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04-4567 (SFD)Cs. BUILDING & SAFETY DEPARTMENT 04 (760).777-7012 ,E TAMPICO FAX (760) 777-7011 CALIFORNIA 92253 INSPECTION REQUESTS (760) 777-7153 BUILDING PERMIT LpQU1NlA x�E Wumb.e— a 04-00004567 Date 6/25/04 ppl3•r��r� . . . . - ddress .... . . . . 53741 VIA BELLAGIO APN: 772-510-054- - - Tenant nbr, name . . . . . . NEW SFD 4809 SQ. FT. Application description . DWELLING - SINGLE FAMILY DETACHED Property Zoning . . . . . ... DENSITY RESIDENTIAL ,LOW Application valuation _424858 Owner Contractor D L FREEMAN FREEMAN INC, D.L. 72880 FRED WARING DR C-13 72880 FRED WARING DR, C13 MORONGO VALLEY CA 922560 PALM DESERT CA 92260 (760) 773-9024 WCC: STATE'FUND WC: 2290022647 01/01/05 CSLB: 706799 05/31/05 CCC: B ------ Structure Information 4809 SQ.FT. SFD ----- Construction Type . . . . . TYPE V - NON RATED Occupancy Type . . . . DWELLG/LODGING/CONG <=10. Flood Zone NON -AO FLOOD ZONE Other struct info . . . . CODE EDITION 2001 CBC # BEDROOMS 3.00 FIRE SPRINKLERS NO GARAGE SQ FTG -9.24.00 PATIO SQ -FTG 1367.00 NUMBER OF UNITS 1.00 ------------------------------------------------------------ FIRST FLOOR SQ FTG 4809.00 Permit . . . . . BUILDING PERMIT -------- Additional desc Permit Fee . . . . 1777.00 Plan Check Fee 10.05 Issue Date . . . . Valuation 424858 Expiration Date 12/25/04 Qty Unit Charge Per Extension BAS.E FEE 639.50 325.00 3:5000 ------------------------------------------------------------= THOU BLDG 100,001-500,000 1137.50, .Permit ELEC-NEW RESIDENTIAL --------------- Additional desc Permit Fee 216.80 Plan Check Fee 4.20 - Issue Date, Valuation 0 P.O. BOX 1504 • �j rV VOICE (760) 777-7012 78-495 CALLE TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 INSPECTIONS (760) 777-7153 BUILDING & SAFETY DEPARTMENT Application Number: Applicant: G p N Tlzj;-G ron. - Applicant's Mailing Address: Dater - 2-5- ArchitecLorGEngineer: / /ss Architect or Engineer's Address: Lic. No.: G' 0 BUILDING PERMIT DECLARATIONS LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (co encing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. 7 Q/� License CI s License No. Date 7 L Contractor�/f OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' 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 Contractors' 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).): U 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself or 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.). U 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.). U I am exempt under Sec. , B.& P.C. for this reason Date Owner WORKERS' 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. 1 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 jaaued. My workers' compensation insurance carrier ar�d ggpptic rr1yg�rn��beer r Carrier S (P►T'a layAt;! Policy Number ZG 7 0� (i A-6 % _ I certify that, in the performT ance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date 17 f9 Applicant WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name Lender's Address APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall, defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above-mentioned property for inspection purposes. y c Date ` I Signature (Applicant or Agent) t/ 2 Qty Unit Charge Per Page 2 Application Number . . . 04-00004567 Date 6/25/04 Expiration Dat..e 2.00 12/25/04 EA 1.00 Qty Unit Charge Per Extension BASE FEE 15.00 4809.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 168.32 924.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 18.48 1.00 15.0000 EA ELEC ; TEMPORARY POWER POLE 15.00 --------------------------- GRADING PERMIT Additional desc Permit Fee. 15.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date 12/25/04 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE 15.00 Permit MECHANICAL Additional desc Permit Fee 119.50 Plan Check Fee 29.88 Issue Date Valuation 0 Expiration Date 12/25/04 Qty Unit Charge Per Extension BASE FEE 15.00 4.00 9.0000 EA MECH FURNACE <=100K 36.00 4.00 9."0000 EA MECH B/C <=3HP/100K BTU 36.00 4.00 6.5000 EA MECH VENT FAN 26.00 1.00 ---------------------------------------------------------------------------- 6.5000 EA MECH EXHAUST HOOD 6.50 Permit . . . . . . PLUMBING Additional de'sc Permit Fee . . . . 228.00 Plan Check Fee 52.00 Issue Date . . . . Valuation . . . . 0 Expiration Date 12/25/04 Qty Unit Charge Per 24.00 6.0000 EA 1.00 15.0000 EA 2.00 7.5000 EA 1.00 3.0000 EA BASE FEE PLB FIXTURE PLB BUILDING SEWER PLB WATER HEATER/VENT PLB WATER INST/ALT/REP Extension 15.00 144.00 15.00 15.00 3.00 Application Number . . . . . 04-00004567 Page. 3 'Date 6/25/04 Qty Unit Charge Per Extension 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 1.00 3.0000 EA PLB GAS PIPE 1-4 OUTLETS 3.00 12.00 .7500 EA PLB GAS PIPE >=5 9.00 1.00 15.0000 EA PLB GAS METER 15.00 ---------------------------------------------------------------------------- Special Notes and Comments 4809 sq. SFD. NEED GRANT DEED AND SETBACK INFORMATION FROM APPLICANT. PERMIT ADJUSTED TO SHOW.$1200 DEP. ------------------------ --------------------------------------------------- Other Fees . . . . . . . . . ART IN PUBLIC PLACES -RES 562.14 DIF COMMUNITY CENTERS -RES 97.00 DIF CIVIC CENTER - RES 366.00 ENERGY REVIEW FEE 115..51 DIF FIRE PROTECTION -RES 97.00 GRADING PLAN CHECK FEE .00 DIF LIBRARIES - RES 225.00 DIF PARK MAINT FAC.- RES 5.00 DIF PARKS/REC - RES 502.00 STRONG MOTION (SMI) - RES 42.48 DIF STREET MAINT FAC -RES. 15.00 DIF TRANSPORTATION --RES 1098.00 Fee summary Charged ----------------- Paid Credited Due ---------- Permit Fee Total 2356.30 ------------------------------ .00 .00 2356.30 Plan Check Total 96.13 .00 .00 96.13 Other Fee Total 3125.13 .00 .00 3125.13 Grand Total 5577.56 .00 .00 5577.56 y .y Building Address 4 P.O. BOX 1504 APPLICATION ONLY T�C� „78 T CALLE CALIFORNIATAMPIO -y� ;S �'�TA, ORNIA 92253-7 G� l�K�r Mailing BUILDING: TYPE`CONST. OCC. GRP. Address 72 —1a430 (r'4Aho 61qnMt, , C-173 A.P. Number '772_ S;- Cixt Zip Tel.OT II �� `D SrtVZr- 4::4 22(a'p 7 (p 0 X73_ 7 O-Zfegal Description 4,--T! "S rns !r Q SIR $ 44 — 7— Contractor- ContractorZ S"r*,Ot tltl ftA./ _ Project Description Address -7 2 (,_l tires <C -I Zip Tel. ACM 06CAr4r S' Stfa% �Gn 7'7 9aZ4. State Lic. City & Classift2 _.n_ i .,c7 a Lic. # Arch., Engr. Designer �' gAacmtcrtf Address Tel. 2b Wig�d. CityZip State N b 270 Lic. #Cv IQ 1- Ig LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm that 1 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. after, 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). 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, Bulsness and Professions 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 improvement 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.) 1'1 I, as owner of the property, am exclusively contracting with licensed contractors to con- struct 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 contractors) licensed pursuant to the Contractor's License Law.) I1 I am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' 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 f7 Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed N the permit is for one hundred dollars (5100) 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 the 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 Ihereby 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 it work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives -of this city to enter the above- mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip f;✓G e Z �� - 09Z Sq. Ft.No. No. Dw. Size O Stories Z Units New Add ❑ Alter ❑ Repair ❑ Demolition ❑ Itimated Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal.-• ;, r r Const. Mech. Electrical Plumbing S.M.I. i" 1'IA Grading OF "gip( Driveway Enc. ' F,'ca►`" Infrastructure 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 INSPECTOR Issued by: Date Permit Validated by: Validation: WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION Coachella Valley Unified School District P.O. Aox 8-17, Thermal, CA 92274 ;760) 398-5909 — Fax (760) 398-1224 Project Name: This Box For District Use Only DEVELOPER FEES PAID AREA: AMOUNT -_-_ LEVEL ONE AMOUNT: LEVEL TWO AMOUNT: MITIGATION AMOUNT: COMM/IND. AMOUNT: DATE: RECEIPT: CHECK N: MITIALS: CERTIFICATE OF COMPLIANCE (California Education Code 17620) Date: ,may 372nn4 Owner's Name: D. L. Freeman Phone No. Project Address: 53-741 Via Bella io La rota CA Project Description: 1 SFD ApN: 772-510-054 Type of Development: Residential Tract #: W Commercial Total Square Feet of Building Area: 4,809 sq. ft. Lot #'s: Industrial Certification of Applicantlowners: The person signing certifies that the above information is correct and snakes this statement under penalty, of perjury and further represents that he/she is a thorized'to sign on behalf of the owner/developer. Dated: Z Signature: C-2 SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE 1 ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code Gov. Code Project 17620 65995 Approval Number of Sq -Ft- 4, 809 Amount per Sq.Ft. $ 2.68 Amount Collected $ 12, 888.12 Building Permit Application Completed: Yes/No By: Carey M Carlson Asst. Supt., Business Serv. Agreement Existing Prior to 1/1/87 Note: N OR WILL BE SATISFIED IN Not Subject to Fee Requirement ,-0, , " C, , . , A Certificate issued by: E1 vi 1"a, Mattson Signature: Office Technician NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. At such time as this Certificate expires, if a building permit has not been issued for the project that is the subject of this Certificate, the owner will be reimbursed all fees that were paid to obtain this Certificate of Compliance. MV:c/mydocs/devfees/certificate of compliance 09/30/02 06/23/2004 13:54 7607739065 MELM NATIONAL TME COWANIY !q jRDTWSION DEPARTMENT, WHEN RECORDED MAIL, TO 'Same as below MAE, TAX STATEMENT TO: Freeman, Eager, LLC m 72880 Fred Waring Dr., Ste. C--1.3 Falm Desert, CA 92260 M DL FREEW,N INC PAGE 03 DOC 01/31/2003 08:00A FGa:6 2$ 6 P890 i of 4 Doc T Taax Pald Recorded !n Oii1clal Record® County of Rlveralds Aaseagior, Gary L, rso Counby Clerk d Recorder I I I I� III II II II I I III II S U PAGE SIZE I DA PCOR L �NOCOR SMF A96C. A R �'—" coir Lo!!C FeFUND DOCUMENT TRANSFER TAX $ ) X_ Computed on the consideration or value of property conveyed; OR 1 MA Computed on the consideration or value less liens or encurrlbrances... remaining at the time of sale. / Q r Signature of Decla rant or Agent determining tax — Film Name GRANT DEED FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, ND LA QUINTA. PARTNERS, LLC, a Delaware limited liability company. ("Grantor"), hereby GRANT(S) to Freeman Eager, LLC ; A CALIFORNIA* ("Grantee"), the real prgperiy located in the City of La QQuinta County of Riverside, State of California, described as: *LIMITED LIABILITY COMPA.N'X See Legal Description attached hereto and incorporated herein as Exhibit "A". SUBJECT TO all matters of record including, without. limitation, the covenants and agreements described in Exhibit "A" attached hereto. Dated: Januar 0,'2003 ND LA QUINTA PARTNERS, LLC, a Delaware limited liability. company } By: Nationwide Realty Investors, Ltd., ati Ohio limited liability corilpany its managing m mber B est i—dent and I-LA/627969.1 1 B 14 N 5 06/23/2004 13:54 7607739065 STATE OF n� ) n ) ss COL7NTY OF k-) UG/5 i'dt l DL FREEMAN INC PAGE 04. On 1-96 • Q 3 , 2002, before mN—Onsm he undersigned, a tt6�tary public in and for said State, personally appeared b . �, p€ @—ma14y-knvwm-.tie (or proved to me on the basis of satisfactory evidence) to be the person(s) whose namesIs are subscribed to the within instrument and acknowledged to mE thatOji Nhe/they executed the same in is er/their authorized capacity(ies), and that b his eir/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNES Signature 0 pill�9i� , �:Fa.w�„,of 14 .1-LA/627969.1 2 t� V t' 06/23/2004 13:54 7607739065 DL FREEMAN INC PAGE 05 � EXHIBIT "A" Legal Description Parcel No.- L Lot 323 (the "Lot") of Amended Tract No. 29894-2 as shown on a Subdivision Map (the "Map") recorded on December 12, 2002, in Book 327, Page,, 56 to 88, inclusive, of Maps, in the Office of the Riverside County Recorder. EXCtPTING ,AND RESERVING THEREFROM TO GRANTOR, and its successors, assigns, invitees, licensees and employees, together with the right to grant and transfer all or a portion of the same, all easements and rights for access, ingress, egress, encroachment, maintenance, drainage, support, and for other purposes over the Association Maintenance Areas and other portion of the Lot, reserved to Grantor in the following instruments: 1. The Amended and Restated Declaration of Covenants, Conditions and Restrictions and'Reservation of Easements for The Hideaway Owners Association (as amended or supplemented, the "Declaration"), recorded on December 13, 2002, as Instrument No. 2002- 745939, of Official Records of Riverside County, California the "Official Records"); FURTHER RESERVING THEREFROM, the right to enter the Lot for a term of twelve (12) months following the recordation of this Grant D, -ed, to complete and repair any improvements or landscaping located thereon as determined necessary by Grantor, in its sole discretion, in order to comply with requirements for the recorlation of the Final Tract Map; the grading of said Tract and/or in compliance with the requirem(.nts of applicable governmental agencies. Such entry by Grantor shall be preceded by reason�ible notice to Grantee before such entry. If this reservation of right of entry is not complied with by Grantee, Grantor may enforce this right of entry in a court of law. Grantee shall be responsi'fle for all damages arising out of said breach including attorneys' fees and court costs. This re;;ervation of right of entry shall. automatically expire twelve (12) months from. the recordation of this Grant Deed. Farce No. 2: Nonexclusive easements for access, ingress, egress, drainage, maintenance, repairs and for other purposes, all as described in the Declaration. SUBJECT TO: 1. Nondelinquent general, special and supplemeni.a1 real property taxes and assessments. 2. All other covenants, conditions, restrictions, re,lervations, easements, rights and rights-of-way of record including, without limitation; the Declaration and the Map for Tract No. 29894-2. I ( I I I 2003-07226 IIIIIIIIIIIIIIIIIIIIIIfilllllllllVIIIIIIIIIIIIiIIIIII iRof 48 00R 1-LA/627969.1 3 •� 86/23/2004 13:54 7607739065 DL FREEM(N INC PAGE 06 2, All.other covenants, conditions, restrictions, reservations, easements, righis and ri hts-of-way of record including, without limitation, the Declaration and the Map for 'tract No. Grantee, by acceptance and recordation of this Grant Deed, hereby (a) accepts and approves all of the foregoing in this Grant Deed, (b) grants to Grantor and The Hideaway Owners Association such powers and rights as are set forth in 1:he Declaration ,and (c) accepts,' covenants and agrees. to be bound by and assume performance of all of the applicable provisions and requirements set forth in the Declaration, including Section lqllestablishing the procedure for resolving disputes with Grantor, and the notice, which provisions and requirements are acknowledged to be reasonable and incorporated herein by thi:l reference thereto. This grant is conditioned upon the performance of such provisions and requirements as are to be performed by Grantee under the Declaration. The restrictions on use and occupancy of the Lot are set forth in the Declaration to which this Grant Deed is specifically and expressly made subject. GRANTEE HEREBY ACCEPTS AND APPROVES THE FOREGOING, granting unto Grantor and The Hideaway Owners Association such powers and rights which are. set forth in .the Declaration defined above, on /-90 , 2001'4; Free Fag LLC BY: STATE OF rn►e., ) COUNTY OF RttlQlfi,�d,Q, On 0 2001, before me, the 1:.ndersigned, a notary public in and for said State, personally appeared (or proved to me on the basis of satisfactory evidence) to be the parson(s) whose name(s) is/ft subscribed to the within instrument and acknowledged to me that he/shq/th)sy executed the same in his/hW/their authorized capacity(ies), and that by his/har/thi* signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument, WITNESS MY HAND AND OFFICIAL SEAL. Signature "+ [SEAL] KATHRYN L. HUNTER Commission # 1362692 x Notary Public - Cailfornio Riverside County My Comm. E>PlresNov 1. 2006 11111111.111111111 IN e1 4 o£z49:00A 1-LA/627969.1 4 ZO F -4A QUI I TA. BUILDING & SA DEPARTMENT 77? -70012 E-G.T-I . ON REQUEST LINE 777-7) 53 Owner ]ERFEMAN INC, D -1 - Contractor ERF.F.MAN INC, Dj Permit Number 04-4567 POST ON JOB IN CONSPICUOUS PLACE INSPECTOR MUST SIGN ALL APPLICABLE SPACES VON JOB ADDRESSIi 4909. sq:,-SFD4 PERMIT DOES NOT INCLUDE POOLSPA OR .BLOCK WALLS. T7g OF INSPECTION::': DATE ntp. 1,50 -IbOf� NAI 'OKAY. TOM `FRAMING (I ..,..:FtOUGH-E BOUGH F ROUGH4 f WsaAnoi IVIENT I rt SEPTIC / GRE -ASE. -INTERCEPTOR f MASONRY INSPECTIONS FOOTj'NGS.;-I.-.-*$TEEL BOND BEAM:" VOMZ'SPA WATER FEATURE INSPECTIONS Q P; IE N I 'MACKS y TEIVIR ELEC' PLUM I (ALARMS / BARRIERS) . FINAL INSPECTIONS F. PERMANENT POWER PUBLIC WORKS DEPARTMENT COMMUNITY DEVELOPMENT DEPT: FINAL JOB COMPLETED ABOVE APPROVA.5 DO NOT IYCLUDE RIGHT TO TURN ON UTILITIES OR OCCUPY BUILDING 990GELL09L 0E ibQR CON INATION) RIC' 14NG kNIC.AL. 'R" NO WORK UNTIL IVIENT I rt SEPTIC / GRE -ASE. -INTERCEPTOR f MASONRY INSPECTIONS FOOTj'NGS.;-I.-.-*$TEEL BOND BEAM:" VOMZ'SPA WATER FEATURE INSPECTIONS Q P; IE N I 'MACKS y TEIVIR ELEC' PLUM I (ALARMS / BARRIERS) . FINAL INSPECTIONS F. PERMANENT POWER PUBLIC WORKS DEPARTMENT COMMUNITY DEVELOPMENT DEPT: FINAL JOB COMPLETED ABOVE APPROVA.5 DO NOT IYCLUDE RIGHT TO TURN ON UTILITIES OR OCCUPY BUILDING 990GELL09L 0E JHA ENGINEERING, INCORPORATED CIVIL ENGIN EER ING DESIGN • LAND PLANNING • SURVEYING ENVIRON :MENTAL SERV ICES October 12, 2004 City of La Quinta 78-495 Calle Tampico La Quinta, CA. 92253-1504 Building Department ATTN: Building Inspection Supervisor RE: Lot 323 — Tract No. 29894-2 Site Address: 53741 Via Bellagio Builder: D.L. Freeman, Inc. Gentlemen, This shall serve as a pad certification letter stating that the grading for said lot has been done for the above mentioned property. A field inspection has been done and shows that the pad elevation has been graded as noted, Pad Elevation As -Built Elevation 1004.4 Approved Elevation 1004.4 These elevations fall within the standards for grading practice and tolerances. Sincerely, p C _ _j� n . Hacker R.C.E. 14614 Exp. 3/31/05 P 9VESSO Y m Wo. 14614 z EXP. 3-31-05 9F _C/"-\ l 41921 BEACON HILL • SUITE A • PALM DESERT, CA. 92211 (760) 779.0657 FAX (760) 779-5143 ,- Certificate of Occupancy O p Lrcaranhn�� C� OF Building Y p & Safety Department f This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code, certifying that, at the time of issuance, this structure was in compliance with the provisions of the Building Code and the various ordinances of the City regulating building JI construction and/or use. BUILDING ADDRESS: 53-741 VIA BELLAGIO } Use classification: SINGLE FAMILY DWELLING Building Permit No.: 04-4567 Occupancy Group: R3 Type of Construction: VN Land Use Zone: RL DL FREEMAN INC Address- 72-880 FRED WARING DR #C13 City, ST, ZIP: PALM DESERT, CA 92260 By: GARY SHOWALTER Date: OCTOBER 19, 2005 z Building Official ' A POST IN A CONSPICUOUS PLACE j, ..c r.rw .......o.r.,.....1- : ..ry-.r........ •, x ,.fie: n.M .. ...nw .,...rw. •r1]_ _ 'SY. - - ♦.'].!... - - - _ i I Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 February 5, 2004 D. L. Freeman 72-880 Fred Waring Drive, Suite C-13 Palm Desert, California 92260 Attention: Mr. Ed Wright Project: Lot 323 — Tract 29894-2 Hideaway La Quinta, California Subject: Geotechnical Update Project No. 544-4049 04-02-102 Ref: Geotechnical Engineering Report prepared by Earth Systems Consultants dated September 22, 2000, File No. 07117-10, Report No. 00-09-772. Report of Testing and Observation During Rough Grading prepared by Earth Systems Southwest dated August 28, 2002, File No. 07117-11, Report No. 01-07-718. Geotechnical Update prepared by Sladden Engineering dated February 25, 2003, Project No. 544-2199, Report No. 03-02-106. Report of Observations and Testing During Fine Grading prepared by Sladden Engineering dated August 13, 2003, Project No. 544-2199, Report No. 03-04-225. As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed single family residence. The project site is located on Lot 323 of Tract 29894-2 within the Hideaway Golf Club development in the City of La Quinta, California. It is our understanding that the proposed residence will be a relatively lightweight wood frame structure supported by conventional shallow spread footings and concrete slabs on grade. r; The lot was previously graded during the rough grading of the Hideaway project site and was recently regraded. The rough grading- included overexcavation of the native surface soils along with the placement of engineered fill material to construct the building pads. The recent regarding included processing the surface soils along with minor cuts and fills to construct the individual building pads. Some additional overexcavation was performed in areas where the building envelopes were reconfigured. The site grading is summarized in the referenced Report of Observations and Testing During Rough Grading along with the compaction test results. 11 V February 5, 2004 -2- Project No. 544-4049 04-02-102 The referenced reports include recommendations pertaining to the construction of residential structure foundations. Based upon our review of the referenced reports, it is our opinion that the structural values included in the referenced grading report remain applicable for the design and construction of the proposed residential structure foundations. Because the lot has been previously rough graded, the remedial grading required at this time should be minimal. The building area should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted so that a minimum of 90 percent relative compaction is attained prior to fill placement. Any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. Allowable Bearing Pressures: The allowable bearing pressures recommended in the grading report prepared by Sladden Engineering remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500. psf and 2000 psf, respectively. An allowable increase of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. The bearing soils are non -expansive and fall within the "very low" expansion category in accordance with Uniform Building Code (UBC) classification criteria. Pertinent 1997 UBC Seismic Design parameters are summarized on the attached data sheet. If you have questions regarding this letter or the referenced report, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERI G R"OrSSi r4 r� -Z- Z Brett L. Ande son C/) m m' 0 =y Principal Engineer LU No C 45389 p.9130/06 1 SER/pc �r OF CAL\F Copies: 4/D. L. Freeman Sladden Engineering ` February 5, 2004 -3- Project No. 544-4049 04-02-102 1997 UNIFORM BUILDING CODE INFORMATION The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in- Chapter 16. Concepts contained in the code that will be relevant to construction of the proposed structure are summarized below. Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large, earthquakes. Major fault zones considered to be most likely to create strong ground shaking at the site are listed below. Fault Zone Approximate Distance From Site Fault Type (1997 UBC) Sari Andreas 9.8 km A San Jacinto 26 km A Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is SD, generally described as stiff or dense soil. The site is located within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. Sladden Engineering Near -Source Near -Source Seismic . Seismic Seismic Acceleration Velocity Coefficient Coefficient Source Factor, Na Factor, N� Ca C� San Andreas 1.01 1.22 0.44 Na 0.64 N� San Jacinto 1.0 1.0 0.44 Na 0.64 N� Sladden Engineering r ESI,/FME,Inc. STRUCTURAL ENGINEERS & CONSULTANTS MEMO LETTER MEMO LETTER NO.: 05-03-15 PROJECT The Hideaway Lot 323 DATE : March 15, 2005 LOCATION: La Quinta, California PROJECT NO: 204-4116 DEVELOPER: D.L. FREEMAN, INC. - CLIENT NO : BBG 240-0900 FILE NO : 4116MO2 ARCHITECT : BBG ARCHITECTS, INC. SHEET NO :1 OF 3 ATTENTION: Vince with D.L. Freeman REGARDING 1) Header between Morning Rm and Covered Terrace should have been a 5 1/4",x 11 7/8" PSL due to change in roof framing. Clarification on header location, see partial framing plan on following sheet. Thank you for bringing this matter to our attention. If you have any questions, please do not hesitate to give us a call. ISSUED BY COPIES TO: E S I/ F M E -AN (3) D.L. FREEMAN STRUCT y '�� ` �?r4L� ' < ERS Attn: Vince ��Q�.� �rRAr�^L �� o� fax: (760) 773-9065 BY: ! (1) E5 C-3 BBG ARCHITECTS w E. Attn: Anton Marinkovich fax: (714) 434-4885 Da ny M' for ESI/FM 1800 E. 16th Street,. Santa Aha, CA 92701 • (714) 835-2800 9 Fax (714) 835-2819, ESI/FME, Inc.*, STRUCTURAL ENGINEERS "The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, California Sheet Date 03-15-05 JN. 104AI 16 ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet 3 -op 3 Date 03-15-0 JN. 104-4116 "The Hideaway- Lot 323 " / D.L. TR. EEMAN La Quinta, California A) Beam btwn Morning Rm and Covered Terrace Length = 12.5 ft. P1 _ lbs = @L1 = 1.5 ft. P2 = lbs = @ L2 = 0 ft. ♦tom=► w: Roof = 45 'psf 32/2 + ( p ) ( 0 ) = 720.0 plf P1 P2 Wall = ( 14 psf ) ( 6 + 0 ) = 84.0 Floor = ( 52 psf ) ( 0 + 0) = 0.0 �'.R1 R2 %'. D. L. of Beam . . . . . . . . . . . . . . . = 25.0 w = 829.0 plf Fb_= 2900 psi. M = 16191 ft -Ib= 194.3 in -k S = Moment / 1.000 Fb 67.0 in^3 Reactions: *RL= 5181 lbs Fv = 290 psi ; d = 11.875 in. *RR= 5181 lbs V = . R(max)-(w*d)= 4361 lbs. A= 1.5 V / 1.000 Fv = 22.6 in^2 Req'd Sec. Properties Prov'�d *S = 67.0 in A 3 123.39 Allow defl = L 1 360 = 0.42 in . *'A = 22.6 sq. in. 62.34 E _ 2 x 10**6 psi * I = 546.5 in^4 732.62 =5*M*L^2 / 48*E*d= 546 in^4 Estimated defl = 0.311 in. U S E 5.25 x 11.9 PARALLAM PSL 2E U S E 6 x 16 W.C.D.F. #- 1 ESI/FM.E91nc. STRUCTURAL ENGINEERS & CONSULTANTS PLAN CHECK REPLY PLAN CHECK BY THE CITY OF INDIAN WELLS DATE MAY 4,'2004, PROJECT NO: 104-4116 PROJECT : THE HIDEAWAY -LOT 323 CLIENT NO FILE NO 4116PC1 DEVELOPER: D.L. FREEMAN SHEET NO 1 OF 5 ARCHITECT: BBG ARCHITECTS, INC. REGARDING: PLAN CHECK NO. 0403-327 BY JIM JOHNSON, DATED 03/26/04, (760)960-5770 ITEMS FROM PLAN CHECK CORRECTION LIST ITEM PL SHT REPLY GENERAL COMMENTS: (STRUCTURAL) 1 Truss calculations and layouts will be reviewed and approved by the engineer of record upon re -submittal. 2 Note added to revised SGN sheet. 3 Beam 16 has been identified on the revised framing plan. 4 Beams 17 and 18 are identified on the revised framing plan. �"�• 5 Please refer to the span table attached to this reply. 6 Soils report to be submitted by the developer. 7. Shear walls revised to conform with the structural calculations. 8 Shear wall analysis added to the structural calculations as wall #29. 9 Height to width ratio of 3-1/2 : 1 is allowed for 1 -story group U occupancy per table 23 -11 -G, -foot note #3 of UBC. 10 Please refer to detail 1 of FD1sheet for slab info. 11 .Grade beam calculation for the worst case is provided along with this plan -check reply. Please refer to plan check set for responses in green ink to the red mark comments. ISSUED BY: ESI / F M E -' INC, QQ-OFESS/ON C 3) STRUCTURAL EN' CN�BRsrso� l� BUILL7i�' YpEPBY:� O tR .33307 mAPPVEDT`i3 FOR COUCTION uanny for ES 1800 E. 16th Street, Santa Ana, CA 92701 - (714) 6-INe-741 hitL*1t &C1 t OF 135-2800 - Fax (714) 835-2819 elw• rem :.s 1 [� deflection = L / 240, D L + L L ( 1/2" DEFLECTION MAX) S=MlFb A=1.5V/Fv deflection = L/360, LL M=S"Fb V=A'Fv/1.5 1=5'w,'LA4/384'E'd M=w'L^2/8 V=.w'(L/2-d) L^2=8'M/w (U2-d)=V/w L^4=1'384"E"(L/240)/5"w L^2=8"S'Fb/w (L/2-d)=A'Fv/ 1.5'w L^3=1'384'E' /5'w'240 ... DL @Sgrt(L)=8'S'Fb/w Li2=(A"Fv/ 1.5"w)+d L=2"[(A'Fvl1.5'w)+dl. L^3=1"384'E" /5'w"360 ... LL file: JOIST-SP.wk1 S P A N T A B L E S (Based on 1991 NDS) revised 10/94 S. S ROOF RAFTERS/ JOIST ROOF RAFTERS /JOIST ROOF RAFTERS / JOIST ROOF RAFTERS /JOIST FLOOR JOIST FLOOR JOISTIG I P CEILING SLOPE > 4:12 (SHAKE) SLOPE.< 4:12 (ROCK) SLOPE > 4:12 ( TILE) SLOPE. < 4:12. (TILE) LL = 40 psf. LL = 40 psf Z A w/o concrete w/ concrete E C w: dr all w/o drywall w. dr II w/o dr all w. dr II w/o dr II w. dr all w!o dr II w. drywall w. drywall w. drywall •G No.2 No.2 No.2 No.2 No.2 No.2 No.2 No.2 No.2 No.2 No.2 No.2 121 9.1 16 x Fb 1510 2 Fv 95 x 16 8.3 _ E Fb 1.6 13102 4 24 1.2 7.2 14.7 12.5 ; 12.3 11.4 11.3 11.9 11.7 11.6 .11.41 10.2 9.9 12 2 Fv 95 x 161 13.3 11.7 11.5 10.6 10.5 11.1 10.9 10.8 10.6 9.31 8.5 16 x E 1.6 6 241 11.7 10.5 10.4 8.9 8.7 9.7 9.4 9.1 8.9 7.6 7.0 24 6 Fb 1210 2 121 20.3 16.0 15.7 14.5 14.3 15.2 14.9. 14.7 14.5 13.4 12.9 12 2 Fv95 x 16 18.4 14.9 14.6 13.5 13.3 14.1 13.9 13.7 13.5 12.4 11.3 16 x E 1.6 8 24 16.1 13.4 13.2 11.8 11.5 12.8 12.5 12.1 11.8 10.1 .9.2 24 8 Fb 1105 2 12 25.9 19.2 17.4 17.2. 18.2 17.9 17.7 17.4 16.1 15.4 12 2 Fv 95 x 16 23.5 17.8 .18.8 17.5 16.2 16.0 16.9 16.7 16.5 16.2 15.0 13.8 16 x E 1.6 10 24 19.8 16.1 15.8 14.4 14.0 15.3 15.1 14.8 14.4 12.3 11.3 24 10 Fb 1005 2 12 22.2 21.8 20.2 19.9 21.1 20.8 20.5 20.2 18.7 17.9 12 2 Fv 95 x 16. 20.7 20.3 18.8 18.6 19.6 19.3 19.1 18.8 17.4 16.0 16 x E 1.6 12 24 ;:::. 18.7 18.3 16.7 16.3 17.7 17.5 17.2 16.7 14.3 13.1 24 12 : -- - 77777777777T777 21.1 20.2 12 2 Fb 905 2 12 --- 19.5 17.9 16 x Fv 95 x 16 ::.::..:;z; 16.0 14.6 24 14 E . 1.6 14 24 11....::::;:; .. .:: �L (nsfll� 10T- 161 161 201 201 16 161 20 20 40 40 deflection = L / 240, D L + L L ( 1/2" DEFLECTION MAX) S=MlFb A=1.5V/Fv deflection = L/360, LL M=S"Fb V=A'Fv/1.5 1=5'w,'LA4/384'E'd M=w'L^2/8 V=.w'(L/2-d) L^2=8'M/w (U2-d)=V/w L^4=1'384"E"(L/240)/5"w L^2=8"S'Fb/w (L/2-d)=A'Fv/ 1.5'w L^3=1'384'E' /5'w'240 ... DL @Sgrt(L)=8'S'Fb/w Li2=(A"Fv/ 1.5"w)+d L=2"[(A'Fvl1.5'w)+dl. L^3=1"384'E" /5'w"360 ... LL file: JOIST-SP.wk1 0 1 0 Title Dsgnr: Description: Scope: Usie"r. RVVZ60'n, Ver 5.6.1, 25-Od-MO2 Combined Footing Design (c)1983-2002 ENERCALC Engineering Software Description GRADE BEAM CHECK ON SHEAR WALL 16 Job # Date: 9:14AM, 4 MAY 04* Page i Ofiles'Al 16\Qrdbmchk.ecw:.r-a1cu1ationr . . . General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allow Soil Bearing 1,500.0 psf fc 2,500.0 psi Seismic Zone 4 Fy 45,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 Short Term Increase ti 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined Dimensions 1,794.23 psf ....................................................... Footing Size... Column Support Pedestal Sizes Distance Left 3.00 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 10.00 ft ...Height 0.00 in Distance Right 2.00 ft #2: Square Dimension 0.00 in Footing Length 15.00 ft ...Height 0.00, in Width 1.00 ft Thickness 18.00 in 0.24.4 in2/ft Loads Min. Overturning St6bili- ................................................ Vertical 1.655:1 ............................ .................. 0) Left Column LW Right Column Dead Load 1.050 k 2.360 k Live Load k Short Term Load .............................. Soil Pressure @Left k k Applied Moments... ACI Factored ........... .. Eccentricity Dead Load 224.7 k -ft k -ft Live Load 1.237 ft k -ft k -ft Short Term Load 1,995.0 psf k -ft 21.640 k -ft Applied Shears... Soil Pressure @ Right End Dead Load Eq. 9-3 0.0 psf k k Live Load 665.0 k k Short Term Load 1.237 ft k 2.404 k . . . Footing Design OK . . . . . . . . . . . . . . . . . . . . . . . . . . . . -------- . . Length = 15.00ft, Width = 1.00ft, Thickness = 18.00in, Dist. Left = 3.00ft, Btwn. = 10.00ft, Dist. Right = 2.00ft Maximum Soil Pressure 1,794.23 psf Allowabl( 1,995.00 psf Steel Req'd @.Let 0.244 in2/ft Max Shear Str * esc 9.44 psi Steel Req'd @ Cente 0.773 in2/ft Allowabl( 85.00psi -.'Steel Req'd @ Righ 0.24.4 in2/ft Min. Overturning St6bili- 1.655:1 Soil Pressures .............................. Soil Pressure @Left Actual ................................. Allowable ACI Factored ........... .. Eccentricity Dead + Live 224.7 1,500.0 psf Eq. 9-1 314.6 psf 1.237 ft Dead+Live+Short Term 0.0 1,995.0 psf Eq. 9-2 0.0 lost. 5.021 ft Soil Pressure @ Right End Eq. 9-3 0.0 psf Dead+ Live 665.0 1,500.0 psf Eq. 9-1 931.0 psf 1.237 ft Dead+Live+Short Term 1,794.2 .1,995.0 psf Eq. 9-2 2,511.9 psf 5.021 ft Stability Ratio 1.7 :1 Eq. 9-3 1,614.8 psf Title Dsgnr,: Description Scope Job # Date: 9:14AM, 4 MAY 04. LRev". 560100 User. KW -06077, Vet 5.6.1, 25 -Oct -2002 Combined Foo'ting Design Page 2 (c)103-2002 ENERCALC Engineering Software e:\files141161grdbmchk.ecw.Calculabons Description GRADE BEAM CHECK ON SHEAR WALL 16 Moment & Shear Summary (values for moment are given per unit width of looting) ............................. Moments... ........ .............. ACI 9-1 ...... ACI 9-2 -ACI 9-3 Mu @ Cot #1 0.23 k-ft/ft -1.37 k-ft/ft -0.88 k-ft/ft Mu Btwn Cols -3.50 k-ft/ft -28.85 k-ft/It -30.27 k-ft/ft Mu @ Col #2 1.25 k-ft/ft 3.96 k-It/ft 2.55 k-ft/ft One Way Shears... Vn: Allow * 0.85 85.000 psi 85.000 psi 85.000 psi Vu @ Col #1 0.483 psi 3.135 psi 2.016 psi Vu Btwn Cols 8.708 psi 0.000 psi 0.000 psi Vu @ Col #2 2.776 psi 9.435 psi 6.065 psi Two Way Shears... Vn:Allow' 0.85 170.000 psi 170.000,psi 170.000 psi Vu @ Col #1 1.516 psi. 2.277 psi 1.589 psi' Vu @ Cot #2 2.956 psi 1.037 psi 0.667 psi LReinforcing values given per unit widtti of fboting ..........................----------------------------------- .............................................................................................................................. @ Left Edge of Col #1 Between Columns - - - @ Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 1.22 psi. 0.244 in2lft 18.50 psi -0.244 in2lft 6.62 psi 0.244in2/ft ACI 9-2 7.24 psi -0.244 in2lft 152.49 psi -0.773 in2lft 20.95psi 0.244in2/ft ACI 9-3 4.66 psi -0.244 in2/ft 159.97 psi -0.773 in2lft 13.47psi 0.244in2/ft ACI Factors (per ACI, applied internally to entered loads) • ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750. UBC 1921.2.7 14' Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ti 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST 1.100 • PROJECSTtructural calculations on " THE HIDEAWAY - LOT 323"for D.L. FREEMAN INC. to be built in La Quinta, California THE HIDEAWAY - LOT 323.'. BASED ON 1997 UBC/2001 CBC Date : FEB. 27, 2004 Revisions Cliem ARCHITECTS Client Job No. Shipped: Job No. 204-4116 8 qnu 1800 E. 16th Street, Santa Ana, CA 92701 • . (714) 835-2800 Fax (714) 835-2819 ES. I/FME, Inc. STRUCTURAL ENGINEERS ROOF: TILE Z O F Z I Date FLOOR: JN. 204-4116 Slope: > 4:12 PROJECT ENGINEER: n CALCS BY: D.M. DATE: ASSOC. CHECK: Live Load = 16.0 psf Live Load DATE: psf Dead Load: P/T FOUND. Rev.: DATE: PLAN CHECK: .=40.0 DATE:. Roofing Mtl. = L 17.0 psf D.L. of F.F. = 5.0 psf Sheathing = 1.5 Init.: Sheathing = 1.5 DATE: Roof Framing = 3.0 Init.. Floor.Joists = 3.0 Drywall . = 2.5 Drywall = 2.5 Miscellaneous = 1.0 Miscellaneous = 0.0 Total D. L. = 25.0 psf Total D. L. =12.0 psf Total Load = 41.0 psf Total Load = 52.0 psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer • is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non— structural elements is the responsibility of the architect or designer, unless specifically shown otherwise.. 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project. shall be submitted to E S I / F M E, Inc. in writing for their review and comment. These calculations are meant to be used . 'by a design professional, omissions are intended. • 5. Copyright © — 1994 by E S I / F M E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of ESI/FME, Inc. Sheet Z O F Z I Date O JN. 204-4116 PROJECT DESCRIPTION: SHTS:' 2 3 .2Z Z.�j b. "THE HIDEAWAY - LOT 323 " O For D.L. FREEMAN Init.: DATE: La Quinta, California PROJECT ENGINEER: n CALCS BY: D.M. DATE: ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: P/T FOUND. Rev.: DATE: PLAN CHECK: DATE: REVISIONS: O ESI / F M E, Inc — Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: s5--a_r .eF DATE NIC/VIL #A 2.1 A SHTS:' 2 3 .2Z Z.�j b. DATE: Y/5_/V. O SHTS: Init.: DATE: Init.: OSHTS: DATE: . IInit. O SHTS: DATE: Init.: O SHTS: DATE:. Init.: O SHTS: DATE: Init.: SHTS: DATE: Init.. ESI / F M E, Inc — Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: s5--a_r .eF DATE NIC/VIL #A 2.1 A ESI/FME, Inc. STRUCTURAL ENGINEERS DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 1997 UNIFORM BUILDING CODE REV. 7699 In all cases calculations will supersede this design criteria sheet. r Sheet Z Date FEB 7 1004 JN. 4 i. Douglas Fir -Larch - 19% max. moisture content I 4x6,8 #2/#1: Fb = 1140/1300 psi; tv=95 psi; E=1.6 2x4 #2: Fb = 1315/1510 psi; fv=95 psi; E=1.61 4x10 #241: Fb = 1050/1200 psi; fv=95 psi; E=1.6 2x6 #2: Fb = 1140/1310 psi; fv=95 psi; E=1.61 4x12 #241: Fb = 965/1100 psi; fv=95 psi; E=1.6/1.7 2x8 #2: Fb = 1055/1210 psi; fv=95 psi; E=1.61 4x14 #241: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x10 #2: Fb = 965/1105 psi; fv=95 psi; E=1.61 4x16 #241: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x12 #2: Fb = 875/1005 psi; fv=95 psi; E=1.61 6x10 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 2x14 #2: Fb = 790/905 psi; fv=95 psi; E=1.61 6x12 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir -Larch fb=2900.psi; fv=290.psi; E=2.OE6 psi Ind. App. Grade: Fb=2400 psi;Fv=165 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285psi;E=1.8 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete .................................................. f = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads .................. f = 2500 psi w/o inspection. All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL •1. All reinforcing shall be A.S.T.M. A-615-40 for #5 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for #6 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9". min. 2. Splicing of bars shall have lapping or 40 dia. or 2'-0" min. in all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have lappings. of 40 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O.: A. Poured against earth .............................. 3" . B. Poured against form below grade........... 2" C. Slabs on grade (from top of slab)............ 1" D. Columns and beams to main bars.......... 2" 1. Fabrication and erection of structural steel snail De in accoraance with 5pecmcauons Tor the uesign; Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot -dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of nailers. U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). 1. Concrete block shall be of sizes shown on arcnitecturai arawings ana/or caiiea Tor in speciTications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). • • M E S I ESI/FME, Inc. STRUCTURAL ENGINEERS GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (1997 Uniform Building Code) REV.626M Sheet 2- a� Date FEB 2 7 2004 JN. 4 1 1 A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O. D. Provide 4x or 2-2x members under sole plate nailing less than 6" o/c. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post min. F. All hardware is to be Simpson Strong-Tie"m or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts @ 72" o.c., U.N.O. (WS5884 Ramset/Redhead may be used in lieu of anchor bolts, as a fix) I. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases. Recommend Ramset/Redhead 1516SD @ 24" o.c. J. All conventional framed portions of structure are to be constructed per section 2320 of the 1997 Uniform Building Code, U.N.O. K. All nailing is to be per table 23 -II -B-1 of the Uniform Building Code, U.N.O. L. All nails to be "common",. U.N.O. SOLE PLATE LEGEND MARK: DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o/c SCR8 :.3/8"o x 6.5" Sole Plate Screws at 8 "o/c SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"o x 6.5" Sole Plate Screws at 6 "o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4'b/c SPN3 : 16d Sole Plate Nailing at 3"o/c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION HARDWARE LEGEND MARK: DESCRIPTION MARK: DESCRIPTION AB64 : 5/8"o x 10" Anchor Bolts at 64"o/c 244: Provide a total of 244 at top & 244 at AB56 : 5/8"o x 10" Anchor Bolts at 56"o/c bottom of footing, 3' past posts AB48 : 5/8"o x 10" Anchor Bolts at 48"o/c 344: Provide a total of 344 at top & 344 at AB40 : 5/8"o x 10" Anchor Bolts at 40"o/c bottom of footing, 3' ast posts AB32 : 5/8"o x 10" Anchor Bolts at 32"o/c 444: Provide a total of 444 at top & 444 at AB24 : 5/8"o x 10" Anchor Bolts at 24"o/c bottom of footing, 3' past posts AB16 : 5/8"o x 10" Anchor Bolts at 16"o/c HD2A : (1) Simpson HD2A per. post AB8 5/8"o x 10" Anchor Bolts at 8"o/c HD5A : 1 Simpson HD5A per post AB32X: 5/8"o x 12" Anchor Bolts at 32"o/c HD6A (1) Simpson HD6A per post AB24X: 5/8"o x 12" Anchor Bolts at 24"o/6 HD8A (1) Simpson HD8A per post AB16X: 5/8"o x 12" Anchor Bolts at 16"o/c HD10A: (1) Simpson HD10A per post AB8X : 5/8"o x 12" Anchor bolts at 8"o/c HD14A: 1 Simpson HD14A per post 2AB : (2) 5/8"o x 10" Anchor Bolts HD20A: (1) Simpson HD20A per post 3AB : (3) 5/8"o x 10" Anchor Bolts HPA : (1) Simpson HPAHD22 per post 2ABX :(2) 5/8"o x 12" Anchor Bolts HPA2P : (1) Simpson HPAHD22-2P per post 3ABX 3 5/8"o x 12" Anchor Bolts HTT22 : (1) Simpson HTT22 per post NOTE: Provide 2"sq. x 3/16* thick plate washers for all sill plate A.B.'s. ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet 2.A Date FEB 2 7 JN. 4 1 1.1 .6 H O R I Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior (Tables 23 -II -H and 23 -II -E-1 UBC). ROOF: Joist Spacing </= 24" o.c.: 15/32" Wood Struct. Panel, 24/0,.w/ 8d common nails @ 6" o.c. at edges & boundaries, 12" o.c. field. FLOOR: Joist Spacing </= 16" o.c.: 19/32" Wood Struct. Panel T&G' shtg, 32/16, w/10d common nails @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing </= 20" o.c.: 19/32" Wood Struct. Panel T&G' shtg, 4020, w/10d common nails @ 6" o.c. at edges & bound., 10" o.c. field. • Joist Spacing </= 24" o.c.: 23/32" Wood Struct. Panel T&G' shtg, 48/24, w/1 Od common nails @ 6" o.c. at edges & bound., 10" o.c. field. Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. . FILE# 97LAT3A4 LATERAL SHEAR NOTES ( rev. 5/31 /00) (1997 UBC; SEISMIC ZONES •3 & 4) FRAMING MEMBERS Q VERTICAL: DOUG FIR -LARCH @ 16" o.c. 1 — (2) LAYERS 5/8" Blocked Drywall with 6d cooler nails @ 9" o.c. at edges & field at base layer, 8d cooler nails @ 7" o.c. at edges & field at face layer................................................................ 125 plf 2 -12" Drywall with 5d cooler.nails @ 7" o.c at edges and field. (Table 25-1 UBC).............................................................. 50 plf 3 — 5/8" Drywall with 6d cooler nails @ 7" o.c at edges and field. (Table 25-1 UBC).....:........................................................, 58 ,plf 4 — 12" Drywall with 5d cooler nails @ 4" o.c at -edges and field. (Table 25-1 UBC)............:............................................... 63 plf 5 — 5/8" Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC).............................................................. 73 plf 6 —12" Blocked Drywall with 5d cooler.nails @ 4" o.c at edges and field. (Table 25-1 UBC) .....................:....... plf 7 — 5/8" Blocked Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC) ................................................ 88 plf 8 — 7/8" Stucco over approved lath with 16 gauge staples @ 6" o.c. at top and bottom plates, edges of shear wall, and field. (Table 25-1 UBC)............................................................................'180 plf 9 — 7/8" Stucco over approved latti with 16 gauge staples @ 3" o.c. at top and bottom plates, edges of shear wall, and 6" o.c. at field. (ICBO report No. 1254, or equal) ................:.................. 260 plf 10 — 3/8" Wood Structural Panel w/ 8d common nails @ 6" o.c @ edges & 12"o.c. @ field. (Table 23 -II -1-1 UBC)...............260 plf 11 — 3/8" Wood Structural Panel w/ 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. (Table 23 -II -1-1 UBC)...............350 plf 12 -- 3/8" Wood Structural Panel w/ 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 23 -II -1-1 UBC)...............490 plf 13 — 3/8" Wood Structural Panel w/ 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. (Table 23 -II -1-1 UBC)...............640 plf 14 —12" (or 15!32") Wood Structural Panel w/ 10d common nails @ 2" o,c at edges and 12" o.c. at field (Table 23 -II -1-1 UBC)...................................................................................................................................................... 770 plf . 15 —12" (or 15/32") Structural I Wood Panel w/ 10d common nails @ 2" o.c at edges and 12" o.c. at field (Table 23 -II -1-1 UBC)..............................................................................................................................:....................... 870 'plf . NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories (this includes OSB) These values are for Doug -Fir Larch or .Southern Pine, other lumber species may differ in shear capacities. b. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at foundation sill. plates & all framing members receiving edge nailing from abutting.panels.. Nails shall be staggered. Provide 2x members otherwise. d. 2"X2"x3/16" steel plate washers are required on each bolt. (UBC sect. 1806.6.1) . H O R I Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior (Tables 23 -II -H and 23 -II -E-1 UBC). ROOF: Joist Spacing </= 24" o.c.: 15/32" Wood Struct. Panel, 24/0,.w/ 8d common nails @ 6" o.c. at edges & boundaries, 12" o.c. field. FLOOR: Joist Spacing </= 16" o.c.: 19/32" Wood Struct. Panel T&G' shtg, 32/16, w/10d common nails @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing </= 20" o.c.: 19/32" Wood Struct. Panel T&G' shtg, 4020, w/10d common nails @ 6" o.c. at edges & bound., 10" o.c. field. • Joist Spacing </= 24" o.c.: 23/32" Wood Struct. Panel T&G' shtg, 48/24, w/1 Od common nails @ 6" o.c. at edges & bound., 10" o.c. field. Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. . FILE# 97LAT3A4 ESI/FME, Inc. STRUCTURAL ENGINEERS "The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, California v �P1 • P2 R1 R2 Drop Beam at left side of Owner's Suite: Length = 12.5 ft. - P1 = lbs = P2 = lbs = w: Roof = ( 41 psf ) ( 30/2 + Wall = ( 10 psf ) ( 2 + Floor = ( 52 psf ) ( 0.+ D. L. of Beam . . . . . . . . . . . . . w Fb = 2900 psi. M = 12695 ft -Ib= 152.3 in -k. S = Moment / 1.250 Fb = 42.0 in^3 Fv = 1 290 .psi ; d = . 11.875 in. V = R(max)-(w*d)= 3419 lbs. A= 1.5 V / 1:250 Fv = 14.1 in^2 Allow defl = L / 360 = 0.42 in E = 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 428 in^4 U S E 5.25 x Sheet 3 Date 02-05-04 JN. 104-4116 @ L1 = .:3.75 ft. @ L2 = 4.25 ft. 0)= 615.0plf 0) = 20.0 0) = 0.0 15.0 = 650.0 pif Reactions: *RL= 4063 lbs *RR= .4063 lbs Req'd Sec. Properties Proved *S = 42.0 in^3 123.39 *A 14.1 sq. in. 62.34 * 1 = 428.5 in^4 732.62 Estimated deft = 0.244 in. 11.9 PARALLAM PSL 2E 2O Flush Beam over Den/Office: Length = 14.5 ft. P1 0 lbs= 0 @ L1 P2 0 lbs= @ L2 = . Ll w: Roof _ ( 41 psf) ( 23.5/2 + 1.5 ) = 543.3 plf -� P1 P2 Wall = ( 14 psf ) ( 9 + 0) _ . 126.0 l,w 7,77<,.:, �� Floor = ( 52 psf ) ( 1 *+. 0) _ 52.0 R1 R2 D. L. of Beam . . . . . . . . . . . . . . = 15.0 w = 736.3 plf Fb = 2900 psi. M = 19350 ft -Ib 232.2 -in-k S = Moment. 1.000 Fb = . 80.1 in^3 Fv = 290 psi ; d = 11.875 in. V = R(max)-(w*d)= 4609 lbs. A= 1.5 V / 1.000 Fv = 23.8 in^2 • Allow defl = L / 360 = 0.48 in E = 2 x 10**6, psi =5*M*L^2 / 48*E*d= 758 in^4 file :p1b1.wk4 U S E 5.25 x Reactions: *RL= 5338 lbs *RR= 5338 lbs 2 ft. 0 ft. Req'd Sec. Properties ProVd *S = 80.1 in"3 123.39 *A = 23.8 sq. in. 62.34 * I = 757.5 in^4 732.62 Estimated defl =0.500 in. 11.9 PARALLAM PSL 2E • ESI/FME, Inc. STRUCTURAL ENGINEERS "The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, California O P1 P2 R1 R2 P1+P2 R1 R2 Flush Beam at rear of Library: Length = 12.5 ft. P1 = 3844 lbs = 41*25/2*15/2 P2 = 867 lbs = 04*9+52*3/2)*8.5/2 w: Roof = ( 41 psf ) ( 25/2 + 1.5 ) = Wall =( 14 psf)( 9 + 0 )= Floor = ( 52 psf ) ( 1 + 0) _ D. L. of Beam . . I . . . . . . . . _ W = Fb = 2900 psi. M = 22895 ft -Ib= 274.7 in -k. S =Moment/ 1.000 Fb = 94.7 in^3 Fv = 290 psi . ; d = 11.875 in. V= R(max)-(w*d)= ' 7992 lbs. Sheet Date 02-05-04 JN. 104-4116 @ L1 10.5 ft. @ L2 = 10.5 ft. 574.0' plf 126.0 52.0 15.0 767.0 plf Reactions: *RL= 5547 lbs *RR= 8751 lbs A= 1.5. V / 1.000 Fv = 41.3 in^2 Req'd Sec. Properties Prodd *S = 94.7 in^3 123.39 Allow defl = L / 360 = 0.42 in *A = 41.3 sq. in. 62.34 E = 2.x 10**6 psi * I = 772.7 in^4 732.62 I=5*M*L^2 / 48*E*d= 773 in^4 Estimated deft =0.439 in. U S E 5.25 x 11.9 PARALLAM PSL 2E Flush Beam btwn Dining Rm & Living Rm: Length = '20 ft. P1 = 3972 lbs= 41 *25/2*15.5/2 P2 = lbs= w: Roof = (. . 41 psf) ( 0 + 1.5) _ Wall = ( 14 psf ) ( 9 + Floor = ( 52 psf ) ( 12.5/2 + 0) _ D. L. of Beam . . . . . . . . . . . . . _ w = @L1 = @ L2 = 61.5 plf 126.0- 325.0 25.0 537.5 plf 6.5 ft. 7 ft. Fb = 2900 psi., M = 44302 ft -Ib= 531.6 -in -k. S = Moment. 0.956 Fb = 191.8 in^3 Reactions: *RL= 8056. lbs Fv = _ 290 psi ; d = 18 in. *RR= - 6666 lbs V= R(max)-(w*d)= - 7250 lbs. A= 1.5 V / 0.956 Fv = 39.2 in^2 Req'd Sec. Properties Proved * S = 191.8 in^3 263.50 Allow defl = L / 360 = 0.67 in * A = . 39.2 sq. in. 94.50 E=. 2 x 10**6 psi * I = 2392.3 in^4 2551.50 =5*M*L^2 / 48*E*d= 2392 in^4 Estimated defl =0.625 in. file :plb2.wk4 USE 5.25 x 18 PARALLAM PSL 2E ESI/FME, Inc. STRUCTURAL ENGINEERS "The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, California Sheet � Date 02-05-04 JN. 104-4116 ODrop Beam at Rear of Living Rm Covered Terrace: Length = 15.5 ft. P1 = lbs = @L1 = 0 ft. P2 = lbs = @ L2 = 0 ft. �- 2 w: Roof = ( 41 psf ) ( 14/2 + 1.5 ) = 348.5 plf � P1 LP2 Wall = ( 14 psf ) ( 2 + 0 ) = 28.0 1 V -W; :. t ti, Floor = ( 52 psf ) ( 0 + 0) _ 0.0 R1 R2A D. L. of Beam . . . . . . . . . . . = 15.0 W = 391.5 plf Fb = 2900 psi. M = 11757 ft -Ib= 141.1 in -k. S.= Moment / 1.250 Fb = 38.9 in^3 Reactions: *RL= 3034 lbs Fv = .290 psi ; d = 11.875 in. *RR= 3034 lbs V= R(max)-(w*d)= 2647 lbs. A= 1.5 V / 1.250 Fv = 11.0 in^2 Req'd Sec, Properties ProJd *'S = 38.9 in^3 123.39 Allow defl = L / 360 = 0.52 in * A = 11.0 sq. in. 62.34 E= 2 .x 10**6 psi * I = 492.0. in^4 732.62 I=5*M*L^2 / 48*E*d= 492 in^4 Estimated defl =0.347 in. U S E 5.25 x 11'.9 PARALLAM PSL 2E ODrop Beam in Front of Living Rm: Length = 14 ft. P1 = lbs=@ L1 = 6.5 ft. P2 = lbs= @ L2 = 7 ft. W Roof = ( 41 psf) ( 24.5/2 + 1.5) = 563.8 plf - I P1 I P2 Wall = ( 14 psf) ( 6 + ) _ 84.0 -: T3 floor = ( 52 psf) ( 0 + 0) = 0.0 R1 R2 D. L. of Beam . . . . . . . . . . . . . . = 25.0 w = 672.8. plf Fb = 2900 psi. M = 16482 ft -Ib= 197.8 'in -k S = . Moment . 1.000 Fb = 68.2 in^3 Reactions: *RL= 4709 lbs Fv = 290 psi ; d = 11.875 in. *RR= 4709 lbs V = R(max)-(w*d)= 4044 lbs. A= 1.5 V / 1.000 Fv = 20.9 in^2 Req'd Sec. Properties Prov'd _ *S = 68.2 in^3 123.39 • Allow defl = L / 360. 0.47 in *A = 20.9 sq. in. 62.34 E = 2 x 10**6 psi * I = 623.0 in^4 732.62 =5*M*L^2 / 48*E*d= . 623 in^4 Estimated defl =0.397 in. fide :plb3.wk4 U S E 5.25 x 11.9 PARALLAM PSL 2E ESI/FME, Inc. STRUCTURAL ENGINEERS "The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, California Sheet Date 02-05-04 JN. 104-4116 O7 Flush Beam at left side of Kitchen: Length = 15 ft. P1 = lbs = @ L1 0 ft. P2 = lbs = @L2 = 0 ft. Ll w: Roof = ( 41' psf) ( 32/2 + 1.5) = 717.5 plf -� P1 P2 Wall = ( 14 psf) ( 9 + 0) = 126.0 -. Floor = ( 52 psf) ( 0 + 0) = 0.0 R1 R2 D. L. of Beam . . . . . . ... . . . . . .. = 25.0 w = 868.5 plf Fb = - 2900 psi. M' = 24427 ft -Ib= 293.1 in -k. S = Moment / 1.229 Fb = 82.3 in^3 Reactions: *RL= 6514 lbs Fv = 290 psi ; d = 14 in. *RR= 6514 lbs V = R(max)-(w*d)= 5501 lbs. A = 1.5 V / 1.229 Fv = 23.2 in"2 Req'd Sec. Properties Proved • *S = 82.3 in"3 171.50 - Allow deft = L / 360 - 0.50 in * A = 23.2 sq. in. 73.50 E= 2 x 10**6 psi *-I = 989.3 in"4 1200.50 I=5*M*L^2 / 48*E*d= 989 in"4 Estimated defl =0.412 in. U S E 5.•25 x 14 PARALLAM PSL 2E ODrop Beam at right side of Morning Rm: Length = 14 ft. .P1 = lbs= @L1 = 6.5 ft. P2 = lbs= @ L2. = 7 ft. �► w: Roof = ( 41 psf) ( .32/2 + 1.5) = 717.5 plf -� P1 P2 Wall _ ( 14 psf) ( 2 + ) _ 28.0 =vL�r=: ; , :.;; Floor = ( 52 psf) ( 0 + 0) _ 0.0 R1 R2 D. L. of Beam ... . . . . . . . = 25.0 w = 770.5 plf .. Fb = 2900 psi. M = 18877 ft -Ib= 226.5 -in-k S = Moment. 1.000 Fb = 78.1 in"3 Reactions: *RL= 5394 lbs Fv = 290 psi ; d = 11.875 in. *RR= 5394 lbs V =. R(max)-(w*d)= 4631 lbs. l . A = 1.5 V / 1.000 Fv = 24.0 in"2 Req'd Sec. Properties ProVd * S = 78.1. in^3 123.39 • - Allow defl = L / 360 0.47 in *A = 24.0 sq. in. 62.34 E= 2 x 10**6 psi * I = 713.6 in"4 732.62 I=5*M*L"2 / 48*E*d= 714 in"4 Estimated deft = 0.455 in. fide :plb4.wk4 USE 5.25 x 11.9 PARALLAM PSL 2E • is ESI/FME, Inc'. STRUCTURAL ENGINEERS "The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, California ODrop Beam at left side of Morning Rm Covered Terrace: Length = 17.5 ft. Sheet '/ . Date 02-05-04 JN. 104-4116 P1 = lbs @ L1 = P2 = lbs _ @ L2' w: Roof = ( 41 psf) ( 32/2 + 1.5 ) = 1717.5 plf -7 P1 JLP2 Wall = ( 14 psf) ( + 0 ) = 0.0 EVVEE�: ti r Floor = ( 52 psf) ( 0 + 0 ) = 0.0 R1 R21\. D. L. of Beam . . . . . . . . . = 15.0 w = 732.5 plf 0 ft: 0 ft. Fb = 2900 psi. M = , 28041 ft -Ib= 336.5 in -k. S = Moment / 1.211 Fb = 95.8 in^3 Reactions: *RL= 6409 lbs Fv = 290 psi ; d = 16 in. *RR= 6409 lbs V= R(max)-(w*d)= 5433 lbs. A= 1.5 V / 1.211 Fv = . 23.2 in^2 Req'd Sec. Properties Prov -d *S = 95.8 in^3 224.00 Allow defl .= L / 360 0.58 in *A- = 23.2 sq. in. 84.00 E _ 2.x 10**6 psi * I = 1324.9 in^4 1792.00 I=5*M*L^2 / 48*E*d= 1325 in^4 Estimated defl =0.431 in. U S E 5.25 x 16 PARALLAM PSL 2E Garage Dr. Header: Length= .18.5 ft.. P1 = lbs= P2 = lbs= - 2 w: Roof. _ ( 41 psf) ( 28/2. + ' 2) _ ~� P1p2 Wall = ( 14 psf) ( 2 + ) _ >.� :-T x, _., Y:: Floor = ( 52 psf) ( 0 + 0) _ R1 R2 D. L. of Beam . . . . . . . . . . _ w = Fb = 2900 psi. M = 30332 ft -lb=. 364 - in -k S = Moment. 0.969 Fb = 129.6 in^3 Fv = 290 psi ; d = 16 in. V = R(max)-(w*d)= 5613 lbs: A= 1.5 V / 0.969 Fv = 30.0 in^2 Allow defl = L / 360 = 0.62 in E = 2 x 10**6 psi =5*M*L^2 / 48*E*d= 1515 in"4' file :p1b5.wk4.. U S E 5.25 x @L1 = 6.5 ft. @ L2 = 7 ft. 656.0 plf '0.0 nr_ A 709.0 plf Reactions: *RL= 6558 lbs *RR= 6558 lbs Req'd Sec. Properties.Provd * S = 129.6 in^3 224.00 *A = 30.0 sq. in. 84.00 *. I = 1515.1 in^4 1792.00 Estimated defl = 0.521 in. 16 PARALLAM PSL 2E ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet Date 02-05-04 JN. 104-4116 "The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, California 11 Drop Beam in Front of Golf Cart Garage: Length = 10 ft. . P1 = lbs = @L1 = 0 ft. P2 = lbs = @ L2 = 0 ft. a l w: Roof = ( 41 psf) ( 28.5/2 + 2.5 ) = 686.8 plf P1 P2 Wall = ( 14 psf) ( 2 + 0 ) = 28.0 Floor _ ( .52 psf) ( 0 +0) = 0.0. R1 R27, D. L. of Beam . . . . . . . . . = 15.0 W = 729.8 plf . Fb = 1350 psi. M = 9122 ft -Ib= 109.5 in -k. S = Moment / 1.250 Fb = 64.9 in^3 Reactions: *RL= 3649 lbs Fv = 85 psi ; d = -9.5 in. *RR= 3649 lbs V= R(max)-(w*d)= 3071 lbs. A= 1.5 V / 1.250 Fv = 43.4 in^2 Req'd Sec. Properties Prodd *S = 64.9 in^3 82.73 Allow defl = L / 360 - - 0.33 in * A = 43.4 sq. in. 52.25 E = 1.6.x 10**6 psi * I = 307.9 in^4 392.96 I=5*M*L^2 / 48*E*d= 308 in^4 Estimated defl =0.261 in. U S E 6 x 10 W.C.D.F. # 1 12 Drop Beam btwn Guest House and Garage: Length = 11 ft. P1 = lbs= @L1 = 6.5 ft. P2 = lbs= @ L2 = 7 ft. -► w: Roof = ( 41 psf) ( 23/2 +. 1.5.) = 533.0 plf Pl I P2 Wall = ( 14 psf) ( 6 + ) = 84.0 k Floor = ( 52 psf) ( 0 + 0) = 0.0 R1 R2 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 632.0 plf Fb = 2900 psi. M = 9559 ft -Ib= 114.7 ,in -k S = Moment. 1.000 Fb = 39.6 in^3 Reactions: *RL= 3476 lbs Fv = 290 psi ; d = 9.5 in. *RR= 3476 lbs V = R(max)-(w*d)= 2976 lbs. - A= 1.5 V / 1.000 Fv = 15.4 in^2 Req'd Sec. Properties Prov'd *S = 39.6 in^3 78.97 • Allow defl = L / 360 - 0.37 in *A = 15.4 sq. in. 49.88 E = 2 x 10**6 psi * I = 283.9 in^4 375.10 I=5*M*L^2 / 48*E*d= 284 in^4 Estimated defl =0.278 in.. fiile:plb6.wk4 I - U S E 5.25 x 9.5 PARALLAM PSL 2E ES.1/FME, Inc STRUCTURAL ENGINEERS . "The Hideaway - Lot 323 / D.L. FREEMAN La Quinta, California 13 Drop Beam at rear of Guest House Covered Terrace: Length = 7 ft. P1' _ lbs = P2 = lbs = LL2 ► w: Roof = ( 41 psf ) '( 32/2 + 1.5) _ P1 I P2 Wall = ( 14 psf ) ( 2 + 0) _ Floor. _ ( 52 psf ) ( 0 + 0--) R1 R2 D. L. of Beam . . . . . . . . . . _ w = Fb = 1200 psi. M = 4658 ft -Ib= 55.9 in -k. S =Moment/ 1.250 Fb = 37.3 in^3 Fv = 85 psi ; d = 7.5 in. ` V = R(max)-(w*d) 2186 lbs. Sheet Date 02-05-04 .JN. 104-4116 @L1 = 0 ft. @ L2.= 0 ft. 717.5 plf 28.0 0.0 15.0 760.5 plf Reactions: *RL= 2662 lbs *RR= 2662 lbs A= 1.5 V / 1.250 Fv = 30.9 in^2 Req'd Sec. Properties Prov'd • * S = 37.3 in^3 ' 5,.56 Allow defl = L / 360 - - 0.23 in *A = 30.9 sq. in. 41.25. E = 1.6 .x 10**6 psi * I = 110.0 in^4 193.36 I=5*M*L^2 / 48*E*d= 110 in^4 Estimated defl =0.133 in. U S E 6 x 8 W.C.D.F. # 1 14 Flush Beam at Right side of Wet Bar: Length = 12 ft. P1 = lbs= @L1 = 6.5 ft. P2. = lbs= @ L2 = 7 ft. �z1 �-� w: Roof = ( 41. psf) ( 12.5/2 + 1.5) = 317.8 plf -� P1 P2 Wall = ( 14 psf) ( 9 + ) _ -126.0 u Floor .= ( 52 psf) ( 1 + . 0) = 52.0 R1 R2 D. L. of Beam . . . . . . . . . . . . . . = 15.0 w = 510.8 plf Fb = 2900 psi. M = 9194 ft -Ib= 110.3 'in -k S = Moment. 1.000 Fb = 38.0 in^3 Reactions: *RL= 3065 lbs Fv = 290 psi ; d = 7.5 in. *RR= 3065 lbs V = R(max)-(w*d)=. 2745 lbs. A =. 1.5 V / 1.000 Fv = 14.2 in^2 Req'd Sec. Properties Prov -d *S = 38.0 in^3 49.22 . • Allow deft = L / 360 - 0.40 in *A = 14.2 sq. in. 39.36 E = 2 x 10**6 psi * I = 297.9 in^4 164.57 I=5*M*L^2 / 48*E*d= 298 in^4 Estimated defl = 0.646 in. file :p1b7.wk4 U S E 5.25 x 7.5 PARALLAM PSL 2E ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet 0 Date 02-05-04 JN. 104-4116 "The Hideaway - Lot 323 " / D.L. FREEMAN 23.5 in^2 Req'd Sec. Properties Proved La Quinta, California - 15 Drop Beam at Left side of Wet Bar Covered Terrace: *A = 23.5 sq. in.. 41.25 E = 1.6.x 10**6 psi Length = 9 ft. * I = 69.5 in^4 193.36 I=5*M*L^2 / 48*E*d= 70 in^4 P1 = 1289 lbs = (41"12.5/2+1.5)*10/2 @L1 = 1.5 ft. 8 W. C. D. F. # 1 P2 = lbs = @ L2 = 0 ft. �-c Z w: Roof = ( 41 psf ) ( + ) = 0.0 plf -4 1`1 P2 Wall = ( 14 psf ) ( + 0) = 0.0. ��r4:, Floor = ( 52 psf ) ( 1.+ 0) = 52.0 R1 R2 D. L. of Beam . . . . ... . . . . . . . . . . = 15.0 15/2 + 0) = 390.0 w = 67.0 plf . = 15.0 Fb = 1200 psi. w = 756.5 plf M = 2289 ft -Ib= 27.47 in -k. S = Moment./ 1.000 Fb = 22.9 in^3 Reactions: *RL= 1375 lbs Fv = 85 psi ; d = 7.5 in. *RR= 516 lbs V = R(max)-(w*d)= 1334 lbs. • A= 1.5 V / 1.000 Fv = 23.5 in^2 Req'd Sec. Properties Proved *S = 22.9 in^3 51.56 Allow defl = L / 360 = 0..30 in *A = 23.5 sq. in.. 41.25 E = 1.6.x 10**6 psi * I = 69.5 in^4 193.36 I=5*M*L^2 / 48*E*d= 70 in^4 Estimated defl =0.108 in. U S E 6 x 8 W. C. D. F. # 1 16 Drop Beam over Wet Bar: Length. = 12 ft. P1 = lbs= @L1 = 6.5 ft. .P2 = lbs= @ L2 = 7. ft. � l w:. Roof = ( 41 .psf) ( +8/2 + 1.5) _ 225.5 plf. P1 P2 Wall = ( 14 psf) ( 9 + ) = 126.0 Floor = ( 52 psf) ( 15/2 + 0) = 390.0 R1 R2Z� D. L. of Beam . . . . . . . . . ... . . . . = 15.0 w = 756.5 plf Fb = 2900 psi. M = 13617 ft -Ib= 163.4'in-k S = Moment. 1.000 Fb = 56.3 in^3 Fv = 290 psi ; d = 11.875 in. V= R(max)-(w*d)= 3790 lbs. A 1.5 V / 1.000 Fv = 19.6 in^2 Allow defl = L / 360 = 0.40 in E= 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 441 in^4 file :p1b8.wk4 -� U S E 3.5 x Reactions: *RL= 4539 lbs *RR= 4539 lbs Req'd Sec. Properties Proved *S = 56.3 in^3 82.26 *A = 19.6 sq. in. 41.56 * 1 = 441.2 in^4 488.41 Estimated defl = 0.361 in. 11.9 PARALLAM PSL 2E ESI/FARE, Inc. STRUCTURAL' ENGINEERS "The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, California Sheet Date 02-05-04 JN. 104-4116 17 Flush Bm in Front of Owner's Suite: Length = 14.5.. ft. P1 _ lbs = @ L1 = 1.5 ft. P2 = lbs = @ L2 = 0 ft. �-CE►I w: Roof = ( 41- psf) ( :16.5/2 + 2 ) = 420.3 plf - j P1 J.P2 Wall, _ ( 14 psf ) ( 9 + 0 ) _. 126.0 Floor. _ ( 52 psf ) ( 1 + 0) _. 52.0 R1 R2 A D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 613.3 plf Fb = 2900 psi. - M = 16117 ft -Ib= 193.4 in -k S. = Moment/ 1.000 Fb = 66.7 in^3 _ Reactions: *RL= 4446 "Ibs Fv = 290 psi ; d = 11.875 in. *RR= 4446 lbs V= R(max)-(w*d)= 3839 lbs. A= 1.5 V / 1.000 Fv = 19.9 in^2 Req'd Sec. Properties * S = " 66.7 in^3 Prodd 123.39 Allow defl = L / 360 = 0.48 in * A = 19.9 sq. in. 62.34 E = 2 .x 10**6 psi *-I = 631.0 in^4 732.62 1 =5*M*L^2 / 48*E*d= 631 in^4 Estimated defl =0.416 in. U S E 5.25 x 11.9 W.C.D.F. # 1 18 Drop Beam @ Entry: Length = 10.5 ft. P1 = 2537 lbs= 4.1 *16.5/2*15/2 @ L1 = 3 ft. P2 = 312 Ibs= 52*6/2*4/2 @ L2 = 3 ft. qtL2 ► w: Roof = ( 41 psf) ( 0 + 0) _ 0.0 plf -� P1 P2 Wall = ( 14 psf) ( 0 + )._ 0.0 -:."a. Floor = ( 52 psf) ( 1 + 0) _ 52.0 R1 Rev D. L. of Beam . . . . . . . . . ... . . . . = 15.0 w = 67.0 plf Fb = 2900 psi. M = 7028 ft -Ib= 84.34 'in -k S = Moment. 1.000 Fb = 29.1 in^3 Reactions: *RL= 2387 lbs Fv = 290 psi . ; d = 11.875 in. *RR= 1166 'lbs V = R(max)-(w*d)= 2320 lbs. A= 1.5 V / 1.000 Fv = 12.0 in^2 -Req'd Sec. Properties Proved Allow defl = L /. 360 0.35 in *S = 29.1 in^3 *A 82.26 = . 12.0 sq. in. 41.56 E _ 2 x 10**6 psi * I = 199.2 in^4 488.41 I=5*M*L^2 / 48*E*d= - 199 in^4 Estimated defl =0.143 in. file :p1b9.wk4 U S E 3.5 x 11.9 PARALLAM PSL 2E 16 " The Hideaway - Lot 323 "/ D.L. FREEMAN La Quinta, California LATERAL ANALYSIS LONGITUDINAL (1-1) Fp '— D.L. of Roof Roof= (. 25 )( 58) _. 1450 Wall = ( 14 )('9-4.5 )( 5 )_ .315 i 10 )( 9-4.5 )( 1 )= 45. o L F1 . TOTAL DL = 1810 plf D. L. 1 st Flr.: Floor = ( 12 )( 55) = 660 plf �b ► L� Roof = ( 18 )( 0) _. 0 _. Wall = ( 14 )( 4:5 )( 5 )_ 315 D(min) i 10 )( 4.5 )( 1 )_ 45 TOTAL DL = 1020 plf 1997 UNIFORM BUILDING CODE:. . • .: Seismic Zone Factor Z= 0.4 Soil Parameter Per soil report Sd = . 0.44 Near Source Factor per Soil Report Na = 1.01. Seismic Coefficient (Table 16-Q): 'Ca = Na * Sd = 1.01 * 0.44 = 0.444 Response Factor (Table 16-N) Rw = 4.4 Importance Factor 1 = 1 SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V= (3* Ca / Rw)*Rho * W. 1.4 (Assuming Rho=1) _ (30.44 / 4.4)* 1 * W = 0.2164 W , 1.4 . Actual Rho = 1 _ (3* 0.44 / 4.4 )* 1 W = 0.2164 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs *.1 70 MPH / EXP. C. Ave. Ce = (15*1.06+5*1.13+3*1.19)/23 = 1.09 P= 1.3 * 1.09 * 12.6 * 1 = 17.89 psf • Roof I 1810 392 -- (.12-4.5 )*P = .1.34J612 - 1 1020 221. 612 23-4.5 . *P = 331 Base 28301 612 Sheet 3: Date 02-05=04 JN. 104-4116 . " The Hideaway- Lot 323 "/ D.L. FREEMAN - La Quinta; California # 1 LATERAL ANALYSIS i-------- .-- --.._ TRANSVERSE (T1) (p.. m... Roof 1525 330 F2 '— D. L. of Roof 330 1 1080 234 564 Roof = ( 25 )( 43) = 1075 Base 2605 Wall =('. 14.)( 9-4.5.)( 5 )_, :315 o i 10 )( .9-4.5 )( 3 )= 135 " _ a F1 TOTAL DL . 1525 plf G •D.L. 1st Fir.: . Floor = (. 12 )( 40) _ 480 plf vb L Roof=( 18 )( 0) _ 0 ' Wall .= ( 14 )( .4.5 )( 5 )_ 315 D(min) r 10 )( 9.5.)(. 3 )= 285 ` • TOTAL DL = 1080 plf ; .1997 UNIFORM BUILDING CODE: . • Seismic Zone Factor Z= 0.4 - Soil Parameter Per soil report Sd = 0.44 -Near Source Factor per Soil Report Na = , 1.01 • Seismic'Coefficient (Table 16-Q): 'Ca = Na * Sd = 1.01 * 0.44 = 0.444 Response Factor (Table 16-N) Rw = 4.4 Importance Factor SIMPLIFIED DESIGN BASE SHEAR (97UBC -SECTION 1612.3.1) -, V= (3* Ca / Rw)*Rho *.W (Assuming Rho=1) _ (3- 0.44./ 4.4) * 1 W. = 0.2164 W, .; 14 Actual Rho _ 1 _ (3* 0.44 / 4.4 )* 1 * W _' 0.2164 W - 1.4 * WIND CRITERIA: P"= Cq * Ce * qs *-I 70 MPH / EXP. C. Ave. Ce = (15*1.06+5*1.13+3*1.19)/23 _ .1.09 P_= 1.3 * 1.09 * 12.6 * 1 = 17.89 psf • # 1 (p.. m... Roof 1525 330 -- ( 12-4.5. )*P = 134 330 1 1080 234 564 23-4.5 )*P.-= 331 564 Base 2605 564 ESI/FM.E, Inc: STRUCTURAL ENGINEERS "The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, California. LATERAL ANALYSIS - ti 1997 UNIFORM BUILDING CODE: Seismic Zone Factor Z = 0.4. Soil Parameter Per soil report Sd = 0.44 Near Source Factor per Soil Report Na = 1.01 Seismic Coefficient (Table 16-Q): Ca = Na * Sd.= 0.44 Response Factor (Table 16-N) Rw = 4.4 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (97UBC -SECTION 1612.3.1) V= (3* Ca / Rw )* Rho * W LONGITUDINAL (L3): 1.4 Actual Rho = 1 J V= (3* 0.44 / 4.4 )* 1 * W = 0.2164 W _ 1.4 • TRANSVERSE (T3): Actual Rho = 1 V= (3* 0.44 / 4.4 )* 1 * W = 0.2164. W 1.4 * WIND CRITERIA: P'= Cq * Ce.* qs * 1 70 MPH - EXP. C Ave. Ce = (1.06*15+1.13*2+1.19*0)/17 = 1.07 P = 1.3.*_ 1.07 * 12.6 * 1 = 17.50 psf LONGITUDINAL (0): OWNER'S SUITE Wind: . . . . = ( 17:5 psf)( 14.5 - 6) = 149 plf for Wind Loads. Seismic: Roof = ( 25 psf)( 43.) _ 1075 Perpend. Wall = ( 14 psf)( 10 - 5)( 3) = 210 _ ( 10 psf)( 10 - 5)( 4) = 200 -� Floor= ( 12 psf)( 0) = 0 1485 x( 0.2164 )_ 321 plf ...Controlling Lateral Force: 321 plf (seismic) TRANSVERSE (T3): OWNER'S SUITE Wind: . . . . _ ( 17.5 psf)( 17 - 6) _ . 1.92 plf for Wind Loads. Seismic: Roof = ( 25 psf)(. 14.5) = 363 Perpend. Wall = ( 14 psf)( 9 - 4.5 )( 1) _ 63 _ ( 10 psf)( 10 - 5)( 1) _ 50 . • Floor= ( 12 psf)( 0) = 0 476 x( 0.2164 )= 103 plf ...Controlling Lateral Force: 192 plf '(wind) FILE N0.41160.W - ESI/FME In.c. STRUCTURAL ENGINEERS "The Hideaway - Lot 323 " / D.L. FREEMAN. La Quinta, California . LATERAL ANALYSIS 1997 UNIFORM BUILDING CODE: Seismic Zone Factor Z = 0.4 . Soil Parameter Per, soil report Sd = 0.44 Near Source Factor per. Soil Report Na = 1.01 Seismic Coefficient (Table 16-Q): Ca = Na * Sd = 0.44 Response Factor (Table 16-N) Rw = .4.4 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V= (3* Ca / Rw )* Rho * W LONGITUDINAL (L4): 1.4 Actual Rho = 1 V= (3-0.44 / 4.4 )* 1 * W. = 0.2164 W. 1.4 •TRANSVERSE (T4): Actual Rho = 1 V= (3* 0.44 / 4.4 )* 1 * W = 0.2164 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * I 70 MPH - EXP. C Ave. Ce (1.06*15+1.13*2+1.19*0)/17 = 1.07 P= 1.3 * .1.07 * 12.6 * 1 = 17.50 psf LONGITUDINAL (1-4): LIVING_ ROOM & KITCHEN Wind: . . . . _ ( 17.5 psf)(. 18 - 7) = 192 plf for Wind Loads. Seismic: -Roof=( 25 psf)( 60) = 1500. Perpend. Wall = (. 14 psf)( 10 - 5)( 2) = 140 . _ ( 10-psf)( 10 - 5)( 2) -� _ 100 Floor= ( 1.2 psf)( 0) = 0 1740 x( 0.2164 )= 377 plf ...Controlling Lateral Force: 377 plf (seismic) TRANSVERSE (T4): 'LIVING ROOM & KITCHEN Wind: . . . . = ( 17.5 psf)( 16 - 7) _ 157 plf for Wind Loads. Seismic: Roof = ( 25 psf)( 21) 525 Perpend. Wall = ( 14 psf)( 14 - 7)( 1) = 98 = ( 10 psf)( 10 - 5)( 1) _ 50 Floor= ( 12 psf)( 0) = 0 673 x( 0.2164 )_ 146 plf ...Controlling Lateral Force: 157 pif (wind) FILE N0. _UL4.WK,l ESI/FME', Inc. STRUCTURAL ENGINEERS "The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, California LATERAL ANALYSIS 1997 UNIFORM BUILDING CODE: Sheet Date JN. Seismic Zone Factor Z= 0.4 Soil Parameter Per soil report Sd = 0.44 Near Source Factor per Soil Report Na = 1.01 Seismic .Coefficient (Table 16-Q): Ca = Na * Sd = 0.44 Response Factor (Table 16-N) Rw = 4.4 Importance' Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V= (3* Ca / Rw )* Rho * W LONGITUDINAL (1-5): 1.4 Actual Rho = 1 V= (3 *0.44 / 4.4)*. 1.* W=0.2164W 1.4- TRANSVERSE (T5): - Actual Rho = 1 V=-.(3*0.44 / 4.4)* 1 *W.=0.2164W 1.4 * WIND CRITERIA: P = Cq * Ce.* qs * 1. 70 MPH - EXP. C Ave. Ce = (1.06*15+1.13*0+1.19*0)/15 _ 1.06 P = 1.3 * 1.06 * 12.6 * 1 = 17.36 psf LONGITUDINAL (L5): MORNING & GARAGE Wind: , . _ ( 17.4 psf)( 15 - 5) = 174 plf for Wind Loads. Seismic: Roof = ( 25 psf)( 56.) = 1400 Perpend. Wall = ( 14 psf)( 10. - 5)( 2) = 140 _ ( 10 psf)( 10 - 5)( 3) _ 150 -� Floor= ( 12 psf)( 0.) = 0 1690 x( 0.2164 )= 366 plf ...Controlling Lateral Force: 366 plf (seismic) TRANSVERSE (T5): MORNING & GARAGE Wind: _ ( .17.4 psf)( 15 - 5) = 174 plf for Wind Loads. Seismic: Roof = ( 25 psf)( 35) = 875 Perpend. Wall = ( 14 psf)( 10 - 5)( 1) = 70 _ ( 10 psf)( 10 - 5)( 2) = 100 Floor= ( 12 psf)( 0) • = 0 1045 x( 0.2164 )= 226 plf ...Controlling Lateral Force: 226 plf '(seismic) FILE N0.4116L6.W -4 ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet Date JN. "The Hideaway - Lot 323 " / D.L. FREEMAN . La Quinta, California LATERAL ANALYSIS 1997 UNIFORM BUILDING CODE: Seismic Zone Factor Z= 0:4 Soil Parameter Per soil report Sd = 0.44 .Near Source Factor per Soil Report Na = 1.01 Seismic Coefficient (Table 16-Q).: Ca = Na * Sd = 0.44 Response Factor (Table 16-N) Rw = 4.4 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V= (3* Ca / Rw )* Rho * W LONGITUDINAL (1-6): 1.4 Actual Rho = 1 V= (3* 0.44 / 4.4 )'` 1 * W. = 0.2164 W 1.4 •TRANSVERSE (T6): Actual Rho = 1 V= (3 0.44 / 4.4)* 1.*W =0.2164W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH - EXP. C Ave. Ce = (1.06*15+1.13*0+1.19*0)/15 = 1.06 P = 1.3 * 1.06 * 12.6 * 1 = 17.36 psf LONGITUDINAL (1-6): GUEST HOUSE Wind: . . . . = ( 17.4 psf)( 15 - 5) = 174 plf for Wind Loads. Seismic: Roof = ( 25 psf)( 35) = 875 _ Perpend. Wall = ( 14 psf)( 10 - 5)( 4) = 280 _ ( 10 psf)( 10.- 5)( 2) = -� 100 Floor= ( 1.2 psf)(, 0) = 0 1255 x( 0.2164 )= 272 pif ...Controlling Lateral Force:. 272 plf (seismic) TRANSVERSE (T6): GUEST HOUSE Wind: _ ( 17.4 psf)( 12.5 - 5) = 130 plf for Wind Loads. Seismic: Roof = ( 25 psf)( 36) = 900 Perpend. Wall = ( 14 psf)( 10 - 5)( 4) = 280 _ ( 10 psf)( 10 - 5)( 2) = 100 • Floor= ( 12 psf)( 0) = 0 1280 x( 0.2164 )= 277 plf ...Controlling Lateral Force: 277 plf (seismic) FILE N0.4176L6.W 4 ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet WALL(S) @ Date JN. 104-4116. "The Hideaway- Lot 323 " / D.L. FREEMAN WALL(S) @ Right of Lounge, 2nd Fir: La Quinta, CA LENGTH = THE HIDEAWAY - LOT323 0 = 32.00 ft 1O WALL(S) @ . Left of BA#2, 2nd Fir: LOAD = (392*16/59 lbs/ft) ( 40.0 ft/ 2 + 0) LENGTH = 16 ft - 0 ft + = 16.00 ft LOAD = (392*16/59 lbs / ft) ( 40.0 ft / 2 + 0) = 2126 lbs. LOAD = (392*39/59*0.4lbs / ft) ( 15.0 ft / 2 + 0) = 777 lbs. LOAD = ( 0 lbs / ft) ( 0.0 .ft / 2 + 0) = 0 lbs. SHEAR = T. LOAD / L = 2903 lbs / 16.00 ft. = 181 lbs / ft U S E 10 w/ 16d S.P.N. @ 8 "o/c U S E $PN8 UPLIFT: L(Wall) = 16.00 ft. Wall Height = 9.00 ft.. LOAD 2903 lbs. O. T. M. = 26131 ft -lbs .85*R.M.= 0.85*(14*9+18*(4/2)) 16.00 ^2/2 = 17626 ft -lbs N.M. = O.T.M. - R.M. = 26131 - 17626 = 8506 ft -lbs UPLIFT = N.M. / LENGTH = 8505.5 / 16.00 = 532 lbs. NO HOLDOWNS REQUIRED N.M. = O.T.M. - R.M. = 77657.- 2O WALL(S) @ Right of Lounge, 2nd Fir: LENGTH = 32 ft - ft + 0 = 32.00 ft LOAD = (392*16/59 lbs/ft) ( 40.0 ft/ 2 + 0) 2126 lbs. • LOAD = (392*39/59*llbs / ft) ( 15.0 ft/ 2 + _ 0) 3109 lbs. LOAD = ( 377 lbs /ft) ( 18.0 ft / 2 + 0) .. = 3393 lbs. SHEAR = T. LOAD / L = 8629 lbs / 32.00 ft. = 270 lbs / ft U S E 11 w/ 16d S.P.N. p 4 "o/c SPN4 UPLIFT: L(Wall) = 32.00 ft. Wall Height = 9.00 ft. LOAD = 8629 lbs. O. T. M. - 77657 ft -lbs .85*R.M.= 0.85*(14*9+18*(4/2)) * 32.00 ^2/2 - 70502 ft -lbs N.M. = O.T.M. - R.M. = 77657.- 70502 = 7154 ft -lbs UPLIFT = N.M. / LENGTH = 7154.3 / 32.00 = 224 lbs. NO HOLDOWNS REQUIRED 3) WALL(S) @ Rear of 2nd Fir Covered Terrace; 2nd Fir.: LENGTH = 4 ft - 0 ft + 4 = 8.00 ft LOAD = ( 104 lbs /ft) ( 15.0 ft / 2, + 0) = 780 lbs. LOAD = ( 0 / ft) ( 0.0 ft/ 2 + 0) = 0 lbs. LOAD = _Ibs ( 0 lbs /ft) ( 0.0 ft / 2 + 0) = 0 lbs. SHEAR = T. LOAD / L = 780 lbs / 8.00 ft. = 98 lbs / ft U S E Z10 w/ 16d S.P.N. @ 12 "o/c SPN12 UPLIFT: L( Wall) = 4.00 ft. Wall Height = '8.00 ft. LOAD = 390 lbs. O. T. M. = 3120 ft -lbs 2/3*R.M.= 2/3*(14*9+18*(4/2+1)) _ 4.00 ^2/2 = 960 ft -lbs N.M. = O.T.M. - R.M. = 3120 - 960 = 2160 ft -lbs UPLIFT = N.M. / LENGTH= .2160 / 4.00 = 540 lbs. • NO HOLDOWNS REQUIRED ESUFME file -P1 W1.wk4 "The Hideaway - Lot 323 " / - D.L. FREEMAN La Quinta, CA THE HIDEAWAY - LOT323 2x . WALL(S) @ Left of Lounge, 2nd Fir: LENGTH = 18 ft - ft + 0 = 18.00 ft LOAD = (392*16/59 lbs/ft) ( 40.0 ft / 2 + 0) = 2126 Ibs: LOAD = (392*39/59 lbs / ft) ( 15.0 ft / 2. +. 0) = 1943 lbs. LOAD _ 1 0 lbs / ft) ( 18.0 ft / 2 + 0) = 0 lbs. SHEAR = T. LOAD / L = . 4069 lbs / . 18.00 ft.. = 226 lbs / ft .0 S E 11 w/ 16d S.P.N. @ 6 "o/c SPN6 UPLIFT: L(Wall) _ . 18.00 ft. Wall Height _ 9.00 ft. LOAD = 4069 lbs. O. T. M. = 36625 ft-lbs .85*R.M.= 0.85*(10*9+25*(4/2)) * 18.00 ^2/2 = 19278 ft-lbs N.M. = O.T.M. - R.M. = 36625 - 19278 = 17347 ft-lbs UPLIFT = N.M. / LENGTH = 17347 / 18.00 = 964 lbs. NO HOLDOWNS REQUIRED • ESI/FME file: P1 W1x.wk4 ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet Date JN. 104-4116 "The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, CA THE HIDEAWAY - LOT323 O4 WALL(S) @ Rear of Lounge, 2nd Fir: LENGTH = 6 ft - 0 ft + _ .6.00 ft LOAD = ( 104 lbs / ft) ( 24.0 ft / 2 + 0) = 1248 lbs. LOAD = 1 o lbs / ft) ( 0.0 ft / 2 + 0) = 0 lbs. LOAD = 1 0 lbs / ft) ( 0.0 ft/2 + 0) = 0 lbs. SHEAR = T. LOAD / L = 1248 lbs / 6.00 ft. = 208 lbs / ft U S E 10 w/ 16d S.P.N. @ 6 "o/c SPNs UPLIFT: L(Wall) = 6.00 ft. Wall Height = 9.00 ft. LOAD = 1248 lbs. O. T. M. _ 11232 ft -lbs 2/3*R.M.= 2/3*(14*9+18*(6/2)) 6.00 "2/2 = 2160 ft -lbs. N.M. = -O.T.M. = R.M. = 11232 - 2160 = 9072 ft -lbs UPLIFT = N.M. / LENGTH = '9072 / 6.00 = 1512 lbs. NO HOLDOWNS REQUIRED 5O WALL(S) @ Rear of BR#2: LENGTH = 16 ft - ft + 0 = 16.00 ft LOAD _ ( 330 lbs / ft) ( 16.0 ft/ 2 + 0) = 2640 lbs. • LOAD = (330*15/43 lbs / ft) ( 4.3 ft/ 2 + ) = 245 lbs. LOAD = ( lbs / ft) ( ft/2 + . 0 ).. = 0 lbs. SHEAR = T. LOAD / L = 2885 lbs / 16.00 ft. = 180 lbs / ft U S E 10 w/ 16d S.P.N. A 8 "o/c SPN8 UPLIFT: L(Wall) = 16.00 ft. Wall Height = 9.00 ft. LOAD = 2885 lbs. O. T. M. = 25962 ft -lbs .85*R.M.= 0:85*(14*9+18*(16/2)) 16.00 ^2/2 = 29376 ft -lbs N.M. = O.T.M. - R.M. = 25962 - 29376 = -3414 ft -lbs UPLIFT = N.M. / LENGTH = -3414 / 16.00 = -213 lbs. NO HOLDOWNS REQUIRED 6O WALL(S) @ Rear of 2nd Fir Covered Terrace; 2nd Fir.: LENGTH = .10 ft - 3 ft + 12-6.5 = 12.50 ft LOAD = ( 330 lbs /ft) ( 16.0 ft / 2 + 0) = 2640 lbs. LOAD = (330*15/43 lbs / ft) ( 15.0 ft / 2 + 0) = 863 lbs. LOAD = ( 0 lbs /ft) ( 0.0 ft/ 2 + 0) = 0 lbs. SHEAR = T. LOAD / L = 3503 lbs / 12.50 ft. = 280 lbs / ft U S E 11 w/ 16d S.P.N. Cpi) 4 "o/c SPN4 UPLIFT: L(Wall) = 10.00 ft. Wall Height = 9.00 ft. LOAD = 1962 lbs. O. T. M. = 17657 ft -lbs .852/3*R.M. 0.85*(14*9+18*(16/2+1.5)) * 10.00 ^2/2 = 12623 ft -lbs N.M. = O.T.M. - R.M. = 17657 - 12623 = 5034 ft -lbs UPLIFT = N.M. / LENGTH = 5034.5 / 10.00. _ 503 lbs. NO HOLDOWNS REQUIRED • ESI/FME file: P1 W2.wk4 "The Hideaway - Lot U3 " I D.L. I-KttMAN . La Quinta, CA THE HIDEAWAY - LOT323 . 7O WALL(S) @ Front of Stairs, 2nd Fir: LENGTH = 8 ft - 0 ft + _ -.8.00 ft LOAD = 1 y 104 lbs / ft) (. 15.0 ft / 2 + 0) _ .780 lbs. LOAD = 1 o lbs / ft) ( 0.0 ft / 2 + 0) = 0 lbs. LOAD = 1 0 lbs/ft) ( 0.0 ft / 2 + 0) = 0 lbs. SHEAR = T. LOAD / L = 780 'lbs / 8.00 ft. = 98 lbs / ft U S E 10 . w/ 16d S.P.N. @ 12 "o/C SPN12 UPLIFT: L(Wall) = 8.00 ft. Wall Height = 9.00 ft.' LOAD = 780 lbs. O. T. M. = 7020 ft -lbs 2/3*R.M.= 2/3*(14*9+18*(4/2)) 8.00 ^2/2 = 3456 ft -lbs . N.M. = O.T.M.-R.M. = 7020 - 3456 = 3564 ft -lbs UPLIFT = N.M. / LENGTH = 3564 / 8.00 = 446 lbs. NO HOLDOWNS REQUIRED ESUFME me: P1 W3.wk4 • 11 0 ESI/FME; Inc. STRUCTURAL ENGINEERS Sheet 2 ?' Date 2-06-04 " The Hideaway - Lot 323 "/ D.L. FREEMAN La Quinta, Califomia THE HIDEAWAY - LOT323 8O-Wall(s) @ Left of MBR Closet, 1ST FLR LENGTH = 5.75 ft - 0 ft + 14 = 19.75 ft seismic - . LOAD = ( 312*22/43 lbs / ft) (. 30.0 ft/2 + 0) = 2394 lbs. LOAD = ( 312*16/40 lbs / ft) ( 15.0 ft/2 + 0) = 936 lbs: LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0) = 0 lbs. SHEAR = TL. LOAD / L= 3330 lbs / 19.75 ft. _ 169 lbs / ft U S E A10 w. 5/8" dia. x 10 " A.B.'s (&_ 72 "o/c AB72 UPLIFT: L( Wall) = 5.75 ft. Wall Height = . 10.00 ft. LOAD = 970 lbs. O. T. M. = 9696 ft -lbs 0.85*RM= :0.85*(14*10+25*(15/2)) * 5.75 ^2/2= 4602 ft -lbs N.M. = O.T.M. - R.M. = 9696.2 - 4601.9 = 5094 ft -lbs UPLIFT = N.M. / LENGTH = 5094.3 / 5.75 = 886 lbs. NO HOLDOWNS REQUIRED; UPLIFT VERY SMALL. 9O Wall(s) @ Right side of Owner's Suite: LENGTH . = 8 ft - . ft + = 8.00 ft . seismic LOAD _ ( 321*22/43 lbs / ft) ( 30.0 ft/2 + 0.) = 2463 lbs. LOAD = ( lbs /ft) ( ft / 2 + 0) _ . 0 lbs. SHEAR = TL. LOAD / L= 2463 lbs / 8.00 ft. = 308 lbs / ft U S E A,, W. 5/8" dia. x 10 " A.B.'s A 32 "o/c A632 UPLIFT: L( Wall) = 8.00 ft. Wall Height = 12.00 ft. LOAD = 2463 lbs. O. T. M. = 29562 ft -lbs 0.85*RM= 0.85*(14*12+18*(152+1.5)) * 8.00 112/2= 8976 ft -lbs N.M. = O.T.M. - R.M. = 29562 - 8976 = 20586 ft -lbs UPLIFT = N.M. / LENGTH = 20586 / 8.00 = 2573 lbs. PROVIDE: (1) SIMPSON HTT16 PER POST 10 Wall(s) @ Left side of Den/Office Rm: LENGTH = 5 ft - 0 ft + s = 13.00 ft LOAD = ( 321*16/40 lbs / ft) ( 15.0 ft/2 + 0) = 963 lbs. LOAD = (. 2903 lbs / ft) ( 0.0 K/ 2 + 1 } = 2903 lbs. LOAD = ( 221*16/50 lbs / ft) ( 27.0 ft/2 + 0) = 955 lbs. SHEAR = TL. LOAD / L= 4821 lbs / 13.00 ft. = 371 lbs / ft Al2 3x SILL U S E w. 5/8" dia. x 12 " A.B.'s (aa 32 "o/c AB32X UPLIFT: L( Wall) = 5.00 ft. Wall Height = 10.00 ft. LOAD _ 1854. lbs. O. T. M. - = 18541 ft -lbs 85*RM=_ 0.85*(10*10+25*(4/2)+12*14/; * 5.00 ^2/2- 2486 ft -lbs •, N.M. 18541 - 2486.3 16055 ft -lbs UPLIFT = N.M. / LENGTH= 16055 / 5.00 = 3211 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST ESI/FME file: P1 W4.wk4� ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet 4 - Date 2-06-04 " The Hideaway - Lot 323 " / D.L. FREEMAN LENGTH = La Quinta, California . ft + = 17.00 ft seismic 2205 lbs. THE HIDEAWAY - LOT323 lbs /ft) ( ft/2 + 0) = 11 Wall(s) @ Right side of Library: 0) _ 1547 lbs. LOAD, _ LENGTH = 3.75 ft - 0 ft + 3.75 = 7.50 ft seismic 0) = 0 lbs. SHEAR = TL. LOAD / L= 4450 lbs / 17.00 ft. = LOAD = ( 221*16/50 lbs / ft) (. 40.0 ft/2 + 0) = 1414 lbs. LOAD = ( 221*24/50 lbs / ft) ( 14.0 ft/2 + 0) = 743 lbs. LOAD = ( 4069 lbs / ft) ( 0.0 ft/2 + 1,) = 4069 lbs. SHEAR = TL. LOAD / L= 6226 lbs / 7.50 ft. = 830 lbs 53400 - 12283 = 41118 ft -lbs UPLIFT = N.M. / LENGTH= 3x SILL U S E A15 w. 5/8" dia. x 12 " A.B.'s (cD 8 "o/c PER POST A68x UPLIFT: L( Wall) = 3.75 ft. Wall Height = 10.00 ft. LOAD = 3113 lbs. O. T. M. = 31130 ft -lbs 0.85*RM= 0.85*(10*20+12*(26/2)) * 3.75. ^2/2= 2128 ft -lbs N.M. = O.T.M. - R.M. = 31130 - 2127.7 = 29002 ft -lbs UPLIFT = N.M. / LENGTH= 29002 / 3.75 = 7734 lbs: PROVIDE: (1) SIMPSON HD8A PER POST 12 Walls) @ Left side of Kitchen: LENGTH = LENGTH = .17 ft - ft + = 17.00 ft seismic 2205 lbs. LOAD = ( lbs /ft) ( ft/2 + 0) = LOAD = • ( 221 lbs ./ ft) ( 14.0 ft/2 + 0) _ 1547 lbs. LOAD, _ ( 2903 lbs /ft) ( ft/2 + 1 •) = 2903 lbs. LOAD = ( lbs / ft) ( - ft12 - + 0) = 0 lbs. SHEAR = TL. LOAD / L= 4450 lbs / 17.00 ft. = 262 lbs / ft U S E A,, w. 5/8" dia. x 10 " A.B.'s (� 40 "o/c A640 UPLIFT: L(Wall) = 17.00 ft. Wall Height = 12.00 ft. LOAD = 4450 lbs., O. T. M. = 53400 ft -lbs 0.85*RM= 0.85*(10*10) 17.00 "2/2= 12283 ft -lbs N.M. = O.T.M. - R.M. = 53400 - 12283 = 41118 ft -lbs UPLIFT = N.M. / LENGTH= 41118 / 17.00 = 2419 lbs. PROVIDE: (1) SIMPSON, HTT16 PER POST 13 Wall(s) @ Right side of Living Rm Covered Terrace: LENGTH = 1 ft - 0 ft+ o = 1.00 ft LOAD = ( 377*39/60 lbs / ft) ( 18.0 ft/2 + 0) = 2205 lbs. LOAD = ( lbs /ft) ( ft/2 + 0) = 0 lbs. LOAD = ( lbs / ft) (. ft/2 + 0) = 0 lbs. SHEAR = TL. LOAD/. L= 2205 lbs ./ 1.00 ft. = 2205 lbs / ft U S E 1 HARDY PANEL HF9X24 7/8 ESI/FME file: P1 W5.wk4 ESI/FME, Inc.. STRUCTURAL ENGINEERS Sheet Date2-06-04 JN104-4116 " The Hideaway - Lot 323 " / D.L. FREEMAN Front of Owner's Suite: La Quinta, California . LENGTH = 7 ft - ft + THE HIDEAWAY - LOT323 7.00 ft (14) Wall(s) @ Rear of MBR Closet: .LOAD = ( 103 lbs/ft)( 21.0 ft/2 + 16/2*0.5) — LENGTH = 15 ft - 2 ft + _ 13.00 ft wino = 1305 lbs. LOAD = ( 192 lbs / ft) ( 21.0 ft/2 + 0) = 2016 lbs. LOAD = ( lbs / ft) ( 14.0 ft/2 + 0) = 0 lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0) _ 0 lbs. SHEAR = TL. LOAD / L= 2016 lbs / 13.00 ft. = 155 lbs [ft U S E 10_ w. 5/8" dia. x 10 " A.B.'s (a? 72 "o/c 8 "o/c AB72 UPLIFT: L( Wall) = 1,5.00 ft. Wall Height = 10.00 ft. LOAD = 2016 lbs. O. T. M. = 20160 ft -lbs 2/3*RM= 2/3*(14*10+18*(4/2)) 15.00 ^2/2= 13200 ft -lbs N. M. = O.T.M. - R.M. _ 20160 - 13200 . = 6960 ft -lbs UPLIFT = N.M. / LENGTH= 6960 / 15.00 = 464 lbs. NO HOLDOWNS REQUIRED; UPLIFT VERY SMALL. 54748 ft -lbs 15 Wall(s) @ Front of Owner's Suite: . LENGTH = 7 ft - ft + = 7.00 ft seismic .LOAD = ( 103 lbs/ft)( 21.0 ft/2 + 16/2*0.5) — 1494 lbs. LOAD = ( 234 lbs /ft) ( 8.0 ft/2 + (9I2*14/40)). = 1305 lbs. LOAD = ( 2885 lbs /ft) ( ft/2 + 1) = 2885 lbs. SHEAR = TL. LOAD / L= 5683 lbs / 7.00 ft. = 812 lbs / ft A,5 3x SILL_ _ U S . E w. 5/8" dia. x 12 " A.B.'s 8 "o/c AB8X UPLIFT: L( Wall) = 7.00 ft. Wall Height = 10.00 'ft. LOAD = 5683 lbs. O. T. M. = 56831 ft -lbs 0.85*RM= 0.85*(10*10) 7.00 12/2= 2083 ft -lbs N.M. = O.T.M. - R.M. = 56831 - 2082.5 = 54748 ft -lbs UPLIFT = N.M. / LENGTH= 54748 / .. 7.00 = 7821 lbs. PROVIDE: (1) SIMPSON HDBA PER POST 16) J Wall(s) @ Rear of Living Rm Covered Terrace: LENGTH = 1 ft - 0 ft+ o = 1.00 ft LOAD = ( 564*14/40 lbs /ft) ( 14.0 ft/2 + 0) = 1382 lbs. LOAD = ( 146 lbs /ft) ( 14.0 ft / 2 + 0) = 1022 lbs. LOAD = ( lbs/ft)( ft/2 + 0) = 0 lbs. .SHEAR = TL. LOAD / L=. 2404 lbs / 1.00 ft. = 2404 lbs / ft U U S E 1 HARDY PANEL HF9X24 7/8 ESI/FME file : P 6.wk4 ESI/FME, Inc.. STRUCTURAL ENGINEERS " The Hideaway - Lot 323 " / D.L. FREEMAN LOAD = La Quinta, California LENGTH . = 14 ft - ft + THE HIDEAWAY - LOT323 17 Wall(s) @ Rear of Living Rm: . lbs /ft) ( 16.0 ft/2 + LENGTH = 4 ft- - ( 0 ft +4+5 wino ) _ LOAD _ ( 0 LOAD = ( 146 lbs /ft) ( 38.0 ft/2 + LOAD = ( 564*14/40 lbs /ft) ( 24.0 ft/2 + LOAD = ( 0 lbs /ft) ( 0.0 ft/2 + SHEAR = TL. LOAD / L= 5143 lbs / 13.00 ft. U S E Al2 w. 5/8" dia. x 12 " A.B.'s (& 24" ..UPLIFT: L(Wall) = 4.00 ft. Wall Height = LOAD = 1582 lbs. O. T. M. _ .85*RM= 0.85*(14*10+25*(4/2)) * 4.00 112/2= N.M. _. O.T.M. - R.M. = 15824 - 1292 = UPLIFT = N.M. / LENGTH= 14532 / 4.00 = PROVIDE: (1) SIMPSON HTT22 PER POST 18 Wall(s) @ Rear of Den/Office: LOAD = 2015 lbs. LENGTH . = 14 ft - ft + _ • seismic LOAD _- ( 234 lbs /ft) ( 16.0 ft/2 + ) _ LOAD = ( 0 lbs /ft) ( ft/2 + ) _ LOAD _ ( 0 lbs /ft) ( ft/2 + 0) _ SHEAR = TL. LOAD / L= 1872 lbs / 14.00 ft. _ U S E Aio w. 5/8" dia. x 10 " A.B.'s (aD 72 "o/c UPLIFT: L( Wall) = 14.00 ft. Wall Height = LOAD = 1872 lbs. O. T.. M. _ 0.85*RM= . 0.85*(10*10) * 14.00 -^-2/2= N.M. = O.T.M.- R.M. = 18720 - 8330 = UPLIFT = N.M. / LENGTH = 10390 / 14.00 NO HOLDOWNS REQUIRED; UPLIFT VERY SMALL. • 19 Wall(s) @ Front of Library & Living Rm: LENGTH = 3 ft - 0 ft + 4.5+4.5 LOAD = ( 146 lbs /ft) ( 40.0 ft/2 . + LOAD = ( 234 lbs / ft) ( 8.0 ft/2 ++6/2 LOAD = ( 3503 lbs /ft) ( 'ft / 2 + SHEAR = TL. LOAD / L= 8061 lbs / 12.00 ft. U S E UPLIFT: PROVIDE: ESI/FME file: P1W7.wk4 w. 5/8" dia. x 12 " A.B.'s L( Wall) = 3.00 ft. LOAD = 2015 lbs. 0.85*RM= 0.85*(10*10) N.M. = O.T.M. -. R. M. _ UPLIFT = N.M. / LENGTH= . (1) SIMPSON HD8A Wall Height O. T. M. * 20153 - 19770 / PER POST. 16 "o/c 3.00 ^2/2= 382.5 = 3.00 = Sheet Date2-06-04 JN! 04-4116 13.00 ft 2774 lbs. 2369 lbs. 0 lbs. 396 lbs / ft 3x SILL 10.00 AB24X 10.00 ft. 15824 ft -lbs 1292 ft -lbs 14532 ft -lbs 3633 lbs. 14.00 ft 1872 lbs. 0 lbs. 0 lbs. 134 lbs / ft . ... ......... ..... _._....... _._ AB72 10.00 ft. 18720 ft -lbs 8330 ft -lbs 10390 ft -lbs 742 lbs. 12.00 ft 2920 lbs. 1638 lbs. 3503 lbs. 672 lbs / ft 3x SILL AB16X 10.00 ft. 20153 ft -lbs 383 ft -lbs 19770 ft -lbs 6590 lbs. . • • ES1/FME, Inc. STRUCTURAL ENGINEERS " The Hideaway - Lot 323 " / D.L. FREEMAN Front of Morning Rm & Rear of Garage:. lbs. La Quinta, California LENGTH = loft - ft + 829 seismic THE HIDEAWAY - LOT323 ,� Wall(s) @ Front of Powder Rm;. LOAD = ( 226 lbs /ft) ( 52.0 LENGTH = 6 ft - ft + _ aeismic ti LOAD = ( 0 lbs /ft) ( LOAD = ( 226 lbs / ft) ( 20.0 ft/2 + 0) _ LOAD = ( 146 lbs / ft) ( 17..0 ft/2 + 0) _. LOAD = ( 564 15/43 lbs / ft) ( 15.0 ft/2 + 0) _ SHEAR = TL. LOAD / L= 4977 lbs / 6.00 ft. _ USE 15 w. 5/8" dia. x 12 " A.B.'s'@ 8 "o/c UPLIFT: L(Wall) = 6.00 ft. Wall Height = 4250 = LOAD = 4977 lbs. O. T. M. 44176 / 10.00 .85*RM= 0.85*04*10+25*(4/2)) * 6.00 ^2/2= PER POST N.M. = O.T.M. - R.M. = . 49766 - 2907 = UPLIFT = N.M. / LENGTH = 46859 / 6.00 = PROVIDE: (1) SIMPSON HD8A PER POST LOAD = il Wall(s) @ Front of Morning Rm & Rear of Garage:. lbs. 1241 LENGTH = loft - ft + 829 seismic 3x SILL AB8X 10.00 LOAD = ( 226 lbs /ft) ( 52.0 ft/ 2 + ) _ ft -lbs . LOAD _ ( 277 lbs / ft) ( 31.0 ft/2 + lbs. LOAD = ( 0 lbs /ft) ( ft/2 . + 0) _ SHEAR = TL. LOAD / L= 10170 lbs / 21.00 ft. _ U S E Al2 w. 5/8" dia. x 12 " A. B.'s @ 24 "o/c UPLIFT: L(Wall) = 10.00 ft. Wall Height = LOAD = 4843 lbs. O. T. M. _ 0.85*RM= 0.85*(10.10) * 10.00 "2/2= N.M. = O.T.M. - R.M. _ " 48426 -. 4250 = UPLIFT = N.M. / LENGTH= 44176 / 10.00 PROVIDE: (1) SIMPSON HTT22 PER POST ' C22) Wall(s) @. Front of Garage: LENGTH = 2.5 ft - 0 ft + '2.5 = LOAD = ( 226 lbs /ft) ( 32.0 ft/2 . + 0) _ LOAD = ( lbs /ft) ( ft / 2 + ) _ LOAD = (. lbs /ft) ( ft/2 + ) _ SHEAR = TL. LOAD / L= 3616 lbs / 5.00 ft. _ U S E 14 w. 5/8" dia. x 12 " A.B.'s (aD 16 "o/c UPLIFT: L( Wall) _ . 2.50. ft. Wall Height. _ LOAD = 1808 lbs. O. T. M. _ 0.85*RM= 0.85*(10*10) * 2.50 12/2= N.M. = O.T.M. - R.M. = 18080 - 265.63 = UPLIFT = N.M. / LENGTH = 17814 / 2.50 = PROVIDE: (1) SIMPSON HD8A PER POST ESUFME file: P1WB.wk4, Sheet Date2-06-04 JN104-4116 6.00 ft 2260 lbs. 1241 lbs. 1476 lbs. 829 lbs / ft 3x SILL AB8X 10.00 ft.. 49766 ft -lbs 2907 ft -lbs . 46859 ft -lbs 7810 lbs. 21.00 ft 5876 lbs. 4294 lbs. 0 lbs. 484 lbs/ft 3x SILL AB24X 10.00 ft. 48426 ft -lbs 4250 ft -lbs 44176 ft -lbs - 4418 lbs. 5.00 ft 3616 lbs. 0 lbs. 0 lbs. 723 Ibs /ft 3X SILL AB16X 10.00 ft. 18080 ft -lbs 266 ft -lbs . 17814 ft -lbs 7126 lbs. ES.I/FME, In.c. STRUCTURAL ENGINEERS Sheet Z- 7 Date2-06-04 jN104-4116 " The Hideaway - Lot 323 " /. D.L. FREEMAN LOAD = 4692 'Ibs. LENGTH = 9 ft - 0 ft + _.. La Quinta, California LOAD = ( 272 lbs / ft) ( 34.5 ft/2 + 0) = 4692 lbs. LOAD = ( lbs /ft) ( ft/2 + ) = 0 lbs. . THE HIDEAWAY - LOT323 ft/2 + ) = 0 23 Wall(s) @ Front of Guest Room: 521 lbs /ft LENGTH = 10 ft - ft + 10 = - 20.00 ft. wino LOAD = ( 277 lbs /ft) ( 32.0 ft/2 + 0)= 4432 lbs. LOAD = ( lbs /ft) ( ft/2 + 0) = 0 lbs. LOAD = ( lbs /ft) ( ft/2 + 0) = 0 lbs. SHEAR = TL. LOAD / L= 4432 lbs / 20.00 ft. = 222 lbs / ft U S E 10 w. 5/8" dia. x 10 " A.B.'s (a-_) 48 "o/c A648 UPLIFT: L(Wall) _ 10.00 ft. Wall Height = 10.00. ft. LOAD = 2216 lbs. 0. T. M. = 22160 ft -lbs .85*RM= 0.85*(14*10+25*(32/2)) 10.00 ^2/2= 22950 ft -lbs N.M. = O.T.M. - R.M. = 22160 - 22950 = -790 ft -lbs UPLIFT = N.M. / LENGTH = -790 / 10.00 = -79 lbs. NO HOLDOWNS REQUIRED; UPLIFT VERY SMALL. 24 Wall(s) @ Left side of Guest Bathroom: LENGTH 9.5 ft - 2 ft + = 7.50 ft • seismic LOAD = ( 272 lbs"/ ft) ( 23.5 ft/2 + ) 3196 lbs. LOAD = ( lbs /ft) ( ft/2 + ) = 0 lbs. LOAD = ( 0 lbs /ft) ( ft/2 + 0) = 0 lbs. SHEAR = TL. LOAD / L= 3196 lbs / 7.50 ft. = 426 lbs / ft Al2 3x SILL USE w. 5/8" dia. x 12 " A.B.'s 24 "o/c ' AB24X _ UPLIFT: L( Wall) = 9.50 ft. Wall Height _ 10.00 ft. LOAD = .3196 lbs. 0. T. M. = 31960 ft -lbs 0.85*RM= 0.85*(14*10+25*4/2) * 9.50 ^2/2= 7288 ft -lbs N.M. = O.T.M. - R.M. = 31960 - 7287.7 = 24672 ft -lbs UPLIFT = N.M. / LENGTH= 24672 / 9.50 = 2597 lbs. PROVIDE: (1) SIMPSON HTT16 PER POST. 25 Wall(s) @ Right side of Guest Bedroom: a.uu n. LOAD = 4692 'Ibs. LENGTH = 9 ft - 0 ft + _.. 9.00 ft. LOAD = ( 272 lbs / ft) ( 34.5 ft/2 + 0) = 4692 lbs. LOAD = ( lbs /ft) ( ft/2 + ) = 0 lbs. . LOAD = ( lbs /ft) ( ft/2 + ) = 0 lbs. SHEAR = TL. LOAD / L= 4692 lbs / 9.00 ft. = 521 lbs /ft U S E -1 FT: PROVIDE: ESIIFME file: P1 W9.wk4 3x SILL w. 5/8" dia. x 12 " A.B.'s (a) 16 "o/C AB16X Lk vvau) = a.uu n. LOAD = 4692 'Ibs. 0.85*RM= 0.85*(14*10+25*4/2) N.M. = O.T.M. - R.M. = UPLIFT = N.M. / LENGTH= (1) SIMPSON HTT22 Wall Height = 10.00 ft. 0. T. M. = 46920 ft -lbs * 9.00 ^2/2= . 6541 ft -lbs 46920 - 6540.8 = 40379 ft -lbs 40379 / 9.00 =. 4487 lbs. PER POST. ESI/FME, Inc. STRUCTURAL ENGINEERS " The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, California USE __ , UPLIFT PROVIDE: w. 5/8" dia. x 12 " A.B.'s 24 "o/c L( Wall) = 10.00 ft. Wall Height = LOAD = 3361 lbs. 0. T. M. _ .85*RM= 0.85*04*10+25*(4/2)) * 10.00 ^2/2= N.M. = O.T.M.- R.M. = 33610 - 8075 = UPLIFT = N.M. / LENGTH= .25535 / 10.00 = (1) SIMPSON . HTT16 PER POST. C27" Wall(s) @ Right side of Kitchen,Service, & Golf Cart Garage: THE HIDEAWAY - LOT323 7 26 Wall(s) @ Left of Garage & Powder Rm:' seismic LOAD = ( 366*29/56 LENGTH = loft - 2 ft + 10 = aeismic ti ( 366*27/56. lbs /ft) ( 31.0 ft/2 + 0) _ LOAD = ( 272 lbs / ft) ( 11.0 ft/2 + 0) = LOAD = ( 366 lbs / ft) ( 31.0 ft/2 + 0) = LOAD = ( 221-14/59 lbs / ft) ( 15.0 ft/2 + 0) = SHEAR = TL. LOAD / L= 7562 lbs / ' 18.00 ft. _ USE __ , UPLIFT PROVIDE: w. 5/8" dia. x 12 " A.B.'s 24 "o/c L( Wall) = 10.00 ft. Wall Height = LOAD = 3361 lbs. 0. T. M. _ .85*RM= 0.85*04*10+25*(4/2)) * 10.00 ^2/2= N.M. = O.T.M.- R.M. = 33610 - 8075 = UPLIFT = N.M. / LENGTH= .25535 / 10.00 = (1) SIMPSON . HTT16 PER POST. C27" Wall(s) @ Right side of Kitchen,Service, & Golf Cart Garage: LENGTH = 7 ft - ft + 9.5+12-2 = seismic LOAD = ( 366*29/56 lbs /ft) ( 21.0 ft / 2'. + ) _ LOAD = ( 377*18/59 lbs /ft) ( 16.0 ft/2 + ) _ LOAD = ( 366*27/56. lbs /ft) ( 31.0 ft/2 + 0) _ SHEAR = TL. LOAD / L= 5645 lbs / 26.50 ft. _ U S E 10 w. 5/8" dia. x- 10 " A.B.'s 56 "o/c UPLIFT: L( Wall) = 7.00 ft. Wall Height = Wall Height LOAD =. 1491 lbs. 0. T. M. _ 0. T. M. 0.85*RM= 0.85*(14*10+25*(16/2+2)) * 7.00 ^2/2= 0.85*RM= 0.85*(14*10+25*4/2) N.M. _. O.T.M.-R.M. = 14913-- 8121.8 = N.M. = O.T.M.- R.M. = UPLIFT = N.M./LENGTH= 6790.8 % 7.00 = NO HOLDOWNS REQUIRED; UPLIFT VERY SMALL. 28 Wall(s) @ Right side of 2 -Car Garage: 1496 lbs. LENGTH = loft - 0 ft + _ LOAD = ( 366*29/56 lbs/ft)( 32.0 ft/2 + 0) _ LOAD = ( lbs /ft) ( ft/2 + ) _ LOAD = ( lbs /ft) ( ft/2 + ) SHEAR = TL. LOAD / L= 3033 lbs / 10.00 ft. _ U S E A,,'w. 5/8" dia. x 10 " A.B.'s (d 32 "o/c UPLIFT: L(Wall) = 10.00 ft. Wall Height = LOAD = 3033 lbs. 0. T. M. _ 0.85*RM= 0.85*(14*10+25*4/2) * 10.00 ^2/2= N.M. = O.T.M.- R.M. = 30326 - 8075 =. UPLIFT = N.M. / LENGTH = 22251 / 10.00 = PROVIDE: (1) SIMPSON . HTT16 PER POST. ESI/FME file: P1 W10.wk4 Sheet Date2-06-04 JNJ 04-4116 18.00 ft 1496 lbs. 5673 lbs. 393 lbs. 420 lbs/ft 3x SILL 10.00 AB24X 10.00 ft. 33610 ft -lbs .8075 ft -lbs 25535 ft -lbs 2554 lbs. 26.50 ft 1990 lbs. 920 lbs. 2735 lbs. 213 lbs / ft crass F 10.00 ft. 14913 ft -lbs 8122 ft -lbs 6791 ft -lbs 970 lbs. 10.00 ft 3033 lbs. 0 lbs. 0 lbs. 303 lbs /ft -- ...........................-.. AB32 10.00 ft. 30326 ft -lbs 8075 ft -lbs 22251 ft -lbs 2225 lbs. " The Hideaway - Lot 323 " / D.L. FREEMAN La Quinta, California ; THE HIDEAWAY - LOT323 29 Wall(s) @ Front of den/office LENGTH = 5 ft. - 0 ft _ + 6 = 11.00 ft seismic LOAD = (.377*26/60 lbs / ft) ( 8.0 ft/2 + 0) = 653 lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0) = 0 lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft / 2 + = 0 'lbs. SHEAR = TL. LOAD / L= 653 lbs / 11.00 ft. .0) = 59 lbs / ft U s E 10 w. 5/8" dia. x 10 " A.B.'s (� 72 "o/c A672 UPLIFT: L( Wall) = 5.00 ft. Wall Height . = 10.00 ft. LOAD = 297 lbs. O. T. M. = 2970 ft -lbs .85*RM= 0.85*(14*10+25*(6/2)) 5.00 "2/2= 2284 ft -lbs N.M. = O.T.M. - R.M. = 2970.3 - 2284.4 = 686 ft -lbs UPLIFT = N.M. / LENGTH= 685.93 / 5.00 = 137 lbs. ESI/FME file: P1W11.wk4 7F M E S • E-1 E,SI/FME, In.c. STRUCTURAL ENGINEERS "The Hideaway - Lot 323 " / D.L. FREEMAN DEV. La Quinta, California Sheet 29 br Z9 Date 2-23-04 JN, 104-4116 FOUNDATION ANALYSIS ASSUMED SOIL BEARING PRESSURE= 1500 psf . Soils Report By: Sladden Engineering Job No. 544-3367 Dated : Aug. 13, 2003 1. Continuous Footing Design: @ 2 -STORY Roof : ( 34) ( 15/2+2 ) 323 plf Wall : ( 10) ( 20 ) = 200. . Floor : ( 52) ( 12/2+3 ) = 468 991 plf Width Required = ( 991 ) / ( 1750 - 75) = 0.59 ft. USE 12 in. wide x 12 in. deep cont. ftg. 1 -Story w/1-#4T/BCont. USE 15 in. wide x 18 in. ' deep cont. ftg. 2 -Story w/ 1 - #4 T / B Cont. 2. Point Loaded Footing P max= S.B.P. *S*W/ 144 Pmax ( 1 -Story) 5000 lbs. Pmax ( 2 -Story) = 8125 lbs. 3. Pads needed Pad # 1 : P =. R ( R ) = 8056.00 lbs from BM#4 Area = ( 8056 ) / ( 1500 - = 5.56 sq. ft., hence, L = * Use pad 30 " square x 18 " deep. Pad # 2 : P = R.( R ) = 12450.00 lbs from BM#3, 17, & flr Area = ( 12450 ) / ( 1500 - = 8.59 sq. ft., hence, L = * Use pad 36 " square x 18 " deep. ESUFME file: 4116F1.wk4 4 x post (minimum) NT. FTG: `-,-745-deg. LS -Bea ring Area 50 ) 2.36 ft.. ( minimum ) 50 ) 2.93 ft. (minimum) TITLE 24 REPORT Title 24 Report for: D.L. Freeman Lot 323 - The Hideaway La Quinta, CA Project Designer: b Report Prepared By: Joan D. Hacker Insu-form, Inc. 68-255 Corta Road Cathedral City, CA 92234 (760) 324-2046 CITY OF L4 Ql! BUILDING &SAF INTA APPS E DEPT Job Numb r: OR CONST STI® DATE B Date: 5/8/2004 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 897-6400. EnergyPro 3.1 By EnergySoft Job Number: User Number: 2655 M06W WW BE11A616 reov anti I TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Checklist 7 Form C -2R Computer Method Summary 9 HVAC System Heating and Cooling Loads Summary 14 Room Load Summary 18 EnergyPro 3.1 By EnergySoft Job Number: User Number: 2655 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R D.L. Freeman 5/8/2004 Project Title Date Lot 323 - The Hideaway La Quinta Project Address Building Permit # Insu-form, Inc. (760) 324-2046 Plan Check / Date Documentation Author Telephone Computer Performance 15 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 4,809 ft2 Average Ceiling Height: 10.0 ft Total Conditioned Slab Area: 3,969 ft2 Building Type: Wood (check one or more) Exterior Wall X1 Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (East) 90 dei Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 2 ® Raised Floor Const. Component Frame Assembly Location/Comments Tvpe Tvpe U -Value (attic, garage, typical, etc.) Slab On Grade n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation R-21 Wall (W.21.2x6.16) Wood 0.059 Exterior Wall R-38 Roof (R.38.2x14.16) Wood 0.028 Exterior Roof R-30 Floor (F.30.2x10.16) Wood 0.034 Exterior Floor / Over Open Space Slab On Grade n/a 0.756 Exposed Slab w/R-0.0 Perimeter Insulation Solid Wood Door None 0.387 Exterior Door FENESTRATION Shading Devices Type Orientation Area Fenestration Exterior Overhang Side Fins SF U -Factor SHGC Shading Yes / No Yes / No Front (Southeast) 6.0 0.60 0.39 Bug Screen Q ❑ ❑ Q Front (Southeast) 10.0 0.57 0.39 Bug Screen a ❑ ❑ o Left (Southwest) 20.0 0.55 0.55 Bug Screen Q ❑ ❑ Q Left (Southwest) 25.0 0.60 0.39 Bug Screen Q ❑ ❑ Q Rear (Northwest) 24.0 0.55 0.55 Bug Screen FK1 ❑ ❑ Q Right (Northeast) 8.0 0.60 0.39 Bug Screen a ❑ ❑ o Front (East) 163.5 0.60 0.39 Bug Screen Q ❑ ❑ Q Front (East) 6.0 0.57 0.39 Bug Screen ❑ ❑ Q Left (South) 58.0 0.60 0.39 Bug Screen Q ❑ ❑ Q Left (South) 160.0 0.55 0.55 Bug Screen Q ❑ ❑ Q Rear (West) 29.3 0.57 0.39 Bug Screen Q ❑ ❑ Q Right (North) 40.0 0.55 0.55 Bug Screen Q ❑ ❑ 0 Run Initiation Time: 05108104 9:08:14 Run Code: 1084068494 Ener Pro 3.1 By Ener Soft User Number: 2655 Job Number: Pa e:3 of 21 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R D.L. Freeman 5/8/2004 Project Title Date Lot 323 - The Hideaway La Quinta Project Address Building Permit # Insu-form, Inc. (760) 324-2046 Plan Check / Date Documentation Author Telephone Computer Performance 15 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 4,809 ft2 Average Ceiling Height: 10.0 ft Total Conditioned Slab Area: 3,969 ft2 Building Type: vnaun� (check one or more) RI Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (East) 90 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 2 ® Raised Floor BUILDING SHELL INSULATION Const. Component Frame Assembly Location/Comments Type Type U -Value (attic, garage typical, etc.) rCNr-o I KA 1 WN vnaun� �JCYI{4C.1 Type Orientation Area Fenestration Exterior Overhang Side Fins SF U -Factor SHGC Shading Yes / No Yes / No Right (North) 111.0 0.60 0.39 Bug Screen[R] ❑ ❑ X❑ Rear (West) 208.2 0.60 0.39 Bug Screen FAI ❑ ❑ a Left (South) 66.0 0.57 0.39 Bug Screen X❑ ❑ ❑ x❑ Rear (West) 24.0 0.55 0.55 Bug Screen Q ❑ ❑ Q ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ El El ❑❑ 1:1 El El 1:1 1:1 El 1:1 1:1 El E] 1:1 El F1 El El El El Run Initiation Time: 05/08/04 19:08:14 Run Code: 1084068494 Ener Pro 3.1 By Ener Soft User Number: 2655 Job Number: Pa e:4 of 21 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R D.L. Freeman 5/8/2004 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments Central Furnas 80% AFUE Ducts in Attic 4.2 Setback Guest Suite Central Furnace Central Furnace 80% AFUE Ducts in Attic 80% AFUE Ducts in Attic 42 4.2 Sethack Second Floor Setback Living/Foyer Central FurnarP. 80% AFUE Ducts in Attic 4.2 Setback Master Bedroom Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 42 Sethack Guest Suite Split Air Conditioner 12.0 SEER Ducts in Attic 42 Sethack Secnnd Flnnr Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback Living/Foyer Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback Master Bedroom WATER HEATING SYSTEMS Rated 1 Tank Energy Fact' 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%) R -Value A O SMITH WATER Small Gas Pine Insulation 2- 46,000 50 0.62 n/a n/a PRODUCTS FPSH-50-234 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS WIVIF'LIANCE STATEMENT 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, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: Title/Firm: Address: Telephone: Lic. #: (signature) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: Name: Joan D. Hacker Title/Firm: Insu-form, Inc. Address: 68-255 Corta Road Cathedral City, CA 92234 Telephone: (760) 324-2046 � IEnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:5 of 21 1 Certificate of Compliance: Residential (Addendum) CF -1 R D.L. Freeman 5/8/2004 Project Title Date Special Features and Modeling Assumptions 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 )ased on the adequacy of the special justitication and documentation submitted. Plan Field HIGH MASS Design(see C -2R) - Verify Thermal Mass: 537 sgft Covered Slab Floor, 3.50" thick at Guest Suite HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1752 sgft Exposed Slab Floor, 3.50" thick at Living/Foyer HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1680 sqft Covered Slab Floor, 3.50" thick at Master Bedroom HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. I Plan I Field The HVAC System "Guest Suite" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Second Floor" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Living/Foyer" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Master Bedroom" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 05/08/0419:08:14 Run Code: 1084068494 :nergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:6 of 21 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. DESIGNER ENFORCEMENT Building Envelope Measures X 1150(.): Minimum R-19 ceiling insulation. ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value. a1150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does to not apply exterior mass walls). ❑ *§150(d): Minimum R-13 raised floor insulation in framed Floors or equivalent. ❑§ 150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perrn/inch. a§118: Insulation specified or installed meets insulation -quality standards. Indicate type and form. ® §116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. § 150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ❑ §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. FV § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. ❑X §150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑X §1500): Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined intemal/extemal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:7 of 21 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 R NOTE: Lowdse residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or Initial applicable boxes or enter N/A If not applicable. DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) FV '§ 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL181B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that Is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ § 114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and no pilot. 2. System is installed with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or spas. a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. a§115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ❑ §118 (f): Cool Roof material meet specified criteria Lighting Measures IX -1 §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or for greater general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. a§150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number: 2655 Job Number. Page:8 of 21 Computer Method Summary (Part 1 of 3) C -2R _D L-fteeman5181200 2.87 3.40 Space Cooling Project Title Domestic Hot Water Date Ajdeawa- Quinta _LoL323�heJy l Percent better than Standard: R-2 - all (W 21 2x6 16) Project Address BUILDING Building Permit # _Ln.su=f_orm,_Inc_ 760 324-2046 Single Fam Detached Documentation Author Telephone Plan Check/Date ComputeT Performance 15 R-21 Wall pN 21 2x6 161 Compliance Method (Package or Computer) Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 2.87 3.40 Space Cooling 31.85 30.77 Domestic Hot Water 5.93 5.94 Totals 40.64 40.11 Percent better than Standard: R-2 - all (W 21 2x6 16) BUILDING Total Conditioned Floor Area: 4,809 ft2 Building Type: Single Fam Detached Building Front Orientation: (East) 90 deg Number of Dwelling Units: 1.00 Number of Stories: 2 BUILDING ZONE INFORMATION Zone Name Floor Area Volume G.uest-S.uite _Secoad_Boar .Living1Eoyer N1.asieLB.edroom OPAQUE SURFACES Act. Type Area U -Fac. Azm. Tilt Wall_ X99. 0 Q59 x_35 90 Walt_ ----JZ5_ -0_05.9 _225_ -90 Wall_ x_4.6_ 0-059 _315 90 Wall_ _2.32. 0-G59 --45 99 Roof 537- 0.929 Q 0 Boor _840 ---OA13-4- -0----1-80 Wall- 72 ---0-059- 90- _90 Wall_ _132. 0-59 X80 _90 Wall_ _169 0-0.59 __2Z0_ _90_ Wall_ 143_ _0.05.9_ 0 90 Root- 811 0.02& -22.5 Wall_ _250 Q M9- -9D- Door- 9.Door 28_ _0.382 9.0 9D_ Wall- 50 0.059 X80 _9.0_ Wall_ x.6.6 _0_0.59_ 270 _9.0 Wall_ 244 0 05g _0 A0 Root- 1.752 0.028 _225_ -0_ Wall_ _381 _0.0.59 9.0. 90 Wall- _221 ---O 059 X60 _90 Wall- 324 _9_059_ _27.0 _8.0 Wall_ 41 . _0.059 0_90 .Roof 1,680. 0.028_ -225_ 0 53Z 640 1.752 .660 Solar Gains Y/N 5 470 _8,40.0 17.520 __Jfi.809 -0.53 1.08 -0.02 0.53 Floor Construction Type: ❑X Raised Floor 0 Slab Floor Total Fenestration Area: 19.9% Total Conditioned Volume: 48,090 ft 3 Total Conditioned Slab Area: 3,969 ft 2 # of Thermostat Vent Units Zone Type Type Hgt. Area _0-11 Conditioned_ _Setback_ 8 -nla 0.17 C.ondifioned_ -Setback_ 8 -nLa -0-36_ conditioned_- -Setback_ 8 _nLa Q.35_ ----Condition-ed- Setback_ 8 _nLa Form 3 Reference Location / Comments Guest Suite GuesiSuite Guest Suite G.uesLSLite G.uesLSuite Second-FJoor _SecondEloor .S.e.cond Eloor Second Eloor SecondFJoor Second-loor Living/Enyer liuing/.Eoyer llvingLEoyer liuingLEoyer I oven_ g/Foyer I ving/Foyer MasteLBedroom Master R.ed[nom MasteLBedrnam Master Redroom Master -Bedroom EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Paae:9 of 21 0 _--21Wall M/_2 -t .161 ❑ 8-21 vy, i (W 21 2x6 16) ❑ R-2 - all (W 21 2x6 16) ❑ R21 1Q(_al1-W 21.2x6.]-6) IN ❑ A ❑ R_38.Rooi R-21 2x1_4.16) R_3.O-FJoor (F.302 A016) .R21 Wall (W.21.2x6.16) rp� LnJ ❑ R-21 Wall (W 212x6.16) ❑ R-21 Wall pN 21 2x6 161 ❑ R-21 WaIL(W 2]..2x616.) ❑ R_38J1 of (R.3.8.2xL4 16) ❑ R_21,Nall W -2-t x6.16) ❑ Solid Wood Door X El82] Wall (W 21 2x6.16) IX ❑ 82LWalL(W.2J--616.) IX ❑ R-21 Wa21 2x6.16) IN ❑ R-38 Root_(RM 2x14.16) ❑ R-21 Wall (W.212x6.16) ❑ R-21 Wall (W.212x6 16) ❑ R-21 -Waft (W.2,.2x!3-t6) ❑ R2�all (W.21.2x6-JS) I0 R3.8Roof (R.3.8-Zx 6.) ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Location / Comments Guest Suite GuesiSuite Guest Suite G.uesLSLite G.uesLSuite Second-FJoor _SecondEloor .S.e.cond Eloor Second Eloor SecondFJoor Second-loor Living/Enyer liuing/.Eoyer llvingLEoyer liuingLEoyer I oven_ g/Foyer I ving/Foyer MasteLBedroom Master R.ed[nom MasteLBedrnam Master Redroom Master -Bedroom EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Paae:9 of 21 Computer Method Summary (Part 2 of 3) C -2R D.L. Freeman 5/8/2004 Project Title Date FENESTRATION SURFACES 24 Bug Screen 0.76 8.0 U- 2.0 Act. 2.0 Glazing Type Location/ # Type 4.5 Area Factor SHGC Azm. Tilt Comments 1 Window-Eront_(Southeast) 3.0 6_0 0 6.0.0 -0-39- ----t3b_ _9.0 Doub1e11onMtLC1e.ar GuesLS_uiie 2 Window Front (Southeast) 10.0 0.570 0.39 135 2.0 90 Double NonMtl Clear Guest Suite 3 Window Left (Southwest) 20.0 0.550 0.55 225 29 90 Double NonMtl Clear Guest Suite 4 Window Left (Southwest) 25.0 0.600 0.39 225 90 Double NonMtl Clear Guest Suite 5 Window Rear (Northwest) 24.0 0.550 0.55 315 90 Double NonMtl Clear Guest Suite 6 Window Right (Northeast) 8.0 0.600 0.39 45 90 Double NonMtl Clear Guest Suite 7 Window Front (East)_ 12.5 0.600 0.39 90 90 D4 luble NonMtl Clear -Second Floor 8 Window Front (East) 6.0 0.570 0.39 90 90 Double NonMtl Clear Second Floor 5 Window Left (South) 18.0 0.600 0.39 180 90 Double NonMtl Clear Second Floor _1.0 Win ow Left (South) 40.0 0.550 0.55 180 90 Double NonMtl Clear -ecmd Floor 11 Window Rear (West). 11.3 0.570 0.39 270 90 Double NonMtl Clear Second Floor 12 Window Right (North) 20.0 0.550 0.55 0 90 Double NonMtl Clear Second Floor 13 Window Riight (NDAW X56 0-60k 03.9 0 _90 Double- onM I -Clear aecond_Eloor 14 Window Right (North) 12.0 0.600 0.39 0 90 Double NonMtl Clear Second Floor 15 Window Front (East) 10.0 0.600 0.39 90 90 Double NonMtl Clear Living/Foyer 16 Window Front (East) 96.0 0.600 0.39 90 90 Double NonMtl Clear Living/Foyer 17 Window Front (East) 6.0 0.600 0.39 90 90 Double NonMtl Clear Living/Foyer 18 Window Left South 40.0 0.600 0.39 180 90 Double NonMtl Clear Living/Foyer 19 Window Left (South) 80.0 0.550 0.55 180 90 Double NonMtl Clear Living/Foyer 20 Window Rear (West) 26.7 0.600 0.39 270 90 Double NonMtl Clear Living/Foyer 21 Window Rear West 30.0 0.600 0.39 270 90 Double NonMtl Clear Living/Foyer 22. Window Rear (West). 10.0 0.570 0.39 270 90 Double NonMtl Clear Livin /Foyer 23 Window Rear (West) 22.5 0.600 0.39 270 90 Double NonMtl Clear Living/Foyer 24 Window Rear (West) 96.0 0.600 0.39 270 90 Double NonMtl Clear Living/Foyer 25 Window Rear (West) 9.0 0.600 0.39 270 90 Double NonMtl Clear Living/Foyer 26 Window Right (North) 6.0 0.600 0.39 0 90 Double NonMtl Clear Living/Foyer 27 Window Front (East) 15.0 0.600 0.39 90 90 Double NonMtl Clear Master Bedroom 28 Window Front (East) 24.0 0.600 0.39 90 90 Double NonMtl Clear Master Bedroom 29 Window Left (South) 6.0 0.570 0.39 180 90 Double NonMtl Clear Master Bedroom INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 3.0 2.0 2.0 0.1 2.0 2.0 2 Bug Screen 0.76 5.0 2.0 2.0 0.1 2.0 2.0 3 Bug Screen 0.76 8.0 3.0 2.0 0.1 2.0 2.0 4 Bug Screen 0.76 5.0 2.5 2.0 0.1 2.0 2.0 5 -Buq Screen 0.76 8.0 3.0 10.0 0.1 10.0 10.0 6 Bug Screen 0.76 4.0 2.0 2.0 0. 2. 2.0 7 Bug Screen 0.76 5.0 2.5 2.0 0.1 2.0 2.0 8 Bug Screen 0.76 3.0 2.0 2.0 0.1 2.0 2.0 9 Bug Screen 0.76 4.5 2.0 14.0 0.1 14.0 14.0 10 Bug Screen 0.76 8.0 5.0 14.0 0.1 14.0 14.0 11 Bug Screen 0.76 2.5 1.5 2.0 0.1 2.0 2.0 12 Bug Screen 0.76 8.0 2.5 6.0 0.1 6.0 6.0 13 Bug Screen 0.76 5.0 2.5 2.0 0.1 2.0 2.0 14 Bug Screen 0.76 3.0 2.0 2.0 0.1 2.0 2.0 15 Bug Screen 0.76 5.0 2.0 2.0 0.1 2.0 2.0 16 Bug Screen 0.76 8.0 12.0 14.0 0.1 14.0 14.0 17 Bug Screen 0.76 3.0 2.0 2.0 0.1 2.0 2.0 18 Bug Screen 0.76 5.0 8.0 8.0 0.1 8.0 8.0 19 Bug Screen 0.76 8.0 5.0 14.0 0.1 14.0 14.0 20 Bug Screen 0.76 5.0 5.4 2.0 0.1 2.0 2.0 21 Bug Screen 0.76 6.0 2.5 2.0 0.1 2.0 2.0 22 Bug Screen 0.76 2.0 2.5 2.0 0.1 2.0 2.0 23 Bug Screen 0.76 4.5 2.5 2.0 0.1 2.0 2.0 24 Bug Screen 0.76 8.0 12.0 2.0 0.1 2.0 2.0 25 Bug Screen 0.76 4.5 2.0 2.0 0.1 2.0 2.0 26 Bug Screen 0.76 3.0 2.0 2.0 0.1 2.0 2.0 27 Bug Screen 0.76 6.0 2.5 2.0 0.1 2.0 2.0 28 Bug Screen 0.76 3.0 2.0 2.0 0.1 2.0 2.0 29 Bug Screen 0.76 3.0 2.0 2.0 0.1 2.0 2.0 Run Initiation i 1 Code@ 1084068494 EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number: Page: 10 of 21 Computer Method Summary (Part 2 of 3) C -2R D.L. Freeman 5/8/2004 Project Title Date FENESTRATION SURFACES # Type Area U- Factor SHGC Act. Glazing Type Azm. Tilt Location/ Comments _3.0. Window_Left_(S.outh) X5_0_ 0_57-0. -----O-3R 180 -9Q Doub1e-tonMtLC1ear -MasteLBedroom 31 Window Left (South) 15.0 0.570 0.39 180 90 Double NonMtl Clear Master Bedroom 32 Window Left South 40.0 0.550 0.55 180 90 Double NonMtl Clear Master Bedroom 33 Window Rear (West) 24.0 0.600 0.39 270 90 Double NonMtl Clear Master Bedroom 34 Window Rear (West) 8.0 0.570 0.39 270 90 Double NonMtl Clear Master Bedroom 35 Window Rear (West)_ 24.0 0.550 0.55 270 90 Double NonMtl Clear Master Bedroom 3-6 Window Right (North) 30.0 0.600 0.39 0 90 Double NonMtl Clear Meter Bedroom 37 Window Right North 30.0 0.600 0.39 0 90 Double NonMtl Clear Master Bedroom 33 Window Right ( ortb 8.0 0.600 0.39 0 90 Double NonMtl Clear Master Bedroom 39 Window Right (North) 20.0 0.550 0.55 0 90 Double NonMtl Clear Master Be -doom INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin g Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 30 Bug Screen 0.76 6.0 2.5 2.0 0.1 2.0 2.0 31 Bug Screen 0.76 2.0 2.5 2.0 0.1 2.0 2.0 32 Bug Screen 0.76 8.0 5.0 2.0 0.1 2.0 2.0 33 Bug Screen 0.76 6.0 2.0 2.0 0.1 2.0 . 2.0 34 Bug Screen 0.76 2.0 2.0 2.0 0.1 2.0 2.0 35 Bug Screen 0.76 8.0 __3_0 10.0 0. 10.0 10.0 36 Bug Screen 0.76 6.0 2.5 8.0 0.1 8.0 8.0 37 Bug Screen 0.76 6.0 2.5 2.0 0.1 2.0 2.0 38 Bug Screen 0.76 4.0 2.0 2.0 0.1 2.0 2.0 39 Bug Screen 0.76 8.0 2.5 4.0 0.1 4.0 4.0 Run Initiation Time 05/08104 19:08:14 Run Code: 1084068494 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 11 of 21 Computer Method Summary (Part 3 of 3) C -2R D.L. Freeman Project Title 5/8/2004 Date THERMAL MASS FOR HIGH MASS DESIGN F2 Insulation Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments C n r Q, He-avyweiahl _ _5.37 _3-50 —28. _0_98. n/a _2. Guest-S.uiteJ_Slab on Grade Concrete He v weight 1 752 3_50 28 0_98 n/a 0 Living/Foyer / Slab on Grade Conr`ele, Hea_vyweiyh_t_ -..W aM 23 0.98 n/a 2_ VISI stQr B_e i�rooml_S_la_IZon Grade PERIMETER LOSSES 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. F2 Insulation Type Length Factor R -Val. Depth Location / Comments $I 38 0.76 0.0 0 Guest Suite Slab Perimeter 09 0_7.6 —0-0 0 Lixing/Eoyer SI bPerimeter 88 0.76 0.0 0 Master Bedroom HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments .C&Aial Furnace 80%AFUE Ducts in Attic 4.2 Setback Sztrgst Suite Central Furnace 80%AFUE Ducts in Attic 4.2 Setback Second Floor Central Furnace 80%AFUE Ducts in Attic 4.2 Setback Livin /Foyer Central Furnace 80%AFUE Ducts in Attic 4.2 Setback Master Bedroom Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc,) R -Value Type Comments Split Air Conditioner 12.0 SEER Duets in Attic 4.2 Setback Gu s1<Suite Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback Second Floor Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback Living/Foyer Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback Master Bedroom WATER HEATING SYSTEMS Ratedl Tank Energy Fact! 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (gal) Efficiency Loss (%) Ext. A O SMITH WATER PRODUCTS -FPSH=50=23- Small Gas Pipe Insulation_ _2— 46,000 50 0.62 n/a n/a 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. Computer Method Summary (Addendum) C -2R D.L. Freeman 5/8/2004 Project Title Date Special Features and Modeling Assumptions 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. Plan Field HIGH MASS Design(see C -2R) - Verify Thermal Mass: 537 sqft Covered Slab Floor, 3.50" thick at Guest Suite HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1752 sqft Exposed Slab Floor, 3.50" thick at Living/Foyer I —J� HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1680 sqft Covered Slab Floor, 3.50" thick at Master Bedroom HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. I Plan I Field The HVAC System "Guest Suite" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Second Floor" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Living/Foyer" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Master Bedroom" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 05/08/0419:08:14 Run Code: 1084068494 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 13 of 21 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY 7 PROJECT NAME DATE D.L. Freeman 5/8/2004 SYSTEM NAME FLOOR AREA Guest Suite 537 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Heating System Output per System 37,000 Total Output (Btuh) 37,000 Output (Btuh/sgft) 68.9 Cooling System Output per System 23,200 Total Output (Btuh) 23,200 Total Output (Tons) 1.9 Total Output (Btuhlsgft) 43.2 Total Output (sgft/ron) 277,8 Air System CFM per System 895 Airflow (cfm) 895 Airflow (cfm/sqft) 1.67 Airflow (cfm/ron) 462.9 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions 26.0 OF Outside Air 0 cfm 69.7 OF �uQr 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 494 7,200 250 164 6,652 0 360 333 0 0 0 0 0 0 0 0 0 360 333 7 920 250 7,317 BDP CO. 563AN024-A 13,772 7,856 37,000 Total Adjusted System Output 13,772 7,856 37,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am ,eam Temperatures at Time of Heatina Peak) 69.7 OF 69.7 OF . 108.2 OF r� Supply Fan Heating Coil 895 cfm �% Return Air Ducts 4 Supply Air Ducts 107.9 OF ROOMS 70.0 OF DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Coolin Peak 111.0 / 77.4 OF 78.4 / 67.7 OF 78.4 / 67.6 OF 64.0 / 63.0 OF O Supply Air Ducts Outside Air 0 cfm Supply Fan Cooling Coil 64.4 / 63.2 OF 895 cfm 58.9% R.H. ROOMS 78.4/67.7 F ° 78.0 / 67.6 OF Return Air Ducts I EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Paae:14 of 21 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE D.L. Freeman 5/8/2004 SYSTEM NAME FLOOR AREA Second Floor 840 NG CH Number of Systems 1 Heating System Output per System 37,000 Total Output (Btuh) 37,000 Output (Btuh/sgft) 44.0 Cooling System Output per System 23,200 Total Output (Btuh) 23,200 Total Output (Tons) 1.9 Total Output (Btuh/sgft) 27.6 Total Output (sgft/Ton) 434.5 Air System CFM per System 895 Airflow (cfm) 895 Airflow (cfm/sgft) 1.07 Airflow (cfmrron) 462.9 Outside Air (%) 0.0 Outside Air (cfmisgft) 0.00 Note: values above given at ARI conditions 26.0 of 69.6 of 11-F Outside Air 0 cfm Supply Fan 895 cfm 69.6 of 69.6 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 Sensible 640 9,177 39 181 7,320 0 459 366 0 0 0 0 0 0 0 0 0 4591 366 10,095 39 8,052 BDP CO. 563AN024-A 13,742 7,944 37,000 Total Adjusted System Output 13,742 7,944 37,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK I Aug 2 pm I Jan 12 am 108.2 of Heating Coil h Return Air Ducts `i Supply Air Ducts 107.8 of ROOMS 70.0 of [COOLING SYSTEM PSYCHROMETRICS (Airstream Temoeratures at Time of Coolina Peak1 111.0 / 77.4 of }� Outside Air 0 cfm 78.5/67.8 of 78.5 / 67.8 of 78.5 / 67.8 of 64.2 / 63.2 of 0 Supply Fan 895 cfm Cooling Coil h Return Air Ducts 4 Supply Air Ducts 64.6 / 63.3 of 59.3% R.H. ROOMS 78.0 / 67.7 of EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page 15 of 21 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE D.L. Freeman 5/8/2004 SYSTEM NAME FLOOR AREA Living/Foyer 1,752 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 ISensiblel Latent CFM Sensible 1,365 23,973 815 328 17,023 0 1,199 851 0 0 0 0 0 0 0 0 0 1,199 851 26,370 815 BDP CO. 563AN042-A 26,891 9,291 Total Adjusted System Output 26,891 9,291 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK I Aug 2 pm 1HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heatina Peak) 26.0 of 69.4 of 69.4 of ■ 118.90F Outside Air 0 cfm Supply Fan Heating Coil 1395 cfm 69.4 of h Return Air Ducts 4 18,726 74,000 74,000 Jan 12 ann Supply Air Ducts 118.3 of ROOMS 70.0 of COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolina Peak) 11.0 / 77.4 of Outside Air 0 cfm 78.8/65.9 of 78.8/65.9 78.8 / 65.8 of ■ 60.8 / 59.6 of Supply Fan 1395 cfm Cooling Coil h Return Air Ducts `s Supply Air Ducts 61.6/59 . 9 OF 52.1% R.H. ROOMS 78.0 / 65.6 of EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 16 of 21 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE D.L. Freeman 5/8/2004 SYSTEM NAME FLOOR AREA Master Bedroom 1,680 Number of Systems 1 Heating System Output per System 56,000 Total Output (Btuh) 56,000 Output (Btuh/sqft) 33.3 Cooling System Output per System 35,000 Total Output (Btuh) 35,000 Total Output (Tons) 2.9 Total Output (Btuh/sqft) 20.8 Total Output (sgft/Ton) 576.0 Air System CFM per System 1,300 Airflow (cfm) 1,300 Airflow (cfm/sqft) 0.77 Airflow (cfm/Ton) 445.7 Outside Air (%) 0.0 Outside Air (cfm/sqft) 0.00 Note: values above given at ARI conditions 26.0 of 69.4 of Outside Air 0 cfm Supply Fan 1300 cfm 69.4 of COOLING SYSTEM 111.0 / 77.4 of Outside Air 0 cfm 78.6/67.2 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK IICOILHTG.PEAK 17,844 CFM I Sensible Latent CFM I Sensible 1,165 17,844 78 403 16,852 0 892 843 0 0 0 0 0 0 0 0 0 892 843 19,629 78 1 18,538 BDP CO. 563AN036-A 21,695 10,690 56,000 Total Adjusted System Output21,695 10,690 56,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am RICS (Airstream Tei 69.4 OF . 109.6 OF Heating Coil T �% Return Air Ducts 4 78.6 / 67.2 of 78.6/67.20F M 63.1 / 62.0 of 10-1 Supply Fan 1300 cfm Cooling Coil h Return Air Ducts '4 Supply Air Ducts 109.0 of ROOMS 70.0 of Supply Air Ducts 63.7/62 . 2 of 57.0% R.H. ROOMS 78.0 / 67.0 of I EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 17 of 21 1 ROOM LOAD SUMMARY PROJECT NAME D.L. Freeman DATE 5/8/2004 SYSTEM NAME Guest Suite FLOOR AREA 537 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM ISENSIBLE LATENT CFM SENSIBLE Guest Suite Guest Suite 1 494 7,200 250 494 7,200 250 164 6,652 PAGE TOTAL 1 494 7,200 250 TOTAL 1 494 7,200 250 0164 6,652 164 6,652 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number. Page: 18 of 21 ROOM LOAD SUMMARY PROJECT NAME D.L. Freeman DATE 5/8/2004 SYSTEM NAME Second Floor FLOOR AREA 840 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 Second Floor Second Floor 1 640 9,177 391 640 9,177 391 181 7,320 PAGE TOTAL 1 6401 9,177 391 181 7,320 TOTAL 1 640 9,177 391 181 7,320 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 19 of 21 ROOM LOAD SUMMARY PROJECT NAME D.L. Freeman DATE 5/8/2004 SYSTEM NAME Living/Foyer FLOOR AREA 1,752 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 Living/Foyer Living/Foyer 1 1,365 23,973 815 1,365 23,973 815 328 17,023 PAGE TOTAL TOTAL 1 1,365 23,973 815 328 17,023 1 1,365 23,973 815 328 17,023 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:20 of 21 ROOM LOAD SUMMARY PROJECT NAME D.L. Freeman DATE 5/8/2004 SYSTEM NAME Master Bedroom FLOOR AREA 1,680 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 Master Bedroom Master Bedroom 1 1,165 17,844 781 1,165 17,844 781 403 16,852 PAGE TOTAL 1 1,165 17,844 781 403 16,852 TOTAL 1 1,165 17,844 1 78111 403 16,852 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 21 of 21