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08-0354 (AR)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 c&ht 4 4 Q" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Application Number: 08-00000354 Owner: Property Address: 52575 VIA CASTILE ND LA QUINTA PARTNERS APN: 772-410-998-26 -32453 - 375 N FRONT ST STE 200 Application description: ADDITION - RESIDENTIAL COLUMBUS, OH 43215 Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 150000 D 01 Contractor: Applican Architect or Engineer: A & M CONSTRUCTION P.O. BOX 366 j0 1 i LA QUINTA, CA 92247 (760)564-4832 Lic. No.: 746198 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am license under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Profes.' nals Code, and my License is in full force and effect. License Class: B C10 License Nq,;, 746198 Date: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure,. prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 1$500).: 1 _ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( 1 I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERMIT Date: 4/22/08 �Qu�NTa. C1N 0 u rE Dpi. ----------------------------------------------- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensatiori, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 044-0028137-07 I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I shou become subject to the workers' compensation provisions of Section ^� 3700 of the Labor Cc I shall fofthwith comply with those provisions. Date: C� 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. 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 an state that the above information is correct. I agree to comply with all city and county ordinances and state law, relating to building construction, and hereby authorize representatives of this county to enter upon the above- a tinned propertn purposes. �j O Dated �� Signature IAppli nt or Agent): Application Number Permit . . Additional desc . Permit Fee . . . Issue Date . . . Expiration Date . . . . . 08-00000354 BUILDING PERMIT 814.50 Plan Check Fee . . 529.43 Valuation . . . . 150000 10/19/08 Qty Unit Charge Per Extension BASE FEE 639.50 50.00 3,5000 THOTT RT,nr, 1 nn; nni -inn, nnn 175.00 ---------------------------------------------------------------------------- Permit . . . ELECT - ADD/ALT/REM Additional desc . . Permit Fee . . . . 23.65 Plan Check Fee 5.91 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 10/19/08 Qty Unit Charge Per Extension BASE FEE 15.00 247.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 8.65 ---------------------------------------------------------------------------- Permit MECHANICAL Additional desc . . Permit Fee . . . . 24.00 Issue Date Expiration Date . . 10/19/08 Plan Check Fee . . 6.00 Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH APPL REP/ALT/ADD 9.00 ---------------------------------------------------------------------------- Special Notes and Comments ADD STAIRWAY AND LOFT ABOVE EXISTING GREAT ROOM 247 SQ. FT. WHILE UNDER CONSTRUCTION. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . ENERGY REVIEW FEE 52.94 STRONG MOTION (SMI) -'RES 15.00 Fee summary Charged Permit Fee Total 862.15 Plan Check Total 541.34 Other Fee Total 67.94 Grand Total 1471.43 LQPEn1IT Paid Credited Due .00 .00 862.15 .00 .00 541.34 .00 .00 67.94 .00 .00 1471.43 Bin 74! 44 € ' City of La Quinta Building 8z Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # 36-q Project Address: S2, v"A, Owner's Name: Aj&;� ruaL T -)1911- A. P. Number:127) 6 —67J6 Address: Legal Description: City, ST, Zip: Contractor: AN Telephone: Address: 7 rmss i-ZL Project Description: r City, ST, Zip: L-11-(� V (; kh., l.f�•- ""J' `7;n' ALI. P1 Telephone: a ,L '7 State Lic. # : City Lic. #: Arch., Engr., Designer: Address: ? ,� 6eJ 8 20 City, ST, Zip: Telephone: ( -7 _L�'�'� Construction Type: Occupancy: State Lic. #: 5-L Project type (circle one): New Add lte Repair Demo Name of Contact Person: �S Sq. Ft.: # Stories: Z, it Units: Telephone # of Contact Person: �f d Estimated Value of Proje s �j d APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING . PERMIT FEES Plan Sets Plan Check submitted Amount Structural Calcs. Reviewed, ready f corrections Plan Check Deposit Truss Calcs. Called Contact Pers — / Plan Check Ealance Energy Cales. Plans picked up 4 Construction Flood plain plan Plans resubmitted ?� Mechanical Grading plan 2" Review, ready for correction -ssue � 7 2, Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE: 3' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person Pub. Wks. Appr Date of permit issue '5(v Dal is r School Fees Total Permit Fees 3(3109' N(`5 RK- 3� e0emz VU.A57 414 Pis pPPRnt:-4616r �° Fc 7// 22- fP U Rey To t�66 v6 Coachella Valley Unified School District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax (760) 398-1224 This Box For District Use Only DEVELOPER FEES PAID AREA AMOUNT LEVEL ONE AMOUNT: LEVEL TWO AMOUNT: MITIGATION AMOUNT: COMMIIND. AMOUNT: DATE: RECEIPT: CHECK #: INITIALS: CERTIFICATE OF COMPLIANCE (California Education Code 17620) Project Name: La Quint# Partners Owner's Name: La Quinta Partners Project Address: 52-575 Via Castile, La Quinta, CA Project Description: Stairway and Loft addition APN: 772410-998-26 Date: May 7, 2008 Phone No. (760) Tract #: Lot #'s: Type of Development: Residential XX Commercial Industrial Total Square Feet of Building Area: 247 sq. ft. Certification of Applicant/Owners: The person signing certifies that the pbove information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to signs behalf of the owner/developer. / • Dated: 05/07/08 Signature: ************************************1*********************************** SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code 17620 Number of Sq.Ft. Amount per Sq.Ft. Amount Collected Gov. Code Project 65995 Approval 247 sq. ft. $ 0.00 $ 0.00 Building Permit Application Completed: Yes/No By: Carey M. Carlson, Asst. Supt., Support Services Agreement Existing Not Subject to Fee Prior to 1/1/87 Requirement Note: Pursuant to AB -181, any mobilehomes being replaced or relocated within the same school district are exempt from developer fees. Any additions of 500 sq. ft. or less is also Ix me pt from developer fees. (Unless additions are on a� structure that is under construction.) Certificate issued by: Leticia C. Torres, Facilities Analyst Signature: 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. M V:c/mdocs/dei feesicertificate of compliance form tablesTO l ISF.doc '1/16/03 T I TITLE 24 REPORT I Title 24 Report PRESCRIPTIVE PACKAGE D ALTERNATIVE � C/N of � Qv�nrr BUILDING & SAFN A E'T. FOR oROV NSTRU p 24 DA 08� idham Fa ily Trust Residence 75 Via Castile uinta, CA 92253 Resort for: La Project Designer: STEPHEN NIETO SOUTH WEST CONCEPTS 78-115 CALLE ESTADO, SUITE 201 LA QUINTA, CA 92253 Report Prepared By: STEPHEN NIETO Date: 4/2/2008 APR 03 2008 Alternative Component Package Method: (check one) C D ./ D (Alternative) • Package C and Package D choices require HERS rater field verification and/or diagnostic testing (see CF -IR page 3) • For Package D Alternative see Appendix B Table 151-C Footnotes 8-14 in the Residential Compliance Manual (RCM) GENERAL INFORMATION Total Conditioned Floor Area (CFA) 3,325 ft z Average Ceiling Height: 9 ft Check Applicable Boxes Building Type: (check one or more) ./ Single Family Multifamily ./ Addition ./ Alteration (If adding fenestration fill out WS -4R, Fenestration Maximum Allowed Area Worksheet and see Section 8.3.2 for Additions and 8.3.3 for Alterations in the RCM.) • Maximum Allowed Total Fenestration Area 10.4 ft2(from WS -4R) • Maximum Allowed West Facing Fenestration Area NONE ADDED ft2(from WS -4R) • Number of Stories: 2 Number of Dwelling Units: 1 la • Floor Construction Type: Raised Floor (circle one or both)as • Front Orientation: 270 North / South / West: All Orientations (input front orientation in degrees from True North and circle one). RADIANT BARRIER (check box if required in climate zones 2 4 8-15) OPAQUE SURFACES INCLUDING OPAQUE DOORS 1) See Joint Appendix IV in Section IV.2, N.3 and IVA, which is the basis for the U -factor criterion. U -factors can not exceed prescriptive value to show equivalence to R -values. 2) This column is for the Inspector to verify installation of roof radiant barrier. Residential Compliance Forms December 2005 CERTIFICATE OF COMPLIANCE: RESIDENTIAL (Page 1 of 5) CF -1R Project Title Date Building Permit # Stidham Family Trust Residence April 2, 2008 Project Address 52575 Via Castile La Quinta, CA 92253 Plan Check /Date Documentation Author Telephone Stephen Nieto (760) 564-4707 Field Check /Date Compliance Method (Prescriptive) Climate Zone Prescriptive D (Alternative) 15 Enforcement Agency Component Type (Wall, Roof, Floor, Slab Edge, Doors) Frame Type (Wood or Metal Cavity Insulation R -Value Continuous Insulation R -Value Assembly U - factor (for wood, metal frame and mass assemblies)' Joint Appendix IV Reference Roof Radiant Barrier Installed Yes or No Location Comments (attic, garage, typical, etc. Roof Wood R-38 R-0.0 Use Onl Alternative Component Package Method: (check one) C D ./ D (Alternative) • Package C and Package D choices require HERS rater field verification and/or diagnostic testing (see CF -IR page 3) • For Package D Alternative see Appendix B Table 151-C Footnotes 8-14 in the Residential Compliance Manual (RCM) GENERAL INFORMATION Total Conditioned Floor Area (CFA) 3,325 ft z Average Ceiling Height: 9 ft Check Applicable Boxes Building Type: (check one or more) ./ Single Family Multifamily ./ Addition ./ Alteration (If adding fenestration fill out WS -4R, Fenestration Maximum Allowed Area Worksheet and see Section 8.3.2 for Additions and 8.3.3 for Alterations in the RCM.) • Maximum Allowed Total Fenestration Area 10.4 ft2(from WS -4R) • Maximum Allowed West Facing Fenestration Area NONE ADDED ft2(from WS -4R) • Number of Stories: 2 Number of Dwelling Units: 1 la • Floor Construction Type: Raised Floor (circle one or both)as • Front Orientation: 270 North / South / West: All Orientations (input front orientation in degrees from True North and circle one). RADIANT BARRIER (check box if required in climate zones 2 4 8-15) OPAQUE SURFACES INCLUDING OPAQUE DOORS 1) See Joint Appendix IV in Section IV.2, N.3 and IVA, which is the basis for the U -factor criterion. U -factors can not exceed prescriptive value to show equivalence to R -values. 2) This column is for the Inspector to verify installation of roof radiant barrier. Residential Compliance Forms December 2005 CERTIFICATE OF COMPLIANCE: RESIDENTIAL (Page 1 of 5) CF -1R Project Title Date Building Permit # Stidham Family Trust Residence April 2, 2008 Project Address 52575 Via Castile La Quinta, CA 92253 Plan Check /Date Documentation Author Telephone Stephen Nieto (760) 564-4707 Field Check /Date Compliance Method (Prescriptive) Climate Zone Prescriptive D (Alternative) 15 Enforcement Agency Component Type (Wall, Roof, Floor, Slab Edge, Doors) Frame Type (Wood or Metal Cavity Insulation R -Value Continuous Insulation R -Value Assembly U - factor (for wood, metal frame and mass assemblies)' Joint Appendix IV Reference Roof Radiant Barrier Installed Yes or No Location Comments (attic, garage, typical, etc. Roof Wood R-38 R-0.0 0.025 Table IV.1 Yes Addition Wall Wood R-21 R-0.0 0.069 Table IV.9 Addition CERTIFICATE OF COMPLIANCE: RESIDENTIAL (Page.2 of 5) CF -1R Project Title Date Stidham Family Trust Residence April 2, 2008 FENESTRATION PRODUCTS - U -FACTOR AND SHGC 2 FENESTRATION MAXIMUM ALLOWED AREA WORKSHEET WS -4R - must be included for New Construction, Additions and Alterations. Fenestration #/Type/Pos. (Front, Left, Rear, Right,N, Skylight Orien- tation, S E W' Area (ft2 U -factor U-factorz Source' SHGC° SHGC Sources Exterior Shading/Overhangs6'' ./box if WS -3R is included Front North 5.2 0.39 NFRC 0.37 NFRC ❑ Left East 5.2 0.39 NFRC 0.37 NFRC ❑ 1) Skylights are now included in West -facing fenestration area if the skylights are tilted to the west or tilted in any direction when the pitch is less than 1:12. See §151(f)3C and in Section 3.2.3 of the Residential Manual 2) Enter values in this column are either NFRC Rated value or from Standards default Table 116A 3) Indicate source either from NFRC or Table 116A 4) Enter values in this column from NFRC or from Standards Default Table 116B or adjusted SH13C from WS -3R 5) Indicate source either from NFRC or Table 116B. 6) Shading Devices are defined in Table 3-3 in the Residential Manual and see WS -3R to calculate Exterior Shading devices. 7) See Section 3.2.4 in the Residential Manual. HVAC SYSTEMS Heating Equipment Type and Capacity (fumace, heat pump, boiler, etc.) Minimum Efficiency (AFUE or HSPF Distribution Type and Location Duct or Piping Thermostat Configuration ducts attic, etc. R -Value Type (split or package) EXISTING Cooling Equipment Type and Capacity Minimum (A/C, heat pump, evap. Efficiency cooling) SEER or EER Distribution Type and Location Duct or Piping Thermostat Configuration ducts, attics, etc.) R -Value Type (split orpackage) EXISTING Residential Compliance Forms December 2005 CERTIFICATE OF COMPLIANCE: RESIDENTIAL (Page 3 of 5) CF -1R Project Title Date Stidham Family Trust Residence Apri 2, 2008 SEALED DUCTS and TXVs (or Alternative Measures) A signed CF -4R Form must be provided to the building department for each home for which the following. are required. 77 ❑ Sealed Ducts all climate zones Installer testing and certification and HERS rater field veri=ication required.) ❑ TXVs, readily accessible (climate zones 2 and 8-15 only) Tank Capacity (gallons) Installer testing and certification and HERS Rater field verification required.) ❑ Refrigerant Charge (climate zones 2 and 8-15 only) (Installer testing and certification and HERS Rater field TANKLESS verification required.) OR ❑ Alternative to Sealed Ducts and Refrigerant Charge /TXVs (See Package D Alternative Package Features for Project Climate Zone in the RM Appendix B Table 151-C, Footnotes 7-14. OR ❑ No ducts installed. ❑ New ducts from existing space conditioning equipment, not exceeding 40 ft. in length. For additions and alterations, duct systems that are not documented to have been previously ❑ sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Residential ACM Manual. Duct systems with more than 40 linear feet in unconditioned spaces shall meet the requirements of Section 150(m) and duct insulation requirements of Pwka e D. WAIEK HEA 111NU JYNYUMS ❑ Check box if system meets criteria of a "Standard" system. Standard system is one gas-fired.water heater per Number in System dwelling unit. If the water heater is a storage type, 50 gallons is the maximum capacity and recirculation system is Tank Capacity (gallons) not allowed. lI Check box when using Preapproved Alternative Water Heating table, Table 5-4 in Chapter ` in the Residential TANKLESS Manual. No water heating calculations are required, and the system complies automatically. ONE Check box if system does not meet criteria of "Standard" system, and does not comply with :he Preapproved ❑ Alternative Water Heating table. In this case, the Performance Method must be used and must be included in the submittal. ❑ I Check box to verify that a time control is required for a recirculating system pump for a system serving multiple units Systems serving single dwelling units (See RM Table 5-4, Alternative Water Heatine Svstems for recirculation reouirements.) Water Heater Type/Fuel Type Distribution Type Number in System Rated Input' (kW or Btu/hr) Tank Capacity (gallons) Energy Factor' or Thermal Efficient Standby' Loss (%) Tank External Insulation R -Value TANKLESS ONE 175,000 0 87% System serving multiple dwelline units (See Residential Manual Section 5.3.3) Water Heater Type Distribution Type Number in System Rated Input' (kW or Btu/hr) Tank Capacity (gallons) Energy Factor' or Therm) Efficient Standby' Loss %) Tank External Insulation R -Value 1) For small gas storage water heaters (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, Thermal Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Thermal Efficiencies. Pipe Insulation (kitchen lines > 3/4 inches) All hot water pipes from the heating source to th= kitchen fixtures that are 3/a inches or greater in diameter shall be thermally insulated as specified by Section 150 0) 2 A or 150 0) 2 B. Residential Compliance Forms December 2005 CERTIFICATE OF COMPLIANCE: RESIDENTIAL (Page 4 of 5) CF -1R Project Title Date April 2, 2008 Stidham Family Trust Residence SPECIAL FEATURES REQUIRING BUILDING OFFICIAL or HERS RATER VERIFICATION Indicate which special features are part of this project. The list below only represents special features relevant to the prescriptive method. (Check Applicable boxes) Category Building Official Verification of Special Features 11 HERS Rater Verification HERS Rater Diagnostic Testing Measure Ducts ❑ Y 100% of ducts in crawlspace / basement ❑ Y Buried ducts ❑ Y Diagnostic supply duct location, surface area, and R -value ❑ Y Duct increased R -value ❑ Y Duct leakage ❑ Y Ducts in attic with radiant barriers ❑ Y Less than 12 ft. of duct outside conditioned space ❑ Y Non-standard duct location ❑ Y Supply registers within two ft. of floor Envelope ❑ Y Air retarding wrap ❑ Y Cool roof ❑ Y Exterior shades ❑ Y High thermal mass ❑ Y Inter -zone ventilation ❑ Y Metal framed walls ❑ Y Non -default vent heights ❑ Y Quality insulation installation ❑ Y Radiant barrier ❑ Y Reduced infiltration (blower door). May also require mechanical ventilation. ❑ Y Solar gain targeting (for sunspaces) ❑ Y Sunspace with interzone surfaces ❑ Y I Vent area greater than 10% HVAC E ui ment ❑ Y Adequate air flow ❑ Y Air conditioner size ❑ Y Air handler fan power ❑ Y High EER ❑ Y Hydronic heating systems ❑ Y Mechanical ventilation ❑ Y Refrigerant charge ❑ Y Thermostatic expansion valve (TXV) ❑ Y Zonal control Water Heater ❑ Y Combined hydronic ❑ Y High EF for existing water heaters ❑ Y Non-NAECA water heater ❑ Y Non-standard water heaters (wh/unit) ❑ Y Water heater distribution credits Residential Compliance Forms December 2005 CERTIFICATE OF COMPLIANCE: RESIDENTIAL (Page 5 of 5) CF -1R Project Title Stidham Family Trust Residence Date April 2, 2008 Special Remarks COMPLIANCE STATEMENT This certificate of compliance lists the building features and 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 recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TX -Vs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business and Professions Code) Documentation Author Name: Stephen Nieto Name: Stephen Nieto Title/Firm: South West Concepts Title/Firm: South West Concepts Address: 78-115 Calle Estado, Suite 201 Address: 78-115 Calle Estado, Suite 201 La Quinta, CA 92253 La Quinta, CA 92253 Telephone: (760) 564-4707 Telephone: (760) 564-4707 License #: 523837 G.C. License #: (if applicable) (sign re) (date) (signature) (dat ) Enforcement Agency Name: Title Agency: Telephone: Residential Compliance Forms Comments: December 2005 MANDATORY MEASURES SUMMARY: RESIDENTIAL (Page 1 of 2) MF -1R Project Title Stidham Family Trust Residence Date April 2, 2008 mote: Low-rise restaennai Duuamgs suDject to the Ntanaaras must contain these measures regardless of the compliance approach used More stringent compliance requirements from the Certificate of Compliance supersede the items marked wit:t an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all Farties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes when or check NA if not applicable and included with the permit application documentation. DESCRIPTION NA Designer Enforce - ment Building Envelope Measures: * § 150(a): Minimum R-19 in wood frame ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ ❑ § 150(6): Loose fill insulation manufacturer's labeled R -Value: ® ❑ ❑ • §150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply exterior mass walls) El11to * §150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. 2 ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. closeable metal or glass door covering the entire opening of the firebox 0 ❑ ❑ b. outside air intake with damper and control, flue damper and control 2 ❑ ❑ 2. No continuous burning gas pilot lights allowed. 2 ❑ ❑ §150(0: Air retarding wrap installed to comply with § 151 meets requirements specified in the ACM Residential Manual. 2 ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 2 ❑ ❑ § 150(1) : Slab edge insulation - water absorption rate for the insulation material alone without facings no greater than water vapor performance rate no greater than 2.0 perm/inch. El 110.3% § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include CF -6R Form: El ❑ § 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, certifies Solar Heat Gain SHGC and infiltration certification. ❑ El 3. Exterior doors and windows weather-stripped; all joints and penetrations caulked and sealed. 2 ❑ ❑ Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. 2 ❑ ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE. SMACNA or ACCA. 21 ❑ ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ] ❑ § 1500): Water system pipe and tank insulation and cooling systems like insulation. ❑ ❑ 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation an installed thermal resistance of R-12 or greater. 10 El El 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or internal insulation and indicated on the exterior of the tank showingthe R -value. Ga El 11R-16 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length recirculatingsections of hot water pipes shall be insulated to Table 150B. El 12 Elof 2. Cooling System piping (suction, chilled water, or brine lines), piping insulated between heating source and hot water tank shall be insulated to Table 150-B and Equation 150-A. El 11indirect 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. 121 ❑ ❑ Residential Compliance Forms December 2005 MANDATORY MEASURES SUMMARY: RESIDENTIAL (Page 2 of 2) MF -1R DESCRIPTION Enforce - NA Designer ment Space Conditioning, Water Heating and Plumbing System Measures: (continued) d ✓ ./ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. ❑ Cl 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in Cl E]conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑ ❑ * § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirement of the CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-0.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable ❑ [0 ❑ requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings ter than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 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 El 10 ❑ 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 El 12 11unless such tae is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft of automatic dampers. 10 ❑ ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated 12 El Eldampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water ❑ ❑ retardant and provides shielding from solar radiation that can cause degradation of the material. 7. Flexible ducts cannot have porous inner cores. ❑ ❑ ❑ §114: Pool and Spa Heating Systems and Equipment. 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ Elheater, weatherproof operating instuctions, no electric resistance heatingand no pilot light. 2. System is installed with: 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. ❑ ❑ § 115: Gas fired fan -type 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(i): Cool Roof material meets specified criteria ❑ ❑ Residential Lighting Measures: § 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast for lamps 13 watts or greater ❑ ❑ are electronic and have an output frequency no less than 20 kHz §150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ El150-C, luminaire has facto installed HID ballast §150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50 percent of the wattage, as determined in § 130 (c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy E] Elluminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires, § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms & utility rooms shall be high efficacy luminaires. OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) that does not tum on ❑ ❑ automatically or have an always ono tion. § 150(k)1: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 7082): OR are controlled by a dimmer switch OR are El 10 Elcontrolled by an occupant sensor that complies with Section 119(d) that does not tum on automatically or have an always ono tion. § I50(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑ certified airtight to ASTM E283 and labeled as air tight AT to less than 2.0 CFM at 75 Pascals. §150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not including lighting around swimming pools / water features or other � ❑ ❑ Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119d: § I50(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sec. 130, 132, and 147. htin for parkinggarages for 8 or more vehicles shall have Ii htin that com lies with Sec. 130, 131 and 146. ❑ C1Li § I50(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). El El Residential Compliance Forms December 2005 Residential Kitchen Lighting Worksheet WS -5R Project Title Stidham Family Trust Residence Date I April 2, 2008 At least 50% of the total rated wattage of permanently installed luminaires in the kitchen must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. Luminaire Type High Efficacy? Watts x Quantity = High Efficacy Watts or Other Watts EXISTING Yes ❑ No ❑ x = or Yes ❑ No ❑ x = or Yes ❑ No ❑ x = or Yes ❑ No ❑ x = or Yes ❑ No ❑ x = or Total: A: B: COMPLIES IF A >B Yes ❑ No ❑ Rules for Determining Residential Kitchen Luminaire Wattage Screw Base Sockets §130(c) 1 (Not containing permanently insalled ballasts) The maximum relamping rated wattage of the luminaires, as listed on a permanent factory -installed label (luminaire wattage is not based on type or wattage of lamp that is used). Permanently or Remotely installed Ballasts §130(c) 2 The operating input wattage of the rated lamp/ballast combination based on values published in manufacturer's catalogs based on independant testing lab reports. Line Voltage Track Lighting (90 through 480 volts) § 130(c) 3 1. Volt-ampere (VA) rating of the branch circuit(s) feeding the tracks; or 2. For tracks equipped with an integral current limiter, the higher of, • The wattage (or VA) rating of an approved integral current limiter controlling the track system or • 15 watts per linear foot of the track; or 3. For tracks without an integral current limiter, the higher of, • 45 W per 1 inear foot of the track or • The total wattage of all of the luminaires included in the system. Low Voltage Track Lighting (less than 90 volts) § 130(c) 4 Rated wattage of the transformer feeding the system, as shown on a permanent factory -installed label Other Lighting § 130(c) 4 (Lighting systems that are not addressed in 130 (c) 1-4) The maximum rated wattage, or operating input wattage of the system, listed on a permanent factory -installed label, or published in the manufacturer's catalogs, based on independent testing lab reports. EXAMPLE Residential Kitchen Lighting Worksheet WS -5R Project Title Date Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. Luminaire Type High Efficacy (y/n) Watts x Quantity = High Efficacy Watts or Other Watts EXISTING x = or x = or x = or Total: A: B: COMPLIES IF A > B Yes g No ❑ FENESTRATION - MAXIMUM ALLOWED AREA WORKSHEET WS -4R Project Title Stidham Family Trust Residence Date I April 2, 2003 FENESTRATION PRODUCTS - NEW CONSTRUCTION - NEW BUILDINGS Use this table for new building construction to account for total huildino 0/ of feneCtrAtlnn A B C D E F G #/Type/Pos. (Front, Left, Rear, Right, Skylight) Orientation Total Fenestration, West Facing Area (ftz) Total Fenestration for N, S, E Orientations Area (ft2) CFA (ft2) Total Percent of West Facing Fenestration' (C/E) x 100% Total % of Fenestration Including West (D/E) x 100%+ F Total % of Wes` Facing Fenestration z (G/0x100% North Front North 247 5.2 5.2 South North East West South Totals East 5.2 5.2 1) It -west tacing area exceeds 5% of CFA in climate zones 2, 4, and 7-15, the performance approach mus: be used. 2) If total percent of fenestration exceeds 20% including West facing orientations then performance approach must be used. West facing area includes skylights tilted to the west or tilted in any direction when the pitch is less than 1:12 for Package D only. FENESTRATION PRODUCTS - NEW CONSTRUCTION - ADDITIONS -' El Less than 100 ft. Z Less than or Eaual to 1000 ft2. ❑ Greater 1000 ft2 A B C D E F G H #/Type/Pos. (Front, Left, Rear, Right, g Skylight) Orientation Proposed Pro p Addition's CFA2,3 Proposed Addition's Fenestration Area (ft2)4 Fenestration Area Removed to make way for Addition (ft2) z Total Area Added Fenestration z (D - E) Total % of Wes` Facing Fenestration z (G/0x100% Total % of Fenestra - tion z s4 (F/C)XI00 % Front North 247 5.2 5.2 North South South South Left East 5.2 5.2 East West4 West West 247 10.4 Total NOM ADDED 1 4.2 % 1) Additions <_ 100 ft2 are allowed to install up to 50 ft2 of fenestration and are exempt from the 5% west facing and 20% maximum total area limits and shall meet the U -factor and SHGC requirements of Package D. See Table 8-2 in the Residential Manual. Yote: Leave columns E, F, G, H, and I blank. 2) Additions <_ 1,000 ft2, the maximum net allowed fenestration is 20% and may be increased additionally by the amount of glazing removed in the wall that separates the addition from the existing house. However, the total West facing fenestration cannot exceed 5% of the proposed addition's CFA including skylights oriented in any direction and tilted with a pitch of < 1:12. Column G cannot exceed 5% and Column H cannot exceed 20%. 3) Additions > 1,000 ft2 must meet Package D requirements. See Table 8-2 and Table 151-C in Appendix B of the RM o_ use Performance Approach. 4) The 5% West orientation restrictions are only for Climate zones 2,4, and 7-15; for Climate zones 2,4, and 7-15 enaer zero (0) in Column E. FENESTRATION PRODUCTS: ALTERATIONS Use this table for alterations to an existing building where fenectratinn nrnrhictc iwinrlmmcl nra iv>ina ---A anA / nr nAAr A A B C D E F G H------[ . Existing CFA (ft2) Existing Orientation Existing Area (ft2) Removed Orientation Removed Area (ft2) Proposed Installed Orientation Proposed Installed New Area (ft2) Total Net Fene-qration ♦ (LZ) (C-E+G) Total % of ,,2 Fenestration (H/A) x 100% Max of 20% North North North South South South East East East West West West Total Total Total i) wnen 3u or more of tenestration area is added to an existing building, then the fenestration must meet the requirements of Package D. 2) The area requirement for the total fenestration area for the whole building, including the added fenestration, must not exceed 20% otherwise the Performance Approach must be used. Note: See Section 8.3.3 in the RM for farther details. Residential Compliance Forms Lecember 2005 DESIGNER: CLIENT: DESIGNED BY: T.L. STRUCTURAL CALCULATIO FOR STIDHAM RESIDENCE A LOFT ADDITION AT 52575 VIA CASTILE LA QUINTA, CA. 92253 CITY OF LA QUINTA BUILDING $ SAFETY DEPT. APPROVED FOR CONS UCTION DATE4(>>,L. v JOB # 4784 2/6/2008 ar I SOUTH WEST CONCEPTS A & M CONSTRUCTION ZEYAD FAQIH P.E. O�QROFESS/olli, M. ,cq�i F2c No. 57958 {/ ,k Exp. 06-30-015 pl V1 L ��Q- F pF CA01F R F STRUCTURAL CONSULTANTS, INC. 75-153 MERLE DRIVE, STE. B, PALM DESERT, CA. PHONE (760) 836-1000 FAX (760) 831 APR 0 3 208 I DESIGN CRITERIA (GENERAL) • 2006 INTERNATIONAL BUILDING CODE/2007 CALIFORNIA BUILDING CODE • SOIL BEARING PRESSURE ASSUMED 1500 PSF • EXTERIOR WALLS =15.00 PSF INTERIOR WALLS =10.00 PSF DESIGN CRITERIA-ROOF/FLOOR LOADING ROOF SLOPE = 3:12 ROOF LOAD TILE ROOF = 10.00 psf PLYWOOD = 2.00 psf TRUSSES = 3.00 psf DRYWALL = 2.00 psf INSULATION = 1.00 psf MISCELLANEOUS = 2.00 psf DEAD LOAD = 20.00 PSF LIVE LOAD = 20.00 PSF TOTAL ROOF LOAD = 40.00 PSF FLOOR: DEAD LOAD = 15.00 psf LIVE LOAD = 40.00 psf TOTAL = 55.00 PSF DECK: DEAD LOAD = 15.00 psf LIVE LOAD = 60.00 psf TOTAL = 75.00 PSF STAIRS: DEAD LOAD = 15.00 psf LIVE LOAD = 100.00. psf TOTAL = 115.00 PSF DESIGN CRITERIA -SEISMIC LOADING LOCATION: LA QUINTA, CA (ZIPCODE: 92253) SS = 1.500 Sl = 0.600 - SDS = 1.000 Sol = 0.600 SEISMIC DESIGN CATEGORY D SITE CLASS D (ASSUMED) OCCUPANCY CATEGORY H SEISMIC IMPORTANCE FACTOR I =1.00 RESPONSE MODIFICATION COEFFICIENT R = 6.5 AT HARDY FRAME PANEL R = 6.5- A T :5AT CANTILEVER STEEL COLUMN R = 1.5 REDUNDANCY FACTOR p =1.30 . BASE SHEAR V= P x [SDSI/(R)] x W BASE SHEAR V = 1.30 x [1.000 x 1.0/(6.5)] = 0.200W (IBC SECTION 1613.5.6) (IBC SECTION 1613.5.2) (IBC TABLE 1604.5) (ASCE 7-05; TABLE 11.5-1) (ASCE 7-05, TABLE 12.2-1) (HF CATALOG 6-06-A) (ASCE 7-05, TABLE 12.2-1) (ASCE 7-05, SECT. 12.3.4.2) (ASCE 7-05,, EQU. 12.8-1 & 12.8-2) DESIGN CRITERIA -WIND LOADING ASSUMED MOST CONSERVATIVE ROOF ANGLE = 200 pS30 = 17.8 PSF (ASCE 7-05, FIGURE 6-2) WIND EXPOSURE CATEGORY C (ASCE 7-05, SECT. 6.5.6.3) WIND IMPORTANCE FACTOR I =-1.00 (ASCE 7-05; TABLE 6 -1) - BASIC WIND SPEED 90 MPH (ASCE 7-05, FIGURE 6-1) TOPOGRAPHIC FACTOR KZT = 1.00(ASCE 7=05; SECT. 6.5.7.2) WIND FACTOR ps = X x KZT x I x PS30 (ASCE 7-05, EQU. 6-1) HEIGHT 15 ft (k MAXIMUM HEIGHT 20 ft (,% HEIGHT 25 ft (k MAXB" HEIGHT 30 ft (k 1.21) WIND FACTOR ps = 21.54 psf 1.29) WIND FACTOR ps = 22.97 psf 1.35) WIlVD FACTOR ps = 24.03 psf 1.40) WIND FACTOR ps = 24.92 psf COMPANY PROJECT ® R.F. Structural Consultants, Inc. Stidham Residence WoodWorks 75-153 Merle Drive, Suite B Remodel/Addition Palm Desert, CA 92211 52575 Via Castile SoniVAeirrox WaonnrsICN Feb. 1, 2008 11:54 La Quinta, CA 92253 Beam #1 - Ridge BM at Stairs Design Check Calculation Sheet Sizer 2004a I LOADS ( fbs, psf, or ptf ) Load Type Distribution Magnitude Location [ft) Pat - Shear 699 Total Start End Start End tern Loadl Dead Full Area 20.00 (6.50)* LC number No Load2 Live Full Area 20.00 (6.50)* No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : V Dead 699 Value Design Live 650 Shear 699 Total 1349 170 650 Bearing: fb = 785 1349 LC number 2 Dead Defl'n 0.10 = Length 1.00 2 Live Defl'n 0.09 = <L/999 1.00 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) rune,2nna . Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 43 Fv' = 170 fv/Fv' = 0.25 Bending(+) fb = 785 Fb' = 1200 fb/Fb' = 0.65 Dead Defl'n 0.10 = <L/999 Live Defl'n 0.09 = <L/999 0.33 = L/360 0.28 Total Defl'n 0.20 = L/611 0.50 =. L/240 0.39 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.00 1.00 1.00 1.000.1.000 1.00 1.00 1.00 1.00 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00- - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 3372 lbs -ft Shear : LC# 2 = D+L, V = 1349, V design = 1180 lbs Deflection: LC# 2 = D+L EI= 309e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verity that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT y y ® R.F. Structural Consultants, Inc. Stidham Residence WoodWorks75-153 Merle Drive, Suite B Remodel/Addition Palm Desert, CA 92211 52575 Via Castile somvnae;ryx woannt'srcn Feb. 4, 2008 08:41 La Quinta, CA 92253 Beam #2 - Drop BM at Loft Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psi, or ptf ) Load Type Distribution Magnitude Location [ft] Pat - Shear 1332 Total Start End Start End tern Loadl Dead Full Area 15.00 (8.50)* LC number No Load2 Live Full Area 40.00 (8.50)* No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : u Dead 1332 Value Design Live 3060 Shear 1332 Total 4392 190 3060 Bearing: .fb = 1129 4392 LC number 2 Dead Defl'n 0.16 = Ler, th 1.00 2 Live Defl'n 0.37 = L/576 1.00 Glulam-Unbal., West Species, 24F -1.7E WS, 8-3/4x12" t,4)/ STi9i+lDf�k� Self Weight of 20.47 pif automatically included in loads; CAM 66K Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (osil and Deflection (in% Kine -2nn4 . Criterion Analysis Value Design Value Anal sis/Desi n Shear £v = 56 FV' = 190 fv/Fv` = 0.29 Bending(+) .fb = 1129 Fb' = 2310 fb/Fb' = 0.49 Dead Defl'n 0.16 = <L/999 Live Defl'n 0.37 = L/576 0.60 = L/360 0.62 Total Defl'n 0.54 = L/401 0.90 = L/240 0,60 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu ' Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 0.963 1.00 1.00 1.00 1.00 - 2 Fv' 190 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 500 - 1.00 1.00 - - - - 1.00 -- - E' 1.1 million 1.00 1.00_ - - - - 1.00 - - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M 19763 lbs -ft Shear LC# 2 = D+L, V = 4392, V design = 3904 lbs Deflection: LC# 2 = D+L EI= 2142e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT !J 2e Y R.F. Structural Consultants, Inc. Stidham Residence ! r WoodWorks 75-153 Merle Drive, Suite B Remodel/Addition Palm Desert, CA 92211 52575 Ua Castile IFeb. 13, 2008 07:00 La Quinta, CA 92253 Beam #3 - Flush BM at Rear of Upstairs Landing Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) MAXIMUM REACTIONS Ibs and BEARING LENGTHS (in): 4� � �i �w�i�� C �`�*r 8�':� 1.��.i'�T.`*F � � r �v r -. 3`��' � 'G�• ��,,.� � C�,�x�y��y��1' P��x c,, ".145 � f +��., s� e d N•: .�i.`�£'�,"� �F.a�s � : a �'x-��Tt�> s�� *1,�.,y �'i"�'�, 01 �. n Load Type Distribution Magnitude Location [ft] Pat - 594 931 fb = 784 Total Start End Start End tern 0.04 = <L/999 Loadl Load2 Load3 Dead Live Dead Full Area Full Area Full Area 20.00(12.50)* 20.00(12.50)* 15.00 (9.00)* 2 No No No MAXIMUM REACTIONS Ibs and BEARING LENGTHS (in): 4� � �i �w�i�� C �`�*r 8�':� 1.��.i'�T.`*F � � r �v r -. 3`��' � 'G�• ��,,.� � C�,�x�y��y��1' P��x c,, ".145 � f +��., s� e d N•: .�i.`�£'�,"� �F.a�s � : a �'x-��Tt�> s�� *1,�.,y �'i"�'�, 01 �. n Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001. Dead 931 Desi n Value Analysis/ esin -r -a Shear Live 594 931 fb = 784 Total 1525 594 0.04 = <L/999 Bearing: 1525 2 0.16 = L/360 0.15 LC number Total Defl'n 0.06 = L/945 Length 1.00 2 1.00 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001. ADDITIONAL DATA: FACTORS:.@ CD CM Ct CL CF C£u Cr Cfrt Ci Cn LC# Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp', 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 1811 lbs -ft Shear : LC# 2 = D+L, V = 1525, V design = 1231 lbs Deflection: LC# 2 = D+L EI= 122e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Analysis Value Desi n Value Analysis/ esin Shear fv = 61 Fv' = 170 fv/Fv' = 0.36 Bending(+) fb = 784 Fb' = 1200 fb/Fb' = 0.65 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.02 = <L/999 0.16 = L/360 0.15 Total Defl'n 0.06 = L/945 0.24 = L/240 0.25 ADDITIONAL DATA: FACTORS:.@ CD CM Ct CL CF C£u Cr Cfrt Ci Cn LC# Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp', 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 1811 lbs -ft Shear : LC# 2 = D+L, V = 1525, V design = 1231 lbs Deflection: LC# 2 = D+L EI= 122e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R.F. Structural Consultants, Inc. Stidham Residence Wood'Works 75-153 Merle Drive, Suite B Remocel/Addition Palm Desert, CA 92211 52575 Via Castile scrmv�er<roxwaonnrucn Feb. 4, 2008 12:20 La Quilta, CA 92253 Beam #4 - Flush BM at Kitchen Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or ptf ) Load Type. Distribution Magnitude Start End Location [ft1 Start End Pat - tern Loadl Dead Full Area 20.00 (2.00)* Fv' = No Load2 Live Full Area 20.00 (2.00)* Length No Load3 Dead Point 950 15.25 No Load4 Live Point 600 15.25 No Load5 Dead Partial Area 15.00 (2.50)* 15.25 20.00 No Load6 Live Partial Area 40.00 (2.50)* 15.25 20.00 No Load7 Dead Partial Area 15.00 (9.00)* 15.25 20.00 No Load8 Dead Point 175 20.00 No Load9 Live Point 950 20.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : I 1),0' Dead 1084 Value 2088 Live 805 Cfrt Notes Cn 2100 Total Bearing: 1889 Fv' = 4188 LC number 2 Bending(+) 2 Length 1.00 2324 1.24 Glulam-Unbal., West Species, 24F -1.7E WS, 6-3/4x12" W�• X41-WAXP- Self Weight of 15.79 pif automatically included in loads; CAM 6 Ck End notches: top (depth = 3, unsupp. length, e = 12, in); Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) usinn runs 2nn, - Criterion Analysis Value Desi n Value Analysis/Desig n Cfrt Notes Cn Shear fv = 76 Fv' = ,190 fv/Fv' = 0.40 - - Bending(+) fb = 1308 Fb' = 2324 fb/Fb' = 0.56 E' 1.7 million 1.00 1.00 - - Dead Defl'n 0.47 = L/559 Custom duration factor for Wind load = 1.33 Live Defl'n 0.36 = L/732 0.73 = L/360 0.49 Total Defl'n 0.83 = L/317 1.10 = L/240 0.76 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 0.968 1.00 1.00 1.00 1.00 - 2 Fv' 190 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2. Fcp' 500 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 17662 lbs -ft Shear notched end did not control Shear LC# 2 = D+L, V = 4188, V design = 4092 lbs Deflection: LC# 2 = D+L EI= 1652e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=viind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/RITC A190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ' A 'O ® Wood V \ /C o Type COMPANY R.F. Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJE=,T Stidharr Residence Remodel/Addition G V J ' S0fI11AlLPfUF WUUAUfSlCN Shear Palm Desert, CA 92211 Feb. 4, 2008 09:05 52575 Via Castile La Quir?ta, CA 92253 Start End Start End tern Loadl Beam #5 - Flush BM at Front of Full Area 15.00 (4.00)* LC number Upstairs Landing Load2 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Shear 950 Total Start End Start End tern Loadl Dead Full Area 15.00 (4.00)* LC number No Load2 Live Full Area 100.00 (4.00)* No. MAXIMUM R 0' A'_0" Dead 166 Value 166 Live 950 Shear 950 Total 1116 170 1116 Bearing: fb = 308 Fb' = LC number 2 Dead Defl'n 2 Length 1.00 1.00 Timber -soft, D.Fir-L, No. 1, 6x8" j Self Weight of 9.8 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) usinn NDS 2nn1 Criterion Analysis Value Design Value Analysis/Design Shear fv = 30 Fv' = 170 fv/Fv' = 0.18 .Bending(+) fb = 308 Fb' = 1200 fb/'Fb' = 0.26 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.01 = <L/999 0.16 = L/360 0.09 Total Defl'n '0.02 = <L/999 0.24 = L/240 0.07 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC#. 2 = D+L, M = 1325 lbs -ft Shear : LC# 2 = D+L, V = 1116, V design = 822 lbs Deflection: LC# 2 = D+L EI= 309e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ®, Wood'Works Type COMPANY R.F. Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT Stidharn Residence Remodel/Addition q7a SOFItVAVE O[f W006 a5k;N Loadl Palm Desert, CA 92211 Feb. 4, 200809:30 52575 Mia Castile La Quirita, CA 92253 15.00(12.00)* 285 No Load2 Beam #5 - Drop BM at Left.of Dining Point 3550 8.00 Room Load3 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start, End Pat - tern Loadl Dead Full Area 15.00(12.00)* 285 No Load2 Dead Point 3550 8.00 No Load3 Live Point 3050 8.00 No Load4 Dead Full Area 15.00 (6.50)* L/360 No Load5 Live Full Area 1 40.00 (6.50)* L/240 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : o' Dead 4270 Value 4216 Live 3661 Shear 3614 Total 7931 285 7830 Bearing: fb = 2433 Fb' = 2 fb/Fb' = 0.87 Dead Defl'n LC number Len th 2.01 2 Live Defl'n 0.25 = L/795 1.99 PSL, 2.OE, 290OFb, 5-1/4x16" Self Weight of 26.25 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; I Analysis vs. Allowable Stress (psi) and Deflection lin) ueinn NrLS 9nn1 Criterion Analysis Value Design Value Analysis/Design Shear fv = 128 Fv' = 285 fv/Fv' = 0.45 Bending(+) fb = 2433 Fb' = 2810 fb/Fb' = 0.87 Dead Defl'n 0.29 = L/681 Live Defl'n 0.25 = L/795 0.54 = L/360 0.45 .Total Defl'n 0.53 = L/367 0.81 = L/240 0.65 ADDITIONAL DATA: FACTORS: F CD CM Ct CL Cv Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1.00 - 1.00 1.000 0.97 - 1.00 1.00 - - 2 Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 45408 lbs -ft Shear : LC# 2 = D+L, V = 7931, V design = 7180 lbs. Deflection: LC# 2 = D+L EI= 3584e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. MPANY PROJECTWoodWorks® co poli I- .�//� SOFTWARE FOR WOOD DESIGN Y//� /�/_ �/ Mar. 26, 2008 14:59 Be��'• (-r( r,/'V/}, J C97.wo_ f Design Check Calculation Sheet Sizer 2004a LOADS l lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern Loadl Dead Full Area 15.00(12.00)* 2638 No Load2 Dead Point 950 11.00 No Load3 Live Point 600 11.00 No Load4 Dead Point 175 15.75 No Loads Live Point 950 15.75 No Load6 Dead Partial Area 15.00 (2.50)* 11.00 15.75 No Load? Live Partial Area 40.00 (2.50)* 11.00 15.75 No Load8 lWind * jPoint 2250 13.00 _s.w�l 4e� Tributary Width (ft) Dead 1928 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 2544 0' 6_Y 568 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 pif automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Dead 1928 Anal sis/Desi n 2544 Shear Live 568 fv* Fv' = 0.49 2638 fb = 1266 Fb' = 1327 Total 2496 5182 0.22 = L/893 0.54 = L/360 Bearing: Total Defl'n 0.62 = L/316 3 0.76 3 LC number Length 1.00 1.51 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 pif automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Design Value Anal sis/Desi n Shear fv* = 83 Fv' = 170 fv* Fv' = 0.49 Bending(+) fb = 1266 Fb' = 1327 fb/Fb' = 0.95 Live Defl'n 0.22 = L/893 0.54 = L/360 0.40 Total Defl'n 0.62 = L/316 0.81 = L/240 0.76 -due eiieut or point loads within a distance d of the support has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1350 1.00 1.00 1.00 0.983 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Bending(+): LC# 2 = D+L, M = 12790 lbs -ft Shear : LC# 2 = D+L, V = 4262, V design* = 3493 lbs Deflection: LC# 3 = D+.75(L+W) EI= 1115e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 72 F�� COMPANY PROJECT Y WoodWorksR.F. Structural Consultants, Inc. Stidham Residence 75-153 Merle Drive, Suite B Remodel/Addition Palm Desert, CA 92211 52575 -Via Castile 5013cr,�.riF:r'ox WOOD bt"stGA Feb. 4, 2008 09:37 La Quinta, CA 92253 Beam #7 - Drop BM at Right of Kitchen Design .Check. Calculation _S.heet Sizer 2004a LOADS ( lbs, psf, or ptf ) Load Y Type Distribution Magnitude Start End Location (ft) Start End Pat - tern Loadl Dead Full Area 15.00(12.00)* No 'Load2 Dead Point 950 11.00 No Load3 Live Point 600 11.00 No Load4 Dead Partial Area 15.00 (2.50)* 11.00 15.75 No Load5 Live Partial Area 40..00 (2.50)* 11.00 15.75 140 Load6 Dead Point 175 15.75 No Load? *Tributar W'dth Live f Point 950 15.75 No 1 ( t) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 9�xws�t-r*' r� 0' Dead 1928 Live 307 2544 Total 2236 1718 Bearing: 4262 LC number 2 Length 1 1.001 2 1.24 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included In loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) usinn pins grin, -••�2C 0 Pc -c- ivads within a distance d of the support has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 12790 lbs -ft Shear : LC# 2 = D+L, V = 4262, V design* = 3493 lbs Deflection: LC# 2'= D+L EI= 1115e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Analysis Value Design Value Anal sis/Desi n Shear fv* = 83 Fv' = 170 fv*/Fv' = 0.49 Bending(+)- fb = 1266 Fb' = 1350 fb/Fb' = 0.94 Dead Defl'n 0.40 = L/489 Live Defl'n 0.11 = <L/999 0.54 = L/360 0.21 Total Defl'n 0.51 = L/380 0.81 = L/240 0.63 -••�2C 0 Pc -c- ivads within a distance d of the support has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 12790 lbs -ft Shear : LC# 2 = D+L, V = 4262, V design* = 3493 lbs Deflection: LC# 2'= D+L EI= 1115e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY ® R.F. Structural. Consultants, Inc. Wood'Works 75-153 Merle Drive, Suite B Palm Desert, CA 92211 sorlw�$e,rox woM nt'sreN Feb: 4; 2008.1.1:07 Design Check Calculation Sheet Sizer 2004a LOADS ( tbs, psf, or ptf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern Loadl Dead Point 700 1.25 No Load2 Live Point 650 1.25 No Load3 Live Partial Area 20.00(11.50)* 0.00 1.25 No Load4 Live Partial Area 20.00(11.50)* 0.00 1.25 No .Loads Dead Partial Area 15.00 (1.50)* 1.25 3.75 No Load6 Live Partial Area 100.00 (1.50)* 1.25 3.75 No Load? Dead Point 2100 1.25 No Load8 Live Point 2100 1.25 No MAXIMUM PROJECT 7 7-0 )� Stidham Residence. Remodel/Addition 12 52575 Via Castile La Quinta; CA 92253 Beam #12- HDR at Front of Kitchen Dead 1904 Value - Live 2437 Shear 989 Total 4341 170 1262 Bearing: fb = 1178 2252 2 fb/Fb' = 0.98 Dead Defl'n LC number Length 1.26 2 Live Defl'n 0.02 = <L/999 1.00 Timber -soft, D.Fir-L, No. 1,' " u_s& ; 4';V-10 Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) lien„ ninc 7nni Criterion Analysis Value Design Value Analysis/Design Shear fv = 148 Fv' = 170 fv/Fv' = 0.87 Bending(+) fb = 1178 Fb' = 1200 fb/Fb' = 0.98 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.14 Total Defl'n 0.03 = <L/999 0.19 = L/240 0.17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 tv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+); LC# 2 = D+L, M = 5060 lbs -ft Shear : LC# 2 = D+L, V = . 4341, V design = 4063 lbs Deflection: LC# 2 = D+L EI= 309e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ® R.F. Structural Consultants, Inc. Stidham Residence 9 WoodWorks 75-15.3 Merle Drive, Suite B Remodel/Addition Palm Desert, CA 92211 52575 Via Castile $0FnvAxr<roaWOOO MION Feb. 4, 200810:14 La Quinta, CA 92253 Beam #9 - HDR at Right of Stairs Design Check Calculation Sheet Sizer 2004a 'LOADS ( lbs, psf, or pt() Load Type Distribution Magnitude Location [ft] Pat - Shear 81 Total Start End Start End tern Load3 Dead Full Area 15.00(12.00)* 1200 No Load2 Dead Point 700 0.75 No Load4 Live Point 650 0.75 No -iLlvUUaLy vvlULII tLL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 01 r" Dead 1182 Value 657 Live 569 Shear 81 Total 1751 170 738 Bearing: fb = 334 Fb' = 1200 fb/Fb' = 0.28 Dead Defl'n 0.02 LC 'number 2 - 2 Length 1.00 = <L/999 1.00 Timber -soft, D.Fir-L, No. 1, 6x8" Self Welght of 9.8 plf automatically Included In loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress. (psi) and Deflection (in) usino NDS 2001: Criterion Analysis Value Design Value Analysis/Design Shear fv = 59 Fv' = 170 fv/Fv' = 0.35 Bending(+) fb = 334 Fb' = 1200 fb/Fb' = 0.28 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.03 Total Defl'n 0.03 = <L/999 0.30 = L/240 0.10 ADDITIONAL DATA: FACTORS: F CD CM - Ct CL CF Cfu Cr Cfrt Ci . Cn LC# Fb.'+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 .1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 1435 lbs -ft Shear : LC# 2 = D+L, V = 1751, V design = 1632 lbs Deflection: LC# 2 = D+L EI= 309e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection)'+ Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT G/ ® R.F. Structural Consultants, Inc. Stidham Residence tI A Wood'Works 75-153 Merle Drive, Suite B Remodel/Addition Palm Desert, CA 92211 52575 Via Castile SOFI1YAWFI P8 WPPAMIGN Feb. 4, 200810:27 La Quinta, CA 92253 Beam #10 - HDR at Front of Dining Room Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or pif) = Load ib t W' Type Distribution Magnitude Start End Location (ft)' Start End Pat - tern Loadl Dead Full Area 20.00 (6.00)* No Load2 Live Full Area 20.00 (6.00)* Dead Defl'n No Load3 Dead Full Area 15.00(12.00)* 0.06 = <L/999 No Load4 Dead Point 650 3.00 No Loads Dead Point 1200 4.50 No Load6 Live Point 575 4.50 No Load7 Dead Partial Area 20.00 (6.50)* 4.50 10.25 No Load8 *T Live Partial Area 20.00 (6.50)* 4.50 10.25 No ru ary idth (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in)': rc'ik�i��}��.�� '�3. Yrx,�� £.�L�' '��'�' �."�i��"�3„'�&�.s'smz•2 �sa-.� 'zr' � y. `�}'�'i"�`�,`� 0' 10'x" Dead 2957 Live 1197 2869 Total 9109 1405 Bearing: 4275 LC number 2 Length 1.19 2 1.24 Timber -soft, D.Fir-L, Nolde�din V -S /��`- 'y k Self Weight of 15.02 plf automatically loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 13089 lbs -ft Shear : LC# 2 = D+L, V = 4104, V design = 3676 lbs Deflection: LC# 2 = D+L EI= 1115e.0.6 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 87 Fv' = 170 fv/Fv' = 0.51 Bending (+) fb = 1296 Fb' = 1350 fb/Fb' = 0.96 Dead Defl'n 0.15 = L/843 Live Defl'n 0.06 = <L/999 0.34 = L/360 0.19 Total Defl'n 0.21 = L/587 0.51 = L/240 0:41 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 13089 lbs -ft Shear : LC# 2 = D+L, V = 4104, V design = 3676 lbs Deflection: LC# 2 = D+L EI= 1115e.0.6 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT I/ -7s y R.F. Structural Consultants, Inc. Stidham Residence WoodWorks' 75-153 Merle Drive, Suite B Remodel/Addition Palm Desert, CA 92211 52575 Via Castile scu9wArr:xoaWOOD nrsrcn Feb. 13, 2008 09:33 La Quinta, CA 92253 Beam #11 - High HDR at Front of Stairs Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location Ift) Pat - Shear 1065 Total Start End Start End tern Loadl Dead Full Area 20.00 (8.50)* LC number No Load2 Live Full Area 20.00 (8.50)* - 1.00 No Load3 Dead Full Area 15.00(14.00)* L/360 No MAXIMUM REACTIONS 9 and BEARING LENGTHS (in): Dead 1065 Value Design Live 468 Shear 1065 Total 1532 170 468 Bearing: fb = 912 1532 LC number 2 Dead Defl'n 0.07 = Length 1 1.00 - 1.00 2 Live Defl'n 0.03 = <L/999 1.100 Timber -soft, D.Fir-L, No. 1,�6-� �, 6X Q Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (osil and Deflection (in) iscinn tinQ -jnn, . Criterion Analysis Value Design Value Analysis/Design Shear fv = 63 Fv' = 170 fv/Fv' = 0.37 Bending(+) fb = 912 Fb' = 1200 fb/Fb' = 0.76 Dead Defl'n 0.07 = <L/999 1.00 - - - - 1.00 1.00 Live Defl'n 0.03 = <L/999 0.18 = L/360 0.16 Total Defl'n 0.09 = L/701 0.28 = L/240 0.34 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 2107.lbs-ft Shear : LC# 2 = D+L, V = 1532, V design = 1277 lbs Deflection: LC# 2 = D+L EI= 122e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact 'C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or ptf ) Load Type COMPANY R.F. Structural Consultants, Inc. PROJECT Stidham / WoodWorks® Shear 75-153 Merle Drive, Suite B Residence Remodel/Addition z Start End tern Palm Desert, CA 92211 52575 Via Castile Full Area snrtw�eFFoawotasnrury LC number Feb. 13, 2008 09:36 La Quinta, CA 92253 Live Full Area 100.00 (1.50)* Beam #12 - Low Flush Stair Landing Live Defl'n 0.04 = <L/999 BM at Front of Stairs L/360 Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or ptf ) Load Type Distribution Magnitude Location [ft] Pat - Shear 413 Total Start End Start End tern Loadl Dead Full Area 15.00 (1.50)* LC number No Load2 Live Full Area 100.00 (1.50)* No MAXIMUM REQ CTIONS (lbs) and BEARING LENGTHS (in): 0' S'_R" Dead 74 Value 79 Live 413 Shear 413 Total 487 180 487 Bearing: 2 455 2 LC number Length 1.00 0.01 = 1.00 Lumber -soft, D.Fir-L, No.2, 4x6" Self Weight of 4.57 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) usmo Nos 2001 : Criterion Analysis Value Desi n Value Analysis/Design Shear fv - 32 Fv' = 180 fv/Fv' = 0.18 Bending(+) fb = 455 Fb' = 1170 fb/Fb' = 0.39 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.04 = <L/999 0.18 = L/360 0.22 Total Defl'n 0.05 = <L/999 0.28 = L/240 0.17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 670 lbs -ft Shear : LC# 2 = D+L, V = 487, V design = 406 lbs Deflection: LC# 2 = D+L EI= 78e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or pff ) Load Type COMPANY PROJECT Location [ft] ® WoodWorks fv R.F. Structural Consultants, Inc. 75-153 Merle Drive, Suite B Stidham Residence Remodel/Addition Start End Start End tern Palm Desert, CA 92211 52575 Va Castile Point 1175 1.25 Feb. 13, 200816:31 La Quinta, CA 92253 Live Point 350 1.25 Beam #13 - Flush BM at Left of Stairs Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or pff ) Load Type Distribution Magnitude Location [ft] Pat - fv 80 Total Start End Start End tern Loadl Dead Point 1175 1.25 No Load2 Live Point 350 1.25 No Load3 Dead Full Area 15.00 (9.00)* 0.04 No ;iriouLary wiaLn (rL) I IXIIIIllhJ1,II 44.- CTIONS lbs and BEARING LENGTHS (in): ��,�� `"�, :}, �� r..�� 'Sir �,�� ,� ✓'� � ,,,t {� d� i"� M' kv�- �� y'�.r��' ��i�`*r�� '', 51 Dead 1296 Desi n 655 Live 270 fv 80 Total 1566 fv/Fv' = 0.49 734 Bearing: = 723 Fb' = 1170 fb/Fb' = 0.62 Dead Defl'n 0.04 = <L/999 LC number 2 2 Length 1.00 0.18 = 1.00 Lumber -soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) usina NDS 2001: Criterion Analysis Value Desi n Value Analysis/Design Shear fv = 88 Fv' = 180 fv/Fv' = 0.49 Bending(+) fb = 723 Fb' = 1170 fb/Fb' = 0.62 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.01 = <L/999 0.18 = L/360 0.04 Total Defl'n 0.05 = <L/999 0.28 = L/24-0 0.18 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 1847 lbs -ft Shear : LC# 2 = D+L, V = 1566, V design = 1481 lbs Deflection: LC# 2 = D+L EI= 178e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W --wind I=impact C=construction CLd=concentrated) (A11 LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. H COMPANY PROJECT 7 �� R.F. Structural Consultants, Inc. Stidham Residence ASL WoodWorks75-153 Merle Drive, Suite B Remodel/Addition 7 Palm Desert, CA 92211 52575 Via Castile sc�nnvlere,rvewoonntsrcn Feb. 1, 200811:32 La Quinta, CA 92253/ Typ. Roof Rafter (1) \' Design Check Calculation Sheet Sizer 2004a 'LOADS ( Ibs, psf, or pff ) Load Type Distribution Magnitude Location (ft] Pat - Shear 93 Total Start End Start End tern Loadl Dead Full Area 20.00 (16.0)* LC number No Load2 Live Full Area 20.00 (16.0)+ No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS 01 7' Dead 100 Value 100 Live 93 Shear 93 Total 194 180 194 Bearing: fb = 537 Fb' = LC number 2 Dead Defl'n 0.05 = Length 1 1.00 1.00 Lumber -soft, D.Fir-L, No.2, 2x6" Spaced at 16" c/c; Self Weight of 1.96 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2001 : Criterion Anal sis Value Design Value Analysis/Design Shear fv = 31 Fv' = 180 fv/Fv' = 0.17 Bending(+) fb = 537 Fb' = 1345 fb/Fb' = 0.40 Dead Defl'n 0.05 = <L/999 Live Defl'n 0.04 = <L/999 0.35 = L/240 0.12 Total Defl'n 0.09 = L/935 0.35.= L/240 0.26 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 Fv' 180 1.00 1..00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 339 lbs -ft Shear : LC# 2 = D+L, V = 194, V design = 168 lbs Deflection: LC# 2 = D+L EI= 33e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT � / ks R.F. Structural Consultants, Inc. Stidharr, Residencewood n oc 15 75-153 Merle Drive, Suite B Remodel/Addition V v Palm Desert, CA 92211 52575 Via Castile SSlF7tYA1tFWHWOM1Ot]fGN Feb. 1, 2008 11:34 La Quinta, CA 92253 Typ. Rcof Rafter (2) Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or ptf ) Load Type Distribution Magnitude Location [ft] Pat - Shear 300 Total Start End Start End tern Loadl Dead Full Area 20.00 (24.0)* .LC number No Load Live Full Area 20.00 (24.0)* No "111UULtlLy W1ULfl \111) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 4 M. Dead 330 Value 330 Live 3170 Shear 300 Total 630 180 630 Bearing: fb = 896 Fb' = .LC number 2 Dead Defl'n 2 Length 1.00 1.00 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" c/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) iminn rune,2nn, . Criterion Analysis Value Desi n Value. Anal sis/Desi n Shear fv = 49 Fv' = 180 fv/A, = 0.27 Bending(+) fb = 896 Fb' = 1035 fb/Fb' = 0.87 Dead Defl'n 0.18 = <L/999 Live Defl'n 0.16 = <L/999 0.75 = L/240 0.21 Total Defl'n 0.34 = L/535 0.75 = L/240 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00. 1.00 - - - 2 E" 1.6 million 1.00 1.00 - - - - 1.00 1.00 Custom duration factor for Hind load = 1.33 Bending(+): LC# 2 = D+L, M = 2363 lbs -ft Shear : LC# 2 = D+L, V = 630, V design = 551 lbs Deflection: LC# 2 = D+L EI= 285e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks COMPANY R.F. Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT Stidham /�� Residence Remodel/Addition / 6 somvlerrroawrtoraarsrcn Palm Desert, CA 92211 Feb. 1, 2008 11:39 52575 Via Castile La Quinta, CA 92253 �J Typ. Floor Joist (3) 7 Design Check Calculation Sheet 980 Sizer 2004a -720 LOADS ( fbs, psf, or ptf ) Bending]+) Load Type Distribution Magnitude. Location [ft] Pat- 728 Start End Start End tern 15.00 (24.0)* Leadl Dead Full No Load2 Live *Tributary width (in) 90.00 (24.0)* MAXIMUM REACTIONS (Ibs) and BEARING (in) : No MMIyLJyENGTHMR-gS5�S, y � y .��p�tk f y 2� yyK� di �.t'1 ', S(•r''}�9 A :�'qY� �.Y4. r�.,,K M'sC rrM S,.S .f �., ..... 'rc� 5 5�P b `? ..rt. ..........,. 0' 12� 15' 0.05 s <L/999 LC number 2 2 Interior Dead 0 Length 1.00 L/290 1.00 0.16 0.00 0.15 = <L/999 0.63 = L/240 0.29 Cantil. Dead 0.03 = <L/999 Live 0.06 = L/535 0.25 = L/120 0.22 Total 0.09 = L/352 0.25 = L/120 0.34 Lumber-soft, D.Fir-L, No.2, 6x8" Spaced at 24" c/c; Self Weight of 11.4 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC-IBC; WARNING: this CUSTOM SIZE is not in the database. Refer to online help. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: ADDITIONAL DATA: .FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fb'- 900 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - -. - - 1.00 1.00 1.00 2 Fcp' 625• - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 2185 lbs-ft Bending(-): LC# 2 = D+L, M = 379 lbs-ft Shear : LC# 2 = D+L, V = 789, V design = 708 lbs Deflection: LC# 2 = D+L EI= 410e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Dead 298 Design 373 Analysis/Design Shear Live 980 180 -720 0.12 Bending]+) Total 728 Area 15.00 (24.0)* 0.46 No Load2 Live Full Area 90.00 (24.0)* 0.08 No Dead 298 Design 373 Analysis/Design Shear Live 980 180 -720 0.12 Bending]+) Total 728 900, 1093 0.46 Bending(-) Bearing: Fb' = 900 fb/Fb' = 0.08 Deflection: 0.05 s <L/999 LC number 2 2 Interior Dead 0 Length 1.00 L/290 1.00 0.16 0.00 Criterion Analysis Value Design Value Analysis/Design Shear fv = 22 Fv' = 180 fv/Fv' = 0.12 Bending]+) fb = 410 Fb' = 900, fb/Fb' = 0.46 Bending(-) fb = 71 Fb' = 900 fb/Fb' = 0.08 Deflection: 0.05 s <L/999 Interior Dead Live 0.10 = <L/999 0.63 = L/290 0.16 Total 0.15 = <L/999 0.63 = L/240 0.29 Cantil. Dead 0.03 = <L/999 Live 0.06 = L/535 0.25 = L/120 0.22 Total 0.09 = L/352 0.25 = L/120 0.34 DESIGN NOTES: << 1. Please verify that the default deflection limits are appropriate for your application. ns 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the niddle 2/3 of 2 spa beams and to the full length of cantilevers and other spans. 3. Sewn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. COMPANY PROJECT R.F. Structural Consultants, Inc. Stidham Residence 1 Z WoodWorks° 75-153 Merle Drive, Suite B Remod:UAddition Palm Desert, CA 92211 52575fa Castile SOF71VA&r-OR WOOD Of XW Feb. 13, 2008 06:59 La Quirta, CA 92253 Typ. Floor Joist (4) n Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf) . Load Type Distribution Magnitude Location [ft] Pat - Shear 180 Total Start End Start End tern Loadl Dead Full Area 15.00 (24.0)* 1345 No Load2 Live Full Area 40.00 (24.0)* - - 1.00 No "rrlDULary w1aLn tin) ILUX41l4 I INA., CTIONS Obs and BEARING LENGTHS (in): N y�af x � " � '�,aq� •c,yt S� x ' `,�,",#� .sxHe�,�a. �. �, +,,� �h'' � �°`t .tu �`�tG . .•.. ��Sxi •n b��.�.��,�,+N,�'�' ?J�.*y,+SX�3a�S *�E f a ..,. �, :.� �r��f�:...��a�':��sSY �r�v�i'�v�� . $'+�� ,��x #kfi 0' 4'-6" Dead 72 Value 72 Live 180 Shear 180 Total 252 180 252 Bearing: fb = 450 Fb' = 1345 fb/Fb' = 0.33 Dead Defl'n 0.01 LC number 2 - - 1.00 2 Length 1.00 = <L/999 1.00 Lumber -soft, D.Fir-L, No.2,,�W- V5 F l '",Z*e 14f 0/� Spaced at 24" c/c; Self Weight of 1.96 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2001: Criterion Analysis Value Design Value Analysis/Design Shear fv = 36 Fv' = 180 fv/Fv' = 0.20 Bending(+) fb = 450 Fb' = 1345 fb/Fb' = 0.33 Dead Defl'n 0.01 = <L/999 1.00 - - - - 1.00 1.00 Live Defl'n 0.02 = <L/999 0.22 = L/240 0.10 .Total Defl'n 0.03 = <L/999 0.22 = L/2.40 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' . 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 283 lbs -ft Shear LC# 2 = D+L, V = 252, V design = 201 lbs Deflection: LC# 2 = D+L EI= 33e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. -��' Sio2�` MASTER BEDROOM LATERAL ANALYSIS NOTE: THE OVERALL HEIGHT OF THE STRUCTURE DOES NOT CHANGE DUE TO THE INTERIOR ADDITION OF THE LOFT. THEREFORE, THE WIND LOAD APPLIED TO THE STRUCTURE WILL REMAIN THE SAME. AS A RESULT, THE EXISTING LATERAL FORCE RESISTING ELEMENTS WILL BE CALCULATED TO CONFIRM THAT THEY CAN ACCOMMODATE THE ADDED SEISMIC LOAD DUE TO THE LOFT FLOOR ADDITION. SECTION #1 LONGITUDINAL 11T FLR HT = 10.00 FT 2ND FLR HT = 18.00 FT ROOF AVG HT = 22.00 FT WIND FORCE (90 MPH) = 22.97 PSF WIND LOAD ROOF = 22.97 psf x (4.00 + 4.00 ft) = 184 PLF WIND LOAD 1 -FL = 22.97 psf x (4.00 ft + 10.00 ft/2) = 207 PLF TOTAL WIND LOAD = 391 PLF SEISMIC ROOF: DL ROOF = 20 x 34.00 = 680 DL EXT WALL = 15.00 x 2 x (18.00 - 14.00) = 120 DL INT WALL = 10.00 x 2 x (18.00 - 14.00) = 80 SEISMIC LOAD= 0.200 x (680 + 120 + 80) = 176 PLF SEISMIC 1 -FL: DL FLOOR = 15.00 x 18.00 = 270 DL EXT WALL = 15.00 x (2 x (14.00-10.00/2) = 270 DL INT WALL = 10.00 x (2 x (14.00-10.00/2) = 180 SEISMIC LOAD= 0.200 x (270 + 270 + 180) = 144 PLF TOTAL SEISMIC LOAD = 320 PLF REDISTRIBUTE SHEAR: (176 plf x 18.00 ft) + (144 plf x 10.00 ft) = 4608 LBS SHEAR ROOF = 176 plf x 18.00 ft x 320 plf/ 4608 lbs = 220 PLF SHEAR 1 -FL = 144 plf x 10.00 ft x 320 plf/ 4608 lbs =100 PLF ROOF MAX. SHEAR = 220 plf x (34.00 ft)/(2 x 19.00 ft) = 197 PLF ROOF CHORD FORCE = 220 plfx (34.00 ft**2)/(8 x 19.00 ft) = 1673 LBS USE (12) 16 D's PER TOP PLATE SPLICE 1 -FL MAX. SHEAR = 207 plf x (14.00 ft)/(2 x 19.00 ft) = 77 PLF 1 -FL CHORD FORCE = 207 plf x (14.00 ft**2)/(8 x 19.00 ft) = 267 LBS USE (8) 16 D's PER TOP PLATE SPLICE. LATERAL ANALYSIS SECTION #1 TRANSVERSE IST FLR HT = 10.00 FT 2ND FLR HT = 18.00 FT ROOF AVG HT = 22.00. FT WIND FORCE (90 MPH) = 22.97 PSF WIND LOAD ROOF = 22.97 psf x (4.00 + 4.00 ft) = 184 PLF WIND LOAD 1 -FL = 22.97 psf x (4.00 ft + 10.00 ft/2) = 207 PLF TOTAL WIND LOAD = 391 PLF SEISMIC ROOF: DL ROOF = 20 x 34.00 = 680 DL EXT WALL = 15.00 x 2 x (18.00 - 14.00) = 120 DL INT WALL = 10.00 x 2 x (18.00 - 14.00) = 80 SEISMIC LOAD= 0.200 x (680 + 120 + 80) = 176 PLF SEISMIC 1 -FL: DL FLOOR = 15.00 x 18.00 = 270 DL EXT WALL = 15.00 x (2 x (14.00-10.00/2) = 270 DL INT WALL = 10.00 x (2 x (14.00-10.00/2) = 180 SEISMIC LOAD= 0.200 x (270 + 270 + 180) = 144 PLF TOTAL SEISMIC LOAD = 320 PLF REDISTRIBUTE SHEAR: (176 plf x 18.00 ft) + (144 plf x 10.00 ft) = 4608 LBS SHEAR ROOF = 176 plf x 18.00 ft x 320 plf/ 4608 lbs = 220 PLF SHEAR 1 -FL = 144 plf x 10.00 ft x 320 plF 4608 lbs = 100'PLF ROOF MAX. SHEAR = 220 plf x (18.00 ft)/(2 x 34.00 ft) = 59 PLF ROOF CHORD FORCE = 220 plf x (18.00 ft* *2)/(8 x 34.00 ft) = 263 LBS USE (8) 16 D's PER TOP PLATE SPLICE 1 -FL MAX. SHEAR = 207 plf x (18.00 ft)/(2 x 34.00 ft) = 55 PLF 1 -FL CHORD FORCE = 207 plf x (18.00 ft**2)/(8 x 34.00 ft) = 247 LBS USE (8) 16 D's PER TOP PLATE SPLICE. LATERAL ANALYSIS SHEAR WALL #1 2ND STORY --LEFT WALL OF LOFT TOTAL LOAD = 220 plf x (34.00 ft/2) = 3740 LBS SHEAR WALL LENGTH = 14.25 + 8.00 = 22.25 FT SHEAR WALL = 3740 lbs/22.25 ft = 169 PLF VERIFY (E) SHEAR WALL TYPE 10 WITH 16D's AT 4" O/C SILL PLATE NAILING. MAX. DRAG LOAD = 1007 LBS. VERIFY EXISTING (8) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 903 LBS NO SIGNIFICANT UPLIFT, NO HOLDOWNS REQUIRED. SHEAR WALL #2 1sT STORY --LEFT OF DINING ROOM TOTAL LOAD = [100 plf x (29.00 ft/2) + 3740]/1.4 = 3708 LBS VERIFY EXISTING SIMPSON WALL, (1) SW 48 x 10. TOTAL CAPACITY = 3940 LBS . MAX. DRAG LOAD= 2866 LBS. VERIFY EXISTING (22) 16D'S PER TOP PLATE SPLICE. SHEAR WALL #3 11T STORY --LEFT OF ENTRY TOTAL LOAD = 100 plf x (50.00 ft/2) = 2500 LBS SHEAR WALL LENGTH = 6.00 FT SHEAR WALL = 2500 lbs/6.00 ft = 417 PLF VERIFY (E) SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD= 1250 LBS. VERIFY EXISTING (12) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 3870 LBS USE SIMPSON HTT22 TO HOLD DOWN EACH END4VERIFY (E). SHEAR WALL #4 IST STORY --REAR OF GREAT ROOM TOTAL LOAD = 320 plfx (18.00 ft/2) = 2880 LBS SHEAR WALL LENGTH = 10.00 FT SHEAR WALL = 2880 lbs/10.00 ft = 288 PLF VERIFY (E) SHEAR WALL TYPE 11 WITH 5/8" x 12 A.B. AT 32" O/C. MAX. DRAG LOAD= 2146 LBS. VERIFY EXISTING (16) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4139 LBS USE SIMPSON HTT22 TO HOLD DOWN EACH END4VERIFY (E). 23 LATERAL ANALYSIS SHEAR WALL #5 11T STORY --FRONT OF GREAT ROOM TOTAL LOAD = 320 plf x (18.00 ft/2) + 220 plf x (12.00 ft/2) = 4200 LBS SHEAR WALL LENGTH = 12.00 FT SHEAR WALL = 4200 lbs/12.00 ft = 350 PLF VERIFY (E) SHEAR WALL TYPE 11 WITH 5/8" x.12" A.B. AT 32" O/C. MAX. DRAG LOAD= 1977 LBS. VERIFY EXISTING (16) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4140 LBS USE SIMPSON HTT22 TO HOLD DOWN EACH END4VERIFY (E). FOOTING DESIGN ALL FOOTING IS ASSUMED EXISTING, NO NEW FOOTING HAS BEEN ADDED. THEREFORE, NO FOOTING DESIGN IS REQUIRED. PAD DESIGN BM #2 = 4400 LBS USE 2'-0" SQ. x 12" DEEP PAD WITH (2) #4 BARS EACH WAY BM #6 + BM #7 = 10175 LBS USE T-0" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #6 + BM #7 + BM #10 = 16300 LBS USE T-6" SQ. x 12" DEEP PAD WITH (4) #4 BARS EACH WAY BM #8 = 4350 LBS USE 2'-0" SQ. x 12" DEEP PAD WITH (2) #4 BARS EACH WAY BM#11 +BM#12+BM#13 =2775 LBS USE 2'-0" SQ. x 12" DEEP PAD WITH (2) #4 BARS EACH WAY RF STRUCTURAL CONSULTANTS, INC. ppLtA DESERT, CA 92211 75-153 MERLE DRIVE, STE. B, FAX (760) 836-0856 EMAI (76RAYMOND@RFSTRUCTURA36-10 0L•Com - RESPONSE TO BUILDING DEPAR'fMENT REQUESTED CORRECTIONS MARCH 26, 200 THE STIDHAM RESIDENCE 52575 VIA CASTILE LA QUINTA, CA. JOB NO.: 4784 SFA PLAN CHECKNO.: 08-354 STRUCTURAL GENERAL 1- PLEASE SEE THE ATTACHED REVISED PLANS AND CALCULATIONS FOR STAMP AND SIGNATURE- 2 _ THE PROJECT IS AN ADDED LOFT INSIDE T� ECXIH DOES NOING TE EFFECT THE WITH A STAIR WAY P�T'LY OUTSIDE, ENVELOP OF THE BUILDING, THEREFORE SEISMIC DESIGN IS WHATS REQUIRED. 3- PLEASE SEE THE ATTACHED REVISED PLAN OR THE ADDED DET AIL 6/SD-1 FOR THE DRAG TO THE SMSON W 4- PLEASE SEE THE REVISED CAI,CULATIONHE jSJpFO�RTO�DIEAR WALL # 1 CALCULATIONS FOR -BEAM # 7, FOR ABOVE. ARE OK AS DESIGNED THE 1.25 REDUCTION FACTOR ISNOT 5- THE BEAMS USED WITH THE FLOOR LOADING.