 SEER / 10.4 EER New No Economizer m1001 v CAKE I F_ncTi in\I OA\I System Name Fan Type Motor Location CFM BHP Motor Eff. Drive Eff. Energy Factor Standby Loss or TANK INSUL. Ext. Drive Eff. CARRIER 50JX0485 Constant Volume Draw -Through Rated Vol. Condition System Name System Type Distribution Type Qty Input (Gals:) Status or RE Pilot R -Val. O SMITH ELJF-10 Small Elec. No Pipe Insulation 1 5,120 10 New 0.95 n/a n/a O SMITH ELJF-10 Small Elec. No Pipe Insulation 1 5,120 10 New 0.95 n/a n/a O SMITH ELJF-10 Small Elec. No Pipe Insulation 1 5,120 10 New 0.95 n/a n/a' Hot Water Hot Water Pi Add 1/2" Insulation AM CENTRAL SYSTEM RATINGS HEATING COOLING Aux. Condition System Name System Type City Output kW Eff. Output Efficiency Status Economizer Type CARRIER 50JX0485 Packaged DX 5 45,0@0 0.0 7.20 HSPF 48,000 12.0 SEER / 10.4 EER New No Economizer m1001 v CAKE I F_ncTi in\I OA\I System Name Fan Type Motor Location CFM BHP Motor Eff. Drive Eff. CFM BHP . Motor Eff. Drive Eff. CARRIER 50JX0485 Constant Volume Draw -Through 1,600 0.50 76.0% 100.0% none 1 EnergyPro 4.0. by EnergySoft User Number: 6712 . Job Number: Page: 13 of 32 1 3 ENVELOPE MANDATORY MEASURES ENV - PROJECT NAME The William M. Kelly Trust DATE 2/11/2006 DESCRIPTION Desi ner Enforcement a§118(a) Installed Insulating Material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20, Chapter 4, Article 3. FX] . § 118(c) All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. X❑ §1 17(a) All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. 0 § 116(b) Site Constructed Doors, Windows and Skylights shall be caulked between the unit . and the building, and shall be.weatherstripped (except for unframed glass doors and fire doors). 1 § 116(a)1 Manufactured Doors and Windows installed shall have air infiltration rates not exceeding those shown in Table Number 1-E. of the Standards. Manufactured fenestration products.must be labeled for U -value according to NFRC procedures. X❑ §118(e) Demising Walls in Nonresidential Buildings: ) The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R -value of no less than R-11 between framing members. • E EnergyPro By EnergySoft User Number: User Job Number: Page: 14 of 32 MECHANICAL MANDATORY MEASURES Part 1 of 2 MECH-MM PROJECT NAME The William M. Kelly Trust DATE 2/11/20 . 06 DESCRIPTION Designer Enforcement Equipment and Systems Efficiencies a §111. Any appliance for which there is a California standard established in the . Appliance Efficiency Regulations will comply with the applicable standard. §115(a) Fan type central furnaces shall not have a pilot light. § 123 Piping, except that conveying fluids at temperatures between 60 and 105 degrees Fahrenheit, or within HVAC equipment, shall be insulated in accordance with Standards Section 123. §124 Air handling duct systems shall be installed and insulated in compliance with Sections 601, 603 and 604 of the Uniform Mechanical Code. Controls § 122(e) Each space conditioning system shall be installed with one of the following: X❑ § 122(e)1A Each space conditioning system serving building types such as offices and 'manufacturing facilities (and all others not explicitly exempt from the requirements of Section 112 (d)) shall be installed with.an automatic time switch with an accessible manual override that allows operation of the system during off -hours for up to 4 hours. The time switch shall be capable of programming different schedules for weekdays and weekends and have program backup capabilities that prevent the loss of the device's program and time setting for at least 10 hours if power is interrupted; or ❑ § 122(e)1 B An occupancy sensor to control the operating period of the system; or § 122(e)1 C A 4 -hour timer that can be manually operated to control the operating period of the system. X❑ § 122(e)2 Each space conditioning system shall be installed with controls that temporarily restart and temporarily operate the system as required to maintain a setback heating and/or a setup cooling thermostat setpoint. § 122(g)• Each space conditioning system serving multiple zones with a combined conditioned floor area more than 25,000 square feet shall be provided with isolation zones. Each zone: shall not exceed 25,000 square feet; shall be provided with isolation devices, such as valves or dampers, that allow the supply of heating or cooling to be setback or shut off independently of other isolation areas; and shall be controlled by a time control device as described above. , ® § 122(a&b) Each space conditioning system shall be controlled by an individual thermostat that responds to temperature within the zone. Where used to control heating, the control shall be adjustable down to 55 degrees F or lower. For cooling, the control shall be adjustable up to 85 degrees F or higher. Where used for both . heating and cooling, the control shall be capable of providing a deadband of at least 5 degrees F within which the supply of heating and cooling is shut off or reduced to a minimum. X❑ § 122(c) Thermostats shall have numeric setpoints in degrees Fahrenheit (F) and adjustable setpoint stops accessible only to authorized personnel. . § 112(b) Heat pumps shall be installed with controls to prevent electric resistance supplementary heater operation when the heating load can be met by the. heat pump alone. EnergyPro By EnergySoft User Number: User Job Number: Nge:15 W 32 MECHANICAL MANDATORY MEASURES Part 2 of"2 MECH-MM PROJECT NAME The William M. Kellv Trust DATE 2/11/2006 Description Designer Enforcement Ventilation a§ 121(e) Controls shall be provided to allow outside air dampers or devices to be operated at the ventilation rates as specified on these plans. FX]§ 122(f), Gravity or automatic dampers interlocked and closed on fan shutdown shall be provided on the outside 'air intakes and discharges of all space conditioning and exhaust systems: - ❑ § 122(f)All gravity ventilating systems shall be provided with automatic or readily accessible. manually operated dampers in all openings to the outside, except for combustion, air " openings.. a § 121(' 1 Air Balancing: The system shall be balanced in accordance with the National Environmental Balancing Bureau (NEBB) Procedural Standards (1983), or Associated Air Balance Council (AABC) National Standards (1989); or ❑ § 121(f)2 Outside Air Certification: The system shall provide the minimum outside air as shown on the mechanical drawings, and shall"be measured and certified by the installing licensed C-20 mechanical contractor and certified by (1) the design mechanical engineer, (2) the installing licenced C-20 mechanical contractor, or (3) the person with overall responsibility for the design of the ventilation system; or X❑ § 121(f)3 ' Outside Air Measurement: The system shall"be equipped with a calibrated local or remote device capable of measuring the quantity of outside air on a"continuous basis and displaying that quantity on a readily accessible display divice; or X❑ § 121(04 Another method approved by the Commission. Y, Service Water "Heating Systems I § 113(b)2 If a circulating hot water system is installed, it shall have a control capable of automatically turning off the circulating pump(s) when hot water is not required. § 113(b)3B Lavatories in restrooms of public facilities shall be equipped with controls to limit the outlet temperature to 110 degrees F. § 113(b)3C Lavatories in restrooms of public facilities shall be equipped -with one of the following: Outlet devices that limit the flow of hot water to a maximum"of 0.5 gallons per minute. Foot actuated control valves, and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. Proximity sensor actuated control valves, and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. : Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.25 gallons/cycle (circulating system). i Self-closing valves, and outlet devices that limit the flow. of hot water to a maximum of 2.5 gallons per minute, and 0.50 gallons/cycle (non -circulating system). Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.75 gallons/cycle (foot switches and proximity sensor controls). EnergyPro " By EnergySoft User Number: User Job Number: " Page:16 of 32 HVAC SYSTEM HEATING AND'COOLING LOADS SUMMARY PROJECT NAME DATE The William M. Kelly Trust 2/11/2006 SYSTEM NAME FLOOR AREA HVAC -1 & 2 1,623 Number of Systems z Heating System Output per System 45,000 -Total Output (Btuh) 90,000 Output (Btuh/sgft) 55.5 Cooling System . Output per System 48,000 Total Output (Btuh) 96,000 Total Output (Tons) 8.0 Total Output (Btuh/sgft) 59.1 Total Output (sgftlTon) 202.9 Air System CFM per System , 1,600 Airflow (cfm) 3,200 Airflow (cfm/sgft) 1.97 Airflow (cfm/Ton) 400.0 Outside Air (%) 7.6 Outside Air (cfm/sqft) 0.15 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible Latent CFM I Sensible 2,559 37,023 -7,764 . 2,368 . '30,954 tT: 0 243 cfm 1,851 1,548 0 0 243 9,704 2,275 243 11,282 0 0 1,851 1,548 TOTAL SYSTEM LOAD 1 K,436 10 039 45,3321 HVAC EQUIPMENT SELECTION CARRIER 50JX0485 59,697 26,951 .' „ 56,212 Total Adjusted System Output 59,697 26,951 56,212 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Jul 3 pm Jan .12 am ; Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS .(Airstream Temperatures at Time of Heating Peak 26.0 OF 66.2 OF 82.7 OF 82.7 of , S t Outside Air0 tT: upply Alr Ducts 243 cfm ` �, o.I ` 82.3 F ._ Heating Coil Supply Fan 3200 cfm ROOMS; 70.0 °F 69.5 of Return Air Ducts V DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 112.0 / 77.9 OF 77.4 / 66.0 of 59.9/59.0 of 59.9 59.0 of Supply Air Ducts R • '• . � O' Outside Air +' 243 cfm Cooling Coil Supply Fan 60:4 / 59.2 °F c 3200 cfm s ROOMS 60.7% R.H. °F k / 64.6 OF-,. 74.5 / 64.8 .74.0 Return Air Ducts EnergyPro 4.0 by EnergySoft User Number: 6712 Job Number: Page: 17 of 32 t HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE The William M. Kelly Trust 2/11/2006 SYSTEM NAME FLOOR AREA HVAC -3 1,340 Number of Systems 1 Heating System Output per System 45,000 Total Output (Btuh) 45,000 Output (Btuh/sgft) 33.6 Cooling System Output per System 48,000 Total Output (Btuh) 48,000 Total Output (Tons) 4.0 Total Output (Btuh/sgft) 35.8 Total Output (sgft/Ton) 335.0 Air System CFM per System 1,600 Airflow (cfm) 1,600 Airflow (cfm/sgft) 1.19 Airflow (cfm/Ton) 400.0 Outside Air (%) 12.6 Outside Air (cfm/sgft) 0.15 Note: values above given at ARI conditions EATING S 26.0 OF 311 0 Outs 201 cfm 68.9 OF 63.5 OF Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible Latent CFM I Sensible 4,090 44,329 6,85 3,769 36,072 0 2,216 1,804 0 0 20 7,849 446 F 201 9,185 0 0 2,216 1,804 56,623 7,297 48 864 CARRIER 50JX0485 29,638 15,640 28,106 Total Adjusted System Output 28,638 15,640 28,106 (Adjusted for Peak.Design Conditions) TIME OF SYSTEM PEAK. r Jul 3 pm I Jan i2 am tream Temperatures at Time of Heating Peak) 80.10F 80.1 OF QM Supply Air Ducts 790°F Heating Coil Supply Fan 1600 cfni ROOMS 70.0 OF �A Return Air Ducts 4 :OOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time o 12.0/77.90F 79.9/68.6°F 62.5/61.6°F Outside Air O ... 201 cfm Cooling Coil Supply Fan 1600 cfm 75.3/67.1°F 62.5 / 61.6 of Supply Air Ducts 63.8 / 62.1 of 68.8% R.H. ROOMS 74.0 /'66.7 OF �i Return Air Ducts 4 EnergyPro 4.0 by EnergySoft User Number: 6712 Job Number: Page: 18 of 32 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Am The William M. Kell Trust 2/11/2006 qF'SYSTEM NAME FLOOR AREA HVAC -4 & 5 1,637 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM Sensiblel Latent CFM I Sensible 2,759 39,646 7,83 2,624 33,991 0 1,982 1,700 0 0 246 9,778 2,265 246 11,368 0 0 1,982. 1,700 53,378917:;:;6 48 758 CARRIER 50JX0485 59,719 27,004 56,212 Total Adjusted System Output 59,719 27,004 56,212 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK C Jul 3 pm Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 OF 66.2 OF 82.7 OF 82.7 OF O Supply Air Ducts Outside Air 246 cfm o Heating Coil Supply Fan 82'2 F 3200 cfm ROOMS 6 70.0 OF 9.5 °F i �% Return Air Ducts '4 DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 112.0/77.9°F 77.5/66.0°F 59.9/59.0°F 59.9/59.0°F Supply Air Ducts Outside Air I O' 246 cfm Cooling Coil Supply Fan 60.5 / 59.2 OF 3200 cfm 60.9% R.H. ROOMS 74.6/64.8°F 74.0/64.6°F h Return Air Ducts � EnergyPro 4.0 by EnergySoft User Number: 6712 Job Number: Page:19 of 32 ROOM LOAD SUMMARY PROJPCT NAME The William M. Kelly Trust SYSTEM NAME HVAC71 & 2 ' DATE 2/11/2006 FLOOR AREA 1.623 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Zone 1 South Zone .1 2,559 37,023 7,764 2,559 37,023 7,764 2,368 30,954 4 y PAGE TOTAL 2,559 37,023 7,764 2,368 30,954 ' TOTAL 2,559 37,023 7,764 2,368 30,954 EnergyPro By EnergySoft User Number: User Job Number: Page:20 of.32 w ROOM LOAD SUMMARY EnergyPio By EnergySoft User Number: User Job Number: P6ge:21 of 32 PROJECT NAME The William M. Kelly Trust DATE 2/11/2006 SYSTEM NAME HVAC -3 FLOOR AREA 1,340 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Zone 2 Center Zone 1 4,101 44,453 6,856 4,090 44,329 6,851 3,769 36,072 i PAGE TOTAL 1 4,090 44,329 6,851 3,769 36,072 TOTAL 1 4,090 44,329 6,851 3,769 36,072 EnergyPio By EnergySoft User Number: User Job Number: P6ge:21 of 32 • r )OM LOAD. SUMMARY PROJECT NAME DATE The William M. KellY Trust 2/11/2006 SYSTEM NAME FLOOR AREA HVAC -4 & 5 1,637 EnergyPro By EnergySoft User Number: User Job Number: Page:22 of 32 I 1 ROOM HEATING PEAK LOADS Proje6t Title Date Tha William M Ktmlly Th mt *2/1 1 /9mF Room Information Desi n Conditions Room Name South zone Time of Peak Jan 12 am Floor Area 1,623 Outdoor Dry Bulb Temperature 26OF In Dry Bulb Temperature 70 OF ' .Slab Conduction surface Area Area x x X x X X X X x X X X X X x x X x x x x X xX x X X x X X X X x x X x X x X X X U -Value x X x X X ' X X x X x X x X X x X X x x X x x x X X x x x x X X x x x X X X X -x OT of = = = = = = = = = = = = = = = - = = = = Btu/hr R-38 Roof R.38.2x14.16 1,623.0 0.0510 44 3,642 R-21 Wall W.21.2x6.16 27.0 0.1100 44 131 230.0 0.1100 44 1,113 Double Metal w/ Solarban 80 24.0 0.6100 44 644 13.5 0.6100 44 362 Double Metal w/ Solarban 80 24.0 0.6100 44 644 Double Metal w/ Solarban 80 24.0 0.6100 44 644 Double Metal w/ Solarban 80 30.0 0.6100 44 805 nn-jhlp Metal w/Solarhan AQ 24.0 0,6100 44 644 Double Metal w/ Solarban 80 13.5 0.6100 362 - 612.0 0.1100 44=2962 Double Metal w/ Solarban 80 36.0 0.6100 44 966 R-21 Wall W.21.2x6.16 221.0 0.1100 44 1,070 Double Metal w/ Solarbari 80 36.0 0.6100 44= 966 Double Metal w/,I;nl;irhan RO 45.5 0.6100 44=1 221 45.5 0.6100 44 1221. no, ble Metal w/ Solarhan 80 35-0 06100 44 939 -On -Grade perimeter = 168.0 0.7300 44= 5,396 Items shown with an asterisk (') denote conduction through an interior Infiltration: 1 1.00 X 1.064 x chedule Air Sensible Fraction to another room. 1 623 x 11.40 Ceiling Height 0.500 / 601 ACH Page Total: 44 DT 23 735 7220 TOTAL HOURLY HEAT LOSS FOR ROOM 30,954 EnergyPro 4.0 by EnergySoft User'Number: 6712 Job Number: Page:23 of 32 ROOM HEATING PEAK LOADS Project Title • The William M. Kelly Tru: Room Information Room Name Floor Area Indoor Dry Bulb Temperature Conduction Center Zone Time of Peak 1,340 Outdoor Dry Bulb Temperature 70 of Date 2/11 AT of Jan 12 am 26 of Btu/hr Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 29,013 Infiltration: r i.00lxL 1.0641X 1 340 X 13.50 X 0.500 / 60] X 44 = 7 059 `Schedule Air Sensible Area . Ceiling Height ACH OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 36,072 EnergyPro 4.0 by EnergySoft User Number: 6712 Job Number: Page: 24 of 32 1,340.0 X X X X X X X X X X X X X x x X X X X X X X x' x x X X X x x X X x X x X X x X 0.0510 X X X X X X X X X X x X X X X X X x X X x X x x x X X X x x x X X X x x X x X 44 = = = = = = = = = - = = = = = = = _ = _ _ - = _ - = = _ - = 3,007 608.0 0.1100 44 2,943 118.0 0.1100 44 571 32.0 0.6100 44 859 16.0 0.6100 44 429 32.0 0.6100 44 859 18.0 '0.6100 44' 483 48.0 0.6100 44 1,288 30.0 0,6100 44 805 32.0 0.6100 859 18.0 0.6100 44=483 32.0 0.6100 44 859 16.0 0.6100 44 429 608.0 0.1100 44= 2,943 140.0 0.1100 44_678 45.5 0.6100 44 1,221 45.5 44=1 221 35.0 0.6100 44 939 45.5 0.6100 44 1.221 45.5 0.6100 44 1,221 0,6100 44=919 perimeter = 148.0 0.7300 44 4,754 Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 29,013 Infiltration: r i.00lxL 1.0641X 1 340 X 13.50 X 0.500 / 60] X 44 = 7 059 `Schedule Air Sensible Area . Ceiling Height ACH OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 36,072 EnergyPro 4.0 by EnergySoft User Number: 6712 Job Number: Page: 24 of 32 ROOM HEATING PEAK LOADS Projett Title The William M KPIIV Trust ate /11 /gnnA Room Information Desi n Conditions Room Name worth zone Time of Peak Jan 12 am Floor Area 1,637 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 70 OF = = = = = = = = = = = = = = = = _ = = = = = _ _ = = = = Conduction Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 26 709 Infiltration: 1. e x 1.064 X 1 637 X 11.40 x 0.500 / 6] X � = 7 282 chedulAir Sensible Area Ceiling Height ACH O7 Fraction • TOTAL HOURLY HEAT LOSS FOR ROOM 33,991 EnergyPro 4.0 by EnergySoft • User Number: 6712 Job Number: Page: 25 of 32 1,637.0 x X x X x X X X. x X x x x x X X X X X X X X X x x X x X X X X X X X X x X X X 0.0510 X X X X x- X X X X X x x x X X X X" x x X X X X. x X x x X X x X' x X X X x X x X 44 = = = = = = = = = = = = = = = = _ = = = = = _ _ = = = = 3,673 612.0 0:1100 44 2,962 36.0 0.6100 44 966 230.0 0.1100 44 1,113 24.0 0.6100 44 644 13.5 0.6100 44 362 24.0 0.6100 44 644 24.0 0.6100 44 644 30.0 0,6100. 44 805 24.0 0.6100 644 13.5 0.6100 44=362 27.0 0.1100 44 131 608.0 0.1100 44 2,943 221.0 0.1100 44= 1,070 45.5 0.6100. 44=1221 45.5 0.6100 44 11,221 35.0 0,6100 44_939 36.0 0.6100 44=966 perimeter = 168.0 0.7300 44 5.396 Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 26 709 Infiltration: 1. e x 1.064 X 1 637 X 11.40 x 0.500 / 6] X � = 7 282 chedulAir Sensible Area Ceiling Height ACH O7 Fraction • TOTAL HOURLY HEAT LOSS FOR ROOM 33,991 EnergyPro 4.0 by EnergySoft • User Number: 6712 Job Number: Page: 25 of 32 ROOM COOLING PEAK LOADS �,IProjebt Title The William M. Kellv Trust Date 2/11/2006 Room Name South zone Time of Peak Jul 3 pm Floor Area 1,623 Outdoor Dry. Bulb Temperature 112 `: Indoor Dry Bulb Temperature 74c� Outdoor Wet Bulb Temperature 78 `k Conduction -38 Roof R.38.2A4.16 21 Wall W.21.2x6.16 21 Wall W.21.2x6.16 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Double Metal w/ Sclarban 80 . Area 27 24.0 24 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. Solar Gain Window Window Window Window Window Window Window Win dow Window Window Orientation Area U -Value X 0.0510 X X 0.1100 X X 0.1100. X X 0.6100. X X 0.6100 X X 0.6100 X X 0.6100 X X 0.6100 X X 0.6100 X (East) 24.0 13.5 X x x X X X X X X x (East) (East) 24.0 (East) 24.0 (East) 30.0 (East) 24:0 (East) 13.5 (South) 36.0 (West) 36.0 West 45.5 SGF 41 41 41 41 41 41 41 42 147 155 x 0.312 X 0.312 X 0.312 x 0.312 X 0.312 X 0.312 X 0.312 x 0.312 x 0.312 x 0.312 DETD t 71.7 = 37.1 = 65.7 = 27.9 = 27.9 = 27.9 = 27.9 = 27.9 = 27.9 = Page Total Weighting Factor X 1.878 = x 1.878 = x 1.878 = x 1.878 = x 1.878 = x 1.878 = x 1.878 = x 0.801 = x 0.411 = x Page Total Btu/hr 5,935 110 1,663 409 230 409 409 511. 409 10 083 Btu/hr 576 324 576 576 720 576 324 377 679 891 5,620 Sched. Weighting Internal Gain Frac. Area Heat Gain Factor Btu/hr fights 1.0c x 1,623 x 0.000 Watts/sgft x 3.41 Btuh[Watt x. 0.000 = 0 ccu ants 1-.0 X 1,623 X 300 Btuh/occ. / 10C sgft/occ. X 1.00 = 4,869 Receptacle 1.0 X 1,623 X 0.000 Watts/sgft x 3.41 Btuh[Watt X 1.00 = 0 rocess 1.0c x 1,623 x 0.000 Watts/sgft x 3.41 Btuh[Watt x •1.00 = 0 Infiltration: 1.00 x 1.0641 x 1 1,6231 x 11.40 x F 0.50 /60 x 38 = 6235 chedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 37,023 Sched. Btu/hr Latent Gain Frac. Area Heat Gain Occupants 1.00 X 1 623 x 300 Btuh/OCC. / 100 sgft/occ. = 4 869 Receptacle 1.00 x x Watts/sgft x 3 413 Btu h/Watt = Process 1.00 x 1,623 X 0.000 Watts/sgft x 3.413 BtuhfWatt = o Infiltration: �cn� x Air Latent xArea X eiling Height xACH /60] x = ZSgS iInMFraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM .777674 Energ Pro By EnergySoft User Number: User Page: 26 of 32 ROOM COOLING PEAK LOADS Project Title Date The William M. Kelly Trust 2/11/2006 ROOM INFORMATION DESIGN CONDITIONS Room Name South zone Time of Peak Jul 3 pm Floor Area 1,623 Outdoor Dry Bulb Temperature 112 •`k Indoor Dry Bulb Temperature 74' Outdoor Wet Bulb Temperature 78 C� Conduction Double Metal w/ Solarban 80 21 Wall W.21.2x6.16 Double Metal w/ Solarban 80 21 Wall W.21.2x6.16 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Area 13.5 1 221.01 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. Solar Gain U -Value X 0.6100 X 0.1100 X 0.6100 X 0.1100 X 0.6100 X 0.6100 X 0.6100 X 0.6100 X 27.9 X X X X X X X X X DETD = = = = = = = = = Btu/hr 27.9 230 42.7 2,872 27.9 613 99.8 2,426 27.9 613 27.9 775 27.9 775 27.9 596 Orientation Area X X X X X X X X X x SGF x X X x x X X X X X SC (West) 45.5 155 0.312 (West) 35.0 56 0.312 Page Total 8 898 Weighting X x X X X X X X X X Factor = = = = = = - = = = Btu/hr 0.406 891 0.698 427 Page Total 1 318 Sched. Weighting Internal Gain Frac. Area Heat Gain Factor Btu/hr i hts 1.0c X 1,623 X 0.000 Watts/sqft X 3:41 Btuh/Watt x 0.000 = 0 ccu ants 1.0c x 1,623 X 300 Btuh/OCC. / 10 sqft/occ. X 1.00 = 4,869 Receptacle 1.0c x 1,623 X 0.000 Watts/sgft x 3.41 Btuh/Watt X 1.00 = 0 rocess I�1.0 X 1,623 X 0.000 Watts/sqft X 3.41 Btuh/Watt X 1.00 = 0 Infiltration: I 1.00 x 1.064 x 1623 x 11.40 x 0.50 /.601 x 38 = 6235 chedule Air Sensible Area Ceiling Height ACH Z�,T Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 37,023 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 X 1 623 x 3001 Btuh/OCC. / 100 sgft/occ. = 4 869 Receptacle 1.00 x xWatts/sgft x Btuh/Watt = Process 1.00 x 1,623 x 0.000 Watts/sgft x1 3.413 Btuh[Watt = 0 Infiltration:x x 23 x x � / 6] x � _ 8g . chedule Air Latent Area Ceiling Height ACH pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 7,7641 EnergyPro By EnergySoft User Number: User Page:27 of 32 7, ROOM COOLING PEAK LOADS Project Title Date The William M. Kelly Trust 2/11/2006 ROOM INFORMATION DESIGN CONDITIONS Room Name Center Zone Time of Peak Jul 4 pm Floor Area 1,340 Outdoor Dry Bulb Temperature 111 OF Indoor Dry Bulb Temperature 74c� Outdoor Wet Bulb Temperature 78 OF Conduction. 38 Roof R.38.2xl4.16 19 Partition Wall '(W. 1 9.2x6.16 21 Wall .21.2x6.16 Double'Metal w/ Solarban 80 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 - Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Area 1,340.0 608.0 118.0 32.0 16.0 32.0 18.0 48.0 30.0 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. Solar Gain indow Window Window Window Window Window Window Window indow Window U -Value 0.0510 0.1100 0.1100 0.6100 0.6100 0.6100 0.6100 0.6100 0.6100 X X X X X X X X X DETD = = = = = = 63.8 37.8 127.8 27.7 Factor 27.7 27.7 27.7 27.7 Page, Total Orientation Area X X X X X X X X X x SGF X X X X X X X X X x SC Weighting X X' X X X X X X X X Factor = = = = = = = = = = (East) 32.0 33 0.312 2.175 (East) 16.0 33 0.312 2.175 (East) . 32.0 33 0.312 2.175 _(East) 18.0 33 0.312 2.175 (East) 48.0 33 0.312 2.175 (East) 30.0 33 0.312 2.175 (East) 32.0 33 0.312 2.175 (East) 18.0 33 0.312 2.175 (East) 32.0 33 0.312 2.175 East 16.0 33. 0.312 2.175 Page Total Btu/hr 4,359 2,525 1,659 542 271 542 305 812 508 11 522 Btu/hr 716 358 716 403 1,074 671 716 403 716 358 6 129 Sched. Weighting Internal Gain Frac. Area Heat Gain Factor Btu/hr i hts 1.0 x 1,340 x 0.000 Watts/sgft X 3.41 Btuh/Watt x 0.000 = 0 ccu ants 1.0c x 1,340 X 300 Btuh/OCC. / 10C sgft/occ. X 1.00 = 4,020 Receptacle 1.0 x 1,340 X 0.000 Watts/sqft x 3.41 Btuh/Watt X 1.00 = 0 rocess 1.0c x 1,340 X 0.000 Watts/sqft X 3.41 Btuh/Watt X 1.00 = 0 'Infiltration:1.00. x 1.064 X 1 340 X 13.50 X 0.50 /601 X 38 = 6,096 Ledule Air Sensible Area Ceiling Height ACH D T Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 44,453 Sched. Latent Gain Frac. Area Heat Gain. Btu/hr Occupants 1.00 X 1 340 X 3001 Btuh/OCC. / 100 Sgft/occ. 4 020 Receptacle 1.00 x x 000 Watts/sgft. x 1 3 4131 Btuh/Watt = Process 1.00 X 1,340 X 0.000 Watts/Sgft X 1 3.413 Btuh[Watt = o Infiltration: a,ZL 1,340 x � / ] x = 2 836 • x x x 6 chedule Air Latent Area Ceiling Height ACH pyy TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 6.8561 EnergyPro By EnergySoft User Number: User Page: 28 of 32 ROOM COOLING PEAK LOADS Title The William M. Kellv Trust Date 2/11/2006 Room Name Center Zone Time of Peak Jul 4 pm Floor Area 1,340 Outdoor Dry Bulb Temperature 111 `F Indoor Dry Bulb Temperature 74cl: Outdoor Wet Bulb Temperature 78 OF Conduction Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Double Metal w/ Sola�ban 80 19 Partition Wall W.19.2x6.16 21 Wall W.21.2x6.16 Double -Metal w/ Solarban 80 - Double Metal w/ Solarban 80 Double Metal W/ Solarban 80 Area 32.0 18.0 32.0 16.0 608.0 140.0 45.5 45.5 35.0 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. Solar Gain U -Value 0.6100 0.6100 0.6100 0.6100 0.1100 0.1100 • 0:6100 0.6100 0.6100 DETD 1 Btu/hr X X X X X X X X X 27.7 = = = = ` = = = = = 542 27.7 305 27.7 542 27.7 271 37.5 2,506 167.0 2,572 27.7 770 27.7 770 27.7 592 Page Total s as9 Orientation Area X X x X X x x x' x x SGF X X X X X X x x x x Sc, Weighting X X x X x X x x x x Page Factor = = = = = = = = = = Btu/hr (West) 45.5 201 0.312 0.404 1,151 (West) 45.5 201 0.312 0.404 1,151 (West) 35.0 102 0.312 0.488 .541 (West) 45.5 201 0.312 0.404 1,151 (West) 45.5 201 0.312 0.404 1151 (West) 35.0 102 0.312 0.488 541 Total 5 ssa Sched. Weighting Internal Gain Frac.. Area Heat Gain Factor Btu/hr i hts 1.0 X 1,340 X 0.000 Watts/sgft. X 3.41 Btuh/Watt X 0.000 = 0 ccu ants 1.0 x 1,340 X 300 Btuh/OCC. / 10C sgft/occ. X 1.00 = 4,020 Receptacle 1.0 X 1,340 x 0.000 Watts/sqft x 3.41 Btuh/Watt X 1.00 = 0 rocess r1.0 X 1,340 X 0.000 Watts/sqft X 3.41 Btuh[Watt X 1.00 = 0 Infiltration: I 1.00 x 1.064 x 1 340 x 13.50 x 0.50 /601 x 38 = 6 096 "�-- chedule Air Sensible Area Ceiling Height ACH QT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 44,453 Sched. Latent Gain Frac. Area - Heat Gain Btu/hr Occupants 1.00 x 1,3401 x 30ol Btuh/OCC. / 100 sgft/occ. Receptacle 1.00 x x 0 000 Watts/sgft x Btuh[Watt = Process 1.00 X 1,340 X 0.000 Watts/sqft x 3.413 Btuh/Watt = 0 Infiltration: x 4,771 x x x /60] x 0003gg • chedule Air Latent Area Ceiling Height ACH pyy Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 6,8561 EnergyPro By EnergySoft User Number: User Page:29'of 32 1. ROOM COOLING PEAK LOADS �Projdct Title Date The William M. Kelly Trust 2/11/2006 ROOM INFORMATION DESIGN. CONDITIONS Room Name Center zone Time of Peak Jul 4pm Floor Area 1,340 Outdoor Dry Bulb Temperature 111 `F Indoor Dry Bulb Temperature 74cl= Outdoor Wet Bulb Temperature 78 91F Conduction ouble Metal w/ Solarban 80. ouble Metal w/ Solarban 80 Area 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. ' Solar Gain • U -Value 1 0.61001 DETD 1 x 27.7 = x 27.7 x 27.7 = x = x = x x x = x = Page Total Weighting Orientation Area SGF Sc Factor x x x x x x = x x x x x x = x x x x x x = X x x = x x x x x x X x x = Page Total Btu/hr 770 770 592 2 133 Btu/hr 0 Sched. Weighting Internal Gain Frac. Area Heat Gain Factor Btu/hr fights 1.0c x 1,340 X 0.000 Watts/sgft X 3.41 Btuh[Watt X 0.000 = 0 ccu ants 1.0c X 1,340 X 300 Btuh/occ. / 10C sgft/occ. x 1.00 = 4,020 Receptacle 1.0c x 1,340 X 0.000 Watts/sqft x 3.41 Btuh[Watt x 1.00 = 0 rocess 1.0c X 1,340 x 0.000 Watts/sqft x 3.41 Btuh[Watt x 1.00 = 0 Infiltration: 1.00 x 1.064 x 1 340 x 13.50 x 0.50/ 6] x 38 = 6 096 chedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 44,453 Sched. Latent Gain Frac. Area Heat Gain Btu/hr . Occupants 1.00 x 1 340 x 3001 Btuh/OCC. / 100 sgft/occ. = 4 020 Receptacle 1.00 x x 0 mo IWatts/sqft x I 34ul Btuh[Watt = Process 1.00 x 1,340 x 0.000 Watts/sgft x I ' 3.413 Btuh/Watt = o Infiltration: �� x Air x A� x Ceiling x A� /.6] ?SIR x = rea i TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 6856 EnergyPro By EnergySoft User Number: User. Page:30 of 32 • ROOM COOLING PEAK LOADS Proj60 Title Date The William M. Kelly Trust 2/11/2006 ROOM INFORMATION DESIGN CONDITIONS Room Name North zone Time of Peak Jul 3 pm Floor Area 1,637 Outdoor Dry Bulb Temperature .112 OF Indoor Dry Bulb Temperature 74 OF Outdoor Wet Bulb Temperature 78 T Conduction 38 Roof R.38.2x14.16 21 Wall W.21.2x6.16 Double Metal w/ Solarban 80 21 Wall W.21.2x6.16 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Double Metal w/ SoParban 80 Double Metal w/ Solarban 80 Double Metal w/ Sofarban 80 Area 1,637.0 612.0 24.0 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. Solar Gain Window Window Window Window Window Window Window Window indow Window U -Value 0.0510 0.1100 0.6100 0.1100 0.6100 0.6100 0.6100 0.6100 0.6100 DETD 1 X X " X X X X X X X 71.7 = = = = = = = = = 39.3 27.9 65.7 27.9 27.9 27.9 27.9 27.9 Page Total Orientation Area X x x X x x X X X x SGF x X x X x X X X X x SC Weighting X X x X X X X x X X Factor = = = = = ._ = = = = (North) 36.0 41 0.312 0.811 (East) 24.0 41 0.312 1.878 (East) 13.5 41 0.312 1.878 (East) 24.0 41 0.312 1.878 (East) 24.0 41 0.312 1.878 (East) 30.0 41 0.312 1.878 (East) 24.0 41 0.312 1.878 (East) 13.5 41 0.312 1.878 (West) 45.5 155 0.312 0.406 West 45.5 155 0.312 F 0.406 Page Total Btu/hr 5,986 2,648 1,736 1,663 409 230 409 409 409 13 897 Btu/hr 373 576 324 576 576 720 576. 324 891 891 5 828 Sched. Weighting Internal Gain Frac. Area Heat Gain Factor Btu/hr i hts 1.0c X 1,637 X 0.000 Watts/sqft x 3.41 .Btuh[Watt x 0.000 = 0 ccu ants 1.0 X 1,637 X 300 Btuh/OCc. / 10C sgft/OCc. X 1.00 = 4,911 Receptacle 1.0 x 1,637 x 0.000 Watts/sqft x 3.41 BtuhlWatt x 1.00 = 0 rocess 1.0 X 1,637 X 0.000 Watts/sgft X 3.41 Btuh/Watt X 1.00 = 0 Infiltration: I 1.00 x 1.064 x 1637 x 11.40 x 0.50 /601 x 38 = 6289 -Schedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 39,646 Sched. Latent Gain Frac. Area Heat Gain Btu/hr ccu ants 1.00 X 1 637 x 3001 Btuh/OCC. / 100 sgft/OCc. = 4 911 Receptacle 1.00 x x Watts/sgft xi 14131 Btuh/Watt = Process 1.00 X 1,637 X 0.000 Watts/sgft x 1 3.413 BtuhlWatt = o Infiltration: x az71 x 1,637 x x /60 x_ chedule Air Latent Area Ceiling Height ACH pyy TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 787311 EnergyPro By EnergySoft User Number: User Page: 31 of 32 • ROOM COOLING PEAK LOADS ProjUct Title Date The William M. Kelly Trust 2/11/2006 ROOM INFORMATION DESIGN CONDITIONS Room Name North zone Time of Peak Jul 3 pm Floor Area 1,637 Outdoor Dry Bulb Temperature 112 OF Indoor Dry Bulb Temperature 74`F Outdoor Wet Bulb Temperature 78 cl7 Conduction Double Metal w/ Solarban 80 -21 Wall W.21.2x6.16 -19 Partition Wall .19.2x6.16 -21 Wall W.21.2x6.16 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Double Metal w/ Solarban 80 Area 13.5 27.0 35.0 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. Solar Gain U -Value X 0.6100 X 0.1100 X 0.1100 X 0.1100 X 0.6100 X 0.6100 X 0.6100 X 147 X 0.411 X X X X X X X X X DETD 1 , = = = = = = = = 27.9 40.3 40.3 99.8 27.9 27.9 27.9 35.0 56 Page Total Orientation Area x x x x X x x x x X SGF X X X x x x x x x x SC Weighting X x X x. X x x X x X Factor = = = = (West) 35.0 56 0.312 0.698 (West) 36.0 147 0.312 0.411 Page Total Btu/hr 230 120 2,695 2,426 775 775 596 7 615 Sched. Weighting Internal Gain. Frac. Area Heat Gain Factor Btu/hr ights 11.0c x 1,637 x 0.000 Watts/sgft x 3.41 Btuh/Watt x 0.000 ' = 0 ' . ccu ants 1.00 x 1,637 x 300 Btuh/occ. / 10C sqft/occ. x 1.00 = 4,911 eceptacle 1.0 x 1,637 X 0.000 Watts/Sgft .x 3.41 Btuh/VUatt x 1.00 = 0 rocess 1.0c x 1,637 x 0.000 Watts/sqft x 3.41 Btuh/Watt x 1.00 0 Infiltration: 1.0o x 1.064 X 1 637 x 11.40 x 0.50 /601 X 38 = 6 289 chedule Air Sensible Area Ceiling Height ACH e�s T Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 39,646 Sched. Latent Gain Frac. Area Heat Gain Btu/hr. . Occupants 1.00 x 1 637 x 3001 Btuh/OCC. / 100 sgft/occ. = 4 911 Receptacle 1.00 x x0000 Watts/sgft x Btuh/VVatt = Process 1.00 x 1,637 x 0.000 Watts/sgft .x 3.413 Btuh[Watt = 0 Infiltration: x 4,771 x 1,637 x x / 6] x _ 2g;,n chedule FcAir Latent Area Ceiling Height ACH pyy TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 77831 EnergyPro By EnergySoft User Number: User Page: 32 of 32 E— Earth Systems •� Southwest �� ry�tioo S�Q Consulting Engineers and Geologists r� 05/17/2006 12:03 760-345-7315 EARTFiSYSTEMS PAGE 02/03 0Earth Systems Southwest 79-811 B County Club Drive 13crmuda Dunes, CA 92203 -� (760) 3454588 (890)924-7415 FAX (760)345-7315. May 16, 2006 File No.: 0811.9-04 06-05-792 Dr. William M. Kelly c/o Alfred H. Cook Architects; AJA 45-I20 San Pablo Drive, Unit C - Palm Desert, California 92260 Attention: Mr. Al Cook Subject: Review of Project Plans Project: Proposed CommercialBadding; La Quinta Professional Business Plaza 47-170 Washington Street La Quinta, California References: 1. Earth Systems . Southwest, Geotechnical Engirxring Report, Proposed Commercial Dcvelopme..ut, SEC Washington Street and Avenue 47, La Quinta, California, file No.: 08119-01, Document No.: 01-04-716, dated April; 11, 2001. 2. Earth Systems Southwest, Report of Testing and Observation during Rough Grading, Professional Plaza .Commercial Development, ,Building Pads 1-12; SEC Washington Street : and venue 47, La Quinta, California, File No.: 08119-02, Document No.: 01-09-786, dated September 26, 2001. 3. B.G: Structural Engineering, .lnc., Structural Drawings Sheets S-1.1, 'S-2, S-3, S-4, SS -5, S-5.1, S-6, S-6.1, S-6.2; S: 6.3, The William M. Kelly Trust, parcel 12 of Map 29889, La Quinta, California, )0 No.: 834.127, dated June 20, 2005. Dear Mr. Cook: On behalf of Dr. Williams Kelly, we have reviewed the referenced documents. -for conformance to the referenced documents for use with the proposed professional building to be located at 47-170 Washington Street (Parcel 12 of Map 29889) in the City of La Quinta, California. It is our opix'on that the referenced documents arc applicable to the proposed development. We make no representation as to the accuracy of the dim'ensions,.measurem.ents, calculations, or any portion of the design. This report is issued with the. understanding that the owner or the owner's represeittatxve has the responsibility to bring the information and recommendations contained -herein to the attention of the architect and engineers for the project so that they are incorporated into the plans and. specifications for the'project. The owner or the owner's representative also has the responsibility to take the. necessary steps to see that the, general contractor and all subcontractors follow such recommendations: It is furtherunderstood that the owner or the owner's representative is responsible for submittal of this report to the appropriate governing agencies. -17- /70 14.tdG 05/17/2066 12:03 .760-345-7315. EAOf-8YSTEMS PAGE 03/03 May 16, 2006 2 File Na.: 08119-04 06-05-792 As the Geotechnical Engineer of Record for this project, Earth.Systems Southwest [BSSWJ has striven to provide our semces in accordance with generally accepted geotechnical engineering practices in this locality at this time. No warrantyor guarantee ;is express or implied. This report was prepared for the. exclusive use of the Client and the Client's authorized agents. F This report is based on the assumption that an adequate program of client consultation,' construction monitoring, and testing will be performed during the final design and construction phases to check compliance with these, recommendations: Maintaining ESSW as the. geotechnical consultant from beginning to end of the project will provide. continuity of services. The geotechnical engineering firm providing tests and observations shall assume the responsibility of the Geotecbnical Engineer of Record. Respectfully su -EAR'T'H SY T J 36234 m 43/31J07 Craig S. biil *. CE 38234 OF Cgt1 t ' Letter/yk/essh/dmg Distribution: 3/Dr. William Kelly c% Alfred H. Cook Architects, AIA MC File 2/131) File EARTH SYSTEMS SOUTHWEST r MC DERMOTT ENTERPRISES P'O. BOX 163 PALM DESERT, CALIFORNIA 92261 ' GEOTECHNICAL ENGINEERING REPORT PROPOSED COMMERCIAL DEVELOPMENT SEC WASHINGTON STREET AND AVENUE'47 LA QUINTA, CALIFORNIA 1 r 'y • tFile No.: 08119-01 $ ' 01-04-716. Earth Systems ' Southwest 79-811B � @S Country Club Drive Bermuda Dunes, CA 92201 ' (760) 345-1588 (800) 924-7015 FAX (760) 345-7315 April 11, 2001 File No.: 08119-01 01-04-716 Mc Dermott Enterprises ' P.O. Box 163, Palm Desert, California Attention: Mr. Colin McDermott Project: Proposed Commercial Development La Quinta, California Subject, GEOTECHNICAL ENGINEERING REPORT Dear Mr. McDermott: ' We take pleasure to present this Geotechnical Engineering Report prepared for thePro osed commercial development to be located on the southeast corner of Washington Street and Avenue ' 47 in the City of La Quinta, California. This report presents our findings and recommendations for site grading and foundation design, incorporating the information supplied to our office. The site is ' suitable for the proposed ' development. The recommendations in this report should be incorporated into the proposed design and construction. This report should stand as a whole, and no part of the report should be excerpted or used to the exclusion of any other part. , ' This report completes our scope of services in accordance with our agreement, dated March 5, 2001 and authorized on March 7, 2001. Other services that may be required, such as plan review andgrading observation, ares additional services and will be billed according to the Fee Schedule in effect at the time services are provided. Unless requested in writing, the client is responsible to distribute this report to the appropriate governing agency or other members of the design team. J ' We appreciate the opportunity to provide our professional services. Please contact our office if there are any quest' s or comments concerning this report or its recommendations: ' Respectfull Diy� EARTH SS FEST ' CE 38234 Craig S. EXP. 03/31/05 l CE 3823 SER/kah/cs °r CAUL �P Distribution: 6/McDermott Enterprises i INTA File , 2/13D File � . ' � � . TABLE OF CONTENTS , . �auc � --=- Section I INTRODUCTION .................................................................................................... ` % l] Project Description -----------------------------'l � ^ 12 l�3 Site Description -----------.----------.-------.---.l Poronscaod�co�coJ\�or��-----.._----_--.---.. — . ^ . � ----'--' 2 Section METHODS ODrINVESTIGATION ..................................................................... 3 ' 2.1 Fb:ld�mu----------..------._---------------.3 22 � ----_.--.---.---------._—_.'-_______.] _ � Section DISCUSSION .............. ,.,,......,................................................................................. 4 ~~ 3.1 Soil Conditions .............. ----............................ ---------.------ .... 4 32 Groundwater ------'--..---_—_—_---------'----,---''4 3.3 ~o ~--------..`- --.--.—---------------.— �4 3.4 GeologicHazards -----..----------_-----------------.5 ` ' 3.4] Seismic Hazards ........................................................................................... 3./i2 Secondary Hazards ......................................................................................... ` 6 � � 3.4.3 Site. Acceleration and Seismic Coefficients ........................................ ........... 7 - N� ----- ^� ' --'�----- K�y�Q._~.-.,.-'.~_~.___._..^.^..-.~..^~-^_,.,~~.~~..~.~�_. ~~~`^~~~^ �9 ` Section RECOMMENDATIONS ................................................................... ................. 10 SITE DEVELOPMENT AND GRADING ...................................................................... 0 ll Site �- ----'----------._—___.------l0 ' - ' � 52 ' 5.3 Excavations and Utility Trenches, ..... !.................................................... ^............... Slope Stability ofGraded Slopes ........................................................................... ll � ll STRUCTURES ------.-----------------.---'--_--.---,l2 5.4 5.5 Foundations .---------.--------'..----- ----^------.l2 SbU�u-on-[radc-----------------------.---...__---_l3 ' 5.6 RetainingWalls .................................................................. ..................................... l4 . " 5.7 5.8 Mitigation of Soil Corrosivity on Concrete ............ .......................... ................... Seismic Design Criteria ---_-----_--------,--.�_'_------.l5 l5 5.9 Pavements ................. ------.--------------'--._------_lh � �em� � ��X�8�8��K�{�/�8� LIMITATIONS/��[� �]�D��/DK�� .......^'^.--~....,.^^.^..`.,^.^.^_^^��7 � ' ' � 6] � nfConditions and Limitations .............................................................. Uniformity � l7 AdditionalServices ................................................................................................ REFERENCES ........ ^.....'.....r'...-.-..-._....,_.,.-.~......--_-,,,^,,,,,,^^,^_,__,__,_,_,_,,_^,29 l8 � -- APPENDIX A Site Location Map oring Location Map Tabb: l Fault Parameters 2000 International BuildUo�Code (QB[]Seismic Tovno� Borings � _-�_~. ' APPE%NDDXB Laboratory Test Results � . \ ' � EARTH SYSTEMS SOUTHWEST April 11, 2001 -.1 - File No.: 08119-01 01-04-716 Section 1 ' INTRODUCTION 1.1 Project Description ' This Geotechnical Engineering Report has been prepared for the proposed commercial development to be located between Washington Street and Caleo Bay, and south of Avenue 47 in . the City of La Quinta, California. The proposed new buildings will consist of one and two-story structures. We understand that the proposed structures will be of wood frame and stucco construction and will be supported by conventional shallow continuous or pad footings. Site development will include site grading, building pad preparation, underground utility installation, street and parking lot construction, and ' concrete driveway and sidewalk placement. Based on existing site topography, site grading is expected to consist of fills not'exceeding approximately 5 -feet. ' We used maximum column loads of 50 kips and a maximum wall loading of 2.5 kips per linear foot as a basis for the foundation recommendations. All loading is assumed to be dead plus actual live load. The preliminary design loading was assumed based on our understanding of the construction type and number of supported floors. If actual structural loading exceeds these' assumed values, we would need to reevaluate the given recommendations. ' 1.2 Site Description The proposed commercial development is to be constructed on the irregular shaped parcel as shown on Figures 1 and 2 in Appendix A. The site is currently vacant of structures. Evidence of past development of the site is apparent. Miscellaneous construction debris is present throughout the site. A closed depression (approximately 5 feet in depth) of unknown origin is located near . ' the southwest corner of the site and is within the footprint of the proposed 4000-ft2 office building. A buried concrete slab was encountered while drilling in the southeast portion of the site (see Boring B-1). A review of historic aerial photos shows that past development of the site was apparently concentrated in the southern portion of the site. The site is relatively flat with minor surface variations of 1 to 3 feet, except in the area of the ' closed depression that was approximately 5 feet in depth. A sparse to moderate growth of weeds and brush including some trees cover the site. The site is generally bounded by 471h Avenue to the north, to the east by Caleo Bay, to the south by vacant land and to the west_ by Washington ' Street. The elevation of the site is approximately 60 feet above mean sea level. Underground utilities are believed to exist along the site boundaries and may encroach within the ' proposed areas for building and development. Presumably abandoned _on-site underground utilities associated with past development are also assumed to exist on the site. These utility lines may include, but are not limited to, domestic water, telephone, electrical," sewer/septic (including septic tank, leach lines and/or seepage pit or cesspool) and irrigation lines. I April 11, 2001 : 2 - File No.: 08119-01 01-04-716 1.3 Purpose and Scope of Work ' The purpose for our services was to evaluate the site soil conditions and to provide professional opinions and recommendations regarding the proposed development .of the site. The scope of ' work included the following: ➢ A general reconnaissance of the site. ' ➢ Shallow subsurface exploration by drilling 5 exploratory. borings to -depths ranging from 29 to 51.5 feet. ➢ Laboratory testing of selected soil samples• obtained from the exploratory borings. ' ➢ Review of selected published technical literature pertaining to the site.. ➢ -Engineering analysis and evaluation of the acquired data from the exploration and testing programs. ' ➢ A summary of our findings and recommendation`s in this written report. - This report contains the following: ; ' ➢ Discussions on subsurface soil and groundwater conditions. - ➢ Discussions on regional and local geologic conditions. ➢ Discussions on geologic and seismic hazards. ' ➢ Graphic and tabulated results of laboratory tests and field studies. " ➢ Recommendations regarding: • Site development and grading criteria, ' • Excavation conditions and buried utility -installations, ` • Structure foundation type and design, • Allowable foundation bearing capacity and expected total and differential settlements, ' Concrete slabs -on -grade, • Lateral earth pressures and coefficients, ' • Mitigation of the potential corrosivity of site soils to concrete and steel reinforcement, • Seismic design parameters, • Preliminary pavement structural sections. ' Not Contained In This Report: Although available through Earth Systems Southwest the current g g. Y , scope of our services does not include: ' ➢ A corrosive study to determine cathodic protection of concrete or buried pipes. ➢ An environmental assessment. ➢ Investigation for the presence or absence of wetlands, hazardous or toxic materials in the ' soil, surface water, groundwater, or air on, below, or adjacent to the subject property. EARTH SYSTEMS SOUTHWEST April 11, 2001 -3 - File No.: 08119-01 01=04-716 Section 2 ' METHODS OF INVESTIGATION 2.1 Field Exploration r. Five exploratory borings were drilled to depths ranging from 29 to 51.5 feet below the existing ground surface to observe the soil profile and to obtain samples for laboratory testing. The ' borings were drilled on March 8, 2001 using 8 -inch outside diameter hollow -stem augers, and powered by a Mobile B61 truck -mounted drilling rig. The boring locations are shown on the boring location map, Figure 2, in Appendix A. The locations shown are approximate, ' established by pacing and sighting from existing topographic features. Samples were obtained within the test borings using a Standard Penetration (SPT) sampler ' (ASTM D 1586) and a Modified California (MC) ring sampler (ASTM D 3550 with shoe similar to ASTM D 1586). The SPT sampler has a 2 -inch outside diameter and a 1.38 -inch inside diameter. The MC sampler has a 3 -inch outside diameter and a 2.37 -inch inside diameter. The ' samples were obtained by driving the sampler with a 140 -pound automatic hammer dropping 30 inches in general accordance with ASTM D 1586. Recovered soil samples were sealed in containers and returned to the laboratory. Bulk samples were also obtained from auger cuttings, representing a mixture of soils encountered at the depths noted. The final logs of the borings represent our interpretation of the contents of the field logs and the ' results of laboratory testing performed on the samples obtained during the subsurface investigation. The final logs are included in Appendix A of this report. The stratification lines represent the approximate boundaries between soil types although the transitions may be gradational. 2.2 Laboratory Testing ' Samples were reviewed along with field logs to select those that would be analyzed further. Those selected for laboratory testing include soils that would be exposed and used during grading, and those deemed to be within the influence of the proposed structures. Test results are presented in graphic and tabular form in Appendix B of this report. The tests were conducted in general accordance with the procedures of the American Society for Testing and Materials ' (ASTM) or other standardized methods as referenced below. Our testing program consisted of the following: . ➢ In-situ Moisture Content and Unit Dry Weight for the ring samples (ASTM D 2937). ' ➢ Maximum density tests were performed to evaluate the moisture -density relationship of typical soils encountered (ASTM D 1557-91). ➢ Particle Size Analysis (ASTM D 422) to classify and evaluate soil composition. The gradation characteristics of selected samples were made by.hydrometer and sieve analysis procedures: ' ➢ Consolidation (Collapse Potential) (ASTM D 2435 and D 5333) to evaluate the compressibility and hydroconsolidation (collapse) potential of the soil. ➢ Chemical Analyses (Soluble Sulfates & Chlorides, pH, and Electrical Resistivity) to evaluate the potential adverse effects of the soil on concrete and steel. •' EARTH SYSTEMS SOUTHWEST 1 April 11, 2001 - 4 - File No.: 08119-01 �01-04=716 Section 3 ' DISCUSSION 3.1 Soil Conditions The field exploration indicates that site soils consist primarily of medium dense, interbedded silty Sand, Silt and Sand (Unified Soil Classification Symbols of SM, ML, and SP -SM, ' respectively). The boring logs provided in Appendix A include more detailed descriptions of the soils encountered. The soils are visually classified to be in the very low expansion category in accordance with Table 18A -I -B of the Uniform Building Code. In and climatic regions, granular soils may have a potential to collapse upon wetting. Collapse (hydroconsolidation) may occur when the soluble cements (carbonates) in the soil matrix ' dissolve, causing the soil to densify from its loose configuration from deposition. Consolidation tests indicate 2.2 to 3.6% collapse upon inundation and are considered a moderate site risk at depths of 17.5 feet in Boring 4 and 10 feet in Boring 3, respectively. ' The hydroconsolidation potential is commonly mitigated by recompaction of a zone beneath building pads. However, due to the depth of the potential hydroconsolidation, removal and recompaction to a depth of 20 feet is not economically reasonable. Therefore, alternative foundation recommendations are offered for your consideration. 3.2 Groundwater Free groundwater was not encountered in the borings during exploration. The depth to groundwater in the area is believed to be in excess of 100 feet. Groundwater levels may fluctuate with precipitation, irrigation, drainage, regional pumping from wells, and site grading. The absence of groundwater levels detected may not represent an accurate or permanent condition. ' 3.3 Geologic Setting g ' Regional Geology: The site lies within the Coachella Valley, a part of the Colorado Desert geomorphic province. A significant feature within the Colorado Desert geomorphic province is the Salton Trough. The Salton Trough is a large northwest -trending structural depression that ' extends from San Gorgonio Pass, approximately 180 miles to the Gulf of California. Much of this depression in the area of the Salton Sea is below sea level. ' The Coachella Valley forms the northerly portion of the Salton Trough. The Coachella Valley contains a thick sequence of sedimentary deposits that are Miocene to recent in age. Mountains surrounding the Coachella Valley include the Little San Bernardino Mountains on the northeast, ' foothills of the San Bernardino Mountains on the northwest, and the San Jacinto and Santa Rosa Mountains on the southwest. These mountains expose primarily Precambrian metamorphic and Mesozoic granitic rocks. The San Andreas Fault zone within the Coachella Valley consists of the Garnet Hill Fault, the Banning Fault, and the Mission Creek Fault that traverse along the northeast margin of the valley. ' Local GeoloY: The project site lies at an elevation of about 60 -feet above mean sea level in the lower part of the La Quinta Cove portion of the Coachella Valley. The La Quinta Cove is situated on an alluvial wedge between two granite mountain spurs of the Santa Rosa Mountains. EARTH SYSTEMS SOUTHWEST April 11, 2001 - 5 - File No.: 08119-01 �01-04-716 The waters of ancient Lake Cahuilla once covered the project site. The sediments within the cove consist of fine to coarse-grained sands with interbedded clays, silts, and gravels of aeolian (wind-blown), alluvial (water laid), and lacustrine (lake bed) origin. The site is located near the boundary between the lacustrine deposits of ancient Lake Cahuilla, and alluvial deposits from the ' Santa Rosa Mountains to the south. 3.4 Geologic Hazards ' Geologic hazards that may affect the region include seismic hazards (ground shaking, surface . fault rupture, soil liquefaction, and. other secondary earthquake -related hazards), slope instability, flooding, ground subsidence, and erosion. A discussion follows on the specific hazards to this site. 3.4.1 Seismic Hazards Seismic Sources: Several active faults or seismic zones lie within 62 miles (100 kilometers) of ' the project site as shown on Table 1 in Appendix A. The primary seismic hazard to the site is strong groundshaking from earthquakes along the San Andreas and San Jacinto Faults. The Maximum Magnitude Earthquake (Mmax) listed is from published geologic information available ' for each fault (CDMG, 1996). The Mmax corresponds to the maximum earthquake believed to be tectonically possible. ' Surface Fault Rupture: The project site does not lie within a currently delineated State of California, Alquist-Priolo Earthquake Fault Zone (Hart, 1994). Well -delineated fault lines cross through this region as shown on California Division of Mines and Geology (CDMG) maps ' (Jennings, 1994). Therefore, active fault rupture is unlikely to occur at the project site. While fault rupture would most likely occur along previously established fault traces, future fault rupture could occur at other locations. ' Historic Seismicity: Six historic seismic events (5.9 M,or greater) have significantly affected the Coachella Valley the last 100 years. They are as follows: 1 Desert Hot Springs Earthquake - On December 4, 1948, a magnitude 6.5 ML (6.OMW) earthquake occurred east of Desert Hot Springs. This event was strongly felt in the Palm Springs area. ' Palm Springs Earthquake - A magnitude 5.9 ML (6.2Mw) earthquake occurred on July 8, 1986 in the Painted Hills causing minor surface creep of the Banning segment of the San Andreas Fault. This event was strongly felt in the Palm Springs area and caused structural damage, as well as injuries. t Joshua Tree Earthquake - On April 22, 1992, a magnitude 6.1 ML (6.1Mw) earthquake occurred in the mountains 9 miles east of Desert Hot Springs. Structural damage and minor injuries occurred in the Palm Springs area as a result of this earthquake. • Landers do Big Bear Earthquakes - Early on June 28, 1992,-a magnitude 7.5 Ms (7.3MW) earthquake ' occurred near Landers, the largest seismic event in Southern California for 40 years. Surface rupture occurred just south of the town of Yucca Valley and extended some 43 miles toward Barstow. About three hours later, a magnitude 6.6 Ms (6.4Mw) earthquake occurred near Big Bear Lake. No significant structural damage from these earthquakes was reported in the Palm Springs area. • Hector Mine Earthquake - On October 16, 1999, a magnitude 7.1MW earthquake occurred on the Lavic Lake and Bullion Mountain Faults north of 29 Palms. This event while widely felt, no ' significant structural damage has been reported in the Coachella Valley. EARTH SYSTEMS SOUTHWEST April 11, 2001 - 6 - File No.: 0811.9-01 01-04-716 Seismic Risk: While accurate earthquake predictions are not possible, various agencies have conducted statistical risk analyses. In 1996, the California Division of Mines and Geology (CDMG) and the United States Geological Survey (USGS) completed the latest generation of probabilistic seismic hazard maps for use in the 1997 UBC. We have used these maps in our evaluation of the seismic risk at the site.. The Working Group of California Earthquake Probabilities (WGCEP, 1995) estimated a 22% conditional probability that a magnitude 7 or greater earthquake may occur between 1994 to 2024 along the Coachella segment of the San Andreas Fault. The primary seismic risk at the site is a potential earthquake along the San Andreas Fault. Geologists believe that the San Andreas Fault has characteristic earthquakes that result from rupture of each fault segment. The estimated characteristic earthquake is magnitude 7.4 for the Southern Segment of the fault. This segment has the longest elapsed time since rupture than any other portion of the San Andreas Fault. The last rupture occurred about 1690 AD, based on dating by the USGS near Indio (WGCEP, 1995). This segment has also ruptured on about 1020, 1300, and 1450 AD, with an average recurrence interval of about 220 years. The San Andreas Fault may rupture in multiple segments producing a higher magnitude earthquake. Recent paleoseismic studies suggest that the San Bernardino Mountain Segment to the north and the Coachella Segment may have both ruptured together in 1450 and 1690 AD (WGCEP, 1995). 3.4.2 Secondary Hazards Secondary seismic hazards related to ground shaking include soil liquefaction, ground deformation, areal subsidence, tsunamis, and seiches. The site is far inland so the hazard from tsunamis is non-existent. An existing residential development that includes a man made lake is located immediately southeast of the project site, therefore, hazards from seiches (water sloshing) should be considered a slight site risk. ' Soil Liquefaction: Liquefaction is. the loss of soil strength from sudden shock (usually earthquake shaking), causing the soil to become a fluid mass. In general, for the effects of liquefaction to be manifested at the surface, groundwater levels must be within 50 feet of the ' ground surface and the soils within the saturated zone must also be susceptible to liquefaction. The potential for liquefaction to occur at this site is considered negligible because the depth of groundwater beneath the site exceeds 50 feet. No free groundwater was encountered in our, ' exploratory borings. In addition, the project does not lie within the Riverside County liquefaction study zone. Ground Deformation and Subsidence: Non -tectonic ground deformation consists of cracking of the ground with little to no displacement. This type of deformation is generally associated with differential shaking of two or more geologic units with differing engineering characteristics. ' Ground deformation may also be caused by liquefaction. As the site is relatively flat with consistent geologic material, and has a low potential for liquefaction, the potential for ground deformation is also'considered to be low. . ' The potential for seismically induced ground subsidence is considered to be low to moderate at the site. Dry sands tend to settle and densify when subjected to strong earthquake shaking. The ' amount of subsidence is dependent on relative density of the soil, groundshaking (cyclic shear EARTH SYSTEMS SOUTHWEST April 11, 2001 _ - 7 - File No.: 08119-01 ' . O 1-04-716. •+ - strain), and earthquake duration (number of strain cycles). Uncompacted fill areas may be- susceptible to seismically induced settlement. Slope Instability: The site is relatively flat. Therefore, potential hazards from slope instability, landslides, or debris flows are considered negligible. Flooding: The project site does not lie within a designated FEMA 100 -year 'flood plain. The project site may be in an area where sheet flooding and erosion could occur. If significant changes are proposed for the site, appropriate project design, construction, and maintenance can minimize the site sheet flooding potential. 3.4.3 Site Acceleration and Seismic Coefficients Site Acceleration: The potential intensity of ground motion may be estimated from the horizontal peak ground acceleration (PGA),' measured in "g" forces. Included in Table 1 are deterministic estimates of site acceleration from possible earthquakes at nearby faults. 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. For these reasons, ground motions may vary considerably in the same general area. This variability can be expressed statistically by a standard deviation about a mean relationship. The PGA is an inconsistent scaling factor to compare to the UBC Z factor and is generally a poor ` indicator of potential structural damage during an earthquake. Important factors influencing the structural performance are the duration and frequency of strong ground motion, local subsurface conditions, soil -structure interaction, and structural details. Because of these factors, an effective peak acceleration (EPA) is used in structural design. p ' The following table provides the probabilistic estimate of the PGA and EPA taken from the 1996 CDMG/USGS seismic hazard maps. , Estimate of PGA and EPA from 1996 CDMG/USGS Probabilistic Seismic Hazard Mans Risk Equivalent Return Period (years) Approximate. PGA (g) EPA (g) 2 10% exceedance in 50 years 475 0.50 0.45 Notes: 1. Based on a soft rock site, SB/c and soil amplification factor of 1.0 for Soil Profile Type So.. 2. Spectral acceleration (SA) at period of 0.3 seconds divided by 2.5 for 5% damping, as defined by the Structural Engineers Association of California (SEAOC, 1996). 4 . 1997 UBC Seismic Coefficients: 'The Uniform Building Code (UBC) seismic design are based on a Design Basis Earthquake (DBE) that has an earthquake ground motion with a 10% probability of occurrence in 50 years. The PGA' and EPA estimates given above are provided for information on the seismic risk inherent in the UBC design. The following lists the seismic and site coefficients given in Chapter 16 of the 1997 Uniform Building Code (UBC). + EARTH SYSTEMS SOUTHWEST �''� ,, .`fie . i ., .. ' 1 - _ ` > .. • r•. �, ' T ... , w Y. April Ll,. 2001' -' 8 - File No.; 08119-01 ' 01:04-71,6.'-- 1-9 9-7 1=04-716 -1997�UBC Seismic C-oeffcients_for_Chapter 16 Seismic P-rovisions F Reference Seismic Zone: 4�Figure 16-2 'r t Seismic Zone Factor, Z:. 0.4 µTable 16-I - '. 4 Soil Profile Type: SD , Table 16-1 'seismic Source Type: A Table 16-U tiosest_Distance to Known Seismic Source 9Y6'km = 6 0 miles r (San Andreas Fault) - 4 ^Near Source Factor; Na:'1:02" Table 16-5 `Near Source Factor, INv: 1.23 Table 16-T Seismic Coefficient, Ca: 0.45 0.44Na Table 16=Q f ' " • Seismic Coefficient, Cv: '' •0.79 = 0.64Nv Table 16-R_ ' e Seismic Zoning: The Seismic Safety Element sof the • 1984 Riverside County General Plan ' establishes groundshaking hazard zones. , The project area is mapped in"Ground Shaking Zone M -Ground Shaking Zones are based on distance from causative faulis and underlying soil ' �� .w�.— ... - - w"—��3 �` �-+-,err- � : � '•.. r y. type .TThe_-site does not he within t, he,Liquefaction Hazard_ar-ea�established -by-this-Seeismic • Safety Element. These groundshaking hazard zones are used in deciding suitability of land use. r 4A s .2000 IBC Seismic Coefficients: For comparative purposes, the newly, `released :2000 ,{ lnternational Building Code (IBC) seismic and site coefficients are given in Appendix A. As of r the issuance of this report, we are.,unaware when governing jurisdictionsmay adopt or modify,f'- ' ' the IBC provisions.x + - y • - `r • , . • - » • h • _ ,.• .. .y'.. r ♦ , : ,�" a �,.� - :; 1 - { ... is _ • - ' _ � ,F ." _ :. .• � -. - _ " `' - _ . • i � r • : ' ~ �. , r,, � ` ice. �, •: � , ; v : .�. • n •. _ - . _• L+ � �,�. M -+'t a� wit r-� t� �• �'' ,- .. .. � t 1. :-tis, ` d •" ' ,' .. •�•�. �.y Tas `•- .•• c." . •--, � ��'.3 TM .,� � Wit, , ,. ARTH SYSTEMS SOUTHWEST 11 April 11, 2001 - 9 - File No.: 08119-01 01-04-716 Section 4 CONCLUSIONS The following is a summary of our conclusions and professional opinions based on the data obtained from a review of selected technical literature and the site evaluation. ➢ From a geotechnical perspective, the site is suitable for the proposed development. The recommendations in this report should be incorporated into the design and construction of this project. Geotechnical Constraints and Mitieation: ➢ The primarygeologic hazard is severe ground shaking from earthquakes originating on nearby faults. A major earthquake above magnitude 7 originating on the local segment of the San Andreas Fault zone would be the critical seismic event that' may affect the site within the design life of the proposed development. Engineered design and earthquake - resistant construction increase safety and allow development of seismic areas. The project site is in seismic Zone 4 and about 9.6 km from a Type A seismic source as defined in the Uniform Building Code. A qualified professional should design any permanent structure constructed on the site. The minimum seismic design should comply with the latest edition of the Uniform Building Code. ➢ Ground subsidence from seismic events or hydroconsolidation is a potential hazard in the Coachella Valley area. Adherence to the grading and structural recommendations in this report should reduce potential settlement .problems from seismic forces, heavy rainfall or irrigation, flooding, and the weight of the intended structures at least within the upper 5 Meet of finish grade. Due to the potential long-term settlement due to deep saturation of soils susceptible to hydroconsolidation, special considerations should be given to the foundation slab -on -grade system. Please refer to the "Foundation" section of this report for additional discussion and recommendations. ➢ The soils are susceptible to wind and water erosion. Preventative measures to reduce seasonal flooding and erosion should be incorporated into site grading plans. Dust control should also be implemented during construction. ➢ Other geologic hazards including ground rupture, liquefaction, seismically induced flooding, and landslides are considered low or negligible on this site. ➢ The upper soils were found to be relatively loose to medium dense Silty Sand and Silt, and are unsuitable in their. present condition to support structures, fill, and hardscape. The soils within the building and structural areas will require moisture conditioning, over excavation, and recompaction to improve bearing capacity and reduce settlement from static loading. Soils can be readily cut by normal grading equipment. EARTH SYSTEMS SOUTHWEST' 1 April 11, 2001 - 10- File No.: 08119-01 01-04-716 Section 5 RECOMMENDATIONS SITE DEVELOPMENT AND GRADING ' 5.1 Site Development - Grading ' A representative of Earth Systems Southwest (ESSW) should observe site clearing, grading, and the bottom of excavations prior to placing fill. Local variations in soil conditions may warrant increasing the depth of recompaction and over -excavation: ' Clearing and Grubbing: Prior to site grading, the existing vegetation, trees, large roots, pavements, foundations, non -engineered fill, construction debris, trash, abandoned underground . utilities, and other deleterious material should be removed from the proposed building, structural, and pavement areas. The surface should be stripped of organic growth and removed. from the construction area. Areas disturbed during demolition and clearing should be properly backfilled and compacted as described below. Building Pad Preparation: Because of the relatively non-uniform and under -compacted nature of ' the majority of the site soils, we recommend recompaction of soils in the building areas. The existing surface soils within the building pad and foundation areas should be over -excavated to a minimum of 48 inches below existing grade or a minimum of 36 inches below the footing level (whichever is lower). The over -excavation should extend for 5 feet beyond the outer edge of exterior footings. The bottom of the sub -excavation should be scarified; moisture conditioned, and recompacted to at least 90 % relative compaction (ASTM D 1557) for an additional depth of ' 12 inches. Moisture penetration to near optimum moisture should extend at least 24 inches `below the bottom of the over -excavation and be verified by testing. ' Auxiliary Structures Subgrade Preparation: Auxiliary structures such as garden or retaining walls should have the foundation subgrade prepared similar to the building pad recommendations given above. The lateral extent of.the over -excavation needs only to extend 2 feet beyond the, face of the footing. SubQTade Preparation: .In areas to receive fill, pavements, or hardscape, the subgrade should be ' scarified; moisture conditioned, and compacted to at least 90% relative compaction (ASTM D 1557) for a depth of 12 inches below finished subgrades. Compaction should be verified by testing. • Areas subjected to traffic loads should be prepared in accordance with ' Section 5.9, "Pavements." Engineered Fill Soils: The native soil is suitable for use as engineered fill and utility trench ' backfill provided it is free of significant organic or deleterious matter. The native soil should be placed in maximum 8 -inch lifts (loose) and compacted, to at least 90% relative compaction (ASTM D 1557) near its optimum moisture content. Compaction should be verified by testing. ' Imported fill soils (if required) should be non -expansive, granular soils meeting the USCS classifications of SM, SP -SM, or SW -SM with a maximum rock size of 3 inches and ' 5 to 35% passing the No. 200 sieve. The geotechnical engineer should evaluate the import fill soils before hauling to the site. However, because of the potential variations within the borrow source, import soil will not be pre -qualified by ESSW. The imported fill should be placed in lifts EARTH SYSTEMS SOUTHWEST April 11, 2001 - 11 - File No.: 08119-01 ' 01-04-716 no greater than 8 inches in loose thickness and compacted to at least 90% relative compaction ' (ASTM D 1557) near optimum moisture content. Shrinkage: The shrinkage factor for earthwork is expected to range from 15 to 20 percent for the • upper excavated or scarified site soils. This estimate is based on compactive effort to achieve an ' average relative compaction of about 92% and may vary with contractor methods. Subsidence is estimated to range from 0.1 to 0.2 feet. Losses from site clearing and removal of existing site improvements may affect earthwork quantity calculations and should be considered. Site Drainage: Positive drainage should be maintained away from the structures (5% for 5 feet minimum) to prevent ponding , and subsequent saturation of the foundation soils. Gutters and ' downspouts should be considered as a means to convey water away from foundations if adequate drainage is not provided. Drainage should be maintained for paved areas. Water should not pond on or near paved areas. 5.2 Excavations and Utility Trenches Excavations should be made in accordance with CalOSHA requirements. Our site exploration q P and knowledge, of the general area indicates there is a potential for caving of site excavations ' (utilities, footings, etc.). Excavations within sandy soil should be kept moist, but not saturated, to reduce the potential of caving or sloughing. Where excavations over 4 feet deep are planned, lateral bracing or appropriate cut slopes of 1.5:1 (horizontal to vertical) should be provided. No ` surcharge loads from stockpiled soils or construction materials should be allowed within a - horizontal distance measured from the top of the excavation slope, equal to the depth of the excavation. 'Utility Trenches: Backfill of utilities within road or public night -of -ways should be placed in - conformance with the requirements of the governing agency (water district, public works ` ' department, etc.) Utility trench backfill within private property should be placed in conformance with the provisions of this report. In general, service lines extending inside of property may be backfilled with native soils compacted to a .minimum of 90% relative compaction. Backfill ' operations. should be observed and tested to monitor compliance with these recommendations. 5.3 Slope Stability of Graded Slopes r Unprotected, permanent graded slopes should not be steeper than 3:1 (horizontal to vertical) to reduce wind and rain erosion. Protected slopes with ground cover may be as steep as 2:1. ' However, maintenance with motorized equipment may not be possible at this inclination. Fill slopes should be overfilled and trimmed back to competent material. Slope stability calculations are not presented because of the expected minimal slope heights (less than 5 feet). ' EARTH SYSTEMS SOUTHWEST + April 11, 2001 =12 - ; File No.: 08119-01 01-04-716 y STRUCTURES In our professional opinion, the structure foundation can be supported on shallow foundations bearing on a zone of properly prepared and compacted. soils placed as recommended in Section 5.1. The recommendations that follow are based on very low expansion category soils. 5.4_ _Eoundahons ' Footing design. of widths, depths, and `reinforcing are the responsibility of the Structural Engineer, considering the structural loading and the geotechnical parameters given iri this report. A minimum footing depth of 12 inches below lowest adjacent grade should be maintained for. - ' \ one-story structures and 15 inches below lowest adjacent grade should be maintained for two- story structures. A representative of ESSW ,should observe foundation excavations prior to placement of reinforcing. steel or concrete. Loose soil or construction debris should be removed from footing excavations prior to placement of concrete. Conventional Spread Foundations: Allowable soil bearing pressures are given below for foundations bearing on recompacted, soils as described in Section ' 5.1. Allowable bearing-. pressures are net (weight of footing and soil surcharge may be'neglected). •;. ➢ Continuous wall-foundations, 12-mch minimum width.and 12 inches.below ade:, 4-500 psf for.dead plus design live`loads Allowable, increases f250 psf-per each-foot'of additional footing width and 250 psf, for each �. �addrti no a1T0:5-f o0 of-footing depth maybe used up-to a maximum value of 2300 psf .➢ Isolated.pad-foundations, 2`x'2'foot-minimum-in-plan,and"18`inch_es below,grade '. - - ' ` X2000 psf for dead plus'design live loads__ d►' Allowable increases -of.250 p f per each foo of additional footing width and 350 psf for each: additional:-0.5-f6ot of-footing depth may be used_ up'to,-a_m_aximuin value of 2500 psf y. LA-on" -third_(1/3) increase in` the -bearing-pressure may-be--used when calculating resistance to� ' wind or seismic loads. The allowable-bearing values-indicated are based on the anticipated F , maximum loads stated in Section 1. 1 of this report. If the anticipated loads exceed these values,-; �. the geotechnical engineer must reevaluate. the allowable bearing values and the -grading ' r. requirements. - ry - .; -� r Minimum reinforcement for continuous wall footings should be two No:,4rsteel reinforcing bar;' !one placed near the top and one placed near thebottom of the footingThis reinforcing is not �. intended to s� u er ede an structural re uirements provided the structural engineer. p Y 9 P Y g z' - -Grade Beam and Structural'Flaa Plate Foundation -Alternate:: An-allowable,soil„bearing pressure oftl' 500 psf maybe used-m desgn'of an-alternate,foundation system.--A,m�up-to'tl:-in�clhTin of<subgrade ' reaction of 200 pci may be used with n expected"differential-settle settlement oa r. foo span (1/300) �.rw .� .•—�- , Expected Settlement: Estimated total static settlement, based on footings founded on firm soils- " as recommended, should be less than 1 inch. ._ Differential settlement between exterior, and ° W .1 interior bearing members should be less than 1/2-inch. These numbers might increase by a.factor of 2 to account for potential deep-seated hydroconsolidation. "r EARTH SYSTEMS SOUTHWEST t S T. .T April 11, 2001' - 13: -File No.: 08119-01' ?. 01-04-716 Frictional and Lateral Coefficients: Lateral loads may be resisted by soil friction on the base of the foundations and -by passive resistance of the soils acting on foundation walls. An allowable coefficient of friction of 0.35 of dead load may be used. An allowable passive equivalent fluid pressure of 250 pcf may also be used. These ,values include a factor of safety of 1.5. Passive resistance and frictional resistance may be used in combination if the friction coefficient is reduced to 0.23 of dead load forces. A one-third (1/3) increase in the passive pressure may be. used when calculating resistance to wind or seismic loads. Lateral passive resistance is based on the assumption that any required backfill adjacent to foundations is"properly compacted. 5.5 'Slabs -on -Grade Subgrade: Concrete slabs -on -grade and flatwork should be supported by compacted soil placed in accordance with Section 5.1 of this report. Vapor Barrier: In areas of moisture sensitive floor -coverings, an appropriate vapor barrier should be installed to reduce moisture transmission from the subgrade soil to the slab. For these ' areas an impermeable membrane (10 -mil moisture barrier) should underlie the floor slabs. The membrane should' be covered with 2 inches of sand to help protect it during construction and to aide in concrete curing. The sand should be lightly moistened just prior to placing the concrete. Low -slump concrete should be used to help reduce the, potential for concrete shrinkage. -The ' effectiveness of the moisture barrier is dependent upon its quality, method of overlapping, its ,. protection during construction, and the successful sealing of the barrier around utility lines. Slab thickness and reinforcement: Slab thickness and reinforcement of slab -on -grade are . contingent on the recommendations of the structural engineer or architect and the expansion _ ' index of the supporting soil. Based upon our findings, a modulus of subgrade reaction of approximately 200 pounds per cubic inch can be used in concrete slab design for the expected n. very low expansion subgrade. Concrete slabs-and-flatwo'rk should be`a-minimum--of-4-inches-thi&T We suggest that the concrete, slabs be-reihfore&fwiil a minimum°of N' 3"rebars at 18 -inch centers )both horizontal) directions, placed at.,slab mid -height to resist swell forces and cracking. Concrete floor slabs may. either be monolithically placed with the foundations or doweled after footing' placement. The thickness and reinforcing given are not intended to supersede any structural requirements s _ ' provided by the structural engineer. The project architect or geotechnical engineer should continually observe all reinforcing steel in slabs during placement of concrete to check for proper location within the slab. Control Joints. Control joints should'be provided in aall concrete slabs-on-gradeeat a,maximum!. r-----�- �-=� - - spacing of 36 times the slab.thickness.(12.feet maximumon.center,.each_way) as recommended .' by_A_mericari'Concrete`Institute (ACI) guidelines All"joints shouldform approximately square patterns to reduce the potential for randomly oriented, contraction cracks: - Contraction joints -in the slabs should be tooled at the time of the pour or saw cut (1/4 of slab depth) within 8 hours'of ' concrete placement. Construction (cold) joints should consist of thickened butt joints with one- half inch dowels at 18 -inches on center or a thickened keyed joint to resist vertical deflection at the joint. All construction joints in exterior flatwork should be sealed to reduce the potential of , 'r moisture or foreign material intrusion. These procedures will reduce the potential for randomly oriented cracks but may of n v ' pre ent them from occurnng. ,• ' EARTH SYSTEMS SOUTHWEST April 11, 2001 -14- File.No.: 08119-01 ' 01-04-716 Curing and Quality Control: The contractor should take precautions to reduce the potential of curling of slabs in this and desert region using proper batching, placement, and curing methods. Curing is highly effected by temperature, wind, and humidity. Quality control procedures may be used includingtrial batch mix designs, batch plant inspection, and on-site special inspection ' and testing. Typically, using 2500 -psi concrete, many of these quality control procedures are not required. 1 J 1 1 1 5.6 Retaining Walls The following table presents lateral earth pressures for use in retaining wall design. The values are given as equivalent fluid pressures without surcharge loads or hydrostatic pressure. Lateral Pressures and Sliding Resistance Granular Backfill —Passive -Pressure .300 _cf_=-level•ground /Active Pressure (cantilever walls) _ 35 pcf - level ground Use when wall is ernvtted to`rotate-0.1_% of wall height CAt-Rest Pressure -(restrained.walls) 55 pcf - level ground Dynamic.Lateral-Earth Pressure Acting at mid height of structure, f21 H psf Where H is height of backfill in feet •— ' - �,B_ase''Lateral-Sliding Resistances Dead load x Coefficient of Friction: 0.50" Notes: I . These values are ultimate values. A factor of safety of 1.5 should be used in stability analysis except for dynamic earth pressure where a factor of safety of 1.2 is acceptable. 2. Dynamic pressures are based on the Mononobe-Okabe 1929 method, additive to active earth pressure. Walls retaining less than 6 feet of soil need not consider this increased pressure. Upward sloping backfill or surcharge loads from nearby footings can create larger lateral. pressures. Should any walls be considered for retaining sloped backfill or placed next to foundations, our office should be contacted for recommended design parameters. Surcharge loads should be considered if they exist within a zone between the face of the wall and a plane projected 45 degrees upward from the base of the wall. ,The increase in lateral earth pressure should be taken as 35% of the surcharge load within this zone. Retaining walls subjected to traffic loads should include a uniform surcharge load equivalent to at least 2 feet of native soil. Drainage: A backdrain or an equivalent system of backfill drainage should be incorporated into the. retaining wall design. Our firm can provide construction details when the specific application is determined. Backfill immediately behind the retaining structure should be a free - draining granular material. Waterproofing should be according to the designer's specifications. Water should not be allowed to pond near the top of,the wall. To accomplish this, the final backfill grade should be such that alf water is diverted away from the retaining wall. Backfill and Subgrade Compaction: Compaction on the retained side of, the wall within a horizontal distance equal to one wall height should be performed by hand -operated or other lightweight compaction equipment. This is intended to reduce potential locked -in lateral pressures caused by compaction with heavy grading equipment. Foundation subgrade preparation should be as specified in Section 5.1. EARTH SYSTEMS SOUTHWEST April 11, 2001 - l 5 - File No.: 08119-01 01-04-716 5.7 Mitigation of Soil Corrosivity on Concrete Selected chemical analyses for corrosivity were conducted on samples at the project site. The native soils were found to have moderate to severe sulfate ion concentration (0.10 to 0.20%) and moderate chloride ion concentration (0.09%). Sulfate ions can attack the cementitious material in concrete, causing weakening of the cement matrix and eventual deterioration by raveling. Chloride ions can cause corrosion of reinforcing steel. The Uniform Building Code does not require any special provisions for concrete for these low concentrations as tested. The-Uniforrn__�- Building -Code requires --for severe sulfate conditions that Type- Portland-Cement-beused_-w ti h a maximum water cement ratio -of 0.45 using`a 4,500. psi- concrete- mix (UBC-Tab1e,19=A-4) A minimum concrete cover of three (3) inches should be provided around steel reinforcing or embedded components exposed to native soil or landscape water (to 18 inches above grade). Additionally, the concrete should be thoroughly vibrated during placement. Electrical resistivity testing of the soil suggests that the site soils may present a very severe potential for metal loss from electrochemical corrosion processes. Corrosion protection of steel can be achieved by using epoxy corrosion inhibitors, asphalt coatings, cathodic protection, or encapsulating with densely consolidated concrete. A qualified corrosion engineer should be consulted regarding mitigation of the corrosive'effects of site soils on metals. 5.8 Seismic Design Criteria - J-=- — This site to is sub'ect strong ound shaking due to potential fault movements along the San Andreas and San Jacinto Faults. Engineered design and earthquake -resistant construction ' increase safety and allow development of seismic areas. The minimum seismic design should comply with the latest edition of the Uniform Building Code for Seismic Zone 4 using the seismic coefficients given in Section 3.4.3. ' The UBC seismic coefficients are based on scientific e knowled engineering judgment, and g� g gJ � , compromise. Factors that play an important role in dynamic structural performance are: . (1) Effective peak acceleration (EPA), (2) Duration and predominant frequency of strong ground motion, (3) Period of motion of the structure, (4) Soil -structure interaction, (5) Total resistance capacity of the system, (6) Redundancies, (7) Inelastic load -deformation behavior, and (8) Modification of damping and effective period as structures behave inelastically. ' Factors 5 to 8 are included in the structural ductility factor R that is used in deriving a reduced value for design base shear. If further information on seismic design is needed, a site-specific 1 probabilistic seismic analysis should be conducted. The intent of the UBC lateral force requirements is to provide a structural design that will resist ' collapse to provide reasonable life safety from a major earthquake, but may experience some structural and nonstructural damage. A fundamental tenet of seismic design is that inelastic ' EARTH SYSTEMS SOUTHWEST t. April 11, 2001 -16- File No.: 08119-01 01-04-716 yielding is allowed to adapt to the seismic demand on the structure. In other words, damage is allowed. The UBC lateral force requirements should be considered a minimum design. The owner and the designer should evaluate the level of risk and performance that is acceptable. Performance based criteria could be set in the design. The design engineer has the'responsibility to interpret and adapt the principles of seismic behavior and design to each structure using experience and sound judgment. The design engineer should exercise special care so that all components of the design are all fully met with attention to providing a continuous load path. An adequate quality assurance and control program is urged during project construction to verify that the design plans and good construction practices are followed. This is especially important for sites lying close to the major seismic sources. 5.9 Pavements Since no traffic loading were provided by the design engineer or owner, we have assumed traffic loading for comparative evaluation. The design engineer or owner should decide the appropriate traffic conditions for the pavements. Maintenance of proper drainage is necessary to prolong the service life of the pavements. Water should not pond on or near paved areas. The following table provides our preliminary recommendations for pavement sections. Final pavement sections recommendations should be based on design traffic indices and R -value tests conducted during grading after actual subgrade soils are exposed. .PRELIMINARY RECOMMENDED PAVEMENTS SECTIONS R -Value Sub2rade Soils - 50 (assumed) Desi" Method — CAT .TR AMR 1995 - Notes: 1. Asphaltic concrete should be Caltrans, Type B, 1/2 -in. or 3/4 -in. maximum -medium grading and compacted to a minimum of 95% of the 75 -blow Marshall density (ASTM D 1559) or equivalent. 2. Aggregate base should be Caltrans Class 2 (3/4 in. maximum) and compacted to a minimum of 95% of ASTM D1557 maximum dry density near its optimum moisture. 3. All pavements should be placed on 18 inches of moisture -conditioned subgrade, compacted to a minimum of 90% of ASTM D 1557 maximum dry density near its optimum moisture. " 4. Portland cement concrete should have a minimum of 3250 psi compressive strength @ 28 days. 5. Equivalent Standard Specifications for Public Works Construction (Greenbook) may be used instead of Caltrans specifications for asphaltic concrete and aggregate base.. EARTH SYSTEMS SOUTHWEST r Flexible Pavements Rigid Pavements Asphaltic Aggregate Portland Aggregate Traffic Concrete Base Cement Base Index Pavement Use Thickness Thickness Concrete Thickness (Assumed) (Inches) (Inches) (Inches) (Inches) 4.0 Auto Parking Areas 2.5 4.0 4.0 4.0 5.0 Drive Lanes 3.0 4.0 5.0 4.0 Notes: 1. Asphaltic concrete should be Caltrans, Type B, 1/2 -in. or 3/4 -in. maximum -medium grading and compacted to a minimum of 95% of the 75 -blow Marshall density (ASTM D 1559) or equivalent. 2. Aggregate base should be Caltrans Class 2 (3/4 in. maximum) and compacted to a minimum of 95% of ASTM D1557 maximum dry density near its optimum moisture. 3. All pavements should be placed on 18 inches of moisture -conditioned subgrade, compacted to a minimum of 90% of ASTM D 1557 maximum dry density near its optimum moisture. " 4. Portland cement concrete should have a minimum of 3250 psi compressive strength @ 28 days. 5. Equivalent Standard Specifications for Public Works Construction (Greenbook) may be used instead of Caltrans specifications for asphaltic concrete and aggregate base.. EARTH SYSTEMS SOUTHWEST r April 11, 2001 - 17 - File No.: 08119-01 01-04-716 Section 6 1 LIMITATIONS AND ADDITIONAL SERVICES 6.1 Uniformity of Conditions and Limitations Our findings and recommendations in this report are based on selected points of field exploration, laboratory testing, and our understanding of the proposed project. Furthermore, our ' findings and recommendations are based on the assumption that soil conditions do not vary significantly from those found at specific exploratory locations. Variations - in soil or groundwater conditions could exist between and beyond the exploration points. The nature and ' extent of these variations may not become evident until construction. Variations in soil or groundwater may require additional studies, consultation, and possible revisions to our recommendations. ' Findings of this report are valid as of the issued date of the report. However, changes in conditions of a property can occur with passage of time whether they are from natural processes or works of man on this or adjoining properties. In addition, changes in applicable standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this ' report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of structures are planned, the ' conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or verified in writing. ' This report is issued with the understanding that the owner, or the owner's representative, has the responsibility to bring the information and recommendations contained herein to the attention of the architect and engineers for the project so that they are incorporated into the plans and ' specifications for the project. The owner, or the owner's representative, also has the responsibility to take the necessary steps to see that the general contractor and all subcontractors follow such recommendations. It is further understood that the owner or the owner's representative is responsible for submittal of this report to the appropriate governing agencies. As the Geotechnical,Engineer of Record -for this project, Earth•Systems Southwest -(ESSW)•has-, ' stnven _to' provide our services in accordance with generally accepted geotechnical engineering practices in this locality at this time. No warranty or guarantee is express or implied. This report ._.was prepared for the exclusive use of the Client and the Client's authorized agents. ' ESSW should be provided the opportunity for a general review of final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and iimplemented in the design and specifications. If ESSW .is not accorded the privilege of making this recommended review, we can assume- no responsibility for misinterpretation of recommendations. ' Although available through ESSW, the current scope of our services does not include an environmental assessment, or investigation for the presence or absence of wetlands, hazardous or ' toxic materials in the soil,.surface water, groundwater or air on, below, or adjacent to the subject property. ' EARTH SYSTEMS SOUTHWEST April 11, 2001 18- File No.: 08119-01 01-04-716 6.2 Additional Services 1 This report is based' on the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during the final design and construction ' phases to check compliance with these recommendations. Maintaining ESSW as the geotechnical consultant from beginning to end of the project will provide continuity of services. The geotechnical engineering firm providing tests and observations shall assume the ' responsibility of Geotechnical Engineer of Record. Construction monitoring and testing would be additional services provided by our firm. The ' costs of these services are not included in our present fee arrangements, but can be obtained from our office. The recommended review, tests, and observations include, but are not necessarily. limited to the following: ' Consultation during the final design stages of the project. ' • Review of the building and grading plans to observe that recommendations of our report have been properly implemented into the design. ' • Observation and testing during site preparation, grading and placement of engineered fill as required by UBC Sections 1701 and 3317 or local grading ordinances. • Consultation as required during construction.. '-000- Appendices as cited are attached and complete this report. ' EARTH SYSTEMS SOUTHWEST -19- i REFERENCES File No.: 08119-01 01-04-716 Abrahamson, N., and Shedlock, K., editors, 1997, Ground motion. attenuation relationships: Seismological Research Letters, v. 68, no. 1, January 1997 special issue, 256 p. ' American Concrete Institute (ACI), 1996, ACI Manual of Concrete Practice, Parts 1 through 5. American Society of Civil Engineers (ASCE), 2000, ASCE Standard 7-98, Minimum Design Loads for Buildings and Other Structures. Blake, B.F., 2000, FRISKSP v. 4.00, A Computer Program for the Probabilistic Estimation of Peak Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources, Users Manual. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1993, Estimation of Response Spectra and Peak Accelerations from Western North AmericanEarthquakes: An Interim Report; U.S.. Geological Survey Open -File Report 93-509, 15 p. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1994, Estimation of Response Spectra and Peak Acceleration from Western' North American Earthquakes: An Interim Report, Part 2, U.S. Geological Survey Open -File Report 94-127. California Department of Conservation, Division of Mines and Geology (CDMG), 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117. California Department of Water Resources, 1964, Coachella Valley Investigation, Bulletin No., 108, 146 pp. Department of Defense, 1997, Soil Dynamics and Special Design Aspects, MIL-HDBK-1007/3, superseding NAVFAC DM 7.3. .Department of the Navy, Naval Facilities Engineering Command (NAVFAC), 1986; Foundations and Earth Structures, NAVFAC DM 7.02. Envicom Corporation and the County of Riverside Planning Department, 1976, Seismic Safety and Safety General Plan Elements Technical Report, County of Riverside. Ellsworth, W.L., 1990, "Earthquake History; 1769-1989 in: The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. Federal Emergency Management Agency (FEMA), 1997, NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures, Part 1 — Provisions and Part 2 - Commentary. Hart, E.W., 1994; Fault -Rupture Hazard Zones in California: California Division of Mines and Geology Special Publication 42, 34 p. International Conference of Building Officials, 1997, Uniform Building Code, 1997 Edition. International Conference of Building Officials, 2000, International Building Code, 2000 Edition. EARTH SYSTEMS SOUTHWEST . April ll, -2001 20 - File No.: 08119-01 01-04-716 Jennings, C.W, 1994, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, Geological Data Map No. 6, scale 1:750,000. Petersen, M.D., Bryant, W.A., Cramer, C.H., Cao, T., Reichle, M.S., Frankel, A.D., Leinkaemper, J.J., McCrory, RA., and Schwarz, D.P., 1996, Probabilistic Seismic Hazard Assessment for the State of California: California Division of Mines and Geology Open -File Report 96-08. Prakash, S., 1982, Soil Dynamics, McGraw-Hill Book Company Proctor; R. J., 1968, Geology of the Desert Hot Springs - Upper Coachella Valley Area, California Division of Mines and Geology, DMG Special Report 94. Reichard, E.G. and Mead, J.K., 1991, Evaluation of a Groundwater Flow and Transport Model of the Upper Coachella Valley, California, U.S.G.S: Open -File Report 91-4142. Riverside County Planning Department, 1984, Seismic Safety Element of the Riverside County General Plan, Amended. Rogers, T.H., 1966, Geologic Map of California - Santa Ana Sheet, California Division of Mines and Geology Regional Map Series, scale 1:250,000. Sieh, K., Stuiver, M., and Brillinger, D., 1989, A More Precise Chronology of Earthquakes Produced by the San Andreas Fault in Southern California: Journal of Geophysical Research, Vol. 94, No. B1, January 1*0, 1989, pp. 603-623. Structural Engineers Association of California (SEAOC), 1996, Recommended Lateral Force Requirements and Commentary. Tokimatsu, K, and Seed, H.B., 1987, Evaluation of Settlements in Sands Due To Earthquake Shaking, ASCE, Journal of Geotechnical, Engineering, Vol. 113, No. 8, August 1987. Van de Kamp, P.C., 1973, Holocene Continental Sedimentation in the Salton Basin, California: A Reconnaissance; Geological Society of America, Vol. 84, March 1973. Working Group on California Earthquake Probabilities, 1995; Seismic Hazards in Southern California: Probable Earthquakes; 1994-2024: Bulletin of the Seismological Society of America, Vol. 85, No. 2, pp. 379-439. Wallace, R. E., 1990, The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. EARTH SYSTEMS SOUTHWEST J APPENDIX A ' Site Location Ma P M t Boring Location Map Table 1 Fault Parameters 1 2000 International Building Code (IBC) Seismic Parameters Logs Borings of , 1 t • Lk r1suil 9 5 xgL'xr' '..r : MMOM ""e 4 �`" - b_� .a .? 54. :'�. �+a•. '"fir s ��;b'4,t.�n' �. -.,�� '��i 'y'`7 3- � fib: .� �=¢£•. 9t4.,; „� #�' �G.. J:w" .�'� yi:� 4�� S = •m � .J d'- m'„a�...fy.fq"� . I � Y Y ,� £y�i3� rw+yh7, `rt ".Nj�b A�•� � 1 �� .i� i bTm� j 'w.< �� ,.,..,� ;; �� : , � vri•.,...� .fir .F ry• .r�3 , •. .R. ,g".:,+.,. .� ;. is �.. ;.. :. ., ,.. a ":,,'"",�� wed "� ,. <a' :�'��.. a .. :�.A�„..4 � � a � i- � •fk � k � 4�5 & .Y,Y. L i��{ Ei�' ' • "� : _ ,�,iT .. < . �. - ., ' �'� x. ..;<� • •.,� , .� , 'F �,� � „ ,� .4::, �^'�^Y T1s c -. _ - -. �#�4� �`�r,.,� � q..f •a. e J�ar�% �t .�r '�'� r v ri. z�,� t', ';�'^': - _. ,..'qmd ". h •alb � � k ' _ �, ♦, y,. .{ a1 � S4i . . x , y � , t,. r ��k � .C� ,, ni � �-4.,�t:.. :,R ,..r� „�'�^ y<' • : =5;� i �:.. y . t ' - �- .- :'�' 7- '. �? . •.; �t*�ca� s�"�,4. ,�J�'w.�..-fie.. .:,w� - �. [ .. :. . � �: . k � �'F � d�:`y+""�� .r ,e�cl%y '•"�' �. a�� • - '�' � r•.. _Je �! t ��x,,.r� �u�-.- ��' ,r. S,r ,gr�'� E�� ' $) '"'� a `e> $�: �ir• ° '�' �r �, �.�� => � its _ y w.��'n :!�` r� a$ �. ' "� � � s� . .<r'•xy' .`� .q.'A� „ax'&rs✓t : 7, ., �� a f� i"*' .!s4. kW.. ,d, ��,,..+' �� :'�i �., } > .1��' X Gz� �T� . S9 •;T �q. �i` 1i'" �,�" � v3.p. w•1 ';..CJI'. '� 1 �`f^” "� 't,'l ..;w x +�. ,a•'1S- ,�< 2.. � , • ptry ,;„ a -g�,�" ,•v, >, t � Rv V .mss!' a 'gy g'�re.�S�.j'�.JA 5 h�-y.�.�'y. •:i '�` i�, .. wS jl3 -.. .. -�. � . - :.. rn � ' �s. J�rsM.�., '`- a ��4�i'" � m .,�� ..' '' q � n�'�r• a' � ` tt` ' }�; :e• Fp - �+ .°<• `ifc. ` ti 1."N tib, T�xss.di"K4�,, � Q � •.N .'�-Yµ � .i '. e� ''A'. ,q,, ''•.y '"� �'�.• � � .r*• r .air+ n ..""... g ,� 1. I '� ' ,<{�'�I.Y'SC.r• N T. K •. 4 M1 �F, i+l' •�4q . � I! �gx ,a, } � .i7... .IC' h figure 1 Site Vicinity:. z Caleo Bay Commercial Development `r Project. No.: 08119-01 ' Earth Systems Southwest . Y Caleo Bay Commericial 081'] 9-01 Table 1 Fault Parameters & Mean Site PGA ' Notes: 1. Jennings (1994) and CDMG'(1996) 2. CDMG & USGS (1996), SS = Strike -Slip, DS = Dip Slip 3. ICBO (1997); where Type A faults: Mmax > 7 and slip rate >5 mm/yr &Type C faults: Mmax <6.5 and slip rate < 2 mm/yr. . 4. CDMG (1996) based on Wells & Coppersmith (1994), Mw = moment magnitude 5. Modified from Ellsworth Catalog (1990) in USGS Professional Paper 1515 6. The estimates of the mean Site PGA are based on the following attenuation relationships: ' Average of: (1) 1997 Boore, Joyner & Fumal; (2) 1997 Sadigh et al; (3) 1997 Campbell (mean plus sigma values are about 1.6 times higher) Based on Site Coordinates: 33.707 N Latitude, 116.293 W Longfude and Site Soil Type D i 1 EARTH SYSTEMS SOUTHWEST 6.2 1986 0.37 c. 1690 0.41 c. 1690 0.37 6.5 1948 0.37 -- 0.16 6.3 1937 0.12 1992 7.3 1992 0.11 1992 6.1 1992 0.10 1812 7.0 1812 0.17 1918 6.8 1918 0.14 1968 6.5 1968 0.11 5.5 1947 0.07 0.09. -- 0.08 1992 7.3 1992 0.10 1999 7.1 1999 0.08 6.5 1942 0.06 6.8 1899 0.07 0.05 . 5.9 1981 0.04 - 0.05 0.06 0.06 0.06 0.05 0.06 1987 5.9 1987 0.04 0.04 c. 1440 -- 0.04 1987 6.5 1987 0.04 0.05 0.05 6.0 1923 0.04 ' Notes: 1. Jennings (1994) and CDMG'(1996) 2. CDMG & USGS (1996), SS = Strike -Slip, DS = Dip Slip 3. ICBO (1997); where Type A faults: Mmax > 7 and slip rate >5 mm/yr &Type C faults: Mmax <6.5 and slip rate < 2 mm/yr. . 4. CDMG (1996) based on Wells & Coppersmith (1994), Mw = moment magnitude 5. Modified from Ellsworth Catalog (1990) in USGS Professional Paper 1515 6. The estimates of the mean Site PGA are based on the following attenuation relationships: ' Average of: (1) 1997 Boore, Joyner & Fumal; (2) 1997 Sadigh et al; (3) 1997 Campbell (mean plus sigma values are about 1.6 times higher) Based on Site Coordinates: 33.707 N Latitude, 116.293 W Longfude and Site Soil Type D i 1 EARTH SYSTEMS SOUTHWEST 08119-01 Period Sa ' 2006 IBC Equivalent Elastic Static Response Spectrum T (sec) (g) 0.00 0.40 0.05 0.65 1.2 ' 0.12 Caleo Bay Commericial 0.20 1.00 1.0 0.30 m 0.60 Table 2 2000 International Building Code (IBC) Seismic Parameters 0.86 Seismic Category 0 D Table 1613.3(1) Site Class 0.67 D - Table 1615.1.1 1.00 ' Latitude: 33.707 N m Longitude: ' -116.293 W 0.6 ' Maximum Considered Earthquake (MCE) Ground Motion 1.40 Short Period Spectral Reponse Ss 1.50 g Figurel615(3) ' I second Spectral Response Site Coefficient S, Fa 0.60 g 1.00 Figure1615(4) Table 1615.1.2(1) Site Coefficient FV 1.50 Table 1615.1.2(2) Q U) 0.33 SMs 1.50 g = Fa*Ss 0.2 '• SMI 0.90 g =Fv*S, Design Earthquake Ground Motion tShort Period Spectral Reponse SDs 1.00 g = 2/3*SMs 1 second Spectral Response SDI 0.60 g = 2/3*SM, ' To Ts 0.12 sec 0.60 sec = 0.2*SD,/SDs = SDS/SDs 08119-01 Period Sa ' 2006 IBC Equivalent Elastic Static Response Spectrum T (sec) (g) 0.00 0.40 0.0 0.5 1.0 1.5 2.0 1.90 0.32 ' Period (sec) 2.00 0.30 2.20 0.27 ' F EARTH SYSTEMS SOUTHWEST 0.05 0.65 1.2 ' 0.12 1.00 0.20 1.00 1.0 0.30 m 0.60 1.00 0.70 ` 0.86 0 0.8 0.75 0.90 0.67 1.00 0.60- 1.10 m ' 0.50 0.6 1.30 0.46 U 1.40 0.43 Q 1.50 0.40 0.4 0.38 ,1.70 0.35 Q U) 0.33 0.2 00 0.0 0.5 1.0 1.5 2.0 1.90 0.32 ' Period (sec) 2.00 0.30 2.20 0.27 ' F EARTH SYSTEMS SOUTHWEST 0.05 0.65 0.12 1.00 0.20 1.00 0.30 1.00 0.60 1.00 0.70 ` 0.86 0.80. 0.75 0.90 0.67 1.00 0.60- 1.10 0.55 1.20 0.50 1.30 0.46 1.40 0.43 1.50 0.40 1.60 0.38 ,1.70 0.35 1.80 0.33 0.0 0.5 1.0 1.5 2.0 1.90 0.32 ' Period (sec) 2.00 0.30 2.20 0.27 ' F EARTH SYSTEMS SOUTHWEST '. Earth Systems Southwest 79-811B Country Club Drive, Bermuda Dunes, CA 92201 Phone 760 345-1588 FAX (760) 345-7315 Boring No.'B - I Drilling Date: March 8, 2001 Project Name: Caleo Bay Commercial Development SILTY SAND: Light olive, loose, damp, fine grained, concrete slab encountered at —4 inches Drilling Method: 8" Hollow Stem Auger. File Number: 08119-01 F Drill Type: Mobile B-61 w/ Autohammer Boring Location: See Figure 2 85 7 Logged By: Karl A. Harmon Sample Type Penetration _ „ v 1, Page 1 of 1 Description of Units n Resistance o � p y y •o y Note: The stratification lines shown represent the Q Y p (Blows/6°) >, rn Q L,-- c j approximate boundary between soil and/or rock types Graphic Trend damp, fine grained, some SP -SM m p � and the transition may be gradational. Blow Count Dry Density 5 10 t 15 20 25 ' 30 ' 35 40 1 45 t 50 ' S5 SM SILTY SAND: Light olive, loose, damp, fine grained, concrete slab encountered at —4 inches 7, 11, 18 ML 85 7 SILT: Light olive, medium dense, damp 7, 10, 11 SM SILTY SAND: Light olive, medium dense, dry to damp, fine grained, some SP -SM 7, 9, 15- 93 2 damp, fine to very fine grained, lenses of silt and'sandy silt 6, 11, 12 medium dense to dense, lenses of SP -SM 6, 9, 16 86 2 • 7 12 13 SP -SM SAND: Light olive, dense, dry to damp, fine to medium grained, some silty sand TOTAL DEPTH: 30.0 feet No Groundwater or Bedrock Encountered Earth Syi Southwest MS 79-811 B Country Club Drive, Bemuda Dunes, CA 92201 - Boring No.:B - 2 Drilling Date: March 8, 2001 ' Project Name: Caleo Bay Commercial Development SAND: Light olive, medium'dense, damp, fine Drilling Method: 8" Hollow Stem Auger File Number: 08119-01 Drill Type: Mobile B-61 w/ Autoharnmer Boring Location: See Figure 2 grained Logged By: Karl A. Harmon J t, Sample Type Penetration 4,8,10 o .. Page 1 of 1 Description of Units 0 s c' Resistance o rn U c p U 3 Z ami Note: The stratification lines shown represent the n p 3 a o (Blows/6") rn D L, o c 0 approximate boundary between soil and/or rock types Graphic Trend ML - e] Q and the transition maybe gradational Blow Count D Density Dry Y 5 ' 10 15 ' . 20' 25 ' 30 ' 35 ' 40 45 '50 ' S5 SP -SM SAND: Light olive, medium'dense, damp, fine grained 4,8,10 100 1 4, 5, 7 ML - SANDY SILT: Light olive, medium dense, dry to damp, some silty sand SM SILTY SAND: Light olive -gray, medium dense, dry 3, 5, 9 77 1 to damp, fine to very fine grained, some SP -SM 5, 7, 7 lenses of silt 5, 10, 12 3,5,7 TOTAL DEPTH: 29.0 feet No Groundwater or Bedrock Encountered - i t .. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Earth Systems Southwest 79-811 B Counm, Club Drive, Bernruda Dunes, CA 92201 Phone 760 345-1588 FAX (7601345-73 15 Boring No.•B - 3 Drilling Date: March 8, 2001 Project Name: Caleo Bay Commercial Development SILT: Light olive, loose, damp ' Drilling Method: 8" Hollow Stem Auger File Number: 08119-01 SM SILTY SAND: Light olive, loose to medium dense, Drill Type: Mobile B-61 w/ Autohammer Boring Location: See Figure 2 Logged By: Karl A. Harmon Sample Y Pae 1 7, 9, 11 Type Penetration �, Description of Units of 1 L Resistance o U Q ` aci Note: The stratification lines shown represent the n q w c o approximate boundary between soil and/or rock types Graphic Trend Q CS r— 0 (Blows/6") V) q U and the transition may be gradational. Blow Count Dry Density -0 -5 - 10 - 15 - 20 - 25 - 30 ` - 35 -40 -45 - 50 - 55 ML SILT: Light olive, loose, damp ' SM SILTY SAND: Light olive, loose to medium dense, dry to damp, fine grained, interbedded layers of 7, 9, 11 sandy silt ML SILT: Light olive, medium dense, damp to moist, lenses of silty clay 3, 7, 10 79. 12 SM SILTY SAND: Olive, medium dense, damp, fine grained, interbedded lenses and layers of silt 5,7,8 ML SANDY SILT: Light olive, medium dense, damp, some silty sand 4, 7, 12 80 7 SP -SM SAND: Light olive -gray, medium dense, dry to damp, fine grained, some SP -SM 4, 7, 10 SM SILTY SAND: Olive, medium dense, damp, fine to very fine grained, some SP -SM , 6, 11, 17 4, 7, 9 damp to moist ML SILT: Light olive, medium dense, damp, some very 4, 10,20 fine sand SM SILTY SAND: Light olive -brown, medium dense, damp, fine to very fine grained, some sandy silt 6; 7, 12 SP -SM SAND: Light olive -brown, dense, damp, fine grained 8, 18, 30' TOTAL DEPTH: 51.5 feet No Groundwater or Bedrock Encountered 1 ` • , Earth Systems Southwest 1 I. 1 79-811B Country Club Drive, Bermuda Dimes, CA 92201 Boring No.'B - 4 Drilling Date: March 8, 2001 Project Name: Caleo Bay Commercial Development SILTY SAND: Light olive -brown, medium dense, " Drilling Method: 8" Hollow Stem Auger File Number: 08119-01 ' Drill.Type: Mobile B-61 w/ Autohammer Boring Location: See Figure 2 dry to damp, fine to very fine grained, lenses of silt Logged By: Karl A. Harmon Sample Type Penetration 4, 4, 5 y 2 v Description of Units Pae 1 of 1 s. r Resistance ' U Q a •N d Note: The stratification lines shown represent the , p y p a O (Blows/6°) T Z c approximate boundary between soil and/or rock types Graphic Trend C1 8, 11, 12 q t j and the transition may be gradational. Blow Count Density Dry ' 0 5 ' 10 . ' IS ' 20 25 ' 30 ' 35 40 45 '50 1 55 SM SILTY SAND: Light olive -brown, medium dense, " dry to damp, fine to very fine grained, lenses of silt 4, 4, 5 r ML SILT: Light olive, medium dense, damp, 8, 11, 12 79 3 interbedded with sandy silt and silty sand 5, 7, 8 SM SILTY SAND: Light olive, medium dense, dry to damp, fine to very fine grained - 3, 8, 13 ML 79 . 5 SANDY SILT: Olive, medium dense, damp, some _ clayey silt lenses, some silty sand ML SILT: Olive, medium dense, damp to moist, trace 7, 9, 12 very fine sand 6, 8, 12 108 2 interbedded lenses of sandy silt and silty sand SM SILTY SAND: Light olive -brown, medium dense, damp, fine to very fine grained 4,6,9 TOTAL DEPTH: 34.0 feet No Groundwater or Bedrock Encountered Earth Systems V `O, Southwest { 79-811B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760 345-1588 FAX 760 345-7315 Boring No.'B - 5 Drilling Date: March 8, 2001 Project Name: Caleo Bay Commercial Development _ Drilling Method: 8" Hollow Stem Auger File Number: 08119-01 - Drill Type: Mobile B-61 w/ Autohammer Boring Location: See Figure 2 Logged By: Karl A. Harmon ` v Sample Type Penetration y 2 o - ' Description of Units Page 1 of 1 sResistance 6.5 ft. U C 0 Note: The stratification lines shown represent the C Y pj 7S a o (Blows/6") rn ° 3 c approximate boundary between soil and/or rock types Graphic Trend C0 2 C t j and the transition may be gradational. Blow Count D Density Dry y 0' 1 5 10 ' 15 ' 20 25 ' 30 ' 35 ' 40 45 50 ' SS SM SILTY SAND: Gray, medium dense to dense, dry, fine grained, lenses of SP -SM, clayey silt layer @ 6.5 ft. 8, 15, 15 100 3 ML SILT: Olive -brown, medium dense, damp to moist, interbedded sandy and clayey 4, 7, 9 SM SILTY SAND:, Olive -brown, medium dense, damp, fine to very fine grained_, some sandy silt 4, 6, 10 87 2 4, 6, 9 SP -SM SAND: dense, dry to damp, sample lost - 5, 12,20 ML SILT: Light olive, dense, damp, some very fine sand 10, 12, 1a M. 6, 18, 26 87 3 Light olive -gray, interbedded sandy and silty, some silty sand ML SANDY SILT: Light olive -gray, dense, damp, some very fine silty sand 6, 12, 12 TOTAL DEPTH: 40.0 feet No Groundwater or Bedrock Encountered File No.: 08119-01 April 11, 2001 UNIT DENSITIES AND MOISTURE CONTENT ASTM D2937 & D2216 Job Name: Caleo Bay Commercial Development, La Quinta ' B1 Unit Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pcf) (%) Symbol ' B1 5 85 7 ML B1 15 93 2. SM 'BI 25 86 2 SM ' B2 2.5 100 1. SP -SM B2 12.5 77 1 SM 133 10. 79 12 ML i B3 20 80 7 ML ' B3 30 91 3 SM B3 40 85 6 ML B3 50 104 1 SP -SM B4 7.5 79' • 3 ML ' B4 17.5 79 5 ML B4 27.5 108 2 ML B5 5 100 3 SM ' B5 15 87 2 SM - B5 35 87 3 ML 1 ol D .A DTTS CVCT1rA4C' Qf-%T TTLTTTIL'C`T 100 ' 90 File No.: 08119-01 April 11, 2001 S . 60 N ' PARTICLE SIZE ANALYSIS, ASTM D-422 LJob Name: Caleo Bay Commercial Development; La Quinta 30 Sample ID:.131 @ 1-4' Feet C . ' 10 Description: Silty Sand: fine grained with trace gravel (SM) Sieve Percent ' Size Passing 1-1/2" 100 1" 100 A '1/2" 3/4" 100 100 3/8" 99 #4 99 #8 98 #16 98 % Gravel: 1 #30 97 % Sand: 74 ' #50 91 % Silt: 19 #100 43 ,% Clay (3 micron): 6 #200 25 (Clay content by short hydrometer method) 100 ' 90 80 S . 60 N ' cC G ;0 N L ' 40 30 20. ' 10 0 1 S . T^. A T1TTT 01 tOI-IT SO O• TTTTT\T)T..O. File No.: 08119-01 April 11, 2001 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Caleo Bay Commercial Development, La Quinta ' Sample ID: B3 @ 5' Feet Description: Silty Sand: fine grained (SM) ' Sieve Size % Passing By Hydrometer Method: 3" 100 Particle Size % Passing ' 2" 100 .1-1/2" 100 53 Micron 22 Micron 30 9 1" 100 13 Micron 7 3/4" 100 7 Micron 5 ' 1/2" 100 5 Micron 4 3/8" 100 3.4 Micron 4 #4 100 2.7 Micron 4 ' #8 100 1.4 Micron 2 #16 100 #30 100 %o Gravel: 0 ' #50 99 % Sand: 61. #100 84 % Silt: 35 ' #200 39 0 o Clay (3 micron): 4 - Tj I Illlii I ��III ..100 90 I I i..I - 1 80 l I i I I V�Nl ;I 70 ' 60 I • ' a 50 it ' 40 1 30 .I = f y 20.10 i 1 ' 0,_ 100 lot 1 i 0.01 0.001 10 1 0.1 Particle Size (mm) T^. A T1TTT 01 tOI-IT SO O• TTTTT\T)T..O. File No.: 08119-01 April 11, 2001, CONSOLIDATION TEST ASTM D 2435 & D 5333 Caleo Bay Commercial Development, La Quinta Initial Dry Density: 71.0 pcf ' 133 @ 10' Feet Initial Moisture, %: 12.2% Silt (ML) Specific Gravity (assumed): 2.67 ; Ring Sample Initial Void Ratio: 1.3.47 Hydrocollapse: 3.6%, @ 2.0 ksf % Change in Height vs Normal Presssure Diagram —6 --Before SaturationH drocolla se . Y P 0 After Saturation --*--Rebound • 2 1 0 -2 ,Lon -3 x 4 0 1 00 R 5' t U a� V •a ' -8 -9 -10 ' -11 -12 File No.: 08119-01 April 11, 2001 CONSOLIDATION TEST ASTM D 2435 & D 5333 Caleo Bay Commercial Development, La Quinta Initial Dry Density: 79.0 pcf ' B4 @ 17.5' Feet Initial Moisture, %: 5.1 % Sandy Silt (ML) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 1.111 f ► Hydrocollapse.: 2.2% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram —8 Before Saturation Hydrocollapse E9 After Saturation SIE—Rebound 2 0 -2 x c -4 u on -5 R L • U u u i -7 a ' -8 -9 ' -10 ' -11 -12 File No.: 08119-01 April 11, 2001 MAXIMUM DENSITY / OPTIMUM MOISTURE ASTM D 1557791 (Modified) ' Job Name: Caleo Bay Commercial Development, La Quinta Procedure Used: A Sample ID: B 1 @ 1 4' Feet Preparation Method: Moist Location: Native Rammer Type: Mechanical , ' Description: Brown; Silty Sand: fine grained with.trace gravel (SM) Sieve Size % Retained ' Maximum Density: 111 pef 3/4" 0.0 Optimum Moisture: 11% 3/8" 0.0 #4 0.3 . 140 I 135 ' <----- Zero Air Voids Lines, sg =2.65, 2,70, 2,75 130 ' - 125 V CL _ 120 I I I Chemical Agent Amount in Soil Degree of Corrosivity Soluble 0 -1000 ppm File No.: 08119-01 April 11, 2001 ' 1000 - 2000 ppm Moderate SOIL CHEMICAL ANALYSES 2000 - 5000 ppm Job Name: Caleo Bay Commercial Development, La Quinta Job No.: 08119-01 ' Sample ID: B-1 B-2 1-1000 ohm -cm Sample Depth, feet: 1-4 1-4 ' 1000-2000 ohm -cm Severe pH: 7.6 7.7 2000-10,000 ohm -cm Resistivity (ohm -cm): 128 175 Chloride (Cl), ppm: 930 910 f . Low, Sulfate (SO4), ppm: 1,013 1,988 Note: Tests performed by Subcontract Laboratory: y Soil & Plant Laboratory and Consultants, Inc. . 79-607 Country Club Drive. Bermuda Dunes, CA 92201 Tel (760) 772-7995 ' General Guidelines for Soil Corrosivi h' Chemical Agent Amount in Soil Degree of Corrosivity Soluble 0 -1000 ppm Low Sulfates 1000 - 2000 ppm Moderate 2000 - 5000 ppm Severe > 5000 ppm Very Severe Resistivity 1-1000 ohm -cm Very Severe 1000-2000 ohm -cm Severe 2000-10,000 ohm -cm Moderate 10,000+ ohm -cm Low,