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07-0745 (SFD)
P.O. BOX 1504 ^' VOICE (760) 777-7012 78-495 CALLE TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253- BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 6/18/07 Application Number: 07000.0-07475 Owner: Property Address: 53055 VIA CHIANTE LUTZ APN: 772-550-009- - r - 53-055 VIA CHIANTI Application description: DWELLING : SINGLE FAMILY DETACHED LA QUINTA, CA 922.53 Property Zoning: LOW DENSITY RESIDENTIAL' Application valuation: 494592 ! Contractor: / D q r Applicant:. Architect or Engineer: HAMERCOP HOMES INC O 3033 RIKKARD DRIVE / ~ ` ESTLAGE, CA 9 6 (818)309-3765 JUj� 7 ur.•9> '% LIC. NO.: 791562 LICENSED CONT ACTOR'S DECLARATION • WORKER'S COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury that 1 am licen oder provisions of Chapter (commencing with - - I hereby affirm under penalty of perjury one of the following declarations: Section 7000) of Division 3 of the Business and Pr Vitals nals Code, and my License is in full force and effect.. - I have and will maintain a certificate of consent.to self -insure for workers' compensation, as provided ' Licens Class: B License No.: 791562 for by Section 3700 of the Labor Code, for the performance of the work for which this permit is '�issued. ate:O/ ntractor: - - 1 have and will maintain workers' compensation insurance, as required by'Section 3700 of the Labor r _ Code, for the performance of the work for which this permit is issued. My workerscompensation OWNER -BUILDER DECLARATION insurance carrier and policy number are: I hereby affirm under penalty of perjury t at I am exempt from the Contractor's State License Law for the Carrier •STATE FUND Policy Number 1849788 following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to - _ I certify that, in the performance of the work for which this permit is issued, I shall not employ any construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the person in any manner so as to b me subject to the workers' compensation laws of California, permit to, file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State and agree that, if 1 should be a subject to the workers' compensation provisions of Section . License Law (Chapter 9 (commencing with Section 7000) of .Division 3 of the Business and Professions Code) or 3700 of the bor Code, I forthwith comply with those provisions. 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 155001.: ate: ''�7 plicant: (_) 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and 16411 the'structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The WARNING: FAIL RE TO SECORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL Contractors' State License Law does not apply to an owner of property who builds or improves thereon, SUBJECT AN EMPLOYER TOKRIINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND and who does the work himself or herself through his or her own employees, provided that the DOLLARS (5100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN improvements are not intended or offered forsale. If, however, the building or improvement is sold within SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. - one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 1 1 I am exempt under Sec. , BAP.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I. hereby affirm under penalty of perjury that. there is a construction lending agency for,the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: . Lender's Address: Vr 0 - LQPERMIT 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. t. 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 Ca 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 nu and void if work is not commenced within 180 days from date of issuance of such permit r ssation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the ab a info mation is correct. I agree to comply with all city and county ordinances and ate laws relating to buildi const on, and hereby authorize representatives offtthis/ccouunty to enter upon above-mentioned prope for ins ion purpose iDate:lp G ature (Applicant or Agentl: Application Number . . . 07-00000745 Permit . . . BUILDING PERMIT Additional desc . Permit Fee 2022.00 Plan Check Fee 1314.30 Issue Date Valuation 494592' Expiration Date 12/.15/07 Qty Unit Charge Per Extension BASE FEE 639.50 395.00 3.5000 m THOU. BLDG 100.,001-500,000 1382.50 Permit MECHANICAL Additional desc . " Permit Fee . . . . 145..50 Plan Check Fee.. 36.38 Issue Date . . . Valuation 0 Expiration Date 12/15/07. Qty Unit Charge Per Extension BASE FEE 15.00 4.00 9.0000 EA MECH FURNACE <=100K. 36.00 . 4.00 9.0000 EA MECH B/C <=3HP/100K BTU 36.'00'" ' 8.00 6.5000 EA MECH VENT FAN 52.00 1.00 6.5000 EA MECH EXHAUST HOOD 6.50 Permit ELEC-NEW RESIDENTIAL Additional desc . Permit Fee 243.18." Plan Check Fee'. 60.80 Issue.Date . . . . Valuation 0 Expiration Date 12/15/07 Qty,. .Unit Charge Per Extension BASE FEE 15.00- 5777.00. .03.50 ELEC NEW RES -.1 OR 2 FAMILY 202.20 549.0.0 .0200. ELEC GARAGE OR'NON-RESIDENTIAL 10.98 1.00 15.0000 ----------------------------------------------------------------------------- EA ELEC TEMPORARY POWER POLE 15.00 Permit PLUMBING Additional desc . Permit Fee 321.75 Plan Check Fee 80.44 Issue Date Valuation 0 . Expiration Date 12/15/07 Qty Unit Charge Per Extension BASE FEE 15.00` 27.00 6.00001EA PLB FIXTURE 162.00 LQPERMIT LQPERMIT r 1 Application Number. 07-00000745 Permit . . . . . . PLUMBING 1 Qty Unit Charge Per Extension 18.00 6.0000 EA PLB ROOF DRAIN 108.00 1.00 7.5000 EA. PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP, 3.00 15.00 .7500 EA PLB GAS PIPE >=5 11.25 . 1.00 15.0000 EA PLB GAS METER 15.00 • Permit GRADING PERMIT Additional desc . Permit Fee . . . 15.00 Plan Check Fee .00 Issue Date Valuation 0 • Expiration.Date 12/15/07 Qty Unit Charge Per Extension BASE FEE 15.00 - -- ------------------------------------------------- Special Notes and Comments -------------- 5777•sq. ft.. sfd this•permit does not include pool & spa block walls or ' driveway approach., --------- ------ Other Fees ART IN PUBLIC PLACES -RES -------------- 736.48 DIF COMMUNITY CENTERS -RES 74.00" ' DIF CIVIC CENTER - RES 995.00 . ENERGY REVIEW FEE 131.43" DIF FIRE PROTECTION -RES 140.00 - GRADING PLAN CHECK FEE 15.00 DIF LIBRARIES - RES. 355.00 DIF PARK MAINT FAC - RES •22.00 DIF PARKS/REC RES. 892.00 . _- STRONG MOTION (SMI) - RES 49.45 DIF STREET MAINT FAC -RES - 67.00 DIF TRANSPORTATION - RES 1930.00 Fee summary Charged Paid.. Credited Due - ---------- ---------- ---------- -Permit Fee Total 2747.43 .00 00 2747.43 Plan Check Total 1491.92 500.00 .00 991.92 Other Fee Total 5407.36 -.00 .00 5407.36 Grand Total 9646.71 500.00. .00 9146.71 LQPERMIT ( M P.O. BOX 1504 APPLICATION ONLY Building 78-495 CALLE TAMPICO Address 53(J J V to �., �� LA QUINTA, CALIFORNIA 92253 Owner r A4 ( Zo BUILDING: TYPE CONST. OCC. GRP. Mailing 1" ly5 �f • i iZ- SS7J' C)c Address �oj62 O�c,L 1 �--C-/an� A.P. Number City lZip Tel. Legal Description Contractor 7 Project Description Aotiress - Sq. Ft. No. No. Dw. Size Stories Units State Lic. City & Classif. f Lic. # New ❑. Add ❑ Alter ❑ Repair ❑ Demolition ❑ Arch., Engr., Designer tt lrcV� , VC, j Address Tel. )3741 UCfA - blv S I.�C-e $5 e �� 01 `3 7 Ci1t'y- State M/�� ��^> %�7i� Lic. # LINSCECONTRACTOR'S DECLARATION I hereby affirm that I am tic ed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of theB ne and Profes ' ns Code, and my license is in full force and effect. *,, SIGNATURE og DATE OWNER -BUILDER DECLARATION Estimated Valuation I hereby affirm t I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 o/ the Business and Professions Code, or that he is exempt therefrom, and the basis for the alleged exemption. Any violation o/ Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. O 1, as owner of the property, or my employees with wages as their sole compensation, will do �., the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner o/ property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or im- provement is sold within one year of completion, the owner -builder will have the burden o/ proving that he did not build or improve for the purpose o/ sale). O 1, as owner of the roe y property, rty, am exclusive) contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) ❑ 1 am exempt under Sec. B. & P.C. for this reason Const. Mech. Electrical Plumbing -- t _ S.M.I. F ® 1 I Grading I �t 9 t Driveway Enc. Infrastructure M AR 1 3 �t Date owner WORKER'S COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company-- CITY ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EVMPTION FROM WORKERS' COMPS `ATION INSURANCE TOTAL REMARKS (This section need not be completed if th a it is for one hundred dollars ($100) valuation or less). I cbQity that in the performance th k for which this permit is issued, I shall not employ airy person in any manner so s t c me subjec to Workers' Compensation Laws of Califor ' Datecaner NOTICE TO APPL ANT.. If, a r in g this Certificate o/ Exemption you should become subject to the Workers' Co a sation provisions of the Labor Code, you must forthwith comply with such provisions o is permit shall be deemed revoked. ZONE: BY: Minimum Setback Distances: CONSTRUCTION LENDING AGENCY Front Setback from Center Line I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Rear Setback from Rear Prop.Line Lender's Name Side Street Setback from Center Line Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. Side Setback from Property Line I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above-mentioned property for inspection purposes. FINAL DATE INSPECTOR Issued by: Date Permit Signature of applicant Date Mailing Address Validated by: City, State, Zip Validation: = APPLICANT PINK = FINANCE WHITE = BUILDING DEPARTMENT YELLOW Coachella :Valley Unified School District This Box For District use only 83-733 Avenue 55, Thermal, CA 92274 DEVELOPER FEES PAID , . (760).398-5909 - Fax (760),398-1224 AREA: .. AMOUNT . '.LEVEL ONE AMOUNT : , LEVEL TWO AMOUNT:. MITIGATION AMOUNT: COMM/IND. AMOUNT: DATE: - RECEIPT; CHECK N: INITIALS: .CERTIFICATE OF COMPLIANCE (California Education Codi 17620) • ; ' Project Name: Hideaway/Lutz ' Date: 06/18/07 Owner's Name: Hideaway/Lutz Phone No. 818-929-9978 Project Address: 53-055 Via Chante, La Quints ; Project Description: 1.SFD` APN: 772-550-004 Tract. #: ' Lot # Type of Development Residential 1 x r . Commercial.. Total Square•Feet of Building Area: 5777 sq: ft. Certification of Applicant/Owners: The person signing certifies that the'above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated: 06/18/07 ` ' Signature: 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 'Gov. Code Project' Agreement Existing Not Subject to Fee 17620 G '65995.- :` Approval . '' Prior.to 1/1/87 Requirement Number of Sq.Ft. 5777 sq ft.'.3 Amount per Sq.Ft. $ 3.91 per sq. ft: Amount Collected $ 229588.07 ' By: Carey M. Carlson, Asst.. Supt.; Business Services Certificate issued by:1 Maria L. Angulo, Facilities Secretary Signature: NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEESANDS ATEM T OF FE '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. ]-T:c/mydocs/devfees/certificate of compliance form tablesTO USE.doc 1/16/03 T rIZI V) A C FILE P.O. Box 1504 LA QUINTA, CALIFORNIA 92247-1504 BUILDING &. SAFETY DEPARTMENT 78-495 C'ALLE•TAMPICO (760) 777-7012 LA QUINTA, CALIFORNIA 92253 " FAX (76 0) 777-7011 February 6, 2009 ' F Mr. Bradley J. Lutz 12520 Long Acre Avenue Granada Hills, CA 91344 RE: Building Permit Extension Request - 53055 Via Chiante. Dear Mr. Lutz: I have reviewed your letter dated February 5, 2009, requesting a time extension for the construction of the single-family residence at the above address under Building Permit #07-0745. Our records -indicate the -following status on this permit. Inspection status: Permit issued: 02/12/08 Last successful inspection, 03/25/08 (Lath) 180 -day expiratio n'date: 09/22/08 180 -day extension date;: 03/23/09 Under the provisions of 2001 California Building Code Section 106.4.4, your request is hereby granted. Because the Building Code specifies that "no permit shall be extended more than. once," please be advised that unless the project passes its next required inspection on or before Monday, March 23, 2009; your building permit will expire automatically.- Yours utomatically:Yours truly, Greg Butler n , Building & Safety Manager Dept of Building and Safety ' City of La Quinta P.O. Box 1504 La Quinta.CA 92247-1504 To whom it may concern: - o It has been brought to my attention my permits` have expired for my construction project located at 53055 Via-Chianti, La Quinta CA. I am at this time respectfully requesting an extension be granted of permit# 07-745 as we are near completion and only have approximately two weeks to complete and get final inspection. I am also making a change of general contractors; the new contractor is Starr I I I Construction. We will be submitting all of the required paperwork to update application. Thank c Brade , t� wo �c��od HIDEAWAY OWNERS ASSOCIATION April 5, 2007 Atelier Architects Attn: Farshad Azarnoush 13743 Ventura Blvd., Suite 270 Sherman Oaks, CA 91423 RE: Lutz/Final Design Review #3 Lot 195 at 53055 Via Chiante Dear Mr. Azarnoush: The Hideaway Design Review met to re-review your second submittal of Final Working Drawings for Lot 195 along with your letter dated March 28, 2007. The plans were approved for you to begin construction subject to the following items being addressed prior to the setback inspection: J 1. The planting, grading and hardscape requirements (as detailed in the Design Guidelines) should be indicated for the golf course and adjacent lots. Lot 194 is being designed-by Andrez Weber.and John Krieg. 2. Only 2 of the required 5-48" box (canopy) trees are shown on the planting plan: Acacia Salicina is on the legend, they are not an approved canopy tree. 3. Please refer to Appendix B. of the Design Guidelines relative to the plants that are allowed for use in each area. In addition, the required number of shrubs should be reviewed for consistency with the Guidelines. There are not enough plants shown on your plan. 4. All plants need to have the full botanical names. 5. All ground cover needs to be specified. 6. Please identify what is S.H. 7. Planting is shown on Golf Course property which cannot be permitted.. 8. Please have the north area included on the plans. . 9. The plans are lacking site details, i.e. pool, walls, gates, steps, etc. e 10. The trash cans are shown at the rear of the property, they should be moved closer to the street for access by service personnel. The trash area will also need to be screened from golf course view. This is a courtesy comment only, the trash location can be left as is, but will need to be enclosed and could be a problem functionally for Burrtec pick up. 11. The Variance request was received relative to the pool setback however there does not appear to have been a change relative to the pool layout and how the conditions will work in the field (further clarification is needed).. 12. Exposed and/or infinity edge materials have not been submitted for DRC review. 13. The vacuum breaker needs to be screened from view. This is an irrigation item that must be screened from view per. the Guidelines. 14.. Electric and Gas meters are not screened, they are much bigger than what is shown on your plan. They will need.to be screened from the golf course, street and adjacent neighbors. 15. For the driveway,' the color is noted as to be selected, please provide the color and material specification. Smooth and broom finishes are forbidden. 16. 3/4" raked grout joints are shown on the stone, dry stacking is recommended. 17. Guest Parking must be scredhEdff inl 0ft"AikMNAGEMENT POST OFFICE BOX 4772 / PALM DESERT, CALIFORNIA 92261-4772 73-550 ALESSANDRO PALM DESERT, CALIFORNIA 92260' PHONE 76o.346.I161 FAX 76o.346.9918.E-MAIL: ASSOCIATION@HIDEAWAYGOLFCLUB.COM 18. Planting and the Barbecue are in the neighbors view corridor, these must be. removed. 19. Jasmine is used in an area that it cannot be planted, please substitute the plant material. Any deviation from the Design Guidelines must be submitted with a request for a Variance. If a design element is not presented as a Variance request and the committee inadvertently overlooks it during the review process, it will be the design team's responsibility to make modifications at a later, date if required by the Design Review Committee. Please contact Mindy Gutierrez at (760) 393-5211 with.any questions or to set up the preconstruction meeting. We look forward to working with you further on the development of this home. Sincerely, Hideaway Design Review Committee cc: Mr. Lutz at LutzMg@gol.com Teri Martin at Martinterigmsn.com DRC File, Geny Tarsitano, Security CITY OF LA QUINTA - PUBLIC WORKS DEPARTMENT GREEN SHEET PUBLIC WORKS CLEARANCE FOR RELEASE OF BUILDING PERMIT Form updated & effective 11/17/2006 Green Sheet approvals ..are forwarded to the Building. & Safety D.e artment direct) b .Public Works. .Please DO NOT submit the Green Sheet (Public Works Clearance) Packet to the Public Works Department until ALL requirements listed below are. complete..,_ Incom.plete applications or applications which cannot be processed will be returned to applicant. Date: 4-?y®_O+ Developer: -a<) mc` Tract No.: Tract. Name._ �tgk . q. Lot No. (s): Address(s- `p q The following are the requirements for Public Works Clearance to authorize issuance of a building permit from the Building & Safety Department: CUSTOM HOMES: PROVIDE ITEMS* #2 #3" #4 AND #5 BELOW TRACT HOMES:. PROVIDE ITEMS #1 #2 #3' #4 AS APPLICABLE AND #6 BELOW COMMERCIAL BUILDINGS/OTHER: PROVIDE ITEMS .#1 #2 #3 AND #5 BELOW WALLS.: PROVIDE ITEMS .#7 BELOW SIGNS: PROVIDE ITEMS #8 BELOW 1. Attach Pad Elevation Certificates in compliance with the approved design elevation for building pad (maximum allowable deviation of .+/- 0.1 foot). Pad Elevation Certificates must be current (within 6 months of current date). If a precise grading plan creates the pad for approval, please, 2t�withhold green sheet submittal until a Pad Elevation Certificate can be provided. tt Gh-geotechnical certification ofradin g g. plan compliance. �3 ttach recorded final map.showing proposed building locations are legal lots. 44 teach a completed < 1 acre per lot or infill project Fugitive Dust Control project information form, PM10 plan & agreement or provide alternative & valid City approved PM10 pP plan set reference 'number or hard copy plan. PM 10 plans for commercial & residential developments (beyond 1. lot) are submitted separately with grading plans & are subject to additional requirements. 5. Attach an approved precise. grading plan for the building location(s). AO flood zone developments will require an approved floodplain development plan. 6. Attach an approved rough grading plan for the building location(s). 7. Attach wall plan & related approved grading plan. .8. Attach sign layout/plan & related precise grading/landscape plan. I .have reviewed and confirmed the requirements listed above as presented and find the improvements to be sufficiently com or construction of the pr sed buildings/structures/walls/signs on the subject lot (s) Pursuant to my ndin t above the y be released for building permit ssuance. Recommended by: Dated: Public Works Distribution: (v ) Green Sheet to Building & Safety counter (_) Green Sheet to Community Development Declined for approval for reason(s) as follow(s), please correct and resubmit: . Project Information Project Phase P—A4 Project Phase (Check One): Construction ❑ Demolition Anticipated Start Date: Anticipated Completion: M,61 UU tttk 200E) Total acres in active construction (< 1 acre per Lot): Project Contact Information ,ct mtormation (< 1 acre per Lot or Infill Form updated & effective 8/25/2005 Project Contractor: CW -k55 �t � Project Name: Project Tract Number: 2- 4 2. Lot Number(s): 05 Project Street Address: �% S5 (� (24t SKATE LA- o's'l2253 1 of 3 Please Note: Dust control is required 24 hours a day, 7 days a week, regardless of construction status. Person listed below is responsible for dust control during business and non- business hours. Name: C f{ Ck H I 55t If Title: C C9I'All 4.1-1 V(L L�A CAIN - Company Name: I Mailing Address: 550 �j 9-W-Y� NILD AlL. City: ®� State: Zip Code: Primary Telephone Number: ��� 605 �- ! T (0o Fax: 594 24 Hour Access/Emergency Phone: �-3®°�- 'J_,-(03 Cell Phone: (p - n - (p PM10 Certificate Number: ❖ Expanded PM10 plans for commercial and residential developments > 1 acre are required by the City of La Quinta. PM 1. 0 (<1 acre per Lot -or-Infill Project) Fugitive Dust Control Plan Page 2 of 3 Plan updated & effective 8/25/2005 Q This plan shall take into account applicable SCAQMD Rule 403 regulations. Training may be obtained by contacting SCAQMD (Sharon Zamora -Phone: (909) 3.96-2183.). This plan shall consist of the following action items: WATERING: Continuous watering is -required to prevent dust and must occur a minimum of 4 times daily. Water shall be applied -to.dry soils to stop: • Visible dust emissions over 20% opacity _ • Visible dust emissions that travel over 100 feet. • ..Water source 3/4 nch water meter at front (south) side of pad. s• EDUCATION: Responsible. Individual and key y personnel shall attend SCAQMD PM10 class and obtain PM 10 certificate number prior to construction activity. ❖ WEATHER MONITORING. Wind predictions shall be monitored. ❖ SIGNAGE: Use Coachella Valley. Fugitive Dust Control Plan Handbook Construction Site Signage Guidelines. TRAFFIC: Construction traffic shall not be allowed on the pad, unless absolutely necessary. If vehicles operate on pad, pad shall be, kept firm and moist through diose watering or sprinklers. Fugitive "Dust shall be prevented by fencing off site to prevent unauthorized traffic on_pad. (15' mph maximum traffic speed). PARKING: Parking,is not allowed on the pad. All vehicles must park on street (at designated areas only). ❖ • TRACK OUT: Provide 24 hour street cleaning and track out system as approved by City Public Works Inspector. (No dirt on public or private roads). Track out shall be cleaned up within one hour of incident. ❖ DIRT PILES: Dirt piles shall' be limited to 50 cubic ,yards and built per California Building Code' grading requirements. Piles shall be kept moist.or covered with tarp material. Larger dirt piles will require stockpile..or grading permit. FENCING: Provide PM10 ,fencing at,perimeter of. public roads and where applicable. Wood slat fencing can be installed at rear'of property`'and return 20 feet on either side if HOA restrictions apply.. Block walls•can replace_.PM10 fencing during the construction phase EQUIPMENT: Extra hoses and sprinklers shall be maintained on site. EXCAVATION MEASU.RES,: Aal,areas to lie„excavated or graded shall be pre -watered. Water shall be`applied during excavation or.grading operations also. •: DUMP TRUCKS: Open.top dump trucks to be wet down, moist and tarped prior to leaving site. •:• INACTIVE SITE: Within_ 10 days of ceasing of activities; re -vegetate or permanently stabilize as required. La Quinta -'Site Specific Construction Phase PM 10 Agreetm Agreement updated & effective 8/25/2005 The signature of the property owner (or authorized representative) M ❖ Shall act as his/her acknowledgement of dust control requirements and their enforceability, pursuant to AQMD Rules 463 and 403.1; ❖ Shall constitute and agreement to comply with all project conditions as identified in the approved dust control plan; The property owner (or authorized representative): ❖ Acknowledges that dust control is .required 24 hours a day,.7 days a week, throughout the period of project performance, regardless of project size or status; Shall ensure that each and every contractor/subcontractor and all other persons associated with the project shall be in continuous compliance with all requirements of the approved dust control plan, ❖ Shall take all necessary precautions to minimize dust, even if additional measures beyond those listed in the dust control plan are necessary; Shall authorize representative of the City/County to enter upon the above- mentioned property for inspection and/or abatement purposes; and :• Shall hold harmless the City/County and its representatives from liability for any actions related to this dust control plan or any City/County initiated abatement activities. Aqvv�p� L (NIIZ�k"Cl'-ca Signature oflsroperty Owner or Authorized Representative Printed Name Title Date .NI0E__ �1� f AL P�19�c�t \q LKA's Company - l YOUNG ENGINEERING SERVICES • Engineering •Architecture -Surveying• Building &Safety Services Letter .of Transmittal To: CITY OF LA QUINTA I' gate: 05-25-07 . t Project: 53-055 VIA CHIANTE BRAD LUTZ Attn: r PC#: 07-745(2 ) Tel No.: (760) 777-7012 , ;� Tract No.: r We are forwarding: X By Messeng(fr By Mail" Your Pickup No. of Copies Description: 1 REDLINED PLAN,- 1 1 1 REDLINED ST�;UCTURAL CALCULATION 3• STURCUTAL;PLANS - STRUCTUAIi CALCULATION Comments: STRUCTURAL ARE APPROVABLE AT THIS TIME, S THANK YOU , oe This Material Sent for: Your Files Per Your Request Your Review X Approval Checking At the request of: Other By: JASON APPLEBY Phone # (760) 404-9556 77-804 Wildcat Drive, Suite C, Palm Desert, CA 92211 (760) 360-5770 . Bronz Young 1 Aug 01 07 02:01p ,Hamercop Homes 8052416554 p.2 Chris Nelson ' & Associates, Inc, August 1, 2007 " Dept, of Building & Safety 78495 Calle Tampico +F La Quinta, Ca 92253_ Re: Lot 195, Tract No. 298942- Lot 196, Tract No. 29894-2—t�2/%C—°6 6� Gentlemen, , Our company has performed survey measurements to locate the foundation forms of the two single famiy.residence under construction on Via Chiante in the City of La Quinta and have found the foam_ s to be in conformance with the proWded digital drawings prepared by the project consultants. ' Please call me if you have any questions upon your review. We look forward to working with you on a successful project. , Very Truly Yours, _ Chris Nelson & Associates, -Inc' Chris Nelson SID 31368 Via Colinas, Suite 104 ; Westlake Village, CA 92362 Voice 818.991,1040 ! Fax .818.991.0614 SSP-25-2003(THU) -18:04 P.002/005 Rx Date/Time SEP-25-2003(THU) 11:17 760 779 0321 P. 002 02/05/2009 09:24, 760--779-0321 4 FEDEX KINKO'S 3101 PAGE 02 STARR 111 CONSTRUCTION 1216 CALLE ARROYO THOUSAND OAKS CA 91360 t 2-05-09 To whom It may concern: I am granting Chris Heiner permission to pull pernilts and Business licenses for my Business at the City Of La Qulnta Building Department I will,be taking over as contractor of.record for 53055 Via Chianti and 53075 Via Chianti In La Qulnta. Ca. Chris Helsserwill be facilitating the expediting of this process through the city. Thank you f f r Starr'7hompson p V� Ce'rtifidatdl of Occqpancy0 ` L�n�otnm �oF _. Building&. Safe# De artment Y p `This Certificate is issued pursuant to the requirements of Section 109, of the California Building +, Code, certifying .that, : at the' time of issuance,° this . structure was'- in compliance with the provisions of the Building Code and the various ordinances of the City `-regulating building . construction. and/or use. r . BUILDING ADDRESS: 53-055 VIA CHIANTI . -Use classification: SINGLE FAMILY�DWELLING Building Permit No.: 07-745 Occupancy, Group: R3 Type of Construction: VN Land Use Zone: RL d d 1 _ Owner of Building: BRAD LUTZ • Address-53-055 VIA CHIANTI City, ST, ZIP: LA QUINTA, CA 92253 . .' By: AJ ORTEGA Date: MARCH 11, 2009 r Building Offici POST IN A CONSPICUOUS PLACE TITLE 24 REPORT Title 24 Report for: Lutz Residence 53055 Via Chiante Hideaway Lot 195 La Quinta, Ca 922.53 Project Designer: Atelier Architects 13743 Ventura Blvd. Suite 270. Sherman Oaks, Ca 91423 (818) 788-652.2 Report Prepared By: , Robert Mosqueda VINCI & ASSOCIATES 31324 Via Colinas, Suite 101 Westlake Village, CA 91362 (818) 575-9531 Job Number 06-3281 aDate-.', 6/8/2007 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC = www.energysoft.com. EnergyPro 4.3 by Energysoft Job Number. 06-3281 User Number: 5099 TABLE OF CONTENTS 1 Certificate Of Compliance : Residential (Part 1 of 4) CF -1 R -Lu.tz_Resid.ence-. -.-6/-8/`20.0-7-- ___-_ Project Title _ Date '5.3.0.5.5 Vi.a Chiante-H.ideawa_y-=Lo.t 1.9.5--La_Q.uinta--_ Project Address Building Permit # _V1NCI & AS_SQCIAT_ES _(818)_575-9531 Documentation Author Telephone Plan Check/Date 'Eae.r_,gyyPno 15 Field Check/Date Complia►fce Method Climate Zone TDV Standard Proposed Compliance kBtu/sf- r) Design Design Margin ' Space Heating 2.50 2.03 0.46 Space Cooling 59.64 52.81 6.84 Fans 8.47 9.23 -0.76 'Domestic Hot Water 4.18 3.92 0.26 Pumps 0.00 0.00 0.00 Totals 74.80 68.00 6.80 ' Percent better than Standard: 9.1% Ri 111 mKir. rnum IAC _ WIZDQ \/G0IPIrATInK1 RGnii Rorn Building Type: 5d Single Family ❑ Addition Total Conditioned Floor Area: 5,777 ft2 ' ❑ Multi Family ❑ Existing + Add/Alt Existing Floor Area: n/a ft2 Building Front Orientation: (E) 90 deg Raised Floor Area: 1,484 ft2 Fuel Type: R-0.0 _� 9 Natural Gas Slab on Grade Area: 3,247 ft2 Fenestration: Average Ceiling Height: 9.5 ft Area: 1,174 ft2 Avg. U: 0.34 Number of Dwelling Units: 1.00 20.3% Avg. SHGC: 0.28 Number of Stories: 2 'Ratio: BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area J VAC S tem 5 777 .55 098 1 no C:nnrlitionefJ -Spthark- -$ n SURFACES Insulation Act. 'OPAQUE Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Wall Wnod 654 0074 -R-19_ Wall Wood_ 716_ 0.074 R_19 _R-0 D_ _9p_-90 R-0.0 180 90 'Wall _ Wood_ 716 0-074 R-12 Wall Wond R05 n 074 R_19_ --R--0A1 AZO_ 9D R_0 Roof Mood_ 1.808 x-032 R-30 0 0 A R -Q 0- 9.0_ Q -o-OL- Woad_ 1,484 0.048 _R_19_ R-0.0 0_ 180 Wond X05 n 074 R-14_ -0.0 90_x.0 'Wall Wall Wrind- -294 0 074 R-19 R-0 n 1 0_ P Wall Wood_ _332 _0_OZ4_ R-19 R-0.0 _270 9.0 Call- 1C1iood_ 312 0.074 R_19 R-0.0 _� 9 ' ROD/`- Wood -1 484 x-032 ,-in R-0 0 90_ Gains Condition Y / N Status JA IV Reference Location / Comments New 01-A17 1St Floor New 21-A4 2nd_Eloor New 09-A5 2nd - Boor -New 09=A.9 god Floor New n9 -A5 2nd Finnr New D9:A5 2nd Floor New 01-A17 2ndF1o1)r Li Run Initiation Time: 06/08/07 10:53:08 Run Code: 1181325188 -- - - -- - --- - - EnergyPro 4.3 by EnergySoft User Number: 5099 Job Number: 06-3281 -_--_, Page 3 of 10 Certificate Of Compliance: Residential (Part 2 of 4) CF -1 R Lutz Residence _ 6/8/2007 Project Title ----�---�---^_^-- -- --�-- Date -- FENESTRATION SURFACES # Type Area U -Factor' SHGCZ True Cond. Azm. Tilt Stat. Glazing Type Location/ Comments -1- 2 Windcw _Eron.t___(E)_ Window Left (SS_ -21-0-7- 252.0 _0.340-NERC_0..28 -NERC _9.0_ 0.340 NFRC 0_28 NFRC _9.0- New___Loewen_Db1LWood-LO.w_E___.J.st.FJoof 180 90 New Loewen Dbl/Wood Low -E 1st Floor 3 Window Rear (W) 148.7 0.340 NFRC 0.28 NFRC 270 90 New Loewen DbIlWood Low -E 1st Floor 4 Window Right (N) 162.5 0.340 NFRC 0.28 NFRC 0 90 New Loewen Dbl/Wood Low -E 1st Floor 5 Window Front (E) 177.5 0.340 NFRC 0_28 NFRC 90 90 New Loewen Dbl/Wood Low -E 2nd Floor 6 Window Left (S) 44.5 0.340 NFRC 0.28 NFRC 180 90 New Loewen Dbl/Wood Low -E 2nd Floor 7 Window Rear (W)_ 151.0 0_340 NFRC 0.28 NFRC 270 90 New Loewen DblM/ood Low -E 2nd Floor 8 Window Right (N) 27.0 0.340 NFRC 0.28 NFRC 0 90 New Loewen Dbl/Wood Low -E 2nd Floor 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B PERIMETER LOSSES Length 'INTERIOR AND EXTERIOR SHADING Window Overhang_ Left Fin Right Fin - New 1st Floor # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 3.5 2.0 2.0 0.1 2.0 2.0 _ 2 Bug Screen 0.76 Bug Screen 0.76 6.5 2.7 2.0 0.1 2.0 2.0 '3 4 Bu p Screen 0.76 2.5 1.5 2.0 0. 2.0 2.0 5 Buy Screen 0.76 6.7 5.3 2.0 0.1 2.0 2.0 6 Bug Screen 0.76 3.0 2.7 2.0 0. . 2.0 2-0 Bug Screen 0.76 3.5 5.5 2.0 0.1 2.0 2.0 '7 8 Bug Screen 0.76 3.0 2.7 2.0 0.1 2.0 2.0 1 1 THERMAL MASS FOR HIGH MASS DESIGN Area Thick.Heat Inside Condition Location/ ' Type (sf) (in.) Cap. Cond. R -Val: JA IV Reference Status Comments PERIMETER LOSSES Length Insulation R -Val. Location- JA IV Reference Condition Status- Location/ Comments 'Type - Slab Perimeter 210 None No Insulation 26_A1 - New 1st Floor Run Initiation Time: 06/08/07 10:53:08 Run Code: 1181325188_ ......... ___.___.__-� EnergyPro 4.3 by EnergySoft User Number 5099 _ Job Number. 06-3281 Page:4 of 10 Certificate Of Compliance • Residential (Part 3 of 4) CF -1 R ' Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value Lutz Residence ___ _`____ 6/8/2007 _ Project Title 1 75,000 75 New 0.62 Date HVAC SYSTEMS , Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type — HVAC System Central Furnace 93% AFUE 'Split Air Conditioner 14.0 SEER— New _ Setback ' ' HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location R -Value Status Tested? HVAC System Ducted Ducted Attic 8.0 New No Hydronic Piping Pipe Pipe Insul. ' System Name Length Diameter Thick. WATER HEATING SYSTEMS Rated Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value System Name Type Distribution Syst (Btu/hr) (gal) Status or RE Loss (%) Ext. .A O Smith Water Products FPSH-75 Small Gas No Pipe Insulation 1 75,000 75 New 0.62 n/a n/a , Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ft) Add 1/2" Control # HP Type In Plenum Outside Buried Insulation '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 TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. , Designer or Owner (per Business & Professions Code) Name: Title/Firm: Atelier Architects Address: 13743 Ventura Blvd. Suite 270 Sherman Oaks, Ca 91423 Telephone: (818) 788-6522 Lic. #: (signature) (date) Enforcement Agency Name: Title/Firm: ' Address: Telephone: Documentation Author Name: Robert Mosaueda Title/Finn: VINCI & ASSOCIATES Address: 31324 Via Colinas Suite 101 �1 Westlake Village CA 91362 JUN 0 (date) ' (s'ignature)--.—.--------------•------------ (datej _ Run Initiation Time: 06/08/0710.53.08 Run Code: EnergyPro 4.3 by EnergySoft User Number:5099 _ __._, __.,...._.. Job Number. 06-3281 ___�_. ,_ ._. _..._-......_.. -. __....Page _S of 10 --.._. Certificate Of Compliance: Residential (Part 4 of 4). CF -1 R _Lutz Residence Project Title — — ----- Date -- -- Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist.. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement aaencv determines the adeouacv of the iustification. and may reiect a buildina or desion that otherwise complies based on the ' HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF -4R Plan Field installation certificate. The Cooling System 'Bryant 556AN036-E/350MAV036060" includes credit for a 12.1 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. Run Initiation Time: 06/08/07 10.53:08 Run Code. 1181325188 EnergyPro 4.3 by EnergySoft User Number: 5099 Job Number: 06-3281 Page:6 of 10 (.....----...._.. --_.._...-----..—...__._...,_.._...---...._._....-- - ----._-_...- ___._._........-..__......._...._.._._........------.-----........__ ._._...... Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. ❑X ❑ DESCRIPTION Check or initial applicable boxes or check NA if not applicable and included with the b. outside air intake with damper and control, flue damper and control ENFORCE- permitapplicationdocumentation. N/A DESIGNER MENT_ Building Envelope Measures ❑ ❑ �§ 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑X L^J ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: I❑I ❑ ❑ § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ ❑x ❑ appy to exterior mass walls). ❑X ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑x ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: 0 ❑ ❑ a. closable metal or glass door covering the entire opening of the firebox ❑X ❑ ❑ b. outside air intake with damper and control, flue damper and control X❑ ❑ ❑ 2. No continuous burning gas pilot lights allowed. ❑ ❑ § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑X ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑X ❑ permeance rate no greater than 2.0 permAnch. _ L—� ❑X ❑ § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ❑ n ❑ CF -6R Form: ❑ ❑ § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. El [IX,, oxEl 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ n ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain ❑ 0 ❑ Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations, caulked and sealed. ❑ n ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. ❑ ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ 0 ❑ § 1500): Water system pipe and tank insulation and cooling systems line insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation 0 ❑ ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external Q ❑ ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 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 ❑ C ❑ length of recirculating sections of hot water pipes shall be insulated to Table 1508. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and _ L—� ❑X ❑ indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, El [IX,, oxEl and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. inergyPro 4.3 by EnergySoft . User Number. 5099 Job Number: 06-3281 Page: 7 of 10 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ ❑X ❑ 605, and Standard 6-5; supply -air and retum-air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ ❑X ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ® ❑ ❑ duct tapes unless such tape is used in combination with mastic and draw bands. ❑ ❑ 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating Q ❑ ❑ dampers. 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 Q ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and 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. Q ❑ ❑ § 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 ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-0, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Wafts or greater are electric 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 150-C, ❑ ❑X ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ FX1 ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, 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. ❑ X❑ ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR by dimmer OR ❑ 0 ❑ are controlled a switch are controlled by an occupant sensor that complies with Section 1)9(d) that does not turn on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are © ❑ ❑ certified 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 ❑ ❑X ❑ same lot shall be high efficacy luminaires (not including lighting around swimming poolstwater features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. © ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more IN ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.3 by EnergySoft User Number: 5099 Job Number: 06-3281 Page:8 of 10 Residential Kitchen Lighting Worksheet, WS -5R ' Lutz Residence___ 6/8/2007 Project Title _ Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-0. 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. High Efficacy Luminaire Type High Efficacy? Watts Quantity Watts Other Watts 100w Metal Halide Yes X No 110.0 x —��� i= + or — 40w Recessed Incandescent Yes No X 40.0 x A in or Yes No x = — or Yes No x or Yes No x _ or Yes No x - or Yes No x = or Yes No x - = or Yes No x _ or Yes No x or Yes No x = or Yes No x = Yes No x _ or or Yes No x or Yes No x = or Yes No x = or Yes No x or ' ' Yes No x = or Yes No x = or Yes No x _ Total A: C f or � SB: COMPLIES IF A;-,. B YES XIC. NO ❑ EnergyPro 4.3 by EnergySoft User Number: 5099 Job Number. 06-3281 Page:9 10 of 1 1 1 1 1' 1 1 1. 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Lutz Residence _ _ _ 6/8/2007 SYSTEM NAME FLOOR AREA HVAC System — 5,777 _ ENGINEERING CHECKS 11SYSTEM LOAD Number of Systems z Heating System Output per System 56,000 Total Output (Btuh) 112,000 Output (Btuh/sgft) 19.4 Cooling System Output per System 36,000 Total Output (Btuh) 72,000 Total Output (Tons) 6.0 Total Output (Btuh/sgft) 12.5 Total Output (sgft/Ton) 962.8 Air System CFM per System 1,200 Airflow (cfm) 2,400 Airflow (cfm/sgft) 0.42 Airflow (cfm/Ton) 400.0 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions JEATING SYSTEM PSYCHROMETRICS 26.0 of 67.2 of 67.2 of Outside Air:,: 0 cf n 67.2 of TOOLING SYSTEM 11.0 / 77.6 of Outside Air 0 cfm 82.0/69.2 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM ISensiblel Latent CFM I Sensible 6,025 69,396 8,727 1,774 72,114 0 10,165 7,206 0 0 0 0 0 0 0 0 0 10,1651 7,206 89,727 8,727 86 526 Bryant 556AN036-E/350MAV036060 47,975 20,964 112,000 Total Adjusted System Output 47,975 20,964 112,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am ream Temperatures at Ti 111.0oF Supply Fan Heating Coil 2400 cfrn �% Return Air Ducts 4 82.0/69.2OF 82.0/69.2OF = 63.2/62.2OF Supply Fan Cooling Coil 2400 cfm h Return Air Ducts 4 Supply Air Ducts 108.2 of ROOMS 70.0 of Supply Air Ducts 67.2/63.5OF 60.4% R.H. ROOMS 78.0 / 68.0 of EnergyPro 4.3 by EnergySoft _ User Number 5099 Job Number: 06-3281 Page:10 of 10 02/27/2009 10:46 FAX * Cool -,Air 1a003/003 INSTALLATION CERTIFICATE (Page 3 of 1 CF -6R Site Address Permit Number An installation certificate is required to be posted at the building site or made available for all appropriate inspections. (The information provided on this form is required) After completion of final inspection, a copy must be provided to the building depm=ent (upon request) and the building owner at occupancy, per Section 10-103(a). HVAC SYSTEMS: HeadngEquipmenl •y � J L ZA*�r CPC Certified Mfr: of Effielen� ey Duct Duct or Heating Heating - # Equip Type Name and Model Identical (AFUFw etc.) Location Piping Load Capacity k _ heatum Number SYMM9 i V -IR value) attic, etc. R -value at/hr Btu/lir TV, VVL-,XiGLUOaLL L vL' too. �4J ter SP-7.5(-.lA,- 3 Z r1 % 4'rn i Cott✓ rt5NtZ3a4aTr x�Q Cooling Equipment CECJCertified Mfr. a of Eftineney i Duct Cooling Cooling Nip Type Name and Model ldcntioel (SEER or EER) Location Duct Load Capacity 1C . heat um Number • Stems Z:U-IRvalue) aril etc R -value . (ani/hr)tu/ly ' •Co,�t5..1� •�tt.wi' S�vi3 �� AIL.A 3 A-rr, t� �- � •1•$�oop &.ip 1. > symbol reads greater that or equal to what is indicated on the MIR value. 1. Include both SEER and EER if compliance crzdit for high EER air conditioner is claimed, � 11 I, the undersigned, verify that equipmm listed above is: I is the actual aguipment installed, 2) equivalent to or more efficient than that specified in the certificate of compliance (Form CF -1R) submitted for compliance with the Energy E iciency Standards for residential buildings, and 3) equipment that meets or exceeds the appropriate requiremenrs for manufactured devices (from the Appliance Efficiency Regulations or Part 6), where applicable. Installing. Subcontractor (Co. Name) OR General contractor (Co. Name) OR Owner Signature: Date: 2 7_,-7 Copies to: B DING DEPARTMENT, HERS RATIM�(,IF APPLICABLE) BUILDING OWNER AT OCCUPANCY. +Residential Complia>'cg Forms' April 2005 TITLE 24 REPORT Title 24 Report for: Lutz Residence 53055 Via Chiante Hideaway Lot 195 - La Quinta, Ca 92253 -Project Designer: Atelier Architects 13743 Ventura Blvd. Suite 270 Sherman Oaks, Ca 91423 (818) 788-6522 .. ' Report Prepared `.By Robert Mosqueda VINCI & ASSOCIATES 31324,Via Colinas, Suite 101 _ Westlake Village, CA 91362 (818) 575-9531 Job Number: 06-3281 5 -Date: ` } 5/3/2007 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.3 by Energy -Soft Job. Number: 06-3281 User Number: 5099 Certificate Of Comoliance : Residential (Part 1 of 4) CF -1 R --Lutz-Resid.en.ce--- _---_.__-- __-- -----_-____-- --5/_3/_200.7_-____-- Project Title _5-3.055_V_ia Chia.nte__Hideaway-Lot 1.95-La_Q.uinta- Raised Floor Area: 1,484 Date -- Project Address 3,247 ft2 Building Permit # YIN CL&-ASSQCIATFS ft 575-9531 - - __ Documentation Author - _____---(818) Telephone Plan Check/Date -n.ei-q- -2Z0 9D 15 -__ 0_ 90 Field Check/Date Compliff6ce Method Climate Zone TDV Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 2.50 1.88 0.62 Space Cooling 59.64 57.96 1.68 Fans 8.47 10.13 -1.66 Domestic Hot Water 4.18 4.65 -0.47 Pumps 0.00 0.00 0.00 Totals 74.80 74.62 0.18 Percent better than Standard: 0.2% Building Type: [-X-] Single Family ❑ Addition ❑ Multi Family ❑ Existing + Add/Alt Building Front Orientation: (E) 90 deg Fuel Type: Natural Gas Fenestration: Area: 1,174 ft2 Avg. U: 0.39 'Ratio: 20.3% Avg. SHGC: 0.37 BUILDING ZONE INFORMATION Total Conditioned Floor Area: 5,777 ft2 Existing Floor Area:. n/a ft2 Raised Floor Area: 1,484 ft2 Slab on Grade Area: 3,247 ft2 Average Ceiling Height: 9.5 ft Number of Dwelling Units: 1.00 Wall- W-Qod_- '405 -0 074.1111 -0 0_ Number of Stories: 2 -1.811-9D # of Zone Name Floor Area Volume Units Zone Type HVAC- System -5,777 --=98 1 no rondttinned- OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Wall Wood -654. 0074 R-19_ R-00 _9D A Wall Wood 716 --0-074--R-A9 R-00 1 An 90 Wall -Wood- 716 0.074 R-19 R-0-0 - 270 90 Wall Wood- Fins n n74 R-19 -R--0-d-0 A RoQt- Wood1 80$ X032 R-30 _ -0-0. 90_ 0 Floor Mood- 1..484_ 0_04.11-R_19 R-0-0 --0--180 Wall- W-Qod_- '405 -0 074.1111 -0 0_ -90_-9D Wall- Wood- _294 X074 R-1.9 R=0 0 -1.811-9D Wall- Wood- _-332 --O-OZ4 -R-A9 X0 0 -2Z0 9D Wall- Wood _312 -0-074 R_1R R-0-0 -__ 0_ 90 Root- Mod__-_ 1.4.84- --0-03213.3D. -R--0A 90_--0 Thermostat Vent Type Hgt. Area wetback- Gains Condition Y / N Status JA IV Reference Location / Comments IX N IX� IX [X ❑New ❑ ❑New 1:1 ❑New DIA5 10 Flpnr New 09-A5 1 qt Floor 09-A5 1st Floor New- 09-A5 1st Flom 01-A17 1 st Floor ❑ [X IX IX� EX� ❑ ❑ ❑ ❑ -1 ANew. ❑ ❑New ❑New ❑ I 11 ❑ ❑ ❑ ❑ L; Eli, 21-A4 2ndSoor New 09-A5 2ndflnor D9 -A5- 2nd Floor D9_A5-- 2nd-Roor - New D9 -A5 -.- 2nd -Boor New 01_A17 2ndtoor --- - -- --------- - -- --- - -- - --- - ----- - --- -- -- - - - -- ---------- - --- --- -- .------ ----- - -- - - ------------- ---------._.___..___----------------------------...----�--------. -, �_._� .---------- -----__..._SSSS..--------------------._SSSS.----------._..----------- Run Initiation Time: 05/03/07 11:47:48 Run Code: 1178218068 gyP y gySoft User Number: 5099 Job Number: 06-3281 Page:3 of 10 Enerro 4.3 b Ener a Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R Lutz Residence Project Title - ------- --V- --- Date--- 5/3/2007 -- --- - FENESTRATION SURFACES # Type Area U -Factor' SHGCZ True Azm. Tilt Cond. Stat. Glazing Type Location/ Comments ' -I- W-indow_Eront_(E)_ _210.1 2 Window Left (S) 252.0 -0-390-NERC-_0.37 -NERC -90- 0.390 NFRC 0_37 NFRC -9.0 New Milgar-d_Classi.c_Low=E_V.inyl 180 90 New Milgard Classic Low -E Vinyl _-- J.st-ELoor-._- _ 1st Floor 3 Window Rear (W) 148.7 0.390 NFRC 0_37 NFRC 270 90 New Milgard Classic Low -E VinA 1st Floor 4 Window Right (NL 162.5 0.390 NFRC 0_37 NFRC 0 90 New Milgard Classic Low -E Vinyl - _ 1st Floor - Window Front (- 177.5 0.390 NFRC 0_37 NFRC 90 90 New Milgard Classic Low -E Vinyl 2nd Floor '5 6 Window Left (S) 44.5 0.390 NFRC 0_37 NFRC 180 90 New Milgard Classic Low -E Vinyl 2nd Floor 7_ Window Rear (WJ_ 151.0 0_390 NFRC 0_37 NFRC 270 90 New Mjlgard Classic Low -E Vinyl 2nd Floor 8 Window Right (N) 27.0 0.390 NFRC 0.37 NFRC 0 90 New Milgard Classic Low -E Vinyl 2nd Floor _ 1. Indicate source either from NFRC or Table 116A. INTERIOR AND EXTERIOR SHADING # Exterior Shade TVDe SHGC 1 Bug Screen 0.76 2 Bug Screen 0.76 2.0 Bug Screen 0.76 '3 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 Bug Screen 0.76 '7 8 Bug Screen 0.76 2. Indicate source either from NFRC or Table 116B. Window Hgt. Wd. 3.5 2.0 6.5 2.7 2.5 1.5 6.7 5.3 3.0 -2.7 3.5 5.5 3.0 2.7 Overhang Len. Hot. LExt. RExt. 2.0 0.1 2.0 2.0 2.0 01 2.0 2.0 2.0 0.1 2.0 2.0 2.0 �1 2.0 2.0 2.0 0.1 2.0 2.0 2.0 0.1 2.0 2.0 Left Fin Dist. Len. Right Fin Dist. Len. Hgt. THERMAL MASS FOR HIGH MASS DESIGN 'Area Thick.Heat Inside Condition Location/ - - - Type (sq (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location/ Type _ -- -- Length R -_Val. Location JA IV Reference -_ Status- Comments ---- Slab Perimeter 210 None No Insulation -__ 26-A1 New •,.-_-__ 1st Floor Run Initiation .Time: .-05/03/0711.47:48-_-_-,_-.-. Run. Code;_. 11178218068-_-_,_.__ EnergyPro 4.3 by EnergySoft User Number: 5099 Job Number: 06-3281 Page -4 of 10 Certificate Of Compliance : Residential (Part 3 of 4) CF -1 R ' Lutz Residence Cap. 5/3/2007 - Project Title -- - ------------ -- _---- Date --- _ Loss (%) Ext. HVAC SYSTEMS Heating Location Minimum Cooling Eff Type Minimum Condition Eff Status __ Thermostat Type _ _ _Type HVAC System Central Furnace _ 93% AFUE , Split Air Conditioner 14.0 SEER New Setback ' HVAC DISTRIBUTION Duct Location Heating Cooling Location HVAC System Ducted Ducted Attic Hydronic Piping Pipe Pipe Insul. ' System Name Length Diameter Thick. Duct Condition Ducts R -Value Status Tested? 8.0 New No WATER HEATING SYSTEMS Rated Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE Loss (%) Ext. Rheem 41VRP50PT Small Gas No Pipe Insulation 2 40,000 50 New 0.65 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Hot Water'Piping Length ft Add 1/2" Control # HP Type . In Plenum Outside Buried Insulation 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 TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: Name: Robert Mosqueda Title/Firm:. Atelier Architects Title/Firm: VINCI & ASSOCIATES Address: 13743 Ventura Blvd. Suite 270 _ _ Address: 31324 Via Colinas Suite 101 Sherman Oaks, Ca 91423 ' Telephone: _ 8L18 788-6522 Lic. #: (signature) (date) ' Enforcement Agency Name: Title/Firm: — Address:-�—------------------------�- Telephone: Westlake Village, CA 91362 T epho e:( 18)575-9531_ W0-330-01- (signature) (date) (signature) (date) Run Initiation Time: 05/03/07 11:47:48 Run Code: 1178218068 I EnergyPro 4.3 by EnergySott User Number: 5099 Job Number. 063281 Page: S of 10 Certificate .Of Compliance: Residential (Part4 of 4) CF -1R ' Lutz Residence _ 5/3/2007 _ Project Title -- --. ---- --------- .------- Date -- ----- Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the — adequacy of the special justification and documentation submitted. Plan Field HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the •supervislon of a CEC- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF -4R Plan Field installation certificate. The Cooling System "Bryant 556AN036-E/350MAV036060" includes credit fora 12.1 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser.' 1 1 . 1 i Run Initiation Time: 05/03/07 11:47:48 Run Code: 1178218068 EnergyPro 4.3 by EnergySoft User Number: 5099Job Number: 06-3281 Page:6 of 10 - -. Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Check or initial applicable boxes or check NA if not applicable and included with the ENFORCE - DESCRIPTION permit application documentation. _ _ _ N/A DESIGNER MENT Building Envelope Measures �§ 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. " ❑ 19 ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: Ion I ❑ ❑ § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ ❑X ❑ appy to exterior mass walls). Q ❑ ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ N ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 1. Masonry and factory -built fireplaces have: 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: a. closable metal or glass door covering the entire opening of the firebox © ❑ ❑ length of recirculating sections of hot water pipes shall be insulated to Table 150B. b. outside airintake with damper and control, flue damper and control ❑ ❑ t_ 2. No continuous burning gas pilot lights allowed. �X t1�1 ❑ ❑ § 150(0: Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ®l ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. LpI ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ Q ❑ �J permeance rate no greater than 2.0 perminch. I_J entirely in conditioned space. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ❑ ❑X ❑ l_i CF -6R Form: °nergyPro 4.3 by EnergySoft User Number: 5099 Job Number: 06-3281 Page:7 of 10 § 116-17: Fenestration Products, Exterior Doors, and Infikration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ J ❑ 2. Fenestration products (except field fabricated) Have label with certified U -Facto, certified Solar Heat Gain El a El (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑X ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. ❑ ❑X ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ER ❑ § 1506): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation Q ❑ ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external tJ ❑ ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 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 ❑ u length of recirculating sections of hot water pipes shall be insulated to Table 150B. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and t_ 1 N ❑ indirect hot water tank shall be insulated to Table 150-B and Equation 150-A 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. f i xJ 1 1f71 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, f0 and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed �J �_-� I_J entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. I IXI l_i L_ j °nergyPro 4.3 by EnergySoft User Number: 5099 Job Number: 06-3281 Page:7 of 10 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lownse residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not applicable. ENFORCE - N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans duct tapes unless such tape is used in combination with mastic and draw bands. 1. All duds and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ ❑X ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system ❑ that meets the applicable requirements of UL 181, UL 181 A, or UL 181B or aerosol sealant that meets the requirements 4. Exhaust fan systems have back draft or automatic dampers. of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ ❑X ❑ sealed sheet metal, dud board or flexible dud shall not be used for conveying conditioned air. Building cavities and dampers. support platforms may contain ducts. Duds installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the duds. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment 3. Joints and seams of dud systems and their components shall not be sealed with cloth back rubber adhesive Q ❑ ❑ duct tapes unless such tape is used in combination with mastic and draw bands. ® ❑ ❑ 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ® ❑ ❑ dampers. 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 duds 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 ® ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and 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 ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-0, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Wafts or greater are electric 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 150-C, ❑ ❑X ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ FA ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, 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. ❑ ❑X ❑ OR are controlled by an occupant sensors) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ Q ❑ controlled by an occupant sensor that complies with Section 1`19(d) that does not tum on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑ certified 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 ❑ FAI ❑ 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 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. © ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(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). EnergyPro 4.3 by EnergySoft User Number: 5099 Job Number: 06-3281 Page:8 of 10 Residential Kitchen 1 Lighting Worksheet. WS-5R Lutz Residence 5/3/200_7_ _ Project Title __ __ Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-0. Luminaires that are not high efficacy must be switched separately. 1 Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. _ High Efficacy Luminaire Type - .High Efficacy? Watts Quantity Wafts Other Watts 1 (3) 2 ft Fluorescent T8 Elec Yes X No 53.0 x 2 _ = 106 or 40w Recessed Incandescent Yes No X 40.0 x 2 = or 80 Yes No x = or Yes No x or 1 Yes 'No x = or Yes No x . = or Yes No x = or Yes No x = or 1 Yes No " x _ or Yes No x or Yes No x= or Yes No x _ or 1 Yes No x = or Yes No �x, or Yes No x - or Yes No. x _ 'Yes or 1 No x _' or Yes No • x = or Yes No x = or .Yes No x = or 1 Total A: 106 B: 80 COMPLIES IF A z B YES [i] NO D i EnergyPro 4.3 by EnergySoft User Number. 5099 Job Number: 06-3281 Page:9 of 10 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE L_utz Residence _ _ _ 5/3/2007 SYSTEM NAME FLOOR AREA HVAC System __ _ _ 5,777 Number of Systems 2 Heating System Output per System 56,000 Total Output (Btuh) 112,000 Output (Btuh/sgft) 19.4 Cooling System Output per System 36,000 Total Output (Btuh) 72,000 Total Output (Tons) 6.0 Total Output (Btuh/sgft) 12.5 Total Output (sqf rron) 962.8 Air System CFM per System 1,200 Airflow (cfm) 2,400 Airflow (cfm/sgft) 0.42 Airflow (cfmITon) 400.0 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD HVAC EQUIPMENT SELE COIL COOLING PEAK COIL HTG. PEAK CFM ISensiblel Latent CFM I Sensible 7,158 76,947 8,727 1,847 74,697 26.0 OF 67.1 OF 67.1 OF 110.90F 0 Outside Air 0 11,271 7,464 0 0 0 0 0 0 0 '1COOLING 0 0 11,271 7,464 99,489 8,727 89 624 Bryant 556AN036-E/350MAV036060 48,341 20,916 112,000 Total Adjusted System Output 48,341 20,916 112,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm I Jan 12 am Note: values above given at ARI conditions Supply Air Ducts 108.0 of ROOMS 70.0 of !% Return Air Ducts `i 63.5 / 62.4 of Supply Fan Cooling Coil ' 2400 cfm 82.4/69.4 of 1 _ _ I EnergyPro 4.3 by EnergySoft User Number: 5099 Supply Air Ducts 67.9/63.9 OF 61.0% R.H. � _ROOMS-] 78.0 / 68.1 of Job Number: 06-3281 Page:10 of 10 �.: EATING SYSTEM PSYCHROMETRICS (Airstream Terr 26.0 OF 67.1 OF 67.1 OF 110.90F ' Outside Air 0 0 cfm Supply Fan Heating Coil ' 2400 cfm 67.1 of '1COOLING SYSTEM PSYCHROMETRICS (Airstream Ten 111.0/77.6OF 82.4/69.4OF 82.4/69.5OF Outside Air 0 cfm Supply Air Ducts 108.0 of ROOMS 70.0 of !% Return Air Ducts `i 63.5 / 62.4 of Supply Fan Cooling Coil ' 2400 cfm 82.4/69.4 of 1 _ _ I EnergyPro 4.3 by EnergySoft User Number: 5099 Supply Air Ducts 67.9/63.9 OF 61.0% R.H. � _ROOMS-] 78.0 / 68.1 of Job Number: 06-3281 Page:10 of 10 �.: V I .. 9 C @ -*'S S O'<.0 I-A-T-@.8 .cS`fru.cV-ur.a/. Lnyi.neers V I NCI & ASSOCIATES Strztctural '.E gtirieers MEMORANDUM Date: May 4, 2007 To: City of La Quinta Department of Public Works Building and Safety Division From: James R. Vinci, S.E CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE �,oe FOR CONSTRUCT t/� /� — B-- DATEv f,� MAY I 0 2007 I U Subject: Response to Structural Plan Check Corrections Project: Lutz Residence 53055 Via Chianti,; La Quinta, CA V&A Project No. 06-3281 PLAN CHECK NO. 7-745 The following is a summary of the Structural Plan Check Corrections, and our response: Plans 1. All structural plans and calculations must be signed and stamped by an engineer of record upon re -submittal.,.!,.. ,V&A: Refer; to. re -submitted set of plans. 2. Specify on'i plans that structural observation is required per CBC 1702 is required. V&A: Refer to notes added.to,sheet S1 of re -submitted set of plans. 3. Specify the appropriate corrosion protection for nails and other hardware attached to pressure :treated lumber. (Note: as of,Jan_ 1,,2.004,;most pressure treated lumber will utilize new chemicals that are more corrosive than the traditional CCA -C process. V&A: Refer to notes added to sheet S1 & S2 of plans.' 4. Please provide. the structural calculations for,8".CMU wall as specified on detail 22/S5. V&A: Refer to sheets PC96 through PC99 of attached calculations. 5. Provide continuity (drag collector) connections between shear walls along lines of lateral resistance where continuous plates do not transfer unit shears. See red marks marked `D' on sheet S3 and ,S4. Lateral analysis appears to use several walls along same line where continuous plates do not transfer unit shears. Need to account for the following, change in the top plate elevation, offset wall conditions etc. See red mark comments on plans regarding this issue. V&A' Refer to revised set of plans and added details. 6. Ridge beams shall be at least 1 inch nominal thinness for all ridges and not be less in depth than the. cut en.d,of the�rafter'(CBC2320.12.3):at.several locations on framing plans. See red mark framing plan'for locations. V8A: Referto revised set of plans —ridges and hips have been upsized. Please note for future reference that: per,CBC.2320.2, the requirements of.this section do not have to be followed if the elements, have been ,engineered. 31324 V.I.A c6LINAS:S.TE 101 o 'WESTLAKE VILLAGE, CA 91362 0.818.575-9531 f 818.575-9581 a vin'ci@vinciassociates.com VINCI & ASSOCIATES MEMORANDUM Plan Check Responses — Lutz Residence May 4, 2007 Page 2 of 2 7 8. 9. 10. 11. Please show shear walls on foundation plan for easy reference to .hold down locations, etc. VBA: Refer to updated sheet S2. Need to specify ICBO Report number for Hardy Frame panels on the plan. VBA: Refer to General Note 7N on sheet S1, and note added to S2. Beams, 35, 61, and 63 seemed to be either mislabeled or.miskeyed on the framing plan. The plans do not coincide with the structural calculations, -revise as necessary. VBA:. Refer to revised -framing plans.' Need to apply 100 percent of the prescribed design seismic forces in one direction plus 30 percent of the prescribed design seismic forces in the perpendicular direction for hardy frame panels located at the Nook/Den. (Section 1633.1, CBC 2001). VBA: Refer to PC4 of revised calculations. Some of the framing/foundation.details:have beenmiskeyed, please revise as necessary. See red marked plans for locations. V&A: 'Refer toupdatedplans. 12. Need to show how lateral forces'are,being resisted at the left side of the Playroom located on the second story framing plan.,See.red mark comment -on sheet S4. VBA: ` Refer to added ,dra /connection details on plan.. 13. Please.review all red mark comments shown details. do not call .out hangers, etc. Also, some of the two:story:details show 16d•at 6".6/c or,16" o/cspacing;,Please verify .that the sill plate nailing can adequately transfer shear forces. ` ; VBA: _Refer to updated hangers, as. well as :revised details. Refer to calculation on page PC27 for check of,sill nailing per hear wall:schedule. 14. Need to provide base plate calculations for all steel base plates. VBA:: Refer to PC25 B. PC26.: 15. Please provide the footing _analysis,for-footings,supporting Hardy frame panels. Show that the overturning F.S. has been met as.well as the. minimum amount of steel is present with respect from the resultant moment. VBA: Refer to PC10 B PC11. 16. An R value .of 4.5 must be used if, drywall, stucco, cantilevered steel columns, or frames are used in the lateral force system. An"k value equal to 5.5 may be used only if entire lateral system is plywood.. Revise ,design with proper R value. Table 16-N. VBA: Refer to_attached.calculations.PC1 through PC99 for updated calculations. 17. Need to provide reliability/ redundancy calculation for second story lateral analysis. It does not appear that. this step had been taken in the'structural calculation packet. VBA: Refer to sheets PC8 & PC9,for check of redundancy. We hope this provides you with theinformation you needaf this time. Please call if you have any other questions or concerns. " ' DATE: 4/30/2007 V 1' C I tat AS S' O C I ATE S SHEET: PROJECT: Lutz Residence -Via Chianti `l..r:rtrlu.rn.l l:'l7r/j,))!!'I'.i' JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101 WESTLAKE VILLAGE, CA 91362 ENGR.: BDC ' La Quinta, CA 'p-818.575-9531 f-818.575-9581 e-vinci@vincise.com tLATERAL FORCES: Ft hR = 6.0 .ft SEISMIC: V.= (C„IW)/(RT) _,. - ' 2.1.9 W ht=9.0ft C„ = 0.64 Nv = 1.024 (Assume So) ' = 1.0 (Table 16-K) ` R = VMIN = (0.11 Ca I W) 0.06 W = 4.5 (Table 16-N) Ca, 0.44 Nv = 0.572 (Assume So) T = 0.020 x,(hn). = 0.104 : ` - 1 = 1.0 (Table 16-K) ' Nv = 1.6 Na 71.3 * *GOVERNS ' VmAx = (2.5 Ca I W) / R = ".0.32 W VM'IN = (0.8' Z N;, I W) / R = 0.11 W Ca = 0.44 Na 0.572_ (Assume SO) Z = 0:4 ' I = 1.0 (Table .16-K) - 1= 1.0 (Table 16-K) R = 4.5 (Table 16-N) -; R = 4.5 (Table 16-N) ' Na = 1.3 Nv = ' . 1.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DATE: 4/30/2007 V 1 N C I $ A S S -O C I A T E S PROJECT: Lutz Residence -Via Chianti 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 La Quinta, CA p - 818.575-9531 f - 818.575-9581 e - vinci@vincise.com LATERAL FORCES: . F1 hr = 4.0 ft SEISMIC: - V = (C IW)/(RT) 4,7,1 W F h1 h2-80ft' SHEET: GZ - Joe NO.: 06-3281 ENGR.: BDC v 2 - — C„ = 0.64 Nv = 1.024 "(Assume S°) = :.1.0 (Table 16-K) h2 = 11.5 ft R = 4.5 . (Table 16-N) T = 0.020 x (h„)314 0.186 Nv = 1.6 0.32' W (See Previous'Sheet) , VMA = (2.5 Ca I W) / R = r F1': ROOF = , 25 PSF., _ F2': " FLOOR = 24 PSF WALLS = 7 ,TRIB 2ND FLR WALLS = 7 32 .: �. TRIB 1 ST FLR WALLS = 7 x0.32 38 10.24 PSF = x 0.32 12.16 PSF F1 = F2 (F1' x h1) _ 13.17 , psf (F1' x h1) + (F2' x h2) , F2 = F1' + F2' _ 2240 psf WIND: P = (Ce) (Cq) (qs) (1) ' P = (1.13) (1.3) (12.6) (1.0) ; P 18.5094 'PSF ,- »>>>USE: .20 wPSF F1 = (4 ft + (8ft/2)) -x,20 psf) _ 160. # / ft F2 = (8 ft + (9.75ft/2))* x 20 psf) _ 355 # / ft TRANSITION LENGTH: w F1: 160 #/ft = 17 ft F2: 355 #/ft 22 ft 13.17 psf / 1.4 ' '22.40 -psf / 1.4 DATE: 4/30/2007 ' PROJECT: Lutz Residence -Via Chianti 53055 Via Chianti VINCI & ASSOCIATES SHEET: ions JOB NO.: 06-3281 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BDC DATE: 5/l/2007 PROJECT: Lutz Residence -Via Chianti 53055 Via Chianti In nr rintn rn V,INCI & ASSOCIATES SHEET: PG� 5 ti'l r ru: (. rci rr l . l;',r.�/ ,cr; r.. r :• ,JOB NO.: 06-3281 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BDC DATE: 4/30/2007 PROJECT: Lutz Residence -Via Chianti 53055 Via Chianti I _ ,,. .:_._ r' A . V N,C I $ ASSOCIATES. SHEET: fLJ �'l r rrr l rr;irrl. l;'n.yi rcr.r:-r JOB NO.: 06-3281 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BDC DATE: 4/30/2007 V I N C' & A S S O C I A T E S SHEET: fup PROJECT: Lutz Residence-Via Chianti Structural Engineers JOE NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: B0C ' La Quinta, CA p-818.575-9531 f-818.575-9581 e-vinci@vincise.com DATE: 4/30/2007 V INC 1, & -ASSOCIATES SHEET: PROJECT: Lutz Residence -Via Chianti -Structural Engineers JOB NO.: 06-3281 53055 Via Chianti 31324_VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BOC I n n,unM re _ 1 } V ' DATE: 5/1/2007 V 9 N C 0. of ASSOCIATES SHEET: PROJECT: Lutz Residence -Via Chianti Ir'lu:l't1,.1 lsJOB NO.: 06-3281 530555 Via Chianti . 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BCC ' La Quinta, CA p-818.575.9531 f-818.575-9581 e-vinci@vincise.com RELIABILITY/ REDUNDANCY (ACTOR ANALYSIS (97 UBC 1630.1.1) p reliability / Redundancy Factor as given by the following formula: p 2 - 20 / (rmax (AB)Os) ' where: AB = ground floor area of structure in square feet to include area covered by all overhangs and projections. ' rmax = the maximum element story shear ratio. For a given direction of loading, the element -story shear ratio is the ratio of the design story shear in the most heavily loaded single element divided by the total design story shear. For any 1 given Story Level i, the element -story shear ratio is denoted as r; . The Maximum element -story shear ratio rmax is defined as the largest of the element -story shear ratios, r; , which occurs in any of the story levels at or ' below the two-thirds height level of the building. Shear Walls: r; shall be taken as the maximum value of the product of the wall shear multiplied by 10/lw and divided by the total story shear, where Iw is the length of the ' wall in feet. Braced Frames: r; is equal to the maximum horizontal -force componant in a single ' brace element divided by the total story shear. AB = 4766 " ' EAST -WEST DIRECTION: Total Story Shear = 106758 lbs (SW's 10 - 13) Most heavily loaded shear wall: SW 11 V = 44 ft x 517 Ib/ft = 22752 lbs ' Shear Wall Length 44.00 ft Unit Shear = 517 lbs/ft rmax _ ( 22,752 x ( 10/44.0)) 0.0484349 ' 106758.4, _ - P = 2 '20 / (rm (AB)0.5) _ 3.98 <= 1.0 Therefore Ignore ' NORTH -SOUTH DIRECTION: Total Story Shear 106758 lbs (SW's 14 19) Most heavily loaded shear wall: SW 15 V ' 25 ft x 856 Ib/ft = 21400 lbs Shear Wall Length = 25.00 ft Unit, Shear = 856 lbs/ft rmax = 21,400 x ( 10/25.0) ). 0.080181 106758.4 P = 2 - 20 / (rmax (AB)0-5) _ -1.61 <= 1.0 Therefore Ignore ' Check at Hardy Frame: SW 1413 Hardy Frame Load = 3840 lbs rmax ( 3,840 / 106,758) = 0.035969.1 p 2 - 20 / (rmax (AB)° 5) _ 6.05 <= 1.0 Therefore Ignore ' DATE: 5/1/2007 VINCI & ASSOCIATES SHEET' �q PROJECT: Lutz Residence -Via Chianti V'n1.0 .,.BTW A"nY-1'.•n.er--rs JOB NO.: 06-3281 53055 Via Chianti ,31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR BDC ' La Quinta, CA p - 818.575-9531 f: 818.575-9581 e - vinci@vincise.com ' RELIABILITY / REDUNDANCY FACTOR ANALYSIS (97 UBC 1630.1.1) �r_i p :Reliability / Redundancy Factor as given,by the following formula: - p 2 = 20 / (rm.. (AB)0.5) where: AB = ground floor area of structure in square feet to include area covered by all overhangs and projections. rmaX = the maximum element story shear ratio. For a given direction of loading, the element -story shear ratio is the ratio of the design story shear in the most heavily loaded single element divided by the total design story shear.. For any given Story Level i, the element -story shear ratio is denoted as r;. The Maximum element -story shear ratio rmax is defined as the largest of the element -story shear ratios, ri , which occurs in any of the story levels at or below the two-thirds height level of the building. Shear Walls: r; shall be taken as the maximum. value of the product of the wall shear ' multiplied by 10/lw and divided by the total story shear, where Iw is the length of the wall in feet. Braced Frames: r; is equal to the maximum horizontal force componant in a single, ' brace element divided by the total story shear. AB = 1485 ft2 �- ,. (Second Story) EAST -WEST DIRECTION: Total Story Shear = 19557 lbs (SW's 10 - 13) Most heavily loaded shear wall`. SW 2 V = 14 ft x441 Ib/ft 5954 lbs ' Shear Wall Length = 13.50 ft Unit Shear = 441 lbs/ft rmaX = ( 5,954 x (10/13.5) } 0:22549 ' 19557.45 P 2 - 20 / (rmaX '(AB)0'5) _ 70.30 - <_ 1.0 Therefore Ignore NORTH -SOUTH DIRECTION:' Total Story Shear 19557 lbs SW's 14 - 19 Most heavily loaded shear wall SW 7 V 16 ft x 565 Ib/ft = 8758 lbs Shear Wall. Length = x:15.50 ft- . Unit Shear 565 lbs/ft " rmax = ( 8,758 x (10/15.5)) 0.28889 19557.45 P = 2 • (• 2,0 / rmax (AB)0.5) . os) .. � 0:20. .. <_ 1.0 Therefore Ignore DATE! 5/i/2007 V-1 N C 6.. & ASS -O C I A T E S SHEET: Priv PROJECT: Lutz Residencei`l,r7ccl,rcr°rr.l, r/i.neers JOB NO.: 06-3281 ' 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BDC La Quinta, CA p - 818.575-9531 f-818.575-9581 e - vinci@vincise.com SHEARWALL - Footing at Hardy Frame Check 2743 # OTM = '2743 # x 10' ' = 27430# ' ft 10, = 329160 # T= OTM / 18 -18287 # DATE: 5/4/2007 V 11 & ASSOCIATES SHEET: PC11 ' PROJECT: Lutz Residence -Via Chianti Sb-ILOUTal Engineers JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, W ESTLAKE VILLAGE, CA 91362 ENGR.: BDC La Quinta, CA p - 818.575-9531 f-818.575-9581 e - vinci@vincise.com FOUNDATION DESIGN Hardy Frame Footing Check at Shearwall - 14B ' Mu = 27.43 K -ft - . 1.5 x Mu. = 41.15 K -ft Mu' _ (•9)(p)(fy)(b)(d"2)( 1-ip)(fy)/(1.7`fc)) b = 18.00 in d = 12.00 in fy _ 60.00 ksi fc = 2.50 ksi ' 494 • k -in = ( 139968 )p ( 1 - 14:12 p) 2E+06 p . - - 139968 p ' + 493.74 = 0 ' = 0.0671 0.003723. = 0.00333 p or' p(min) ' As = ( 0.0037 ) x (, • 216.00 ) 0.80 in ' USE. 18" WIDE x 18 DEEP FOOTING (As = 0.921 int ) Ml 3 - #5- BARS EACH WAY a !' DATE: 5/1/2007 V I N O I. & ASSOCIATES SHEET: PG 17— PROJECT: ZPROJECT: Lutz Residence JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BDC La Quints, CA p - 818.575-9531 f - 818.575-9581 e - vinci@vincise.com ' STEEL FRAME DESIGN O.M.F W/ ASD LOAD COMBINATIONS PER U.B.0 CHAPTER 22, DIV:V, , SECTION 2213.6 - FRAME LOAD COMBINATIONS (12-8) D # L '(12-9) D + E/1.4 (12-10) 0.9 D - E/1.4 (12-11) D + 0.75 (L + 'E/,1.4 ). COLUMN ANALYSIS LOAD COMBINATIONS . (Section 2213.5.1) 1.0 PDL +. 0.7 PILL + no PE 0.85 PDL +- 00 PE Y FRAME JOINT COMBINATIONS _ (12-17) 1.2D+0.5L+1.0`Em Em,=2.8E (12-18) 0.9D± Em FRAME DELFLECTION ' 0 ALLOW = 0:025 X 12°ie H 0.068 H 0.7 (4.5) 1.4 . FRAME HEIGHT = .15 ft .A ALLOW =,0.068 x 15 = 1.0200 inches Company Vinci & Associates May 1, 2007 Designer JRV 12:28 PM ' Job Number: 06-3282 Lutz Residence Checked By: NDS Temperature ; < 100E Global j ACI1999i 'Displav Sections for Member Calcs f5 I Max Internal Sections for Member Calcs 197 :Include Shear Deformation I Yes Mer a Tolerance in 1.12 P -Delta Analysis Tolerance- -_ --_- 0.50% CHot Rolled Steel Code ._._ -j AISC ASD 9th I Cold Formed Steel Code I AISI 99: ASD NDS Wood Code i NDS 91: ASD NDS Temperature ; < 100E Concrete Code j ACI1999i 'Number of Shear Regions i 4 Re ion Spacing Increment in 14 :Concrete Stress Block Rectangular Use Cracked Sections Yes \Bad Framing Warnings I No Unused Force Warnings I Yes Hot Rolled Steel Section Sets Label Shape Design List Type. Material Design Rules A.[in2] I (90,270).[i...a (0,180) [in4] 1 COLUMN W8X21 !Wide Flange! Beam 1 HR STL ' Typical; ._ 6 16 _...9.77 ., 75.3 2 BEAM W8X18__ -Wide_FIan.gp. _Beam.Typical __.i.. 5.26 7.97, 61.9. Joint Coordinates and Temperatures Member Primary Data Label. I. Joint.. J Jomt .._. Rotate 1 Section/Shape _._., Design Type......,, . Material Design Rules I . 1 ; M1 ; N1 N2 _... COLUMN . ! Wide. Flange I Beam _� HR STL ; Typical_ L..2...._i. M2._.___. N4 �_.. _N3_�._....__ __._ COLUMN �I Wide Flange_I Beam_L_HR STL___._ Typical_....._ 3 .'_. M3_..__. -' ---_.N2 __. - N3� ._---BEAM )Wide Flange I Beam I HR STLl_ Typical J Joint Boundary Conditions Joint Label - ... X,[k/in] . .. Y.jk/in] ... .. _ ...Rotation[k-ft/rad] 1 N1 Reaction i Reaction i Reaction 2 N4 1 Reaction Reaction i Reaction Basic Load Cases XGrav_ijy YGravity_ Joint.__...__.—Point._..-... Distributed_ 1 _....I Dead Load I - -- None - - ----- --- ---._.�- ---1 . 1 I 2. J _Live Load. -- - I --- ---- -- None--------- - ----------- __ - . --- - 1 3_.. i. __.._Seismic _—._... - -- - None------ --- ----- ------ - 1 -- ---------� - - - - ... ...I .Wind......._._ ... _ .--- -- - - --None----------- I RISA-2D Version 6.0 [F:\ ... \Jobs\06-3200's\06-3281 - Lutz Residence- Via Chianti\Frame 14a.i2d] Page 1 Company Vinci & Associates May 1, 2007 Designer JRV 12:28 PM Job Number : 06-3282 Lutz Residence Checked By: Member Distributed Loads (BLC 1 : Dead Load) L,D,M- _.. Direction X _. _ . _- I Magnitude[k,k-ft in,rad k's^2/ft] _ _ ! 2.93. PG 1.5 ! . _ ... Member Label .__. Direction _. Start Maynitudejk/ft,deg] End_Magnitude[k/ft„_. Start_Location[ft, o]. _End Location[ft,%]. ..Y -----I - _. -_125 --- - --� - - --.125-- --- _...0 19.5_ Member Distributed Loads (BLC 2: Live Load) Yes . i _..I 9.3 ; i .J: Member Label Direction Start- Magnitude(k/ft,degJ .End Magnitude[k/ft,... Start Location ft%o] . End Location[ft,%] 1 M3 Y ..08 -.08 0 19.5 Joint Loads and Enforced Disalacements (BLC 3: Seismic fi Joint Label 1 N2 Load Combinations L,D,M- _.. Direction X _. _ . _- I Magnitude[k,k-ft in,rad k's^2/ft] _ _ ! 2.93. 1 j 2 _Descrjptior _ -_ Q_+ L T - D+W ;, Solve PDe... SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor YesT 11 _1� 2_._ T��._._ _J_. _. J.. _ I .. '• Yes. ! 11 1 1.4._ 1J. 3 D + E/1.4 ; . Yes i . . . ! ..L. I 1 j 4 4 0.913- E/1 Yes . i _..I 9.3 ; i .J: J. 1 D+.75(L+..5 Yes _. . .3714 _.. .. i 9 2 .75 3i.536 j! . .__I { ; j 6 D +.75(L + w> .Yes . j .. ; . _ _.' �.. i. •9 . _! 2 175 _ . 4 ! 1 ; 7 °1.2D + 0.5L...' I. 0 1 i 1.2 i ! .5 3 ; 2.8 I j 8 :0.9D + 2 8E; _.:.391... i .2 - 0 j 10_ -. + 2_8Pe,' � -!-- ---�- 1._ 1 12-- - •7 �-3-1- 2_81---1- j 4 .85Pdi ..._ _ 0... . _. _ ! !{ _ .3 ?- Envelope Joint Reactions . -2,525e-3. - Joint 5 x rkl In V rkl r4_fft Ir Envelope Joint Disalacements Envelope Member Section Forces _ Member ___.._.. Sec _ Axial[k]__._ ___ , -----� - Joint Shear[__-. XII_ Ic Y fin 1 M1 I .max 2.488 I. i Ic radIc 4! 1 I. N1 2! ! min 903 4 J. 1 -_--__Rotation. 1 3 j 2. j max 2 1 mm. .i... 0. 5.253 ; I. 0 4... 3 N2 ! max ..._ _.:.391... i - 0 ! _� 4 ... -8.709e-4 2 j 4 - mm . '.. ..._ _ 0... . _. _ ! !{ _ .3 ?- -- -! .--._ _.... -:002.. . -2,525e-3. - 3 5 N3 j .max.. { . 389. .. 4 i ... -.002. ! 2 ! 1.358e-3 1 j 6 ! . ... min _ -- --0. .. � 1 _ -.002 j _. 5 -8.606e-4 4 7 N4 ; max_ j 0.. i._ .3 ..;_. _.....- _.._ 0 - - _ 2. ... . 0 2 $ . . - - i. _min..-!.._. ----�---- --� -� 1----0--- --5-_.i..-- - -0-- ._. _t 3 . Envelope Member Section Forces _ Member ___.._.. Sec _ Axial[k]__._ ___ , -----� - Ic ___ Shear[__-. _ Ic ___ __ Momentjk-ft]_,_. Ic 1 M1 I .max 2.488 I. i 1 743 4! 8.041 r-",- 4 ....1 2! ! min 903 4 J. 1 2.58 1 3 j 2. j max ; 2.409 1 _ ....527 .743 ...' 44 5.253 ; I RISA-2D Version 6.0 [F:\ ... \Jobs\06-3200's\06-3281 - Lutz Residence- Via ChiantiTrame 14a.r2d) Page 2 DATE: 5/1/2007 VI N C 1. $ ASSOCIATES SHEET: PROJECT: Lutz Residence t.ruct ur/1/, Eng'i'neers JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 f ENGR.: JRV La Q u inta, Ca p - 818.575-9531 ; f - 818.575-9581 e - vinci@vinciassociates.com ' 1 FOUNDATION DESIGN ' - a Steel Frame Grade Beam Mu 11.15 K -ft _ (.9)(p)(fY)(b)(d"2)( l-(p)(fY)/(1.7*fc)) . r b = .. 18;00 in d = 14.00 in fY 60.00` ksi fc ,. 2.00 ksi 134 k -in = ( 2E+05 )p: ( 1 - 17.65 p) 3E+06 p2 - 2E+05. • p + •133.80 = 0 p 0.056 or 0.000711 p(min) = 0.000946 1 As = ( 9E-04 ) x: ( 252.00 ) _ 0.24 in USE: - 1. 18" WIDE x 18 DEEP GRADE BN (As -= 0.614 in2 ) ' - w/_2 -'#5 BARS TOP & BOTTOM, i Company Vinci & Associates May 1, 2007 Designer JRV 12:28 PM Job Number: 06-3282 Lutz Residence Checked By: Envelope Member Section Forces (Continued) PG ► 7 Envelope Member Section Stresses .8... .Member _. _. ,-_ Sec - ... _ .__ _ Axiaffksi]. Ic. $hear[ksi] .__-.. Ie .Top_Bending[k..: Ic _B.ottom Ben.dm Ic . ... I Max. 18 ;. _ ........ __-------M? __..---------�--1----- �._12_I F 1 i 359 ) 4 I 1 702 11 1. 5 305 1 4. 2mm ! 3 255.... 1 . 147 - ._..- ' _. 4...i. -- 255_......_i 1 -.....5 305 _._.. y _.I i...4 . _ . 1-702 1. 3 _ 3 . _ ....255 ..:. 2 .i min .359__._._i 4- 398. 1. 3.466. ?.. 4 4 4 -.min. ..l ...... -i___ -.255.._.1. _I .. __ .. .__.1 _..I ... _ . -.398. 1 5 I _ _.1....3_. _-_I _max 378 3 , .,. 359.- _�-3.466._....j._4. ==581 _i .. ! 2_ i 6 ............... 7._..._i. ------- -------- -- --4—�. _ ...min --1 max 1 - -.. .124 - _36_6 -I ._1,._ -4 J _ 1 I ._....._4. -1 -----_255- --1.. 359 _� - —1 _.._-1_684 _ 14 I 213 1_..3 _1_ 4 I 581- . �._ 2.21 1 i .8... ---- 9-' -- - ------1- 5 -min_. (-1 -1--- ------ - min !.11_._1 ... I Max. 18 ;. _ ........ __-------M? __..---------�--1----- �._12_I F -max ■ 1.091 ! min 13 14 " i I min 15 _ s, .. 3- ... ' 'l" ! i ...min 3.767-- 17 ; ..4. ... I Max. 18 ;. _ ........ ; ........__ . i _..... i - . min.. _ 19 20 21 ----M3--- - 1 23 ■__ 25.1. _.. 1 26 RISA -2D Version 6.0 [F:\ ... \Jobs\06-3200's\06-3281 - Lutz Residence- Via Chianti\Frame 14a.r2d] Page 3 13 _..-1 - - -1.091 - 1- 2---!_-..-7.356_... 3.767-- 1-3- I __...._.:.163_ I ___.......min. _.. � _ 2-7.356.....1..3 T2 :_�_ ! 1.091 ; 1 325 5_ _!. -._...668 _... ..__.I2_. ! 3 255.... . j . 2. . . ....l 3,.936... ..2 '.. 3 -254 _. _. _.j .2. � 163....... 4157 �..2..-1 . _..-3.936 _ 3 . _ ....255 ..:. 2 .i min ! ... .1 2.. (..._...-_338.....__.1 �.....3...1_........ _._. .4.. i.. ! .574......1 4 252 _..5.. i 2 ? ....668.. .._ _163 _ { 2 ,906 574. -_1..1 _ .I 4 I .... 906 . i 1 _668 1 3 , .,. 2.986 5 1...__1_...-1417- _ .. 1 2 - 239 ...._.. ! 2_ i 163........1 2 ._ 1.41.7 ; _2. 1- -2.986 ... 1. 5 [F:\ ... \Jobs\06-3200's\06-3281 - Lutz Residence- Via Chianti\Frame 14a.r2d] Page 3 13 . 58 �- 1 3.767-- 3 I ___.......min. _.._ _ 064 T2 :_�_ - ----- -._004 ....._; __ 4 1 325 _I- -1--=1_325_ ( ..__.I2_. _1 i 1 3..._. -max I _.263 .� .3 1 : :.0... 1 1 4157 i 1 1 -2.403....4 :. min .....064 ... .1 2.. (..._...-_338.....__.1 _._. .4.. i.. ..2.403 .. i 4 ' -4..157 [F:\ ... \Jobs\06-3200's\06-3281 - Lutz Residence- Via Chianti\Frame 14a.r2d] Page 3 Company Vinci & Associates ; May 1, 2007 Designer JRV 12:28 PM Job Number: 06-3282 Lutz Residence Checked By: Envelope Member Section Stresses (Continued) Sec .Axial ksi]IC _ Shear(ksi]._--. i 27 j 4 max .263 3 -.372 IcTop Bending(k.-.._, 2 i 2.067 Ie . Bottom Bendin._-_-Ic 1 1 1.239 ! 4 1 28 ' min .064 1 2 1 -:745 1 5 t -1.239 14 1 -2.067 1 29 I I 5 I max .263 3 1 -.744 12 I -2.694 12--F 7.563 1 3 30 I (- I min .064 i 2 1 -1.236 1 5 I -7.563 1 3 i 2.694 i 2 I Envelope ASD Steel Code Checks Member Shape -....-Code Check Loc(ft] Ic Shear Ch Loc[ft] ;., 1 t M1_ 21 j 252 G 0 14 025 1 0 , „Ic._ i 4 i 7.31 ; 21 6' ;2 .... 445 Hl-2 2. 2 .. 1 M �.. W." 0 I.3._ i_. 7.31 !-.-.216 ..2.16 j 21._6 I2.3..256'1.. H1.. 2 3 .! M3 .... -_._ i. VV8X18 19:5.1.-5._1.....086-.. �. 19,5 .I.5-_;.:_4.132..j-:...2j..6 _ . . i 1 1 1 t i t 1 1 � • . 1 - RISA-2D Version 6.0 [FA ... \Jobs\06-3200's\06-3281- Lutz Residence- Via Chianti\Frame 14a.r2d] Page 4 Company Vinci & Associates May 1, 2007 Designer JRV 12:38 PM Job Number: 06-3282 Lutz Residence Checked By: CON1�I CLT I or -t Gr;it�C.� Load Combinations P",r_ t9 Description ... Solve PDe-... SRSS BLC Factor BLC Factor BLC, Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 D + L i ! i I 2 D+W ! 1 i 1 1 d ! 1! I ! ! 3 D+EMM ! I 11 ! 1 1 3 '.7141 I ' ! -- 4 0.9D - E/1.4 ! ; i 1! 9 1 3 1.7141 5 _6D 'D +.75(L + ! t 1! .9 i 2! .75 1 3 1.536! ! + .75(L + W) I i i 1 i 9! 2! 75 1 4! 1 ! 7 ;1.2D + 0.5L ... i Yes i 1 1 1.2 1 2 1 .5 1 3 12.8 I 1 1 I I I I I I ! I 8 10.9D + 2.8EI Yes I 1 .9 1 �- .. -- --- - 1 9 1 n 11.OPdl+.7PIL.. I 1 1.85Pdl + 2 8Pe I I 1 1! I4 1 1 2 1 7 1 3 1 Qc I I n o I 12.8 1 I i ! I 1 ' i I ! I I I I I i i i i Envelope Member Section Forces Mamher Sac eti.. Al.1 R --n. 4, _ I13' 4_.. !_ 5 7 1 9 10 11. � 12. I 13 14 15 16 1.7.. I_19.. [_-, .22 23 24 25. 26 27 28 29. _ 30. 1 M" IRISA -2D Version 6.0 [F:\ ... \Jobs\06-3200's\06-3281 - Lutz Residence- Via Chianti\Frame 14a.r2d] Page 5 max ! .045 _!.. 7_. 3.804 1 8 1 35.88 ..8 948 -I--B- -.I .. -- 3.6087 ! 34.921 7 2 .....1. max - - 14 - L..--7 3 804.._I.. _ _ 8. �- .. -- --- - -- -� ---- 3-- min max 1----11_019 _---.234 -!._.....- �8 7 8 3.608 3.804 - -7 -----21 8 I ! 7 I_-_--7,351_..__._._; _ .21.616._... 392_____ - 7- -- 7.862------i-- 7 _-- 8__- ------ - --- I -4---max . - -.328 7 _3.608 _-3_804 ----!- 8 -L- -5.668 - ! . __...-....__...._ .... !__.__-. ! - --5_......._ I min m .axF _ -1.16 -=.423 - - i 8-3.608 I_ 7 �-=6.913 -19.197 18 -- ; 7 _ i.. min_..1. -1.231.. - -8._ ..� .._... 3.608.._ . _�_._ I ..___.._l i M2. . . 924....... ! ---..._.._4.596_._......__ ..7 . _ ._-21..178... 9.687.. .8 i ! min__ 4 4... J__.4 -._.L ''..._38.72.8 ........ .? 8 i... 2. ;....max._ .� _ _4,83.._ _. _...1._._7 ---I -- _4_:.596. i.. 7_ _..22.452...._ . _.., . 7 min_ ._i . 3.951 1 8 - 8. I 22.227........ 8. max. _ - 4.735 __.... 7 - 1 4.596 - 7_ _. _ j . 8 ! _ _ .-__-- _.---- _..._ . i ... _ -�-- 4___ __..mrn__.._ max 3.88 _ .._. __..- 4.641 _ -8- -1 7._ -- ----- 4.4._ 4.596 --L. .. - 1�1 _ 8 7._-- . _.:_ ......_5.727 t - -----10.773 .... 5.216 _ .: _ 7 r._. 8_.__. min -3,809 _ 8 4.4 ! 8 -12.019 I__._..___.._._.__._ 5 maxi 4.547 34.7:43 9 --7 �_ 8 4.596 I 7 _ 1-- -27.274-._� 8,- M3 _-�- -- ---.--__ ._._i I .-min- . 7V-. _- ! _. I7 _..__._.7 I . .. �-_ ..... - -.4..4.__.--. 1231 .. 8 21 178mm. 8 _ __!...2......I _.max 4.596.. �. -- 7 ! 1 454. .---.._..._.-29._254 ._.._. 7 -13.649 I 8 .... _ I_.. _......._.I_mm ._ 4.4... ---I $. ._L i 8 _ .I... 7 ..._- - .3_. - max _ 4,596 ---_-.,_ _.7 ..__._1.858.-, 2 485 I 7 _.I....-14.623 i -3.065_. :. 8 44 8- -- -2485... !. -5..023._.. 7 4 j _ max i.. 4.596 _ i __7._ __ �. 3 112 _..!....8.. _a _.. $.__..I .. _.10 576 .... ..... 8. I 5 I- -mln.. max 4.4 - -.. ! .. 8.. xi 9.602 9.42 7 ...... min -4.596 --_-._--__ 4.4 _--__-__-1-�------_-3.739 8 -4.547 _87 27.274 _7 .... _. :. I 8; M" IRISA -2D Version 6.0 [F:\ ... \Jobs\06-3200's\06-3281 - Lutz Residence- Via Chianti\Frame 14a.r2d] Page 5 DATE: 5/1/2007 V I N C I-&. �'A S S D C I A T E S SHEET: Y (in) PROJECT: Lutz Residence 3b.-ttoh.t ra./ Eng i. ecr-s JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE.101, WESTLAKE VILLAGE, CA 91362 ENGR.: JRV La Quinta, Ca. 1.)-818.575-9531 f - 818.575-9581 e-vinci@vinciassociates.com 0 ' DESIGN FRAME CONNECTION 0.00 0' 0 BEAM/COLUMN CONNECTION 1.73 ; 1 MCONN = 29.25 kip -ft .X BEAM SIZE _ W8x18 0.00 4.07 C4 tweed 0 5 0.00 BEAM PROPERTIES 0 SUM 53 pyo. ..-.. -. 1 ^ tx db _ -8.14 in -, w = 5.25 in d_ b ; tw t1 0.33 in 0.23 in ,geld - 0 in k = 0.4 in C3) dtotal = 8.14 in - I I Built Up Section Properties of Weld Piece Area (in) Y (in) A (Y)2 to 1 1.73 3.91 26 0 2. 0.00 0.00 0' 0 31. 1.73 -3.91 26 0 4 0.00 4.07 0 0 5 0.00 -4.07 0 0 SUM 53 0 DATE: 5/1/2007 ASSOC -IATES PROJECT: Lutz Residence Y.S7 rut;I ural P".11. i nee. s. 53055 Via Chianti, - 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 La Quinta, Ca p - 818:575-9531 f - 818.575-9581 e - vinci@vinciassociates.com DESIGN FRAME CONNECTION (Check.per FEMA 350) FRAME AT Roof - Front Beam/Column Connection MC ONN = 29.25 ,' kip -ft BEAM SIZE W8x18 Span = 19.5 ft, COLUMN SIZE = W8x21 STEP 1: Calculate Mph, at hinge location, sh, according to methods of Section 3.2.4 Mpr = Cpr Ry Ze Fy Cpr 1.2 - Fy 50 ksi Cpr = (Fy +'Fi) /.(2 Fy) Fo = 70 ksi Ry = 1:1 Mpr = 307.56 k -in Ze - 4.66 i.n3 Mpr _ - 25.63: k -ft Sh._ 16.28 in STEP 2: Calculate Vp, at hinge location, sh, according to methods of Section 3.2.5 V = { Mpr + Mpr + (P 1_72) + (W L'2/2)) / L' L' = 16.7867 ft Vp= 6.84 - k P= 0 k _ w = 0.451 k/ft STEP 3: Calculate Mc, Mf, and Cy -as -described in Section 3.2.6 and 3.2.7. MC = Mpr +,Vp (x + dc/2) x'= 16.28 in MC, = .. 37.3 A -ft . dc= 8.28 in Mf = Mpr + Vp x - Mf = . 35 k -ft - Cpr = 1.2 CY = 1 / (Cpr x (Zbe/Sb)) Zbe 4.66 in Cy = 0.54 Sb = 3.04 , in3 '(continued on next sheet) SHEET: f e- _'z i Jos NO.: 06-3281 ENGR.: BDC db = 8.14 in dc = 8.28 in DATE: 5/1/2007 V 1 C I $ ASSOCIATES r PROJECT. Lutz Residence S'lrrrr;lrcrrrl,. l:`ttr/itt.r�c;t:�' 53055 Via Chianti 31324 VIA COLINAS.STE 101, WESTLAKE VILLAGE, CA 91362 La Quinta, Ca p - 818.575-9531 f-818.575-9581 e-,vin'ci@vinciassociates.com SHEET: � JOB NO.: 05-2993 ENGR.: J. Bermej DESIGN FRAME CONNECTION (Check per FEMA 350) - (Continued) STEP 4: Calculate the required panel zone thickness using the procedures of Section 3.3.3.2 Cy Mc (:(h - db) / h) Fyc = 50 ksi _ • twc-req'd — (0..9) 0.6 Fyc Ryc as (db - tib) - ' Ryc = 1.3 ` h= 15 ft twc-req'd = 0.10 . < ; 0.29 in . tfb = 0.33 in -Therefore, K. two _ 0.285 in STEP 5: Calculate the connection shear -as:. _ Vf 2 Mf = + Vg - 8.11 • A L - dc ' V9 - 4.40, k ' STEP 6: Design the shear tab and bolts for Vf. Bolts should be designed for bearing, using a resistance factor of unity. Number of Bolts: A ' 7/8 " dia bolts ` Load :per bolt: 2.0 k/bolt < 6 k/bolt x 0.85 < 5.1 k/bolt Therefore O.K. STEP 7: Check requirements for continuity plates according to Section 3.3.3.1 tcf < 0.4 1:8bftf FybRyb _ . ' 0.65 in Fyc Ryc _ r bf bfb = 5.25 ' tcf < = 0.88 in in 6 _ tfb= 0.33 .fin in - • •• - tcf = - 0:4 CONTINUITY PLATE REQ'D r STEP 8: Detail the connection;as shown in Fi ure,3-7 and Note 1 f F' - g o figure 3 8. _ Refer to frame Details On Plan Company Vinci& Associates Designer JRV Job Number: 06-3282 May l,2007 1:03 PM Lutz Residence Checked By: COLOMtj Load Combinations C_k-R_W_ Description Solve Me,. SIRSS. 1 D + L BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor. BLC ,FactorBLC Factor,T, Factor !' � 1 2 , 1 2 D+W 1 1411 1 f 3 D + E/1.4 1 1 1 1 1 31.71411. 4 0.91D - E/1.4 1. 1 1 .9 3 1.7141 5 ID +.75(L +... I 1 1 1 .9 2 1 .75 1 3 .5361 6 0 +.75(L + W),' I 1 1 1 .9 1 2 1 .75 1 4 1 1 1 7 11.21D + 0.51- ... I I I 1 1 11.2 2 1 .5 1 3 1 2.8 1 1 8 10.9D + 2.8EI I i 1 1 1 .9 3 2.8 9 11.OPdl+.7PIl... 1 Yes I I 1 1 1 1 1 2 1 .7 3 1 2.8 1 10 :.85Pdl+2.8Pe,' Yes 85 1 1 11 28 1 1 Envelope Member Section Forces T- P.,*, Mpmhpr Cor I .- Ok-41A I- 1 L4 5 7 8 10 11 12 '13 � 14 ! 15 i IT i .. 8 19 2 0 23 24 25 26.. 27 i 29__1.-. IRISA -2D Version 6.0 [F:\ ... \Jobs\06-3200's\06-3281 - Lutz Residence- Via ChiantiTrame 14a.r2d] Page 6 35.963 10 ...... min max 3 1 -.31 10 9 1 3.63 3.8218 i 9 1 _j 1 10 1, .0 M 67 21.635 109 min -1.110'_3.638 1 9 1 21.426 --------- 3 -j ax -.388 93.821 10 7.784 I min -1.167 10 -3.639 9 7.307 _4 10 . ...... -.467 _,467 9 3t821 .. .... J. _1 -0 -5.8.57 9 2�4 -1.234 1..10 1 1 9 -7.021 10 .5 max .545 9 1 3 k ... - I -19.498 - ... . 9 min !__...9._ __21.348 . I M2 4.7 8 9 39.541 i.10 i 9 min 3.9 9 1' 4.383 10 38.645 10 -max 4.66 9 4.566 22.418 9 . ...... ---- -- min 1 3.869 4.581 9 4.566 9 1 22.208 5.771 10 min 3.803 10 4.3835.294 1 4 max 4.503 9 4.566 -10.666 _q. 5 min max 3.736 4.424 10 9 4.383 10 -11.83 1 ' ...... 10 4.566 4.3 -83 ' 10 -28.954 10 9 M3 rnax...] . . ...........-._....-.545._...- 4.566 9 1 -19.498 9 .min...1. 4.383 . .r -21.348 10 2_ mpj... .......4.. _ ,6.-6 .._10_... ..... -9 i_ . -1.515 _..!_..10._.1.....t3 10 4.383 ....713.565 10 9 max 9 9 -2.896 1 10 1 -2485 9 .726 9 --1-4- x4.566 9 -3.077 10 1 10.66 10 - - ------- n 4.383 -3.454 _ 9 9.75 9 max 4.566 9 -3.669 10 28.954 10 L. -4.424 9 27.103 10 IRISA -2D Version 6.0 [F:\ ... \Jobs\06-3200's\06-3281 - Lutz Residence- Via ChiantiTrame 14a.r2d] Page 6 DATE: 5iv2007 V 1 N C 1 A .SSD C I ATE S SHEET: �G �L4 ' PROJECT: Lutz Residence JOB NO.': 06-3281 53055 Via Chianti , 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BDC La Quinta, Ca p-818.575-9531 f-818.575-9581 e - vinci@vinciassociates.com COLUMN BUCKLING CHECK:- � - VINCI & ASSOCIATES Title : Lutz Residence Job # 06-3281 structural engineers Dsgnr. BDC Date: 1:13PM, 4 MAY 07 31324 Via Colinas, Suite 101 : Description : Base Plate Design Westlake Village, CA 91362 Scope - p-818.575-9531 f-818.575-9581 ' Rev: 580002 User: 4606, Ver Steel Column Base Plate eeringoo3 3-2003 Engineering 1111983-2003 ENERCALC Engineering Software BASE PIATE.ECW:Calcula[ions Description Check Steel Moment Frame Base Plate (Detail 14/S5) ' General information Code Ref: AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Steel Section W8x21 ' Axial Load 2.60 k Section Length 8.280 in Section Width 5.270 in X -X Axis Moment 11.15 k -ft Flange Thickness 0.400 in Plate Dimensions _ Web Thickness 0.250 in ' Plate Length 14.000 in. Allowable Stresses Plate Width 12.000 in Concrete f 3,000.0 psi Plate Thickness 0.563 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 ' Support Pier Size Anchor Bolt Data Pier Length 24.000 in Dist. from Plate Edge 2.000 in Pier Width 24.000 in Bolt Count per Side 2 ' ' Tension Capacity 5.500 k - Bolt Area 0.442 int Summary Baseplate OK ' Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 528.5 psi r Allow per ACI318-02, Appx. Partial Bearing : Bolts in Tension ' = 0.3' f'c' Sgrt(A2/A1) ` LDF 2,122.1 psi Allow per AISC J9 2,475.7 psi Plate Bending Stress Thickness OK ' Actual fb 31,872.6 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 5.042 k Allowable 5.500 k 4 ( ) pst Allow per AISC J9 y Plate Bending Stress Title: Lutz Residence. Job # 06-3281 �. Dsgnr: BDC Date: 2:47PM, 1 MAY 07 Tension Bolt Force Description : Base Plate Design ASSOCIATES. 0.000 k Allowable 5.500 k • Scope Sintaura! Engineers Rev: 580002 i User: KW -0604606, Ver 5.8.0, 1 -Dec -2003 Steel Column Base Plate ' i (c)1983-2003 ENERCALC Engineering Software BASE PLATE.ECW:Calculations Description Base Plate Design General Information Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Steel Section TS4x4x1/4 Axial Load 18,11 k Section Length 4.000 in X -X Axis Moment 0.00 k -ft Section Width 4.000 inFlange Thickness 0.250 in Plate Dimensions Web Thickness 0.000 in Plate Length 12.000 in Allowable Stresses Plate Width 12.000 in Concrete f 3,000.0 psi Plate Thickness o.5oo in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 24.000 in Dist. from Plate Edge 2.250 in Pier Width 24.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 125.8 psi Allow per ACI318-02, Appx. 'Full Bearing: No Bolt Tension , =03'f'c 'S .4A2/A1 yLDF 23940 4 ( ) pst Allow per AISC J9 2,793.0 psi Plate Bending Stress Thickness OK Actual fb 29,217.5 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k PROJECT. V f N C I aR ASSOCIATES SHEET c5lruclural6n9iheers 1 JOB NO: " 31324 VIA COLINAS, SUITE 101, WESTLAKE VILLAGE. CA 91362 ENGR: ITEM: lam` t L' ��" G' p-818.575-9531 f-818.575-9581 e - vinci®vinciassociates.com DATE: 1-MciLjp -Y-� J Ls i+AA;IL. e(t X -74, 11 tom f, LY 1-2�2 y GA x' a. fee t4.� Id' E D.ta4' x 1-ZZ. k(, N—JAI-L.lfp:.5f � ��,�p�. HAAY, "Alt, si L.t� ts1 �� shill e)( . Sc.l2 ceU C Cp 4 h OL 5 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN i Beam 28.wbc Wood Works® Sizer 7.0 May 1, 2007 10:48:43 COMPANY 1 PROJECT VINCI & ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti' 31324Via Colinas Ste. 101 1 La Quinta, CA westlake Village, CA I V&A Project No. 06-3281 DESIGN CHECK NDS 2005 Beam DESIGN DATA: --------------------------------------------------------------------------- Material: PSL Lateral support: top= full, bottom= at supports; Total length: 10.00 [ft] Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units I I I I Start' End 1 Start End I ----------------I--------I------------1--------------I--------------I----- upper rf-dl Dead Full Area 25.00 (1.50)* psf upper rf-11 Constr. Full Area 16.00 (1.50)* psf wall Dead Full Area 15.00 (8.00)* psf fl -dl Dead Full Area 24.00 (1.33)* psf_. fl -11 Live Full Area 40.00 (1:33)* psf lower rf-dl Dead Triangular 37.5 0.0 0.00 7.00 plf lower rf-11 Constr. Triangular 30.0 0.0 0.00 7.00 plf, *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS - (force=lbs,.length=in) 1 10.00 ft 1 ---------- ------------------- Dead 1 1113 1043 Live 1 466 411 Total 1 1579 1453 Load Casel #3 #3 B.Length 1 0.6 0.55 DESIGN SECTION: 2.OE, 290OFb, 3_5::11.875 @12.988 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I---------------- I ------------------I Shear fv = 39 Fv' = 285 fv/Fv' = 0.14 Bending(+) fb = 488 Fb' = 2906 fb/Fb' = 0.17 Live Defl'n 0.02 = <L/999 0.33 = L/360 0.06 .Total Defl'n 0.07 = <L/999 0.50 = L/240 0.14 FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 1.000 •, 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - E' 2.0 million - 1.00 - - - 1.00 - - 3 Emin' 1.04 million - 1.00 - - - -.- 1.00 - - 3 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #2 D+L, V = 1379, v design 1093 lbs Bending(+): LC #2 = D+L, M = 3343 lbs -ft Deflection: LC #3 = D+L+C EI= 977eO6 ib -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) Load combinations: ICBO-UBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. -. 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. ' DATE: 5/1/2007 V I N Cl &- A'S S O C I AT E S SHEET: Pc -24j PROJECT: Lutz Residence -Via Chianti S/1 r'u.CI and /i ng i ru"( rs JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101; WESTLAKE VILLAGE, CA 91362 ENGR.: SS 1 La Qu inta, CA p-818.575-9531 'f-818.575-9581 e - vinci@vincise.com Check Lateral Uplift/Overturning on Beams - ' Check loadingper,UBC p U C _ . • Section 1612.4, equations 12-17 & 12-18 CASE 1A: 1.2D.+ 0:51- + Em WHERE: CASE 1B: " 1.21 + 0.5L.- Em D = DEAD LOAD ' CASE 2A: :91D + Em L =LIVE LOAD CASE 26: 0.9 m Em = 2.8 E NOT REQ'D FOR SIMPLE SPAN BEAM: 28 UPLIFT FROM SW: 6 (13' Length) UPLIFT = 1363 lbs' ' „ Em = 1.4 x 2.8 x 1,363 lbs /1. 7 = + 3143 lbs • f WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN , r Beam 28casela.wbe WoodWorks® Sizer 7.0 May 1, 2007 10:47:16 COMPANY 1 PROJECT - VINCI & ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324V.ia Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: - -------------------------------------------------=------------------ Material: PSL Lateral support: top= full, bottom= at supports; Total length: 10.00 [ft] Load combinations: ICBO-UBC; , LOADS: (force=lbs, pressure=psf, udl=plf, location=ft)' »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units I I I Start End I Start End I ---------------- I -------- I ------------ I -------------- I -------------- I upper. rf-dl Dead Full Area 30.00 (1.50)* ----= psf upper rf-11 Constr. Full Area 8.00 (1.50)* psf wall Dead Full Area 18.00 (8.00)* psf fl -dl Dead Full Area 28:80 (1.33)* psf f1-11 Live Full Area 20.00 (1.33)' psf lower rf-dl Dead Triangular 45.0 0.0 0.00 7.00 plf lower rf-11 Constr. Triangular 15.0 0.0 0.00 7.00 plf seis Wind Point 3143 1.00 lbs *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 10.00 ft ----------I------------------- ' Dead 1 1322 1238 Live I 2419 390 Total I 3714 1628 Load Casel 08 04 B.Length 1 1.42 0.62 #a#a#a###aa#####a#aaaa#######a#####aaa#######a###aaa###aa####a###aa#####aaa DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) ------ ----- Criterion I Analysis Value I Design Value I Analysis/Design. I -------------- 1' --------------- 1---------------- Y I -------=----------I Shear fv = 128 Fv' = 379 fv/Fv' = 0.34 Bending(+) fb = 713 Fb' = 3865 fb/Fb' = 0.18 Live Defl'n 0.03 = <L/999 0.33 = L/360 Total Defl'n 0.09 = <L/999 0.50 L/240 0.18 FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.33 1.00 - - - - 1.00 - 1.00 8 Fb'+ 2900 1.33 - 1.00 1.000 1.00 - 1.00 i.00- - - 4 Fcp' 750 - - 1.00 - - - - 1.00 - - E' 2.0 million - 1.00 - - - - 1.00 - - 4 Emin' 1.04 million - ' 1.00 - - - 1.00 - - 4 Custom duration factor for Wind'load 1.33 ADDITIONAL DATA - Shear LC #8 = .67D+w, V = 3736, V design 3546 lbs Bending(+): LC #4 = D+.75(L+C+W), M = 4887 lbs -ft Deflection: LC #4 = D+.75(L+C+W) EI= 977eO6 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) Load combinations: ICBO-UBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate ` for your application. _. 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. _ A WOOdWorkS® Sizer SOFTWARE FOR WOOD DESIGN Beam 28-caselb.wbc WoodWorks® Sizer 7.0 + May 1, 2007 10:47:56 '. COMPANY I PROJECT .. VINCI 6 ASSOCIATES _ I Lutz'Residence- Via Chianti _ - _ sturctural engineers 1153055 via Chianti - 31324 Via Colinas Ste. 101 1 La Quinta, CA - Westlake Village, CA I V&A Project No. 06-3281 - - - DESIGN CHECK - NDS 2005 - Beam DESIGN DATA: - • - - Material:PSL Lateral support: top= full, bottom= at supports;' Total length: 10.00 [ft] - - Load combinations: ICSO-UBC; - LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) - - »Self -weight automatically included<< Lead I Type IDistributionl Magnitude. I Location - -I Units • I I I Start End I- Start End I _- upper rf-dl Dead Full Area 30.00 (1.50)' psf - upper rf-11 Constr. Full Area. 8.00 (1.50)' psf - - wall Dead Full Area 18.00 (8.00)`- .psf fl -dl Dead Full Area 28.80 (1.33):• psf - f1-11 Live Full Area 20.00 (1.33)-+ ..psf lower rf-dl Dead Triangular 45.0 0.0 0.00 7,00 plf - - lower rf-11 Constr. Triangular 15.0 0.0 0.00 7,00 plf seis Wind Point -3143 1.00 lbs' `• 'Tributary Width (ft) - - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 10.00 ft - ----------I------------------- :- Uplift 1 1921 Dead 1 13222 1238 - Live 1 233 205 - _ Total 1 1555 1443 `' _ - Load Casel 93 03 - B.Length 1 0.59 0.55 - DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf This section PASSES the design code check. ###qq#q##########q#Nggq###ggqq#q##q#qqq#q#ggqq###q#q#q#q#q#q###ggqq####ggqq-. -, • - .. SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) =I - Criterion Analysis Value I Design Value I Analysis/Design I --------------1----------------I----------------I------------------I •. Shear fv = 70 Fv' = 379 fv/Fv' = 0.18 - Bending(+) fb - 464 Fb' = 2615 fb/Fb' =. 0.18 - - Bending(-) fb = 294 Fb' = 3790 fb/Fb' = 0.08 Live Defl'n-0.05 = <L/999 0.33 =. L/360 - 0.16' - Total Defl'n 0.01 = <L/999 0.50 = L/240 0.01` FACTORS: F/E CD - CM Ct CL CV Cfu Cr Cfrt Ci '.Cn LC# _ Fv' 285 1.33 - 1.00 - - - - 1.00 - 1'.00 8 Fb'. 2900 2900 0.90 - 1.00 1.000 1.00 - 1.00 1.00. - - 1' - y Fb'- 2900 1.33 - 1.00 0.981 1.00 - 1.00 1.00 - - 8 Fcp' 750 - - 1.00- - - 1.00 - - - - E' 2.0 million - 1.00 - - - - 1.00 - - 8 'Emin' 1.04 million - • 1.00 - - - - 1.00 - 8 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA _ Shear LC 08 = 67D+W, V = .1921, V design = 1929 lbs Bending(-): LC 01 = D only, M = 3181 lbs -ft - Bending(-): LC #8 = .67D+W, M = 2018 lbs -ft - - Deflection: LC #8_ .67D+W EI= 977e06 1b-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). - Load combinations: ICBO-UBC 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. - B. Size factors vary from one manufacturer to another for SCL materials. - They can be changed in the database editor. - 'JOITPe asegelep aqj u? pabueyo aq ueo Aayl SteTzalew 'ISS zo; zayloue of zaznl0e;nuew auo woz3 AaeA S301De; a7-TS .£ •zaanjoe;nuew qDS iedoT zno�C loeluoo u6?sap' zagwaw TeuT; zoa (Tuo u6?sap ,Czeu?wTTazd zo; ST uOT109Tas 70S pagoelle ayj :(zagwnZ al?sodwo0 Teznlonz3S) SWV38-10S •uOTle0TTdde znoA zo; ale?zdozdde aze slTw?T uOT109T3aP 3Tne;9p ayl leyl A;TzaA aseaTd '1 =---=S3ION NOISSO 080 080I :SuOTleurgwoo peo7 (lndlno srsATeuV ayl uT P94sTT aze s,0rI ITV) (palezluaouoo= pZ3 uOTlonzlsuoo=0 loedwT=l puTM=M MouS=S aATT=l peap=0) •uOTl0@T;a0 peo7 anTq + NOTloaT;aa peo7 pea0)00'i = uOTloaT;aO Teloy ZuT-qT 90aLL6 =I3 O+Z+O = E# 0'I :uOT30aT3a0 33-sqT ZLEE = W 'J+Z+O = E# 0'I :(+)6uTPu98 sqT Z9TT = u6TsaP A 'ILZI = A 'O+Z+O = E# 0'I : 3eayS VIVO IVNOIIIOOV EE'T = peoT PuTM zo; zoloe3 uoTleznp wolsno E - 0011 - - - - 00'T - uoTTT?w 60'1 uTw3 E - - 00'1 - - - - 00'T - uoTTT?w 0'Z 13 00'T - - OSL d=3 E - - 00'1 00-T 00'T 000'1 00'1 - SZ'1 006Z +,q3 E 00•T 0011 - - 00'T - SZ'i S8Z A3 #01I u0 TO 3730 z0 n30 AO ZO 30 WO OO 3/3 :Sa0I0V3 80'0 ObZ/'I = 9E'0 666/'I> = EO'O u,T3aa Te3OI 60'0 09E/'I = EZ'0 666/q> = 10'0 u,T390 aATi bT'0 = q3/q3 ZE9E _ ,q3 Z66 = q3 (+)6u?pu98 ZT'O = ,A3/A3 99C _ ,Aa Z6 = A3 zeayS ------------------I----------------I----------------I-------------- 1,•u6TsaO/s?sCTeuV I anTeA u6Tsa0 ( an1eA srsCTeuV 1 uoTzalTzO (uT=uorloaT;ap '33-sqT=lu9wow 'sqT=aozo;) 3000 NOIS30 'SA NOII03S •No840 apo0 u6Tsap ayl S3SSVd uOTloas sTU 3Td 886'ZTO SLB'T1xS'E 'g3006Z '30'Z :NOII03S NOIS30 ########################################################################### slzoddns zo?zalxa zo; „Z/T sT sweag3zo; y16u9T 6uTzeaq uTW. ES'0 .S'0I yl6uaq,e E# E# :ase:) peoZ Z06T TLZT I Te3oI 866 TLb I aA?'I 996 108 1 peap -------------------I---------- 19 00'L I (uT=416u9T 'sqT=90zO3) SHI9N3'I 9NINK3e Pue SNOIIOV38 WnWIXVW sqT _ -00'E OS6 lu?Od •alsuo0 TT- S taq sqT 001E Tib lu?od pea0 TP-Swq ;sd 00'L 00'L +(00•E) 00'91 IV Teilzed -zlsuo0 TT-;z-Mo T 3sd 00'L 00"L :(00'£1 00'9Z JV TeTlzed peap TP-;z MOT ;sd .(EE'T) 00'06 eazV TTn3 aATI TT-T3 ;sd .(EE'U 00'bZ eazV Tina PeaO TP-T3 3sd •00'L 001E +(00'8) 00',91 JV Te?lied peap TTeM ;sd 00'L 00'£ .(0911) 00'9T• JV Te?lied zjsuo0 TT-3z zaddn 3sd 00'L 001E .(09'1) 00'SZ IV Te?lzed peap Tp-;z zaddn - ----I-----------=--I--------------I------------I--------I---------------- I Pu3'' 1ze3S 1 Pu3 3ze3S 1 I" I sl?un I uOTle0o7 I ,apnlTu6eW 1uoTingTz3sTOl adj, I peoO `- >>papn =uT _ i Tieorlewolne 3y6TaM-3TaS « (33=uOTleooT '3Td=TPn '3sd=aznssazd 'sqT=aOzo;) :SOVOq =09n-090I :suoTieu?gwoo peoq [33) 00'L :yl6uaT Te3OI :slzoddns le =wolloq 'TTn; =dol :lzoddns Tezalel ISd :Tep alew ' - :VIVO NOISM weag SOOZ SON - M03HO N9IS30 T8ZE-90 'ON loaCOzd V9A I VO 196eiTTA a>eT3saM VO 'eluTnO eq 1 101 'alS SeuTTOO eTA 6ZETE ?lUeTgo e?A SSO£S I sz9auT6ua Teinloznls TlueTyO eTA-aouaprs@H z'lnl I S3IVIJOSSV 9 IONIA I03foHd I kNVdWOD WSS:U LOOZ'L LeW O•L Jazls.®swoMpooM ogM•0£ weae ®sliompOOM N91S3Q QOOM 210 321VM1AOS JaZis DATE: 5/1/200'7 VINCI ASSOCIATES SHEET: X12 PROJECT: Lutz Residence -Via Chianti 1, racl Its ed [. nf] i rt,rr-r.-z JOB NO.: 06-3281 ' 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA °91362 ENGR.: SS La Quinta, CA p-818.575-9531 f-818.575-9581 e-vinci@vincise.com Check Lateral Uplift/Overturning on Beams ' Check loading, per UBC Section 1612.4, equations 12-17 & 12-18 CAS EAA 1.2D + 0.51- + Em. WHERE: " .t CASE 113: 1.2D +.0.51- Em, D = DEAD LOAD CASE 2A: .913 + Em L = LIVE LOAD CASE 26: 0.9 m Em = 2.8 E NOT REQ'D FOR SIMPLE SPAN BEAM: 30 UPLIFT FROM'.SW: 1 (4.25' Length) UPLIFT 891 lbs ' a Em 1.4 x 2.8 x 891 lbs / 1.7 2055 lbs ' UPLIFT FROM SW: 7 (4' Length) " UPLIFT = 2847 lbs Em 1.4 z 2.8 x 2,847 lbs,/'1.7 6565 lbs s _ _G 2 4 WoodWorkS® Sizer SOFTWARE FOR WOOD DESIGN Beam 30casela (swl).wbc Wood Works® Sizer 7.0 May 1, 2007 10:51:50 ' COMPANY I PROJECT VINCI & ASSOCIATES I Lutz Residence- Via Chianti - sturctural engineers 1 53055 Via Chianti 31324 via Colinas Ste. '101' I La Quinta, CA Westlake Village, CA I-V&A Project No. 0673281 ' DESIGN CHECK. NDS 2005 Beam DESIGN DATA: Material: PSL Lateral support: top= full, bottom= at supports; ' Total length: 7.00 [ft] Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf,,udl=plf, location=ft) --_-------- »Self-weight- automatically -included<< ' -- -- _--- ------ Load I Type IDistributionl Magnitude I= Location I Units .I I I Start End I Start. 'End I -------------=--I--------I------------ I--------------I--------------I ` ----- upper rf-dl Dead Partial Ar � 30.00 (1.50)* 3.00 7-.00 psf upper rf-11 Constr. Partial Ar. 8.00 (1.50)* 3.00 7.00 - psf' ' wall Dead Partial Ar 18.00 (8.00)* 3.00 1 7.00 psf fl-dl Dead Full Area 28.80'(1.33)' psf ' fl-11 Live Full Area 20.00 (1:33)* psf low rf-dl . Dead Partial Ar 30.00 (3.00)* 3.00 7.00 psf low-rf-11 Constr. Partial Ar 8.00 (3.00)* 3.00 7.00 psf ' bm5-dl Dead Point 973 3.00 lbs bm 5 -11 Constr. Point 225 3.00 lbs seis-1 Wind Point 2055 3.00 lbs *Tributary Width (ft) 'MAXIMUM-REACTIONS -and -BEARING -LENGTHS (force lbs length--in) 1 7.00 ft ----------I------------------- ,. ' Dead I 1054 1399 Live 1 1078 880 Total 1 2132 2274 Load Casel #4 #9 B.Length 1 0.81 0.87 - DESIGN SECTION: 2.OE, 290OFb, 3.5111.875 @12.988 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft„ deflection=in) ___________________________________________________________ Criterion I Analysis Value I Design, Value I Analysis/Design 1 --------------I----------------I----------------I--------.-- --------I Shear fv•= 74 Fv' = 379 fv/Fv' = 0.19 . Bending(+) fb = '886 Fb' = 3865 fb/Fb' = 0.23 ' Live Defl'n 0.02 = <L/999 0.23 L/360 0.10 Total Defl'n 0.05 = <L/999 0.35 L/240 0.13 FACTORS: F/E CD CM Ct CL CV 'Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.33 1.00 - - - 1.00 1.00 4 Fb'+ 2900 1.33 1.00 "1.000 1.00 - 1.00 1.00 4 Fcp' 750 - - 1.00 - - - - 1.00 - - E' 2.0 million - 1.00 - - t - - 1.00 - - 4 Emin' 1.09 million - 1.00 - - - 1.00 - 4 ' Custom duration factor for wind load = 1.33 ADDITIONAL DATA Shear LC #4 = D+,75(L+C+W), V = 2132, V design = 2040 16s Bending(+): LC #4 = D+.75(L+C+W), M 6076 lbs-ft ' Deflection: LC #4 = D+.75(L+C+W) EI= 977eO6 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) Load combinations: ICBO-UBC ' - --- 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 SCI, manufacturer. " 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor..; WoodWorks® Sizer • SOFTWARE FOR WOOD DESIGN Beam 30-caselb (sw1(.wbc WoodWorks® Sizer 7.0 May 1, 2007 10:52:31 COMPANY I PROJECT - ' VIN'6 ASSOCIATES I Lutz Residence- Via Chianti Stu rctural engineers .I 53055 Via Chianti 31324Via Colinas Ste. 101 1 La Quinta, CA Westla Y.e Village, CA- I V&A Project No. 06-3281 - DESIGN CHECK - NDS 2005 - ' Beam DESIGN DATA: - -- ___________ Material•PSL Lateral support: top= full, bottom= at supports;' .. , Total length: 7.00 [ft] - Load combinations: ICBG-UBC; ' ' LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included<< - Load 1 Type IDistributionl Magnitude I- Location I Units "- - Start End I Start End I _ I---- .. ' I'-----------I ------------I --------- upper rf-dl Dead Partial Ar 30.00 (1.50)• .3.00 7.00 --- psf - upper rf-11 Constr. Partial Ar 8.00 (1.50)' 3.00 7.00 psf wall Dead Partial Ar 16.00 (8.00)• 7.00 psf - _3.00 fl-dl Dead 'Full Area 28.80 (1.33)' psf - fl-11 Live Full Area 20.00 (1.33)` psf - low rf-dl Dead Partial Ar 30.00 (3.00)• 3.00 7.00 psf - ' low-rf-11 Constr. Partial Ar 8.00 (3.00)` 3.00 7.00• psf bm5-dl Dead Point 973 3.00 Its bm 5 -11 Constr. Point 225 3.00 lbs _ seis-1 wind Point -2055. 3.00 lbs •. •Tributary Width (ft) - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ___________________________________________________ I 7.00 ft _ __________I___________________ Uplift I 453 ' Dead I 1054 1394 Live 1 263 292 Total 1 1317 1686 e Load Casey #3 03 _ B, Length 1 0.5 0.64 - - DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf - This section PASSES the design code check. SECTION- vs. DESIGN_ CODE-- (force==bs_=moment=lbs=ft_-deflection=in)__-__--- ' Criterion I Analysis Value I Design Value I Analysis/Design I - --I- ------------I- -----------1--------------- :__I Shear fv = 39 Fv' _ 256 - fv/Fv' = 0.15 Bending(+) fb = 428 Fb' 2615 fb/Fb' = 0.16 Bending(-) fb = 224 Fb' 3689 fb/Fb' = 0.06 - _Liv---D=fl'nOL03--_<L/999----0-23=/3600=14=====____ Total Defl'n -0.01 = <L/999 0.35 L/240 0.02 FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt .= Ci Cn LC# Fv285 0.90 - 1.00 - - - - 1.00 1.00 1 Fb'+ 2900 0.90 - - 1.00 1.000 1.00 1.00"-1.00 1 Fb'- 2900 1.33 1.00 0.955 1.00 1:00 1.00 _ 8 Fcp' 750 '1:00 1.00' E' 2.0 million - 1.00 1.00 8 , Emin' 1.04 million - 1.00 - - - - 1.00 - - - 8 Custom duration factor for Wind. load = 1.33 - ADDITIONAL-DATA c===D ' Shear__ o==_________________ LC #1 = nly, V = 1394, V design - 1086 Its Bending(+): LC #1 = D only, M = 2932 lbs-ft' - Bending(-): LC #8 = .67D+W, M = 1533 lbs-ft Deflection: LC 08 = .67D+W EI= 977eO6 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. - F ' (U=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) . (All LC's are listed in the Analysis output) Load combinations: ICBO-UBC • DESIGN NOTES: - Please verify that the default deflection limits areappropriate ' L for your application. . 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. T - ' ( WOOdWorkS® Sizer' SOFTWARE FOR WOOD DESIGN Beam 30casela (sw7).wbc Woodworks® Sizer 7.0 May 1, 2007 10:53:57 - COMPANY" I. PROJECT "• _ , - VINCI & ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers_ 1 53055 Via Chianti 31324 Via Colinas Ste. 101 . 1L Quinta, CA Westlake Village, CA 1 V&A Project No. 06-3281 " + DESIGN CHECK - NDS 2005 - -. Beam DESIGN DATA: ==================== -------------- ========================================= Material: PSL Lateral support: top= full, bo ttom= at supports; ' Total length: 7.00 [ft) Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location--ft) »Self-weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units I I I Start- End I Start End I ----------------I----=---I------------ I-----------=--I-------------- I---:- upper rf-dl Dead Partial Ar 30.00 (3:50)* 3.00 7.00. _ psf �. upper rf-11 Constr. Partial Ar 8.00 W.50)* 3.00 7'.00 psf ' wall Dead Partial Ar 18.00 (8:00)* 3.Ob 7.00 psf fl-dl Dead Full Area 28.80 (1:33)* psf _ fl-11 Live Full Area 120.00 (1.33)' psf low rf-dl Dead Partial Ar 30.00 (3.00)* 3.00 7.00 psf . low-rf-11 Constr. -Partial Ar 8.00 (3.00)* 3.00 .7.00 psf bm5-dl Dead Point 973 3.00 lbs ' bm 5 -11 Constr. Point 225 3.00 lbs seis-1 wind Point 6565 3.00 lbs ' *Tributary Width (ft) i -REACTIONS -and =BEARING -LENGTHS lbs length=in) ' 'MAXIMUM -(force ----- 1 7.00 ft ----------I------------------- Dead 1 1054 1394 ' Live 1 3418 2369 Total 1 4458 3747 Load Case1 #8 #8 B.Length 1 1.7 1.43 DESIGN SECTION: 2.OE, 290OFb, 3.5x.11.875 @12.988 plf" This section PASSES the design code check. ' SECTION -vs. -DESIGN -CODE---(force=lbs moment=lbs_ft deflection-in) -- - 'Criterion I Analysis Value I Design, Value I Analysis/Design I + Shear fv = 160 Fv' = 379 fv/Fv' = 0:42 ' Bending(+) fb -'1932 Fb' = 3865 fb/Fb' = 0.50 ' Live Defl'n 0.07 = <L/999 0.23 = L/360 0.31 Total Defl'n 0.10 = L/865 0.35 - L/240., 0.28" FACTORS: F/E CD CM • Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.33 - 1.00 - -_- 1.00 ---1 00 8 = Fb'+ 2900 1.33 1.00 1.000 1.00 1.00 1.00 8 Fcp' 750 1:00 - - - 1.00 - - E' 2.0 million - 1.00 - - - - 0 6 1.1.000 - - 8 Emin' 1.04 million .- 1.00 - - .-, - Custom -duration 1-33 ---- ' -factor -for -Wind =load ----- ---- ----.- ADDITIONAL DATA Shear LC #8 = .67D+W, V = 4473; V,design.= 4422 lbs ' Bending(+): LC #8 - .67D+W, M = 13245 lbs-ft Deflection: LC #8 = .67D+W EI= 977eo6 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) Load combinations: ICBO-UBC �. -- --- -----_---------- - DESIGN NO;=E�S=:=�====�===���==========�====== ----------------- = - - =-- 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. ' Woodworks® Sizer -SOFTWARE FOR WOOD DESIGN Beam 30-caselb(sw7).wbc WoodWorks® Sizer 7.0 May 1, 2007 10:54:40 COMPANY I PROJECT V1NCI S ASSOCIATES I Lutz Residence- Via Chianti •_ - ' sturctural_.engineers 1 53055 Via Chianti - 31324Via Colinas Ste. 101 1 La Ouinta, CA - NestlaY.e Village, CA I V&A Project No. 06-3281 - DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: PSL Lateral support: top= full, -.bottom= at supports; Total length: 7.00 Iftl - - - Load combinations: ICBO-UBC; LOADS (force=lbs, pressure=psf, udl=plf, location=ft) _ -+ »Self -weight automatically included<< Load 1 Type IDistributionl Magnitude 1 Location I Units ' - 1 1 1 Start End .I Start End I ---------------- -------- - I I ------------ I -------------- 1___ ----------- I__.__ upper rf-dl Dead -Partial Ar 30.00.-(1.50)' 3.00.- 7,00 psf - upper rf-11 Constr. Partial Ar 8.00 (1.50)' 3.00 7.00 psf wall Dead Partial Ar 18.00 18.001.' 3.00" .7.00 psf fl -dl Dead Full Area 28.80 (1.33)' ` psf - - f1-11 Live Full Area 20.00 (1.33).. psf ' low rf-dl Dead Partial Ar 30.00 (3.00)' 3.00 7.00 psf low-rf-11 Constr. Partial Ar 8.00,(3.00)- 3.00 '7.00 psf _ - bm5-dl Dead Point 973 3.00 lbs .. bm 5 -11 Constr. Point 225 3.00 lbs - seis-1 Wind Point -6565 3.00 lbs 'Tributary Width (ft) - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) • •" - - - - -�- 1 7.00 ft ----------I------------------- -, - Uplift 1 3030 1865 ..• Dead 1 1054 1394 Live 1 263 292 - - _- - - Total 1 1317 1686 Load Casel 03 #3 - B.Length 1 0.5 0.64 - DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (force=lbs,'moment=lbs-ft, deflection=in)- Criterion I Analysis Value I Design Value I=Analysis/Design I -------------- I---------------- I ---------------- I---------`--------1 Shear: fV = 109 Fv' = 379 fv/Fv' = 0.29 ' Bending(+) fb = 428 Fb' - 2615 fb/Fb' = 0.16 Bending(-) fb = 1351 Fb' = 3684 fb/Fb' = 0.37 Live Defl'n -0.09 = L/950 0.23 = L/360 - 0.38- - _ Total Defl'n -0.06 = <L/999 0,35 = L/240 ' 0.18 -FACTORS: F/E CD CM Ct CL CV Cfu'.,. Cr , Cfrt Ci Cn LC# ----------------- Fv• 285 1.33 - 1.00 - - - - 1.00 - 1.00 8 Fb'. 2900 0.90 - 1.00 1.000 1.00 - 1.00 1:00 -. _ 1 - • - Fb'- 2900 1.33 - 1.00 0.953 1.00 _ - 1.00 1.00 - - - 8 Fcp' 750 -- 1.00 - - --- ._ 1.00 - - - a E' 2.0 million - 1,00 - - - - '1.00 - - - 8 _ Emin' 1.04 million - 1.00 - - - - 1.00 - 8 Custom duration factor for Wind load = 1.33 - ,.... •, ADDITIONAL DATA Shear LC 48 = .67D+W, V = 3030, V design = 3030.1bs .. ., Bending(+): LC #1 = D only, M - 2932 lbs -ft - - - Bending(-): LC #8 = .67D+W, M = 9264 lbs -ft - Deflection: LC #8 = .67D+W EI= 977eO6 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) Load combinations: ICBO-UBC 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. _ R-94� WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 31.wbc Wood Works® Sizer tO , May 1, 2007 11:02:34 COMPANY I PROJECT VINCI 6 ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA 1 V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: -------------- Material.: PSL - Lateral support: top= full, bottom= at supports Total length: 11.00 [ft] Load combinations: ICBG -UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units I I i Start End I Start End I ------------- 1--------I-------------I--------------I--------------I----- upper rf-dl Dead Partial Ar 25.00 (3.00)* 0.00 7.00 psf upper rf-11 Constr. Partial Ar 20.00 (3.00)* 0.00 7.00 psf wall Dead Partial Ar 15.00 (8.00)' 0.00 7.00 psf TJI-dl Dead Partial UD 48.0 48.0 0.00 7.00 plf TJI-11 Live Partial UD •'132.7 132.7 0.00. ,7.00 plf low rf-dl Dead Full Area .25.00 (2.50)* psf low-rf-11 Constr. Full Area 16.00 (2.50)* psf bm 3a -dl Dead Point 236 3.50 lbs bm 3a-11 Constr. Point 120 3.50 _ lbs bm 30-d1 Dead Point 955 7.00 lbs bm 30-11 Live Point 448 7.00 lbs. *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length -in) 1 11.00 ft Dead 1 2083 1639 Live 1 1385 973 Total 1 3468 2612 Load Casel #3 #3 B.Length 1 1.32 0.99 DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection -in) ' ---------------- _=========___ Criterion 1 Analysis Value I Design Value I Analysis/Design I. --------------I----------------I----------------I------------------1 Shear fv = 88 Fv' = 285 fv/Fv' = 0.31 Bending(+), fb = 1250 Fb' = 2906 fb/Fb' = 0.43 Live Defl'n 0.08 = <L/999 0.37 = L/360' 0.23 Total Defl'n 0.22 = L/600 0.55 L/240 0.40 FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 1.00 - - - 1.00 1.00 2 Fb'+ 2900 1.00 - i.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - 1.00 - - 3 Emin' 1.04 million - 1.00 - - - 1.00 - - 3 Custom duration factor for Wind load = 1.33" ADDITIONAL DATA Shear LC #2 = D+L, V = 2880, V design 2450 lbs Bending(+): LC #2 = D+L, M - 8.569 lbs -ft Deflection: LC #3 = D+L+C EI= 977eO6 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) Load combinations: ICBO-UBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. r 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. ' DATE: 5/1/2007 V INC I'-& A SS 0,C I ATE S SHEET: PROJECT: Lutz Residence -Via Chianti St, t-1i.rllLnd lieu/i nw.,rs JOB NO.: 06-3281 ' 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: SS La Quinta, CA p-818.575-9531 ,f-'818.575-9581 e - vinci@vincise.com Check Lateral Uplift/Overturning on Beams Check loading per UBC Section 1612.4, equations 12-17 & 12-18 CASE 1A: 1:21 + 0.51- + Em WHERE: CASE 1 B: 1.21 + 0.5L. :Em 4 D = DEAD LOAD 'CASE 2A: .91 4+ Em . L = LIVE LOAD CASE 2B: 0.9 _ m Em = 2.8 E - NOT REQ'D FOR SIMPLE SPAN. ! y BEAM: 31 UPLIFT FROM SW: 1 (T Length) UPLIFT 721 lbs ` ' Em 1.4 x 2.8 x 721 lbs / 1.7 = 1663 lbs ' UPLIFT FROM SW: 7 (4' Length) " UPLIFT`.=,' .,2847 lbs ' Em _, -1.4 x 2.8 x 2,847 lbs / 1.7 6565 lbs - �a .. - • WOOdWOrkS® SIZ@C' ° SOFTWARE FOR WOOD DESIGN Beam 31tasela(swll.wbc WoodWorks@ Sizer 7.0 May 1, 2007 10:59:10 - COMPANY a I - PROJECT VINCI d ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers "1 53055 Via Chianti -. - 31324 Via Colinas Ste..101 I La Quinta; CA Westlake Village „ CA I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 - Beam DESIGN DATA: ________________ Material: PSL _ Lateral support: top= full, bottom= at supports;' .. Total length: 11.00 [ft] Load combinations: ICSO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft)' - »Self -weight automatically included<< �.. Load I Type IDistributionl Magnitude I Location I -Units I I 1 Start End I Start End I ---------------- I -------- , 1------------ I -------------- I --------------- 1----- .upper rf-dl Dead Partial Ar 30.00 13.00)' 0.00._ 7.00 ' psf upper rf-11 Constr. Partial Ar 10.00 (3.00)+ 0.00 7.00 .psf wall Dead Partial Ar 18.00 (8.00)+ 0.00 7,00 psf TJI-dl Dead Partial UD 57.6 57.6. 0.00. 7.00 plf - TJI-11 Live Partial UD 66.4 66.4 0.00 ,7.00 plf .. low rf-dl Dead Full Area 30.00 12.50) - - psf low-rf-11 Constr. Full Area 8.00 (2.50)'. psf - bm 3a -dl Dead Point 283 3.50 •lbs bm 3a-11 Constr. Point 60 3.50 lbs bm 30-d1 Dead Point 1146 - 7:00 lbs bm 30-11 Live Point 224 +7.00 lbs - seis Wind Point 1663 7.00 lbs -Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS - (force=lbs, length=in) • �. - - 1 11.00 ft ---------- ------------------- Dead 1 2485 1953 - Live 1 973 1158 Total I 3458 3111 t Load Case) 04 #4 B.Length 1 1.32 1.19 ######ggqq#q#q#q########q##########q###q####H##############q####q#q####qq##. � '• DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. _ SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in)- - Criterion I Analysis Value I Design Value I Analysis/Design I = --------------I----------------I----------------I------------------I Shear fv = 89 Fv' = 285 fv/Fv' = 0.31 Bending(+) fb - 1698 Fb' = 3865 - fb/Fb' =' 0.44 Live Defl'n 0.09 = <L/999 0.37 = L/360 ". 0.24 Total Defl'n 0.25 = L/531 0.55 = L/240 - 0.45 _ ' FACTORS: F/E CD CM Ct CL " CV Cfu • Cr Cfrt Ci ' -Cn LC# Fv' 285 1.00 - 1.00 - - - - - 1.00 - 1.00 -2 - - Fb'+ '2900 1.33 - .1.00 1.000 1.00 - 1.00 1.00 - - .4 - - Fcp' 750 - - 1.00 - - -" - 1..00 •- _ _ .. E' 2.0 million - 1.00 - - - - 1.00 - - •- 4 Emin' 1.04 million - 1.00 - - - - 1.00 - -. - 4 - Custom duration factor for Wind load = 1.33 i ' ADDITIONAL DATA - Shear LC 02 = D+L, V - 2884, V design = x-2458 lbs - - Bending(+): LC #4 = D+.75(L+C+W), M = 11640 -lbs -ft - - Deflection: LC #4 = D+,75(1,+C+W) EI= 977e06 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) Load combinations: ICBO-UBC• DESIGN NOTES: - • - =.1. - - ' Please verify that .the default deflection limits are appropriate • - for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attachedSCL 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. - - _ WOOdWOrkS® Sizer. SOFTWARE FOR WOOD DESIGN' i Beam 31caselb(swl).wbc WoodWorks@ Sizer 7.0 r May 1, 2007 10:59:46 COMPANY - I � .. PROJECT - ' VINCI a ASSOCIATES F Lutz Residence- Via Chia nti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101._ 1 La Quinta, CA Westlake Village, CA -.� I VLA Project No. 06-3281 DESIGN CHECK=I-= NDS Beam DESIGN DATA: _ - _2005=.. Material: PSL Lateral support: top= full, bottom= at supports:. . Total length: 11.00 [ft] - - - Load combinations: ICBO-UBC; ' LOADS: (force=lbs, pressure=psf, udl=plf, Location ftl ,. »Self -weight automatically included<< Load I TypeIDistributionl Magnitude', 1 Location 'I Units - 1I 1 Start End I Start End I _SSS--I--------I------------I--------------1-,-------------I----- upper rf-dl ' Dead Partial Ar 30.00 (3.00)' :0.00 7,00 psf upper rf-11 Constr_ Partial Ar 10.00 13.00)• 0.00 7.00 psf wall Dead Partial Ar 18.00 (8.00),' 0.00 .7.00 - psf - TJI-dl Dead Partial UD 57.6 57.6 .0.00 .7.00 plf - TJI-11 Live Partial. UD 66.4 66.4 0.00 '7.00 plf low rf-dl Dead Full Area ,30.00 12.50)' psf ' low-rf-11 Constr. Full Area 8.00 .(2.50)' psf • bm 3a -dl Dead Point 283 .3.50 lbs bm3a-11 Constr. Point- 60 3.50 lbs bm 30-d1 Dead - Point - 1146 -7,00 lbs bm. 30-11 Live Point 224 7.00 lbs seis wind Point -1663 7.00 lbs '.Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 11 00 ft 1 ------------------- ----------SSSS--- Dead DeadI 2485 1953 - - Live I 692 486 - - Total 1 3178 2439 - - Load Casel 03 43 =B_Leng[h-I--1-71=====0-93====1______________________"=___________________ .90940004####4#000#4#q#9##4##000##0#####0##4#q##########9440###9##9044###### _ DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf _ This section PASSES the design code check.. ##4000#0#40#0###44009##q#0###400#909##0090####94#4###40#40490##q#q###9##### ' SECTIO=n-vsDESIGe=CODE(force=lbsmome=t-lbs_�t Zn== in)_--__- Criterion I Analysis Value I Design Value I Analysis--------- - i - ------------- I - SSSS----------I------=--------I-=SSSS--SSSI Shear fV = 89 Fv' = 285 fv/Fv' _, 0.31. - - - Bending(+) fb = 1251 Fb' = 2906 fb/Fb' = 0.43 0-11 37 ===L/360G== T ' -otal=Deft'=n====004<L/999=G==0 Total Defln 0.20 =. L/648. 0.55 = L/240 0.37 •,' -_-= == FACTORS: F/E CD CM - Ct CL CV Cfu -Cr Cfrt.. Ci -FV =====2851==1.00=GG-1 _-_ Cn LC# i 00== __1 00-=G-- 1..00 2 Fb'+ 2900 1.00 - 1.00 1.000 1.00 - 1.00. 1.00 - - .2- Fcp' 750 - - 1.00. - - .- - 1 _ E' 2.0 million - 1.00 - - - -000 1 0 - `3 .. -' Emin' 1.04 million - 1.00 - - 1.00 _ ^3 - Custom duration factor for Wind load = 1.33 - - ADDITIONAL DATA y - Shear :.LC #2 = D+L, V-= 2884,'V design = 2458 lbs ' Bending(+): LC.#2 = D+L, M =- 8572 lbs -ft ' Deflection: LC 03 - D+L+C. EI= 977eO6 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=doncentrated) - (All LCI s are listed in the Analysis output( Load combinations:'ICBO-UBC ------------------- DESIGN NOTES: V 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 .t 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. - - WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN j Beam 31casela(sw7).wbc WoodWorks® Sizer 7.0 May 1, 2007 11:00:32 COMPANY -I PROJECT . VINCI d ASSOCIATES I Lutz Residence -Via Chianti sturctural engineers 1 53055 Via Chianti - 31324 Via Colinas Ste. 101 - I La Ouinta, CA ' Westlake Village; CA I V&A Project No. 06-3281 " DESIGN CHECK - .NDS 2005 Beam DESIGN DATA: - Material: PSL Lateral support: top= full, bottom= at supports; Total length: 11..00 [ft] Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure-psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units, I I I Start End I Start End I ---------------- I -------- I ------------ I -------------- I -------------- I ----- ` upper rf-dl Dead Partial Ar 30.00 (3.00)+ '0.00 7.00 psf upper rf-11 Constr. Partial Ar 10.00 (3.00)` 0.00 7.00 psf - wall Dead Partial Ar 18.00 (8.00)' 0.00 7.00 psf ' TJI-dl Dead Partial UD 57.6 57.6 -0.00 7.00 plf " TJI-11 Live Partial UD 66.4 66.4 0.00 7.00 plf low rf-dl Dead Full Area 30.00 (2.50)' _ psf " low-rf-11 Constr. Full Area _ 8.00 (2.50)' - psf bm 3a -dl Dead Point 283 3.50 Its bm 3a-11 Constr. Point 60 3.50 lbs bm 30 -dl Dead Point 1146 7.00 lbs - bm 30-11- Live Point 224 7.00 lbs - - seis Wind Point 6565 7.00" lbs 'Tributary Width (ft) - - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 11.00 ft ---------- ------------------- Dead 1 2485 1953 " Live 1 2310 3557 - Total 1 4795 5486 Load r_asel 04 #8 - B.Length 1 1.83 2.09 DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf . This section PASSES the design code check. SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) - Criterion 1 Analysis Value,l Design Value I Analysis/Design I " -------------- I ----------------I-------------- I ------------------I Shear fv = 196 Fv' = 379 fv/Fv' 0..52 Bending(+) fb = 3141 Fb' = 3865 fb/Fb' _ 0.81 } Live Defl'n 0.25 = L/530 0.37 = L/360 0.68 Total Defl'n 0.41 = L/321 0.55 = L/240 - 0.75 FACTORS F/E = CD CM Ct = CL CV Cfu= = Cr, Cfrt Ci Cn LC# -Fv-----.285i=33===_====1.00_______ i=00===- 1.00 8 Fb'+ 2900 1.33 - 1.00 1.000 1.00 - 1.00 1.00 - - 8 y. Fcp' 750 - - 1.00 - - - - , 1.00 E' 2.0 million - 1.00 - - - - "1.00 - - - 4 Emin' 1.04 million - 1.00 - - - - 1.00 - - 4 Custom duration factor for Wind load = 1'..33 ADDITIONAL DATA - Shear LC #8 = .67D+W, V = 5510, V design = 5438 lbs Bending(+): LC 98 = .67D+W, M = 21532 lbs -ft - - Deflection: LC #4 = D+.75(L+C+W) EI= 977eO6 1b-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) - Load combinations: ICBG -UBC - - 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 SCLmaterials. They can be changed in the database editor. - WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 31caselb(sw7).wbc WoodWorks,@ Sizer 7.0 + May 1, 2007 11:01:44 COMPANY 'J - PROJECT .. VINCI d ASSOCIATES I -Lutz Residence- via Chianti sturctural engineers 1 53055 Via Chianti .. ` 31324 Via Colinas Ste 101_ ILa Quinta, CA Westlake Village, CA I V&A Project No. 06-3281 - . DESIGN CHECK NDS 2005 - - Beam DESIGN DATA: -, - Material: PSL Lateral support: top= full, bottom= at supports; Total length: 11.00 [ft) Load combinations: ICBG -UBC; - LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude .I Location -I Units I I I Start End I Start End I ------------ I -------------- I_______ -_____.I_____ upper rf-dl Dead Partial Ar -30.00 (3.00)' .0:00 7.00 psf upper rf-11 Constr. Partial At 10.00 (3.00)+ 0.00 7.00.psf , wall Dead Partial Ar 18.00 (8.00)•. 0.00 7.,00`.. psf TJI-dl Dead Partial UD 57.6 57.6- 0.00 '7.00 plf TJI-11 Live Partial UD 66.4 66.4 0.00 - 7..00 plf - - low rf-dl Dead Full Area 30.00 (2.50)' psf low-rf-11 Constr. Full Area 8.00 (2.50)` psf - bm 3a -dl Dead Point 283 3.50 lbs . bm,3a-11 Constr. Point 60 3.50 'lbs - bm 30-d1 Dead Point 1146 7,00 `, lbs bm 30-11 Live Point 224 - 7.00 lbs- �. seis Wind Point -6565 7.00 lbs' •Tributary Width (ft) - - - - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) •-- ^' f 1 11.00 ft ------------------- Uplift 1 698 2846 Dead 1 2485 1953- Live 1 692 486 - Total 1 3178 2439 - - Load Casel 03 03 - - - B.Length 1 1.21 0.93 aaaaaaa#aa#a##aaaaaa#a#aaa##a#aa##a#aa##a##aaaa##a##a#a#a#aaa#####N##a##a## DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf - - This section PASSES the design code check. - - - - aaa#a#aaaa##aaaaaaaaaaaaaa##aaaaaaaaaaaa##aaaa#aapa#aa#.aaaaaa##d#aaaaaaaaaa�" SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) ,• = Criterion I Analysis Value I Design Value I Analysis/Design I - --------------1----------------I----------------I------------------I Shear fv = 89 Fv' = 285 fv/Fv' 0.31- •- Bending(+) fb = 1251 Fb' = 2906 - fb/Fb' = 0.43 Bending(-) fb = 1735 Fb' = 3491 fb/Fb' = 0.50 Live Defl'n -0.34 = L/386 0.37 = L/360 - 0.93 - - Total Defl'n -0.18 = L/734 0.55 = L/240 0.33 .. FACTORS: F/E CD CM Ct CL Cv Cfu Cr' Cfrt Ci- Cn LCR.' - Fv' 285 1.00 - 1.00. - - - .-1.00 1.00 '2 Fb'- 2900 1.00 - 1.00 1.000 1.001.00 1.00 - - 2 - - Fb'- 2900 1.33 - 1.00 0_.903 1.00 - 1.00 1.00 8. - Fcp' 750 - - 1.00 - _ - - - 1.00 - - - - E' 2.0 million - 1.00 .- - - - 1.00 - - 8 Emin' 1.04 million - 1.00 - - - - '1.00 - 8 Custom duration factor for Wind load = 1.33- - ADDITIONAL DATA - Shear LC 02 = D+L, v = 2884, V design'= 2458 lbs • - - - Bending(+); LC 02 = D+L, M = 8572 lbs -ft Bending(-): LC 08 = .67D+W, M =- .11890 lbs -ft - Deflection: LC a8 = .67D+W EI= 977e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. - - ID=dead L=live S=snow W=wind I=impact ' C=construction CLd=concentrated) - (All LC's are listed in the Analysis output) - - Load combinations: ICBO-UBC 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. - `- ' • ' Woodworks® Sizer SOFTWARE FOR WOOD DESIGN ! Beam 32.wbc WoodWorks® Sizer 7.0 May 1, 2007 11:14:51 COMPANY I PROJECT - VINCI a ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1.53055 Via Chianti - 31329 Via Colinas Ste.' 10.1 I La ouinta, CA Westlake Village, CA I V6 Project No. 06-3281. - DESIGN CHECK - NDS. 2005 - Beam DESIGN DATA: Material: PSL Lateral support: top= full, bottom= at supports;" Total length: 9.50 [ftl Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ------------------- - - -------------- Load Load I Type IDistributionl Magnitude I Location I Pat- - I I I Start End I Start End I tern ----------------I--------1------------I--------------I--------------1------ - upper rf-dl Dead Partial Ar 25.00 (1.50)+ 0.00 3.50 No, upper rf-11 Constr. Partial Ar 16.00 (1.50)` 0.00 3.50 No. wall Dead Partial Ar 15.00 (8.00)' 0.00' .3:50 No t fl -dl Dead Full Area 24.00 (1.33)` No fl -11 .Live Full Area 40.00 (1.33)' No - - low rf-dl Dead Partial Ar 25.00 (3.00)` - 0.00 3.50" No low-rf-11 Constr. Partial Ar 16.00 (3.00)' 0.00 3.50 No - bm 29-d1 Dead Point - 632; 0.00 No bm 29-11 Live Point 627 0.00 Yes bm 31 -dl Dead - Point 2083 3.50 No _ " bm 31-11 Live Point 1385 ,3.50 Yes - 'Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ____-__-_--___ , ______________ 1 1.50 8.00 ft - - I ---------- ---------------------------- Dead 1 3354 601 Live 1 2328 559 . Total 1 - 5682 1160 - - Load Casel a0 03 09 - B.Length 1 0 1.79 0.5' .. Cb 1 0 1.21 1 'Min. bearing length for beams is 1/2" for exterior supports- agaaaaagaqaaaaaaqaaqaaaaaaaqaaqqaaaaaaaaaaaqaaaaqaaaaaaaaqaaaaaaqaaaqaaaaaa DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf - This section PASSES the design code check. - aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaanaaaaaaaaaaaaaaaaaaaaaaaq =CODE - • SECTION vs DESIGN (force=lbs moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I '-------------1----------------I----------------I------------------I .. - " Shear fv = 122 Fv' = 285 fv/Fv' = 0.43" - - Bending(+) fb = 751 Fb' = 2906 fb/Fb' = 0.26 , Bending(-) fb = 326 Fb' = 2694 fb/Fb' = 0.11 - Deflection: - Interior Live 0.02 = <L/999 0.27 = L/360 :'0.09 - - Total 0.05 = <L/999 0.40 = L/240 0.12 Cantil. Live -0.02 =-<L/999 0.10 = L/180 0.16 Total -0.03 = L/611 0.15 = L/120 0.20- - FACTORS: F/E CD CM -Ct CL CV Cfu Cr Cfrt Ci Cn LCa Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb', 2900 1:00 - 1.00 1.000 1.00 - 1.00 1.00 - - 6 Fb'- 2900 1.00 - 1.00 0.996 1.00 - 1.00 1.00 - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00: - 9- - Emin' 1.04 million - 1.00 - - - ,- 1.00 - - 9 Custom duration factor for Wind load = 1.33 • - z . ADDITIONAL DATA - - - Shear LC 02 = D+L, V = 3683, v design = 3370 lbs _ Bending(+): LC 06 = D+L (pattern: L), M = 5149 lbs -ft Bending(-): LC 92 = D+L, M = 2246 Lbs -ft- Deflection: LC 09 = D+L+C (pattern: L) EI= 977e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (LI -dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) _ • "- (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) Load combinations: ICBO-UBC _ 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. 4. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. - DATE: Siv2oo7 VINCI & ASSOCIATES PROJECT: Lutz Residence -Via Chianti 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 La Quinta, CA p-818.576-9531 f-818.575-9581 e-vinci@vincise.com SHEET: C6 -425 JOB NO.: 06-3281 ENGR.: SS Check Lateral Uplift/Overturning on Beams Check loading per UBC Section 1612.4, equations 12717 & 12-18 CASE 1A: 1.2D + 0.51- +_ Em WHERE: CASE 1 B: 1.2D"+ 0.51L - Em D = DEAD LOAD CASE 2A: 0.9D +'Em L = LIVE LOAD CASE 26: 0.9D - Em Em = 2.8 E • WoodWorks® Sizer'SOFTWARE FOR WOOD DESIGN ( Beam 32-casela.wbc Woodworks® Sizer 7.0 May 1, 2007 11:07:34 ' - COMPANY PROJECT VINCI a ASSOCIATES I Lutz Residence- Via Chianti' sturctural. engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village,,CA I VLA ProjectNo. 06-3281 DESIGN CHECK - NDS 2005 •. Beam DESIGN DATA: _ .,_ •_ - -. Material: PSL - v Lateral support: top= full, bottom= at supports; - - Total length: 9.50 (ft] Load -combinations: _ICBO_=BC________________ LOADS: (force=lbs, pressure=psf, udl=plf, location.ft) »Self -weight automatically -included« - - Load I Type IDistributionl Magnitude I Location I Pat- - - I I I Start End I Start End 1 tern ----------------I---�----I------------I----------- .. I---- - ------ I---- upper rf-dl Dead Partial Ar 30.00 (1.50) 0.00 3 50 No upper rf-11 Constr. Partial Ar 8.00 (1.50) 0.00 .3.. 50 No - wall. Dead Partial Ar 18.00 (8:00).` 0.00 - 3.50 No fl -dl Dead Full Area 28.80 (1.33)No - - - fl -11 Live Full Area 20.00 (1.33)` No low rf-dl Dead Partial Ar 30.00 (3.00).`. 0.00 3.50 No- ' low-rf-11 Constr. Partial Ar --8-00 (3.00)` 0.00 3.50 - No bm 29-d1 Dead Point 758 0.00 No bm 29-11 Live Point 313 0.00 Yes - bm 31-d1 Dead Point _ 2500 ,3.80 No bm 31-11 Live Point 692. - 3.50 Yes seis Wind Point 1663 3.50 • No `Tributary Width (ft) I MAXIMUM REACTIONS and BEARING.LENGTHS (force=lbs, length -in) ==fi====-___ ____,====I=======1.50====6=00 - 1 =_________ _. .. •. 1 --- I--------------------------- Dead I 4010 711 Live 1 1808 476 - - + Total 1 5818 1189 Load Case l 00 #4 04 - -_ • B.Length 1 0 1.84 O.S. - • - _.F Cb 1 0 1.2 1 'Min. bearing length for beams is 1/2" for exterior supports DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf This===ction-PASS=S-the-de=ign-code-check= ' SECTION vs. DESIGN CODE (force=lbs, moment-lbs-ft,'deflection=in) ------------------------- Criterion I Analysis Value I Design Value I'Analysis/Design 'I ------------ --------- - .. ---------------. Shear fv = 112 Fv' = 285 fv/Fv' = 0.39 Bending(+) fb = 659 Fb' = 2906 fb/Fb' = 0.23 ' Bending(-) fb = 291 Fb' = 2894 - fb/Fb' = 0.10 Deflection: Interior Live 0.02 = <L/999 0.27 = L/360. .e 0.08 Total 0.05 = <L/999 0.40 = .L/240 .. '0. 13 Cantil. Live 0.14 0,01-=-<L/9990.10-=--L/180--- Total -0.03 = L/580 0.15 = L/120 0.21 -----_- f FACTORS: F/E CD CM Ct CL CV= Cfu Cr Cfrt Ci Cn_LC# Fv' 285 1.00 - 1:00 - - - -. 1.60 - -.1.00 2 Fb'+ 2900 1.00 - 1.00 1.000. 1.00-- 100 1.00- LO _ Fb'- 2900 1.00 1.00 0-996 1.00 - 1.00' 1.00 = 2 Fcp' 750 1.00 1.00 = E' 2.0 million - 1.00 - •1.00 - -4 Emin' 1,04 million - 1.00 - - 1.00 - -- 4 Custom duration factor for Wind load = 1.33 - ADDITI=ONAL=DATA ' = Shear LC 42 = D+L, V = 3445, V design = '3109 lbs Bending(+): LC 010 = D+L (pattern: L), M = 4520 lbs -ft Bending(-): LC #2 = D -L, M = 1994 lbs -ft Deflection: LC #4 - D+.75(L+C+W) EI= .977eO6 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)' (Load Pattern: s=S/2, X=L+S or L+C, = no pattern load ,in this span) - Load combinations: ICBO-UBC - ______-------- DESIGN -NOTES_====___._____________ 1. Please verify that the default deflection limits are appropriate for your application. _. 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 Thecan be changed in the database editor. - 4. The critical deflection value has been determinedusingmaximum + back -span deflection_ Cantileverdeflectionsdo not govern design. '. - May 1, 2007 11:08:17 i Woodworks® Siler SOFTWARE FOR WOOD DESIGN Beam 32-casetb.wbc r WoodWorks® Sizei 7.0 COMPANY - I ' PROJECT -• ' - ` ' VINCI a ASSOCIATES I Lutz Residence- Via Chianti _ sturctural engineers 53055 Via Chianti ' 31324 Via Colinas Ste. 101 I La Ouinta, CA . - Westlake Village, CA I V&A Project No. 06-3281- - DESIGN CHECK NDS 2005 j - °• ' Beam DESIGN DATA_====____ Material: PSL Lateral support: top= full, 'bottom= at supports; Total length: 9.50 Ift) ` ==Load combinations__ ICBO_UBCo LOADS: (force=lbs, pressure=psf, udl=plf, location ft) »Self -weight automatically included« ----------------------------- Load I Type I.Distributionl Magnitude ..1 Location I Pat- I I I Start End'i Start End I'tern _I--------I------------I-- --------I----- ------ I ---- upper rf-dl Dead Partial Ar 30.00 (1.50)* 0.00 3.50 No _ upper rf-11 Constr. Partial Ar 8.00 (1.50)* 0.00 3.50 No, wall Dead Partial Ar 18.00 (8.00)•-. 0.00' 3.50 No fl -dl "Dead Full Area 28.80 .(1.33). No f1-11 Live Full Area - 20.00 (1.33)+ - No. - low rf-dl Dead Partial Ar 30.00 (3.00)` 0.00 No ' .3.50 low-rf-11 Constr. Partial Ar 8.00 (3.00)* 0.00, 3.50 No bm 29-d1 Dead Point 758 "0.00 No ' bm 29-11 Live Point 313 0.00 Yes bm 31-d1 Dead Point 2500 3.50. No _ bm 31-11 Live Point ' 692 3.50 ti' Yes Point 1663===== s=ributath ' 'Tributary Width (ft) ( ft3"--No__ =and ----3=50 ------ MAXIMUM REACTIONS BEARING LENGTHS .(force=lbs, length -in) T I 1.50 8.00 ft - ---- =----I------------- -------- ----- Dead 1 4010 -711 ' Live 1 1164 280 ". TotalI 5174 991 ' Load Ca sel 00 a3 013 B.Length 1 ` 0 1.6 0.5• ' Cb 1 0 1.23 1 +Min.,bearing length for beams is 1/2" for exterior supports ggqaaaa#gagaa#aaaggqqaaa#aaaaagaagaaa##gagaaaN#a##aaaaa##aaaaa##aa####aaq#q • DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf. T==s-section bheck=====____ -PASSES =the #0, ##§ -design==ode SECTION vs. DESIGN CODE (force -lbs, moment=lbs-ft, deflection=in) ' -------------- - Criterion ' I Analysis Value I Design Value I-Analysis/Design I- --------------1----------------1----------------I`-----------------1 - -�. Shear fv = 112 Fv' = 285 fv/Fv' 0.39 Bending(,) fb = 659 Fb' = 2906 fb/Fb' 0.23 -. Bending(-) fb = 291 Fb' = 2894 fb/Fb' - 0.10 Deflection: Interior Live -0.03 = <L/999 0.27 = L/360 - -0.12 - . . Total -0.00 = <L/999 0.40 = L/240. 0.00- . Live 0.02_===L/868_ ' -Cantil T-0.03 otal 0.00 <L/999 0.15 L/120 0 03 ---0=10_===L/180===--- -_ _ --0-21 FACTORS: F/E CD CM ''Ct CL CV Cfu Cr =Cfrt �Ci Cn =__====1 =Fv'--===285 LC# 1.00 00====________- __==-=1.001 00 ..-2 Fb'+ 2900 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 10 - F 2900 1_00 1.00 0.996 1.00 1.00 1.00 2 _ _ Fcpcp' 750 1.00 '1.00 E. 2.0 million - 1.00 `1.008 ` Emin' 1.04 million - 1.00 ' - - - 1.00• - - 8., - Custom duration factor for wind load 1.33 AUUITIONAL-DATA_====______________ Shear LC 02 = D+L, V = 3445 v design 3109 lbs, Bending(+): LC 910 = D+L (pattern. L), M = 4520 lbs -ft ., �• Bending(-): LC 02 = D+L, M = 1994 lbs -ft , Deflection: LC N8 = ,67D+W EI= 977e06 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) ' - (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) ^• Load combinations: ICBO-UBC DESIGN NOTES: - - - - 'I. Please verify that thedefault 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. ' • 4. The critical deflection value has been determined using maximum - s back -span deflection. Cantilever deflections do not govern design.', _ + May 1, 2007 11:08:17 i et 4S j WOOdWOPkS® Sizer SOFTWARE FOR WOOD DESIGN Beam 32case2a.4c WoodWorks@ Sizer 7.0 May 1, 2007 11:11:31 ' - COMPANY I PROJECT VINCI a ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 I La Quinta, CA - Westlake Village, CA I VSA Project No. 06-3281. DESIGN NDS Beam DESIGN DATA: , _CHECK -2005=====_____________________ ===== Material: PSL Lateral support: top= full, bottom= at supports; . Total length: 9.50 (ft) Load combinations: ICBO-UBC; ' LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionj Magnitude I Location. I Pat- I I I Start End) Start End I tern- ----------------I'-------I------------I-------------- ' I--------------I----- upper rf-dl- Dead Partial Ar 22.50 (1.50)• 0.00 .3.50 No wall Dead Partial Ar 13.50 (8.00)' 0.00 3.50 No fl -dl _ Dead "Full Area 21.60 (1.33)' No low rf-dl Dead Partial Ar 22.50 (3.00)- 0.00 3.50 No bm 29 -dl Dead Point 569 - 0.00 No bm_3buta---_----- Dead ' seis Wind Point 1012 ;3.50 No --Point •Tributary Width (ftl --- ----__---1875_=-------__3:50-_--__-----No_- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 1.50 8.00 ft I======_=___ ---------- I -----=----- ----- ------------ Dead I 3026 546 Live I 89 Total I 3026 619 s Load Casel #0 #1 #2 ' B.Length I 0 0.78 0.5` Cb 1 0 1.48 1 •Min. bearing length for beams is 1/2" for exterior supports qq#ggqq#qq####q##ggqqqq######qq########q##q#######qq#q#qq#qq###qqH#q###q#q# DESIGN ; This section PASSES the design code check. ' -SECTION: ####qqq#qq##q####q#qq##q#q#qq#q##qq##ggqqq####qq######q#qq########ggqq###q# ----2.0E=--2900Fb=_3.5x11.875--@12.988=p1f------------------ SECTION Vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) = , Criterion I Analysis Value I Design Value I Analysis/Design I -------------- ----- ----- Shear fv = 67 Fv' = 256 fv/Fv' = 0.26 Bending(+) fb = 368 Fb' = 2615 fb/Fb' =. 0.14 Bending(-) fb = 164 Fb' = 2606 fb/Fb' 0.06 Deflection: Interior Live 0.01 = <L/999 0.27 = L/360 0.02 Total0.03 = <L/999 0.40 = L/240. .- 0.07 _ Cantil. Live -0.01 = <L/999 0.10 = L/180 0.05 Total -0.02 = L/997 0.15 = L/120 0.12 _______________________________________________________________ FACTORS: F/E CD CM Ct CL ' CV Cfu Cr Cfrt Ci Cn =0.90.=======1.00 LC# - ___ ___1 00 - = 1.00 Fv'-====285= 1 Fb'+ 2900 0.90 1.00 1.000 1.00 1.00 1.00 1 Fb'- 2900 0.90 1.00 0.996 1.00 1.00 1.00 1 Fcp' 7501..00 1.00 ". E' 2.0 million - 1.00 - - - - 1.00 - - 2 Emin' 1.04 million - 1.00 - - - - 1.00 - - 2 Custom duration factor for wind load = 1.33 ' ADDITIONAL_ DATA-====___�_____ Shear LC 91 = D only, V = 2081, V design = 1845 lbs Bending(+): LC 01 = D only, M =' 2525 lbs -ft Bending(-): LC #1 = D only, M = -1121 lbs -ft Deflection: LC 02 = .67D+W EI= 977e06 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) Load combinations: ICBO-UBC DESIGN NOTES•______________________________________________________________ 4 1 Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS iStructural 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. ' 4. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. 1 ' r • ` WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN = Beam 32-case2b.wbc Woodworks® Sizer 7.0 a May 1. 2007 11:14:26 COMPANY - I - PROJECT .. VINCI d ASSOCIATES I Lutz Residence -.Via Chianti sturctural engineers - - 1 53055 Via Chianti - .31324 Via Colinas Ste. 101 1 La Quinta, CA - - - Westlake Village, CA,., - ,1 V&A Project No. 06-3281 - DESIGN CHECK - NOS 2005 Beam DESIGN DATA: - _______________evee=cccvvvvege-==v=vve==eve==ec mc=v=veeevvveevv-====veve Material: PSL -- - - Lateral support:•top= full, bottom= at supports; ., r Total length: 9.50 Ift1 - - Load combinations: ICBO-UBC; - ______ LOADS: (force=lbs, pressure=psf, udl=plf, location=.ft) ' - »Self -weight automatically included<< - Load I Type IDistributionl Magnitude I Location I Pat- at- w ' I 1 Start. End,l Start End. I tern., , 1 ......... ----------------I--------I----`-------I- -------------,I--------------1----- , upper rf-dl - Dead Partial Ar 22.50 (1.50)' 0.00 3.50 No. wall Dead Partial Ar 13.50 (8.00)• 0.00 3.50. No • - fl -dl Dead full Area 21.60 (1.33)' _ No low rf-dl Dead Partial Ar 22.50•(3.00)• 0.00 3:50 No- bm 29-d1 Dead Point 569 0.00 - No - - _ bm 31-d1 Dead Point 1875 r 3.50 No - - seis Wind Point =1663 3.50 No `Tributary Width (ft). ---------------__===-=c=-===_____________=====c=====____________________ - - - MAXIMUM REACTIONS and BEARING LENGTHS, (force=lbs, length -in)----------------- ____________________c=c===ecce====ccccc=ccc=====____________ 1.50 8.00 ft ----------I---------------------=------ , Uplift 1 33 Dead 1 3026 546 ., Live I _ .Total 1 3026 546 Load Casel #0 01 01 B.Length 1 0 0.78 0.5•- - Cb 1 0 1.48 1 - 'Min. bearing length for beams is 1/2" for exterior supports DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check._ - qqq########qq######flq##q#ggqq#qq###qq##q###q###qqq#q#q###########q##q#qq##.# - - SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value -1 Analysis/Design 'I _ '-------------- I---------------- 1 ---------------- ---------- I --------I Shear fv = 67 Fv' = 256 fv/FV' = 0.26 •• Bending(+) fb = 368 Fb' = 2615 ,fb/Fb• '= 0.14 •. • - ' Bending)-)- fb = 164 Fb' = 2606 fb/Fb' 0.06 - Deflection: - Interior Live -0.03 = <L/999 0.27 = IL/360 0.11 Total -0.01 = <L/999 0.40 = L/240 0.01 _ Cantil. Live 0.02 = L/928 0.10 = L/180- ' .0.19 Total 0.01 = <L/999 0.15 = L/120 - 0.05" - FACTORS: F/E CD CM Ct CL CV Cfu Cr- Cfrt Ci Cn LC# • - Fv' 285 0.90 - 1.00 - - -.. - 1.00 - - 1.00 1 - ..-- _ Fb'+ 2900 0.90 - 1.00 1.000 '4.00 - " 1:00 1.00 - - Fb'- 2900 0.90 - , 1.00 0.996' 1.00. - 1.00 -1.00 - - 1 .. Fcp' 750 - - 1.00 - - - - 1.00, - - • - - - ' _ E' 2.0 million - 1.00 - - - - 1.00 -.. - 2 . Emin• 1.04 million - 1.00 - - •1:00 - - 2_ - Custom duration factor for Wind load = 1.33, -; - .ADDITIONAL DATA ---------------- Shear LC #1 = D only, V = 2081; V design = 1845 lbs - Bending(+): LC 01 = D only, M = 2525 lbs -ft. Bending(-): LC 01 = D only, M = 1121 lbs -ft' Deflection: LC #2 - .67D+W EI= 977eO6 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)} r (All LC's are listed in the Analysis output)- Load combinations: ICBO-UBC •- -` _ . 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. 4. The critical deflection value has been determinedusing maximum back -span deflection. deflection. Cantilever deflections, do not govern design. asneTO SON 30 suOTSTAoad a41 01 6urpao00e palaoddns ATTeaaleT aq TTe4s saagwaw 6uTpuaq aagwnT uneS .Z uoTleoTTdde anoA ao; aleradoadde aTe SITWTT uOT109T;ap 4Tne;ap a41 1241 AJ TaaA aseaTd '1 :SSION NOIS30 08n -080I :suo;leuTgwoo peo7 (lndlno srsATeuV a41 uT pe1sTT aae s,07 TTV) (palea1u90uo0=p70 uoT10na1suo0=0 1oedWT=I- puTn=M nous=S 9ATI=7 peap=o) •uoT7aaT3a4 peoq 9AT7 + (uoTloaT;au peo7 pea0)00•T = uoT7oai3a0 Te10I ZuT.-qT 90960£ =I3 3+7+0 = E# 07 :uOT1oaT390 13-sqT 9ZTZ = W '7+0 = Z# 07 :(+)6uTpuag sqT LEOZ="u6Tsap A '08ZZ = A '1+0 = Z# 07 : aea4S --VIVO 7VNOIIIOOV E£'T ="peOT puTM 103 ao10e; uoTleanp Woisn0 E 00'1 00'T - - - 00'1 00'T uoTTTTw 00'0 uTw3 E - 00'T 00'T - - - - 00'T 00'1 uoTTTTw 9'T .3 00'T 00'T - - - - 00'1 00'T - 9Z9 do3 Z - 00'T 00'T 00'T' 00'1 000'i 000'T 00'T 00'T 00'T OOZT +.q3 Z 00't 00'1 00'T - - - - 00'T 00'i 00'T OLT A.3 #07 u0 TO 1130 a0 n30 30 70 10 W0. O0 3/3 :SHOI0V3 TT'0 06Z/7 = OZ'O 666/7> = 00'0 u.TJ90 Telol 90'0 09E/7 = ET'0 666/7> - 10'0 u.T3a0 aAT7 T6'0 = .q3/q3 OOZT = .q3 966 = q3 (+)6urpu9e 66'0 = .A3/A3 OLT = .A3 6L = A3 aea4S I------------------1----------------I----------------I-------------- I u6TSap/sTslTeu'd 19nTeA u6Tsad I anTeA sTsCTeuV I uoraalTJ3 (uT=uoTjo9T;9p 'Tsd=ss9als) 3000 NOIS3o 'SA NOI103S ------------------------------ ------=--------====---=-_===================---- _ ########################################################################### •:(0940 apo0 u6TS8p a41 S3SSVd uOTlOas sT4l 3Td 86L'6 0 8x9 'T '0N 7-aT3'O'. :NOII03S N9IS30 ########################################################################### -------------65'0 EL'O 1416ua7•e E# E# lase0 peo7 9981 STS- 1 Telol Z9L 6E6 I aAT7 ZOTT 9LST I peap ---------------I---------- 19 00'6 I (uT=416uk 'sqT=90103) SHIDN37 JNIdV38 pue SNOII0V3H WnWIXVW (13) 41PTM Aj e7ngTal. SqT0011 6Z6 luTOd 9AT7 TT -6£ Wq sqT 00'T LETTluTOd peao Tp -6£ Wq 3Td Z`T6T i 70n TTn3 aAT7 TT- TEl 3Td 9'60T Ton TTn3 peal TP- Til ;sd 00'6 -09'0 .(00'8) 00'91 SV TeTlaed peap TTen 3Td 00'6 0910 O'OZT VOLT epTozadeal •a2suo0 TT -31 aaddn 3Td 00'6 09'0 O'OST S'ZTZ eprozedeal peap Tp -;a aaddn - ----I--------------I--------------I------------I--------i---------------- I pu3 11e1S I pu3 11e1S I I I s1Tun I uoTleoo7 I apnaTu6eW IubTingTalsTdl adCL I peo7 >>papnTOuT ATTeOTlewolne lg6Tan-;TaS<< (1;=uoTleooT '3Td=Tpn ';sd=aanssaad 'sqT=90ao3) :SOV07 !oen-0801 :suoTleurgwo0 peo7 [13) 00'6 :416uaT Telol :slaoddns 1e =wolloq 'TTn; =dol :laoddns Teaale7 1;os-aagwTL :TeTaalew :Vivo NDIS30 weae SOOZ SON - NO3HJ N9ISM T8ZE-90 '0N 10aCOad VIA I v0 'a6eTTTA a>IeT1saM V0 'eluin0 e7 I TOT 'a1S seuTToO eTA 6ZETE T1ueT40 eTA SSOES I saaauT6ua Tean10an1s TlueT40 eTA-abuapTSag zin7 I S3IVI00SSV 9 IONIA I03fONd I ANVdWOO LS:OZ:LL LOOZ'&ABW O'LJaz!s®slioMpooM agM'S£weag NOIS3a doom HOS 3UVAUJOS JaZIS ®S)lJOMpOOM j ' DATE: 5/1/2007 _ V I N C I.& ASS 0 C I A T E S SHEET: PG • 5 PROJECT: Lutz Residence -Via Chianti JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: SS La Quinta, CA p-818.575-9531 f -818.575-9581 e - vinci@vincise.com Check Lateral Uplift/Overturning on Beams 4 Check loading per UBC Section 1612.4, equations 12-17 & 12-18 . . ' CASE 1A:,. 1.21D + 0.5L,+ Em WHERE: + , CASE 113: 1.2D + 0.51- Em D = DEAD LOAD CASE 2A: + Em L = LIVE LOAD CASE 26: - .m Em=2.8E NOT REQ'D FOR SIMPLE SPAN BEAM: 35 UPLIFT FROM SK 2 (4.5' Length) UPLIFT 1872 - lbs 'Em. - 1.4 X 2.8 X 1;872 lbs / 1.7 4317 lbs WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN Beam 35 -case la.wbc •, WoodWorks® Sizer 7.0 May 1, 2007 11:18:17 COMPANY a I PROJECT VINCI 6 ASSOCIATES I Lutz Residence- Via Chianti i sturctural engineers 1 53055 Via Chianti " 31324 Via Colinas Ste. 101 I La Quinta, CA Westlake Village, CA I V&A Project No. 06-3281 DESIGN CHECK NDS 2005 - - Beam DESIGN DATA: Material: Timber -soft Lateral support: top= full, bottom= at supports; Total length: 4.00 [ft] Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude- I Location I Units I I I Start End I Start End I ---------------- I -------- 1 ------ =-----I -------------- 1------ --------L-=--- upper rf-dl Dead Trapezoida 255.0 150.0 0.50 9:00 plf upper rf-11 Constr. Trapezoida 85.0 120.0- 0.50 4.00 plf ` wall Dead Partial -Ar 18.00 (8.00)* 0.50 4.00, psf tji -dl Dead Full UDL 131.9, plf tji -11 Live Full UDL 95.7- plf bm 34-d1 Dead Point 956 1.00 lbs bm 34-11 Live Point 214' 1,.00 1 lbs seis Wind Point 4317 1.00 lbs . *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs_ length=in).. 1 4.00 ft --------=-I------------------- Dead 1 1557 1177 Live 1 2803 1151 Total 1 4360 2328 Load Casel #4 #9 ' B.Length 1 1.27 0.68 DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ###############################################u########9#################s SECTION vs. DESIGN CODE (stress -psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design -1 - --------------I----------------1----------------1------------------I Shear fv = 152 Fv' = 226, fv/Fv' = 0_67' Bending(+) fb = 979 Fb' = 1596 fb/Fb' = 0.61 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.15 Total Defl'n 0.03 = <L/999 0.20,- L/290 0.17 FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt. Ci Cn . LC# Fv' 170 1.33 1.00 1.00 - - 1.00 1.00 1.00 6 Fb'+ 1200 1.33 1.00 1.00 1.000 1.000- 1.00 1 00 '1.00 1.00' - 8 Fcp' 625 - 1.00 1.00 - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - 1.00 .1.00 - 4 Emin' 0.00 million 1.00 1.00 - - 1.00- 1.00, 4% Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #8 = .67D+W, V = 4287,-V.design = 4188 lbs ' Bending(+): LC #8 = .67D+W, M - 4205 lbs -ft Deflection: LC #4 = D+.75(L+C+W) EI= . 309e06 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) '. Load combinations: ICBO-DBC 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. s I T,p,p asneTD SON 3o SUOTSTA01d a41 07 buTpz000e'pal.Toddns CTTe.zajeT aq TTe4s szagwaw 6urpuaq iagwnT uneS uOTIe0TTdde inoC zo; aleizc3oidde aie sITwT1 uOT109T;ap ITne;ap a41 1e41 AJ T29A aseaTd 'T :S310N NDIS3o 08n -080I :suOTleurgwoo peoZ (Indlno sTsCTeuV a41 uT palsTT aie s,OZ TTV) (p9le.xluaouoo=p70 uoTlOnzlsuoo=0 loedwT=I puTn_M nous=S aATT=•T peap=Q) •uOTIOaT;a( peoZ anrq + (uOTI09T39Q PeOl PB9Q)00't = uOTI0aT;90 Telol ZuT-qT 90960£ =I3 M+(L9' - 8# 0I :uOTI0aUaCl Id-sqT OLZZ = W 'M+QL9 = 8# 0I :(-)6urpuaq 13-sqT LTST W ''I+0 = Z# 0'I :(+)6uTpuae sqT-EOLT u6Ts9P A '606T = A "I+0 = Z# 0'I : .Tea4S " ----- VIVO 7vNoilloQv EE'T PeOT PuTM J03 zoloe; uoTleanp wolsn0 6 00,t 00'T. - - -' - 00'T 00.1 uoTTTTw 00'0 uTw3 B r 00'T .00'T - - - - 00'T 00'T uoTTTTw 9'T .3 00'T 00"T - - - 00•T• 00'T - SZ9 dz)3 8 - 00'T 00'T 00.1 00'T 000.1 000'i 00"T 00'T EE'T OOZT -.q3 Z - 00'T 00'T 00'T 00'1 000.1 000'1 00'T 00"T 00'1 OOZT +,q3 i Z 00-T 00-T 00"T - - - - 00'T 00.1 00'T OLT A3 #0'I uo- TO 7230 j0 n;0 30 ZO 10 W0 QO 3/3 :S80.LOv3 90"0 OpZ/'i = OZ'0 666/'I> = TO'O- u,T;aQ Telol OZ'O 09E/'I = ET'0 666/I> = EO'O- u.T49G 9ATZ E£'0 qd/q; + 96ST = .q3 8Z5 = q3 (-)6uTpu9e SE"0=-.43/Q3 OOZT = ,q3 EZp = q; (+)burpuag 9E"0 = .A3/^3 OLI A3 Z9 ='A; aea4S I--=--------------- 1=---------------- I---------------- I -------------- I' ubTsa(/sTslTeuy,I-,anTeA ubrsaQ 1,anTen sTSATeuv I uOTzelTJO (uT=uOTI0a13ap 'Tsd-ssa.zls) 3000 NOIS30 "SA N0L103S #########_################################################################## •N3840 apo0 ubrsap a41 SSSSVd 40T109S sr41 ;Td 86L:'6 0 -8X9 'T 'ON ''I-JT3"Q :NOLLJ3s NDIS30 .########################################################################### sljoddns'JOT,zalxa s0; „Z/T sT sweaq io; 4a6u9T buT-Teaq •uTW, •9'0 9.0 1 41bual's E# E# Iaseo peoZ Z£9T LSOZ I Telo,L r ti 99p 009 1 aATT LLLT LSST I pea( p8Z 881Z 113TTdn 13=OOcb--- I (uT=416uaT 'sqT=aOZO;) SHIDN3'I 9NI8v38 Pue SNOISOV38 WnWIXVW (13) 41PTM AjeingTjl.. sqT, 00'T LT£b- luTod PuTM sTas sqT 00.1. PIZ luTod aATO TT -p£ wq sqT 00'1 996 luTod Pe90 TP- K wq ;Td'.. L'S6 'I0n T1n3 aATT TT- TCl ;Td p'.TE1 'I0n TTn3 Pea(l TP- TCI 3sd 00'p OS'0 .(00'8) 00'8T iV TeTlxed pea( Tien 3Td 00'p OS'0 O'OZT- 0.98 epTozadeil •alsu0D TT -31 aaddn ;Td 00"p OS'0 0.091 O'SSZ epTozadel . pea( TP -;i Taddn • -----1-------------- I ---- ---------- 1 ------------ (-------- I --------------- I Pu3 l.zels I PUS ' lsels . I I I slTun .I uoTleool I apn4Tu6eW IuoTangTilsT01adAi, i peoZ >>papnTOuT ATTeOTlewolne I4bT9n-;T9S<< (I;=uo;leoOT '3Td=TPn ';sd=ainssa.:d 'sqT=a0.zO3) :SQVO'I :08n-OHOI :sdoTleuTgwoo peoZ • lag OO'p :416uaT Teloy :sljoddns le =wolloq 'TTn; =do -4 :I.Toddns Te.zalej . q;os-sagwTI :TeTlalew :vivo NOIsso weae SOOZ SON - M03HO N9IS3o 18ZE-90 'ON 409COJd V9A I v0 'a6eTTTA aaeTlsaM KJ 'eluTno e7 I TOT'•alS seuTToO eTA pZETE TlueT40 eTA SSOES Isa9auTbu9 Teinloinls TIueT4Z).eTA-a0uaprs98 zlnq I S3.LVI00SSV 9 IJNIA 103f08d I .I xNydWOJ LO:OZ:II tooz'LAeW O'LMIS ®SINoMPooM a qm-qL aseo,-g£ weag NJIS3Q 0OOM HOA 3MMIAOS .IaZis ®S)IJOMpOOM ; WOOdWOCkS® SIZ@Y SOFTWARE FOR WOOD DESIGN _..May ,_.._..._.._..-.__,._-� Beam 36.wbc WoodWarks®Sizer 7.01, 2007 11:27:12 - COMPANYf PROJECT ' VINCI a ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti .31324 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA I VSA Project No. 06-3281 - DESIGN CHECK - NDS 2UO5 -- - ^ ' Beam DESIGN DATA: y Material: PSL Lateral support: top= full, bottom= at supports; - - - - - - Total length: 8.00 [ft] - - Load_ combinations:_ IICBO=UBC=====__. ' LOADS: (force=lbs, pressure=psf, udl=plf, location ft)' »Self -weight automatically included<< - --------------------- . Load I Type IDistributionl Magnitude i Location I Pat-^ - _ I I I Start , End I Start End 1 tern I_ ------------- I -------------- 1----- upper rf-dl DeadFull Area 18-00 (6.00)' - No upper rf-11 Constr. Full Area 20:00 (6.-00)' No -all Dead Full Area 15.00 (8.00)' No - tji-dl Dead Full UDL . 182.0 s. No - tji -11 Live Full UDL 288.7 lap bm 3 -dl Dead Point _ 437 4.50 - No ' - bm 3-11 Live Point .127 4.50 No ;- ' low-rf-dl Dead Full Area 25.00 (3.00)• No low-rf-11 Constr. Full Area 16.00 (3.00)'. Yes 'Tributary Width (ft) • - ____________________________________________________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 6.50 1.50 ft ----------I---------------------------- - Dead I 1667 2754 - - Live I 1453 2336 Total I 3119 5090 Load Case1 #8 03 No B.Length 1 1.19 1.56 0 - - - Cb 1 1 1.24 0 _ ##p#qq##q##q#qq#ggqqq#qqq#q##g#gggq#ggNgg##ggqq###q#ggqqqqgq#ggqqNgq##ggqqq', ' DESIGN SECTION: 2.0E, 2900Fb, 3.5x11.875 @12.988 plf This section PASSES the design code check. - ##gggqq###gggq##g#gggqqqqqq#####gggqqqgq######qqq#ggggggqq##gggggq##q###qqq SECTION vs DESIGN CODE (force -lbs, moment=lbs-ft, deflection=in) - - Criterion I Analysis Value I Design Value I Analysis/Design I -------------- ----- ------ Shear fv = 83 Fv' = 285 fv/Fv' = 0.29 - Bending(+) fb 624 Fb' = 2906 fb/Fb' = 0.21 Bending(-) fb = 129 Fb' = 2903 fb/Fb' = 0.04 Deflection: _+ - Interior Live 0.02 - <L/999 0.22 - L/360 - 0.08 ^ ' Total 0.04 = <L/999 0.32 = L/240 0.12 Cantil. Live -0.01 <L/999 0.10 =. L/180 •'0.12 Total -0.03 = L/694 0.15 = L/120 0.17, FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrb Ci - Cn LCq - Fv' 285 1.00 - 1.00 - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1:00 1.000 1.00 - -1 00 1.00 - .2 Fb'- 2900 1.00 - 1.00 0.999 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.001.00 - - - - E' 2.0 million - 1.00 -. - 1.00 - --3. 1.00__._i 00 3 - -Emin--104-mmillion__ Custom duration factor for Wind load = 1.33 . ... =-_ ADDITIONAL DATA Shear LC #2 = D+L, V = 3083, V design =. 2305 lbs Bending(+): LC 02 = D+L, M = 4277 lbs -.ft. Bending(-): LC #2 = D+L, M = 885 lbs -ft '• ' Deflection: LC 63 = D+L+C EI= 977e06 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) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern loadin this span) - Load combinations: ICBO-UBC •- DESIGN NOTES: i - 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. - - - 4. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not. govern design. DATE: 5/l/2007 PROJECT: Lutz Residence -Via Chianti 53055 Via Chianti La Quinta, CA VINCI & ASSOCIATES SHEET: PG SS G r•iu;1, u. - 1, l;'n. 7 i rtr; r: r. JOB NO.: 06-3281 31324 VIA COLINAS STE 101; WESTLAKE VILLAGE, CA. 91362 ENGR.: SS p-818.575-9531 f-818.575-9581 e-vinci@vincise.com ., Check Lateral Uplift/Overturning on Beams - Check loading per UBC 'Section 1612.4, equations 12-17 & 12-18 - CASE 1A: 1.2D.+ 0.5L + Em WHERE: CASE 1 B: 1.2D + 0.5L . Em D = DEAD LOAD Y CASE 2A: 0.9D + Em L = LIVE LOAD CASE 2B: 0.9D - Em Em = 2.8 E , z n ! i WOOdWOrkS® SIZ@P SOFTWARE FOR WOOD DESIGN Beam 36-casela.wbc WoodWorks@ Sizer 7.0 May 1, 2007 11:22:46 COMPANY f PROJECT-- VINCI d ASSOCIATES ,I Lutz Residence- Vi a. Chianti sturctural engineers 153055 Via Chianti _ 31324 Via Colinas Ste. 101 - 1 La Quinta, CA Westlake Village, CA I VSA Project No. 06-3281 - DESIGN CHECK - NDS 2005 - Beam DESIGN DATA: - Material: - PSL • , • Lateral support: top= full, bottom= at supports; Total length: 8.00 [ft) Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load 1 Type IDistributionl Magnitude I Location I Pat- - I I I Start - End I Start •End I tern ---------------- I -------- ------------ - I I -------------- 1-;------------1----- upper rf-dl Dead Full Area 21.60 (6.00)` No upper rf-ll. Constr. Full Area 10.00 (6.00)' No " .all Dead Full Area 18.00 (8.00)' No tji-dl Dead Full UDL 218.4 No tji -11 Live -Full UDL 144.3 No bm 3 -dl Dead Point 524 4.50 No bm 3-11 Live Point 63 4.50 No low-rf-dl Dead Full Area 30.00 (3.00)`_ No low-rf-11 Constr. Full Area 8.00 (3..00)+ Yes seis - Wind Point 2055 4.50 No *Tributary Width (ft) " MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length -in) - 1 6.50 1.50 ft - ---------- 1------ -""--------------------- Dead 1 1992 3292 Live 1 1016 1943 , Total 1 3008 5235 Load Case) 04 #4 00 ,. B.Length 1 1.15 1.62 0 _ Cb 1 1 1.23 0 DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf This section PASSES the design code check. q###q###q############q##############q######qq#ggNq##q#######ggqq##q####qN## _ SECTION vs. DESIGN CODE (force=lbs,'moment=lbs-ft, deflection -in) - Criterion I Analysis Value I Design Value I Analysis/Design -------------- I---------------- I---------------- I ----=---=------=--I.' Shear fv = 120 Fv' = 379 fv/Fv' = 0.32 Bending(+) fb = 861 Fb' = 3865 fb/Fb' = 0.22 _ ' Bending(-) fb = 121 Fb' = 2903 fb/Fb' = .0.04 - Deflection: +' _ Interior Live 0.02 = <L/999 0.22 = L/360 0.09: Total 0.04 =*<L/999 0.32 = L/24d 0.14_ Cantil. Live -0.01 =<0.10 = L/180- 0.15 Total -0.03 = L/568 0.15 = L/120 0.21 FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# FIV. 285 1.33 - 1.00 - - - - -1.00 - 1.00. 4 -" Fb', 2900 1.33 - -- 1.00 1.000 1.00 1.00 1.00 4 Fb'- 2900 1.00 - 1.00 0.999 1.001.00 1.00 1.00 a- '2 " Fcp' 750 -- - 1.00 - - - - 1-.00 E' 2.0 million - 1.00 - - - - 1.00 - 4� Emin' 1.04 million - 1.00' - - - 1.00 - - 4 ' Custom duration factor for Wind'load = 1.33 ---------------- ADDITIONAL DATA Shear LC 04 = D+ 75(L+C+W), V = 4086, V design == 3328 lbs " Bending(+): LC 04 = D+.75(L+C+W), M = 5903 lbs -ft- Bending(-): LC 02 = D+L, M = 832 lbs -ft _ Deflection: LC #4 = D+•75(L+C+W) EI= 977@06 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)" (Load Pattern: s=S/2, X=L+S or L+C, pattern load in this span) - -=no Load combinations: ICBO-UBC - - - 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. 4. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections.do not govern design. WOOdWorkS® SIZ@C SOFTWARE FOR WOOD DESIGN # Beam 36taselb.wbc WoodWorks® Sizer 7.0 May 1, 2007 11:25:29 COMPANY I PROJECT VINCI a ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 153055 Via Chianti 31324 Via Colinas Ste. 101 I -La Quinta, CA --' Westlake Village, CA I V&A Project No. 06-3281 - DESIGN CHECK. -.NDS 2005 , Beam DESIGN DATA: Material: PSL. Lateral support: top= full, bottom= at supports; Total length: 8.00 (ft) - - «` - - Load =combinations: _ICBO_UBC_====_--MAMA__- LOADS: (force=lbs, pressure=psf, udl=plf, location ft) »Self -weight automatically included<< Load I Type IDistributioni Magnitude 1 LocationI Pat- f I, 1 Start End I Start' End I tern __________._I____________ _ -_I_____-________1_____ upper rf-dl Dead Full Area -21.60 (6.00)' No upper rf-11 Constr. Full Area 10.00,16.00)• No- .all Dead Full Area 18.00 (8.00)` - - No- _ tji-dl Dead Full UDL 218.4 - No tji -11 Live Full UDL 144.3 No bm 3 -dl Dead Point 524 .. 4.50' -No - - ' bm 3-11 Live Point 63 .4.50 No - _ _ low-rf-dl Dead Full Area 30.00 (3.00)' No low-rf-11 Constr. Full Area 8.00'(3.00)' Yes - seis Wind Point -2055 4.50 No `Tributary Width (ft) - - - - ______________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs length in) MAXIMUMARIMCTIONS==-_ BEA(force I 6.50 1.50 ft Dead 1 1992 " 3292 Live 1 726 1168 Total I 2718 4460 Load Case l ffl2 #3 #0 - B.Length 1 1.04 1.32 0 - Cb 1 1 1.26 0 DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. SECTION'vs_= DESIGN _CODE =-_(force=lbsc_moment=lbs_ft__deflection=in)____IMAM-_ - Criterion I Analysis Value I Design Value I Analysis/Design I --I------------ --1--------------1------------------ Shear fv = 80 Fv' = 285 fv/Fv'-_-0.28 _ - Bending(+) fb = 595 Fb' = 2906' fb/Fb' - 0.20 _ Bending(-) fb = .121 Fb' = 2903 fb/Fb' . Deflection: ' _ Interior Live -0.03 = <L/999 0.22 = L/360 0.12 Total 0.00 - <L/999 0.32 = L/240 ' 0.00 Cantil. Live 0.02 = L/928 0.10 = L/180 - 0.19- - - ' Total 0.00 = <L/999 0.15 = L/120 - "- 0.02 - FACTORS: F/E CD CM Ct CL CV Cfu Cr' rCfrt. Ci Cn LCN ' Fv' 285 1.00 - 1.00 - - - 1 00 - 1.00' . 2 - Fb'+ 2900 1.00 - 1.00 1.000 1.00 - 1.00 1.00. - - 2 y Fb'- 2900 1.00' - 1.00 0.999 1.00 - 1,00 1.00 2` Fcp' 750 - - 1.00 - - - - 1.00 - . - _ - E' 2.0 million - 1.00 - - - - - - 1,00' -- '8 - Emin' 1.04 million - 1.00 4.00 8 ' Custom duration factor for Wind load = 1.33 ----------------, ADDITIONAL DATA Shear LC #2 = D+L, v = 2938, V design = '-2206 lbs Bending (+) : LC #2 = D+L, M = 4078 lbs -ft' Bentling(-): LC 02 = D+L, M = 832 lbs -ft ' Deflection: LC #8 = .67D+W EI= 977@06 lb -int Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. - ID=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) All LC's are listed in the Analysis output) - - • (Load Pattern: s=S/2, X=L+S or L -C, _=no pattern load in."this span) - . - Load combinations: ICBO-UBC • ' __=__=AM=====A__________________________AMM=====_______________-MAIM_______• 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. , 4. The critical deflection value has been determined using maximum - back -span deflection. Cantilever deflections do not govern design. PC, --5'9 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 36 -case 2a.wbc • + WoodWorks® Sizer 7.0 May 1, 2007 11:25:57 - COMPANY '.I - 'PROJECT VINCI d ASSOCIATES - I Lutz Residence- Via Chianti - - sturctural engineers'153055 Via Chianti - 31324 Via Colinas Ste. 101 I La Quinta, CA- a Westlake Village, CA I V&A Project No. 06-3281 - DESIGN CHECK - NDS 2005 + Beam DESIGN DATA: Material: PSL - - Lateral support: top= full, -bottom= at supports;. Total length: 8.00 Ift] Load combinations: ICBG -UBC; •. - LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Pat- + I, I I Start ' End -I Start. End i tern .---------------- I -------- 1 ------------ -_j____- - I -------------- I____________ upper rf-dl Dead Full Area 16.20 (6.00)+ No - •wall Dead Full Area 13.50 (8.00)+ No^ - tji-dl Dead Full UDL 163.8 ' No bm 3 -dl Dead Point , 393 -4.50 No' • ' low-rf-dl Dead Full Area 22.50 (3.00)• No' seis Wind Point 2055 -4.00 No - 'Tributary Width (ft) - - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) - - - 1 6.50 1.50 ft . ------ - ----- - ----------I-------------------------- Dead I 1504 2485 - Live 1 307 466 - Total 1 1798 2929 Load Casel 02 02 - #0 - - - B.Length 1 0.68 0.74 0 Cb I 7• 1.51 0 - �- nqa#t!#qq##aaaagga####q#ggaaaqqqadaaaaaqaaaa#aq#agaa##ggqqqq#gaagq#aaaaggq## DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. - - ###qaq#gagqa##ggaqa#qq#aaaaa######a####q#a##ggqq#aq##aqa#aq####a#######gagq , SECTION vs DESIGN CODE (force=lbs, moment=lbs-ft,�deflection=in) ==Criterion I Analysis Value I.Design Value I Analysis/Design --------------I----------------I----------------I------------------f Shear fv = 79 Fv' = 379 'fv/Fv'. 0.21 - - Bending(+) fb = 700 Fb' = 3865 fb/Fb' = 0:18 Bending(-) fb = 74• Fb' = 2613 fb/Fb' = 0.03 - Deflection: - Interior Live 0.01 ='<L/999. 0.22 = L/360 0.06 - Total 0.03 = <L/999 0.32 = L/240 0.10 - - .Cantil. Live -0.01 = <L/999 •0.10 = L/180 0.11 Total -0.02 = L/768 0.15= L/120 0.16 - - FACTORS:'F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn - LC# Fv' 285 1.33 1.00 - - - .. - 1'.00 - ,1..00 2 Fb'+ 2900 1.33 - 1.00 1.000 1.00 ,- 1.00 1-.00 - - 2 Fb'- 2900 0.90 - 1.00 -0.999- 1.00 - 1.00'-1:00 1 Fcp' 750 -- - • 1.00 - - - - .1..00 - - - - .. E' 2.0 million - 1.00 - - - - ,' 1.00 - 2 - Emin' 1.04 million - 1.00 - - - 1.00 - - 2 - - Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC 02 = .67D+W, V = 2493, V design =-2190.lbs - Bending(+): LC 02 = .67D+W, M = 4801 lbs -ft Bending(-): LC 01 = D only, M = 506 lbs -ft' Deflection: LC 02 = .67D+W EI= 977eO6 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) - Load combinations: ICBO-UBC - - 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 preliminarydesign 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.,. 4. The critical deflection value.has been determined using maximum back -span deflection. Cantilever deflections do not govern design. - ' WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 36 -case 2b.wbc Woodworks@ Sizer 7.0 May 1, 2007 11:26:42 , COMPANY I , - - PROJECT -. • VINCI d ASSOCIATES I Lutz. Residence -.Via Chianti sturctural engineers 1 53055 Via Chianti l 31324 Via Colinas Ste. 101 I La Quints, CA - -06-3281 _ Westlake Village, CA I V&A Project No. - - DESIGN CHECK - NDS 2005 ' Beam DESIGN DATA:. Material: PSL - Lateral support: top= full, bottom= at supports; - Total length: 8.00 (ft) - Load- combinations__ ICBG_UBC=====____________________________________ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ` Load I Type IDistributionl Magnitude ILocation I Pat- ----I I I'Starti End I Start End d tern ------------ I --------I------------ I -------------- I -------------- I upper rf-dl Dead "Full Area 16.20 (6:00)* No ' wall Dead Full Area • 13.50 (8.00)* No . tji-dl Dead Full UDL 163.8 No bm 3 -dl - Dead 'Point 393 .4,50- No low-rf-dl Dead Full Area .22.50 (3.00)*. No Wind ' *Tributary Width *Tributary Width Iftl ======Point =========20554=00No== MAXIMUM REACTIONS and BEARING LENGTHS t (force-lbs,"length=in) , I 6.50 1.50 -ft - - l- Dead I 1504 2485 ' Live I - - Total 1 1504 2485 Load Casel 01 01 #0 .. Cb 1 1 1..66 0 - -B.Length=l=-0==7=====0=570AAAA_ _________ -_ ######qqq######qq############q########qq#qq#######ggqq######q#########qq#q# .. .- • DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf' .. This section PASSES the design code check. SECTION _vs. -DESIGN _CODE -_-(force=lbs_-moment=lbs_ft_-deflection=i=) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------1---------7--------I .. Shear fv • 49 Fv' =. 256 fv/Fvl - 0.19 Bending(+) fb = 367. - Fb' = 2615 - fb/Fb' = •0.14 Bending(-) fb = 222 Fb'- = 3765 fb/Fb' = 0.06 i. Deflection: - Interior Live -0.03 = <L/999 0.22 = L/360 0.12 - - Total -0.01 = <L/999 0.32 = L/240 _ 0.02 Cantil. Live 0.02 = L/955 - 0.10= L/180 •0.19 _ Total _ ' FACT===o=01===<L/999====015-===L/1200-04= FACTORS: ORS: F/E CD CM Ct CL CV CfuA Cr Cfrt .Ci, 'Cn LC# Fv' 285 0.90 - 1.00 - - • - - 1.00 ,"- 1.00 1 Fb'+ 2900 0.90- - 1.00 1.000 1.00 - 1.00 1.00 - - 1 Fb- 2900 1_33 1.00 0.974 1.00 1.00 1.00 i 2 Fcp' 750 1.00 1.00 E' 2.0 million 1.00 1.00 = r 2 Emin' 1.04 million - 1.00 1.00 1 2 ' Custom duration factor for Wind load .= 1.33 ADDITIONAL DATA • ' ' Shear = : LC #1 D only, V 1811, V design =1366 lbs - Bending(+): LC #1 = D only, M = 2516 lbs ft - Bending(-): LC #2 = .67D+W, M = 1522 lbs -ft - Deflection: LC 02 = .67D+W EI= 977eO6 lb -int - - Total Deflection 1.00(Dead Load Deflection) + Live Load Deflection. listednow-=hewind (All LC's are listed in the Analysis output) _ ' Load combinations: ICBO-UBC =I=icpett=-C=construction_-CLd=Concentrated) --=IAldead==Lare DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate - for your application. ' L . 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. " 4. The critical deflection value has been determined using maximum' ' ' back -span deflection. Cantilever deflections,do not govern design. I'G - fFo I� WOOdWOrkS® Sizer' SOFTWARE FOR WOOD DESIGN Beam 38.wbc Wood Works® Sizer 7.0 May 1, 2007 11:31:52 COMPANY I PROJECT VINCI a ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: PSL - Lateral support: top= full, bottom= at supports; - Total length: 14.00 Ift) - -____--Load combinations: ICBO-UBC; - LOADS: (force=lbs, pressure=psf, udl=plf, location=ft), - >>Self -weight automatically included<< Load I Type IDistributionl Magnitude .1 Location I Pat- at - I :_Start End I Start End I tern ........ ----------------I--------1------------I--------------1-----------.---I----- •. upper rf-dl Dead Full Area 25.00 11.501•, No ' upper rf-11 Constr. Full Area 16.00 11.501' Yes wall .Dead Full Area 15.00 (8.00)' No fl -dl Dead Full Area 24.00 (1.33)' No fi-11 Live Full Area 40.00 (1.33)' Yes bm 36-d1 Dead Point 1667 14.00 No bm 36-11 Live Point 1453 14.00 Yes bm 37-d1 Dead Point 868 3.50 - No. bm 37-11 Live Point 1062 3.50 Yes ' `Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in)." - I 13.00 1.00 ft I ---------- ---------------------------- Dead 1 1814 3555 - Live 1 1278 2433 - Total 1 3092 5987 ' Load Casel oil 03 00 B.Length 1 1.18 1.91 0 Cb 1 1 1.2 0 #qq######qq##q##########qqq#q#####qqq#####qqq######q####q########qqH######q DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf This section PASSES the design code check.. SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in). ---- ------- Criterion 1 Analysis Value I Design Value I Analysis/Design I --------------1----------------I----------------I------------------I Shear fv = 117 Fv' = 265 fv/Fb' = 0.41 , Bending(+) fb = 1273 Fb' = 2906 fb/Fb' _ 0.44 Bending(-) fb = 474. Fb' = 2894 fb/Fb' = 0.16 Deflection: , Interior Live 0.11 = <L/999 0.43 = L/360 0.26 - _ Total0.26 - L/588 0.65 = L/240 - 0.41 Cantil. Live -0.03 = L/466 0.07 = L/180 0.39 Total -0.05 = L/219 0.10 = L/120 0.55 - FACTORS: F/E CD CM Ct CL . CV Cfu Cr Cfrt Ci Cn LCq FV285 1.00 - 1.00 - - - - .1.00 - 1.00 Fb" 2900 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - ..2 5 ' Fb'- 2900 1.00_ - 1.00 0.996 1.00 - 1.00 1.00 - - 2 . Fcp" 750 - - 1.00 - - .- 1.00 - - - E' 2.0 million - 1.00. - - - - 1.00 - - 11 Emin' 1.04 million - 1.00 - - - - 1.00 - - 11 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA " Shear LC 02 = D+L, V = 3376, V design = 3241 lbs Bending(+): LC 05 = D+L (pattern: I.J. M = 8730 lbs -ft Bending(-): LC 02 = D+L, M - 3248 lbs -ft - Deflection: LC #11 = D+L+C (pattern: X_) EI= 977e06 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) - (Load Pattern: s=S/2, X=L+S or L+C, pattern load in this span)* _-no Load combinations: ICBO-UBC 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. - - 4. The critical deflection value has been determined using maximum back. -span deflection. Cantilever deflections do not govern design. ' DATE: 5/1/2007 V-1 N C`l & ASSOCIATES • SHEET: F>C,- tp PROJECT: Lutz Residence -Via Chianti jl.r+ccli.ciu.l. !'r+.yi.reeer3 - JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS.STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: SS La Quinta, CA p - 818.575-9531 f-'818.575-9581 e - vinci@vincise.com Check Lateral Uplift/Overturning on Beams Check loading per UBC 'Section 1612.4, equations 12-17 & 12-18 CASE 1A: 1.2D + 0.51- + Em WHERE: CASE 1B: 1.2D,+ 0.51- - Em D = DEAD LOAD ' CASE 2A: '0.91D + Em L = LIVE LOAD CASE 2B: y ` 09D - Em Em = 2.8 E BEAM: 38 UPLIFT FROM SW: 8 (4' Length) UPLIFT 358 lbs ' Em = 1:4 x 2.8 x 358 lbs / 1.7 = 826 lbs r. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 38casela.wbc Woodworks@ Sizer 7.0 May 1, 2007 11:29:48 COMPANY I PROJECT VINCI d ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 I La ouinta, CA Westlake Village, CA _ 1_V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: PSL _ Lateral support: top= full, bottom= at supports; Total length: 14.00 [ft] Load combinations: ICBO-UBC; - LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I I Type IDistributionl Magnitude I Location I Pat - I I I Start End I Start End I ----------------I--------I------------I-------`------I--------------I----- tern upper rf-dl Dead Full Area 30.00 (1.50)' 'No upper rf-11 Constr. Full Area 8.00 (1.50)' - Yes .all Dead Full Area 18.00 (8.00)' No fl -dl Dead Full Area 28.80 (1.33)' No fl -11 Live Full Area 20.00 (1.33)1 Yes bm 36-d1 - Dead Point 2000 14.00 No bm 36-11 Live Point 726 14.00 Yes bm t 37-d1 Dead Point 1042 - 3.50 No - bm 37-11 Live Point 531 3.50 Yes seis-1 Wind Point 826• •14.00 - No seis-2 Wind Point -826 10.50 No seis-3 Wind Point -826 1.50 No seis-4 Wind Point 826 5.50 No 'Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 13.00 1.00 ft - ---------- ---------------------------- Dead 1 2160 4246 Live 1 639 1270 Total 1 2799 5516 Load Casel #15 04 "#0 B.Length 1 1.07 1.73 0 " Cb 1 1 1.22 0 - #########q#q#####ggqqq#q###q##qq#####qqq#######q#######q#######q###q####### DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (force -lbs, moment=lbs-ft, deflection=in) Criterion I=Analysis Value I Design Value I Analysis/Design I --------------I----------------1-------------=--I------------------1 Shear fv = -103 Fv' = 285 fv/Fv' = 0.36 Bending(4) fb = 1163 Fb' = 2906 fb/Fb' = 0.40 Bending(-) fb = 417, Fb' = 2895_ fb/Fb'= 0.14 Deflection: " Interior Live 0.06 = <L/999 0.43 = L/360 0.13 Total 0.24 = L/658 0.65 = L/240 0.36 Cantil. Live -0.01 = L/933 0.07 = L/180• •0.19' Total -0.05 = L/254 0.10 = L/120 0.47 FACTORS: F/E CD CM Ct CL CV cfu Cr.. Cfrt "Ci Cn LC# Fv' 285 1.00 - 1.00 - - -- - 1.00 - 1.00 2 Fb'- 2900 1..00 - 1.00 1.000 1.00 - 1.00. 1.00 - 9 Fb'- 2900 1.00 - 1.00 0.996 1.00" - 1.00 1:00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00- - - - E' 2.0 million - 1.00• - -- - - 1.00 - 15 Emin' 1.04 million - 1.00 - - - - 1.00 - - 15 Custom duration factor for Wind load = 1.33 .. ADDITIONAL DATA Shear LC 92 - D+L, V = 2994-V design 2854 lbs Bending(+): LC #9 = D+L (pattern: L ),. M - 7972 lbs -ft , Bending(-): LC #2 = D+L, M = 2860 -lbs -ft Deflection: LC #15 = D+L+C (pattern: X ) EI= 977eO6 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)- + - (Load Pattern: s=S/2, X=L+S or L+C," _=no pattern load in this span)' " Load combinations: ICBO-UBC 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. 4. The critical deflection value has been determined using maximum - back-span.deflection. Cantilever deflections do not govern design. WoodWorks® Sizer, SOFTWARE FOR WOOD DESIGN Beam 38caselb.wbc WoodWorks@ Sizer 7.0 • May 1, 2007 11:30:25 COMPANY I PROJECT, _ VINCI 6 ASSOCIATES I Lutz Residence- Via Chianti' , sturctural engineers 1053055 Via Chianti 31324 Via Colinas Ste. 101 ILa Quinta, CA Westla ke Village, CA - 1 V&A Project No. 06-3281 . DESIGN CHECK - NDS 2005 _ Beam DESIGN DATA: - Material: PSL " Lateral support: top= full, bottom=,at supports; - Total length: 14.00 Ift) - - Load combinations: ICBO-UBC; - .. N LOADS (force=lbs, pressure=psf, udl=pif, location=ft) .- »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Pat- I I (Start End, Start End ('tern ----------------I--------I------------I---------`- - - - - . ---I----.--------- 1------ upper rf-dl Dead Full Area 30.00(1.50)'. No . upper rf-11 Constr. Full Area 8.00 (1.501' Yes wall Dead Full Area .18.00 18.00)' - - No fl -dl Dead Full Area 28.80 (1:33)' No fl -11 Live Full Area 20.00 (1.33)' Yes bm 36-d1 Dead Point .2000 •14.00 No -. bm-36-11 Live- Point - - 726 14.00 Yes - bm 37-d1 Dead Point 1042 3.50 :• No '• bm 37-11 Live Point 531 3.50. '_ Yes seis-1' Wind Point -826 14.00 No seis-2 Wind Point 826 10.50 No seis-3 Wind Point 826 - - •.1.50- No seis-4 Wind .Point -826 . 5.50 No + 'Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) __________-- - 1 13.00 1.00 ft. _ .. ----------I---------------------------- • Dead 1 2160 4246 •- Live 1 794 1216 Total 1 2954 5462 _ • - ' _ Load Casel 04 03 q0 - B.Length 1 1.13 1.71 0 - - Cb 1 1 1.22 0 DESIGN SECTION: 2.OE, 2900Pb, 3.5x11.875 @12.988 plf This section PASSES the design code check. =CODE =(force=lbs, •, SECTION vs DESIGN moment=lbs-ft, deflection=in) y Criterion I Analysis Value 1 Design Value IAnalysis/Design Shear fv 103 Fv' _ 285 fv/Fv' _ 0.36 - r - Bending(+) fb = 1163 Fb' =2906 fb/Fb' = 0.40 Bending(-) fb = 417 Fb' = 2895 fb/Fb' = 0.14. Deflection: Interior Live" 0.06 = <L/999 - 0.43 = L/360 0.13 - Total 0.24 =. L/658 .0.65 = L/240 - 0.36 _• - Cantil. Live -0.01 = L/933 0.07 = L/180 0.19 - n. Total -0.05 = L/254- 0.10 L/120 .- 0.47 : .. FACTORS: F/E CD CM Ct CL CV Cfu'- Cr Cfrt Ci Cn LCq •. �'- Fv' 285 1.00 1.00 - - -. - 1.00 - 1.00 2 - Fb'+2900 1.00 - -1.00 1.000 1.00 - .1.00 '11.00- - - - 91 - - - Fb'- -2900 1.00 - 1.00 0.996 1.00- - -1.00 1.00 - -. 2 - Fcp' 750 - - .1.00 - - - " - 1.00 ^- - - - - E. 2.0 million - 1.00 - - - - "1.00 - -15 Emin' 1.04 million - 1.00 - - -- 1.00 - 15 •+.' Custom duration factor for Wind load = 1.33- ADDITIONAL DATA Shear LC #2 = D -L, V - 2994, V design 2854 lbs ". ,• Bending(+): LC 49 = D+L (pattern: L_), M'= 7972'1bs-ft - _ - Bending(-): LC 02 = D+L, M = 2860 lbs -f[ -• •16 - Deflection: LC 015 = D+L+C (pattern: X ) EI= 977eO6 -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) • - (Load Pattern: s=S/2, X=L+S or L+C, patternload in this span). _=no Load combinations: ICBO-UBC - 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. r 3.. Size factors vary from one manufacturer to another. for SCL materials. They can be changed in the database editor. 4. The critical deflection value has been determined using,maximum back -span deflection. Cantilever deflections do not govern. design. , WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN r Beam 38-case2a.wbc WoodWorks(D Sizer 7.0 May 1, 2007 11:30:53 COMPANYI - - PROJECT. VINCI S ASSOCIATES 1 Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA , Westlake Village, CA I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: - - Material: - PSL Lateral support: top= full, bottom= at supports; _ Total length: 14.00 (ft) - Load combinations: ICBO-UBC; - ---------- -- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) - »Self -weight automatically included<< Load I Type IDistributioni Magnitude I Location 1 Pat- .' I 1 1 Start End I Start- End Itern _ ---------------- I -------- I ------------ 1 -------------- I-------- -I----- upper zf-dl Dead Full Area 22.50 (1.50)•- ' No wall - Dead Full Area 13.50 (8-00)• No fl -dl Dead Full Area 21.60 (1.33)' No bm 36-d1 Dead Point 1500. 14.00 No bm 37-d1 Dead Point •781 - 3.50 , No seis-1 Wind - Point 826 1.50 No seis-2 Wind Point. -826 -5,00 -No - seis-3 Wind Point 826 11.00 No - seis-4 Wind Point -826 14,-00 No *Tributary Width (ft) - - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in). - I 13.00 1.00 ft - 1 ^ ---------- ---------------------------- Dead 1 1641 , 3209 Live I - - Total 1 1641 3209 Load Casel 01 #1 #0 B.Length 1 0.63 0.85 0 Cb 1 1 1.44 0 DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. , SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value 1 Analysis/Design I --------------I----------------I----------------1--------`---------I Shear fv = 57 Fv'= 256 fv/Fv'= 0.22- - Bending(+) fb = 692 Fb' = 2615 fb/Fb'.-- - 0.26 - Bending(-) fb = 232 Fb' = 2608 fb/Fb' = 0.09 Deflection: Interior Live negligible Total 0.14 = <L/999 0.65= L/240 0.21 - Cantil. Live negligible - Total -0.03 = L/456 0.10 = L/.120 0.26 ---------------- FACTORS: F/E CD CM Ct CL CV CEu Cr Cfrt Ci' Cn LC# =FV285===0.90 =_-====1.00 ____====1 00=-=-==-=1.00 1 .. Fb', 2900 0.90 - 1,00 1.000 1.00 1.00 .1.00 Fb'- 2900 0.90 - 1.00 0.997 1.00 1.00 1.00 - 1 Fcp' 750 - - 1.00 - - - 1.00 - - - E' 2.0 million - 1.00 - - - 1.00 Emin' 1.04 million - 1.00 - - - - 1.00 Custom duration factor for Wind load = 1.33 - ADDITIONAL DATA Shear LC #1 = D only, =V = 1683, V design = 1585 lbs Bending(+): LC 41 = D only, M = 4745 lbs -ft r - Bending(-): LC 01 = D only, M = 1592 lbs -ft -. Deflection: LC #1 = D only EI= 977e06 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) - Load combinations: ICBO-UBC , 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. 4. The critical deflection value has been determined using' maximum - back -span deflection. Cantilever deflections do not govern design.- Wpod WOrkSO SIZ@r SOFTWARE FOR WOOD DESIGN Beam 38case2b.wbc WoodWorks® Sizer 7.0 May 1, 2007 11:31:22 COMPANY 1 PROJECT • - VINCI d ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers - 1 53055 Via Chianti 31324Via Colinas Ste. 101 1 La Quinta, CA - Westlake Village, CA I VSA Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: PSL - Lateral support: top- full, bottom= at supports; Total length: 14.00 (ft] - Load combinations: ICBO-UBC; , LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< _ Load I Type IDistributioni Magnitude •I Location I Pat- - I I I Start End I Start End. I ----------------I--------I------------I--------------I--------------1----- tern - upper rf-dl Dead Full Area 22.50 (1.50)'' No wall Dead Full Area 13.50(8.00)• No fl -dl Dead .Full Area 21.60 (1.33)' No - bm 36-d1 Dead Point 1500 14.00 No bm 37-d1 Dead Point 781 .3.50 No seis-1 wind Point -826 1.50 No - - _ seis-2 Wind Point 826 5.00 No seis-3 Wind Point -826 11.00 No seis-4 Wind Point 826 14.00 No 'Tributary Width (ft) - ---------------- MAXIMUM REACTIONS and BEARING LENGTHS = (force=lbs, length=in) -. 1 13.00 1.00 ft 1 ----------I---------------------------- Dead 1 1641 3209 Live Total 1 1641 3209 Load Casel #1 01 00- B.Length 1 0.63 0.85 0 - Cb 1 1 . 1.44 0 - #q#qqq#q####ggqqqq####q###q###q#qq#qqq#######qq#q##q##qN###q##q#ggqq#qq###q - DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES thedesign code check. SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value ,I Analysis/Design I -------------- I----------------I----------------L------------------ I Shear fv = 57 ". Fv' =- 256 fv/Fv' = 0.22 Bending(+) fb = 692 Fb' = 2615 fb/Fb' = 0.26 Bending(-) fb = 232 Fb' - 2608 fb/Fb' = 0.09 _ Deflection: Interior Live negligible Total 0.14 = <L/999 0.65 = L/240 0.21 - Cantil. Live negligible - Total -0.03 - L/456 0.10 = L/120 - 0.26 _ FACTORS: F/ECD CM Ct CL . CV Cfu Cr Cfrt Ci =FV======285===0.90===_====1.00 Cn LC# ______ ___===1.00,=======1.00 1 Fb'+ 2900 0.90 - 1.00 1.000 1.00 - 1.00--1.00 Fb'- 2900 0.90 - 1.00 0.997 1.00 - -'1.00 1.00- Fcp' 750 - - 1.00 - - - - - 1.00 - - - - E' 2.0 million - 1.00 - - - - Emin' 1.04 million - 1.00 - - - - - 1.00 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA. Shear LC #1 = D only, v =. 1683, V design = 1585 lbs. Bending(+): LC 01 - D only, M - 4745 lbs -ft - Bending(-): LC 01 = D only, M - 1592 lbs -ft Deflection: LC 01 = D only EI= 977eO6 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) (AL1 LC's are listed in the Analysis output) -. Load combinations: ICBO-UBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate= for your application. - 2. SCL-BEAMS (Structural Composite Lumber): the attached SCI: 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. 4. The critical deflection value has been determined using maximum - back -span deflection. Cantilever deflections do not govern design. n ' I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN II Beam 47.wbc WoodWorks® Sizer 7.0 May 1, 2007 11:39:24 COMPANY I PROJECT VINCI 6 ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 - 1 La Quinta, CA Westlake Village, CA I V&A Project No. 06-3281 DESIGN CHECK ..-, NDS 2005 Beam DESIGN DATA: Material: PSL Lateral support: top= full,' bottom= at supports; Total length: 4.50 [ft]* Load combinations: ICBO-UBC; LOADS: (force -lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude 1. Location I Units I I I Start End I Start End I ----------------1 -------- ------------ ' I I -------------- I -------------- I----- upper-rf-dl Dead Full Area 25.00 (4.50)* psf upper-rf-11 Constr. Full Area 16.00 (4.50)* psf wall Dead Full Area 15.00 (8.00)* psf fl -dl Dead Full Area 24.00 (1.33)* psf fl -11 Live Full Area 40.00 (1.33)* psf low-rf-dl Dead Full Area '25.00 (4.50)* psf. low-rf-11 Constr. Full Area 16.00 (4.50)* psf *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ---------------------------------------- 1 4.50 4.50 ft ---------- -------- Dead 1 877 877 Live 1 444 444 Total 1 1321 1321 Load Casel #3 #3 B.Length 1 0.5 0.5 ########################################################################### DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf -This section PASSES the design code check. SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ftt deflection=in) _ Criterion I Analysis Value I Design Value I Analysis/Design l -------------- I ----------------I---------------- I ------------------I Shear fv = 27 Fv' = 356 fv/Fv' _, 0.07 Bending(+) fb = 217 Fb' = 3632 fb/Fb' = 0.06 Live Defl'n 0.00 - <L/999 0.15 = L/360 0.01 Total Defl'n 0.01 - <L/999 0.22 = L/240 0.02 FACTORS: F/E CD CM Ct CL Cv Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.25 1.00 - - - 1.00. - 1.00 Fb'+ 2900 1.25 - 1.00 1.000 1.00 - 1.00 1.00 - .3 - 3 Fcp' 750 - - 1.00 - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 3 Emin' 1.04 million - 1.00 - - - - 1.00 - - 3 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC 03 = D+L+C, V = 1321, V design = 740 lbs Bending(+): LC #3 = D+L+C, M = 1486 lbs -ft Deflection: LC #3 = D+L+C EI= 977e06 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) Load combinations: ICBO-UBC 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. ' DATE: 5/1/2007 V I N C I'�` ASSOCIATES SHEET:r7 toe' PROJECT: Lutz Residence -Via Chianti5'I, ruC/, �crrzl 1 `»,r� i.iten.'r JOB NO:: 06-3281 ' 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: SS La Quinta, CA p - 818.575-9531 11818.575-9581 e - vinci@vincise.com Check Lateral Ualift/Overturning on Beams Check loading per UBC, .Section 1612.4, equations 12-17 & 12-18 CASE 1A:. 1.2D + 0.51- + Em . . WHERE: CASE 1 B:, .1.2D + 0.51- - Em D = DEAD LOAD ' CASE 2A:. .9D + Em L = LIVE LOAD , CASE 26: 0.9 m Em = 2.8 E NOT REQ'D FOR SIMPLE SPAN BEAM: 47 . UPLIFT FROM SW: 7 (6' Length) UPLIFT 2367 lbs . ' -Em 1.4 x 2.8 x 2,367 lbs / 1.7 = 5458 lbs 11 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 47casela.wbc WoodWorks® Sizer 7.0 May 1, 2007 11:37:09 .COMPANY I PROJECT VINCI s ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 153055 Via Chianti 31324Via Colinas Ste: 101 1 La Quinta, CA Westlake Village, CA I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 • / Beam DESIGN DATA: Material: PSL Lateral support: top= full,- bottom= at supports; Total length: 4.50. [ft] ' Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft »Self -weight automatically included<< Load I Type IDistributioni Magnitude •1 Location I Units I I I Start End I Start End I ---------------- I -------- I ------------ I -------------- I-------------1----- upper-rf-dl Dead Full Area 30.00 (9.50)* psf upper-rf-11 Constr. Full Area 8.00 (4.50)* psf wall Dead Full Area 18.00 (8.00)* psf fl -dl Dead Full Area " 28.80 (1.33)` psf f1-11 Live Full Area 20.00 (1.33)* psf low-rf-dl Dead Full Area 30.00 (4.50)* psf" low-rf-11 Constr. Full Area 8.00 (4.50)* psf. seis Wind Point 5458 1.00 lbs *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) - ---------------------------------------- ------ - 4.50 ft ---------- -------------------- Dead 1 1047 1047 Live I 3909 1076 Total I 4946 2123 Load Casel #8 04 B.Length 1 1.88 0.81 DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design. Value I Analysis/Design I -- ----------- 1 ---------------- 1---------------- I -----------------I Shear fv = 168 Fv' = 379 fv/Fv' = 0.44 Bending(+) fb = 700 Fb' = 3865 fb/Fb' = 0.18 Live Defl'n 0.01 = <L/999 10.15 -'-L/360 0.07 Total Defl'n 0.01 = <L/999 0.22 L/240. 0.06 FACTORS: F/E== CD = CM= Ct CL =CV,= Cfu Cr Cfrt Ci =cCn LC# Fv' 285 ' 1.33 - 1.00 - - - - 1.00 - 1.00 8 Fb'+2900 1.33 1.00 1.000 1.00 1.00 1.00• - 8 Fcp' 750 - - 1.00 - - - 1.00 E' 2.0 million - 1.00 - - - - 1.00: , - - 8 Emin' 1.04 million - 1.00 - - - - 1.00 8 Custom duration factor for wind load = 1.33 ------------------- ADDITIONAL DATA w Shear LC #8 67D+W, V = = 4956 V design= 4643 lbs ' Bending(+): LC #8 = .67D+W, M = 4798 lbs -ft Deflection: LC #8 = .67D+W EI= 977e06 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) Load combinations: ICBO-UBC DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. _. 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. I WOOdWOrks® Sizer SOFTWARE FOR WOOD DESIGN Beam 47caselb.wbc ' ' WoodWorks® Sizer 7.0 May 1, 2007 11:38:04 ' COMPANY I - PROJECT VINCI s ASSOCIATES I Lutz Residence-Via'Chianti sturctural engineers _..I 53055 Via Chianti' 31324 Via Colinas Ste. 101 ... I La Quints, - .CA Westlake Village,'CA I V&A Project No. 06-3281 - µ DESIGN CHECK NDS 2005 , Beam DESIGN DATA: Material: PSL - - - Lateral support: top= full, bottom= at supports; _ - '• - Total length: 4.50 [ft] ,, Load combinations: ICBO-UBC; - LOADS: (force=lbs, pressure=psf, ud1-plf, location -ft) »Self -weight automatically included« - - - Load I Type IDistributionl Magnitude I Location I Units' - I 1 I Start 'End I,Start End :I ----------------I--------I------------I-------------- I ------1----- upper-rf-dl Dead Full Area30.00 (4.50)`- psf • . upper-rf-11 Constr. Full Area 8.00 (4.50)' psf - wall Dead Full Area 18.00 (8.00)'• - psf: _ fl -dl Dead Full Area 28.80 (1.33)'. - psf - - Live Full Area 20.00 (1.33)• psf ' to -r low-rf-dl Dead Full Area 30.00:(4.50)• -psE �•. •• ,.� •• low-rf-11 Constr. Full Area X8.00 (4.50)' psf , • ". seis Wind Point -5458 1.00 - Lbs - .. 'Tributary Width (ft) + - -REACTIONS _ LENGTHS length=in) 'MAXIMUM _and -BEARING --(force=lbs I 4.50 ft Uplift I 3534 502 Dead I 1 1047 - 222 r Live I 222 222 r _ Total I 1269 1269 - Load Casel 03 #3 B.Length I 0.5' 0.5' 'Min. bearing length for beams is 1/2" for exterior supports'- •. H#0#404#4#q0#00#0#a#####qa#####gaga#####a######q##a####a###Hagan###aagN#### ' f DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. , ####q####qqa####q##a#####aq#####gaga####q#q####qqa#####q######qq####q###### ,• .. - . SECTION --DESIGN- CODE moment lbs_ft -. _-_(fo=ce_lb=, -vs - -= Criterion I Analysis Value I Design Valuel Analysis/Design I --I----------------I---------- -deflection-in) 1- --I Shear fv =. 128 Fv' = 379 - fv/F4' =- 0.34 - Bending(+) fb = 172 Fb' = 2615 fb/Fb' = 0.07 - Bending(-) fb = 539 - Fb'-- 3773 fb/Fb' = 0.14 ' =Live --Defl======0=01_==<L/9990.15_=L/3600=09= Total Defl'n -0.01 - <L/999 0.22 - L/290 0.04 FACTORS: F/E CD CM Ct CL, CV - Cfu Cr' Cfrt Ci Cn- LC# FV' 285 1.33 1.00 - -^ - - - 1.00 -1.00. 8 ;'- Fb'+ 2900 0.90 - 1.00 1.000 1.00 100:1 00 1 Fb'- -2900 1.33 1.00 0.976 1.00 1..00+ 1.00 8 = _ ' Fcp' 750 .1.00 6 1.00` = E' 2.0 million - 1.00 1.00 8 Emin• 1.04 million - 1.00 '- - - - - 1.00 - ' -• - 8 - Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #8 = .67D+W,V = 3534, V design 3534 lbs Bending(+): LC al = D only, M = 1178 lbs -ft • Bending(-): LC 08 = .67D -W, M = 3692 lbs -ft Deflection: LC 08 = .67D+W EI= 977eO6-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),, + Load combinations: ICBO-UBC DESIGN NOTES: •5 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. ,F •'- - r _ 1, WoodWorks® Sizer pc -7D SOFTWARE FOR WOOD DESIGN Beam 48.wbc WoodWorks® Sizer 7.0 COMPANY I PROJECT VINCI & ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA 1 V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: ---------------------------------------------------------------------=----- Material: PSL " Lateral support: top= full, bottom- at supports; Total length: 14.00 [ft] Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf,, udl=plf, location=ft) »Self -weight automatically included<< ------------------- Load I Type IDistributionl Magnitude I Location I _ Units I I I Start End I Start End I ---------------- I -------- ------------ 1 I -------------- I -------------- 1----- upper-rf-dl Dead Full Area 25.00 (3:25)* psf upper-rf-11 Constr. Full Area 16.00 (3.25)* psf wall Dead Partial Ar 15.00 (8.00)* 2.00 14.00, psf fl -dl Dead Full Area 24.00 (1.33)* psf fl -11 Live Full Area 40.00 (1.33)* psf low-rf-dl Dead Full Area 25.00 (1.33)* psf - low-rf-11 Constr. Full Area 16.00 (1.33)* psf bm45-dl Dead Point 519 10.50 lbs bm45-11 Constr. Point 328. 10.50 lbs bm 47-d1 Dead Point 877 2.00 lbs bm 47-11 Live Point 444 2.00 lbs *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -----------------------------=----------------======---==============--- 1 14.00 ft ---------- ------------------- Dead 1 2614 2453 Live 1 1348 1195 Total 1 3962 3648 Load Case1 #3 #3 B.Length 1 1.51 1.39 ########################################################################### DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I---------------- I ------------------i. Shear fv = 114 Fv' = 285 fv/Fv' = 0.40 Bending(+) fb = 1497 Fb' = 2906 fb/Fb' 0.52 Live Defl'n 0.15 = <L/999 0.47 = L/360 0.33 Total Defl'n 0.47 = L/358 0.70 = L/240 0.67 FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 750 - -. 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - 1.00 - 3 Emin' 1.04 million - 1.00 - - - - 1.00 - - - 3 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #2 = D+L, V = 3367, V design- 3153 lbs Bending(+): LC #2 = D+L, M = 10260 lbs -ft Deflection: LC #3 = D+L+C EI= 977eO6 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) ' Load combinations: ICBG -UBC 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. May 1, 2007 11:44:34 DATE: 5/1/2007 V N C I. ASSOCIATES S O C '' A T E S . SHEET: - j P� 1 PROJECT: Lutz Residence -Via Chianti S1. ri u: ti I. I o.1, JOB NO.: 06-3281 53055 Via Chianti 313.24 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: SS ' La Quinta, CA P-818.575-9531 f-818.575-9581 e - vinci@vincise.com Check Lateral Uplift/Overturning on Beams Check loading, per UBC Section 1612.4, equations 12-17A 12-18 CASE -1A: 1.2D+0.5L+EM WHERE: CASE 1 B: 1.2D;+ 0;51- - Em D = DEAD LOAD CASE 2A: .9D + Em 2 L =LIVE LOAD CASE 26: 0.9 m Em = 2.8 E NOT REQ'D FOR SIMPLE SPAN BEAM: 48 (5.5' Length) UPLIFT FROM SW: 3 UPLIFT = 1384 lbs ' Em =4 1.4 x 2.8 x 1,384 lbs / 1.7 = - 3191 lbs . ' (5.5' Length) ,UPLIFT FROM SW: 7 3 UPLIFT = 2562 lbs Em, = - 1.4x2.8x2562lbs /115908 . lbs • Y i i " WOOdWOrkS® SIZer, SOFTWARE FOR WOOD DESIGN Beam 48casela.wbc WoodWorks® Sizer 7.0 May 1, 2007 11:42:03 COMPANY I PROJECT VINCI d ASSOCIATES I Lutz Residence- Via Chianti _ sturctural engineers 1 53055- Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA I V&A Project No. 06-3281 , DESIGN CHECK - NDS 2005 - ' Beam DESIGN DATA; - - - Material: PSL Lateral support: top= full, bottom= at supports; -_ Total length: 14.00 [ft) _~ Load combinations: ICBO-UBC; ,. ' LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) r -"- »Self-weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units • - I I I Start End I Start End I ----------------I--------I-----------_ _ I--------------I--------------I upper-rf-dl Dead Full Area 30.00 (3.25)• --_-- psf ,. upper-rf-11 Constr. Full Area 8.00 (3.25)• psf wall Dead Partial Ar 18.00 18.00)' 2.00 14.00 psf fl -dl Dead Full Area 28.80 (1:33)•" psf fl -11 Live Full Area 20.00 (1.33)•. psf low-rf7d1 Dead Full Area 30.00 (1.33)• psf, ' low-rf-11 Constr. Full Area 8.00 (1.33)+ .psf bm45-dl Dead Point 623 10..50 - lbs bm45-11 Constr. Point 164 10.50 lbs " bm 47-d1 Dead Point 1052 2.00 - lbs - bm 47-11 .Live Point 222 2.00 lbs seis-1 Wind Point 3191 2.00 lbs - ' seis-2 Wind Point -3191 -7.50 lbs •Tributary Width (ft) - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length --in) " ----------I------------------- Dead I 3119 2926 - - .. '• - ' Live I 1446 597 - - Total I 4565 3523 • - , B.Length I 1.79 113 - -Lad_Ccsel=='=q4=======33________________________=___`_____=___________ aaaaa##aaggqa##aq#aaaaaaaa#a##aaaaaaq#gaaaaaaaq##aaaaggaaaa#aa###H##aaaaaaa - DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. - 'SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value,1 Analysis/Design --------------I----------------I----------------1-=---------------I - Shear fv = 118 Fv' = 285 fv/Fv' = 0.42 Bending(+) fb = 1481 Fb' = 2615 fb/Fb' = 0.57 ' Live Defl'n -0.31 = L/548 0.47 = L/360 • 0.66 Total Defl'n 0.07 = <L/999 0.70 = L/240 0.10 - FACTORS: F/E CD CM Ct CL - CV Cfu Cr Cfrt Ci =x1.00 =_-====1=00==1 Ch LC# .. '=1=00===- Fv,=====285 1.00 2 - - ' ===00 Fb'+ 2900 0.90 1.00 1 000 1.00 1. 1.00 1 Fcp' 750 1.00 1.00 - - E' 2.0 million 1.00 1.00 6 Emin' 1.04 million - 1.00 - - - - 1.00 - 8 Custom duration factor for Wind load = 1.33 - - ADDITIONAL DATA Shear LC #2 = D+L, V- 3496, V design = 3278 lbs Bendingl+): LC al = D only, M = 10150 lbs -ft - Deflection: LC 08 = .67D+W EI= 977eO6 lb -int ' Total Deflection = 1.00(Dead Load. Deflection)'+ Live Load Deflection. C-construction_-CLd=concentrated)'" D=dead--=c live--5=snow--he ' Ana=-I=impact IAll LC's are listed in the Analysis output) Load combinations: ICBO-UBC - -_-- _-- DESIGN NOTES: V ' 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. - F • " 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. ' WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN _. _ Beam 48caselb.wbc WoodWorks@ Sizer 7.0 May 1, 2007 11:42:42 ' COMPANY•- PROJECT VINCI a ASSOCIATES 'I Lutz Residence- Via Chianti sturctural engineers 153055 Via Chianti 31324 Via Colinas Ste. 101 '. I La Quinta, CA - -. Westlake Village, CA I V&A Project No. 06-3281 - NOS '=eamWWDESIGN=A=WWW==W==DESIGN Beam DESIGN DATA: =CHECK -2005== W=W== Material: PSL Lateral support: top= full, bottom= -at supports; • , Total length: 14.00 (ft] Load combinations: ICBO-UBC; _________________________________________________________________ "• ' LOADS: (force=lbs, pressure=psf, udl=plf, location=ft')• »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units I 1 I Start End I` Start End I. ----------------I--------I------------I--------------I--------------I----- _ upper-rf-dl Dead Full Area 30.00 (3.25)• _ psf upper-rf-11 Constr. Full Area 8.00 (3.25)' psf wall Dead Partial Ar 18.00 (8.00)• 2.00 14.00 psf fl -dl Dead Full Area 28.80 (1.33)• - psf - fl -11 Live Full Area 20.00 (1-.33)• - psf _ low-rf-dl Dead Full Area 30.00 (1.33)• psf ' low-rf-11 Constr. Full Area 8.00 (1.33)' .psf bm45-dl Dead Point 623 10.50 lbs bm45-11 Constr. Point 164 10.50- lbs bm 47-d1 Dead Point - 1052 2.00 lbs - bm 47-11 Live Point 222 2.00 lbs 3191 lbs_ ' =Tributary WiWaW=======Point seis-2 Wind Point 3191 7.50 lbs 'Tributary width (ft) 2=00=='==_____ --- _- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in)- _ 11 14.00 ft Dead 1 3119 2926 Live 1 674 1386 Total 1 3793 4314 Load Casel 03 04 B.Length I 1.45 1.64 a#aaa#aaaaa#aa###adq##aa###R####aaaaaaaaaaaaga##R#aaq###qa###aaa##aRgaaa### DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. ####agaaagq#qa###gagqaaqR###aRq##a##aagaaq##RgRRHa##a##gaaq##Rq#=q#####aa## ' SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value IAnalysis/Design I --------------I----------------I----------------I------------------1 Shear fv = 118 Fv' = 285"•fv/Fv' 0.42 .. Bending(+) fb = 2592 Fb' = 3865 fb/Fb' 0.67 Live Defl'n 0.20 = L/853 0.47 = L/360 0.42 `• WTotal WD=fl_n0_57====L/293====0=70WWW=L/240-====WW==WWWWWW0.82=WWWWWWW •_ FACTORS: F/E CD CM Ct CL CV= "Cfu Cr Cfrt Ci W==WWWWWW=WWWWWWW===WWWWW====WWWWWWW==WWWWW=WW=WWWWWWW===WW==WWWWW=W===WWW= Cn LCR ' Fv' 285 1.00 1.00 •= 1.00 1.00 2 ' 0 - Fb'+ 2900 1.33 1.00 1.000 1.00 1.00 -1.00 ' q .- Fcp' 750 1.00 1.00 f E' 2.0 million 1.00 1.00 - - 4 Emin' 1.04 million - 1.00 - - - 1.00 - - 4 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA • Shear LC #2 - D+L, V = 3496, V design 3278 lbs Bending(+): LC #4 = D+.75(L+C+W), M = 17771 lbs -ft Deflection: LC 04 = D+,75(L+C+W) EI= 977eO6 lb-in2 - Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. a-_S==now-thewind-=I=impact--C=constru=tion--CLd=concentrated) ' are All Lt's are listed in the Analysis output) ==-(D=dead_s Load combinations: ICBO-UBC =NOTES: DESIGN 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. - - May 1, 2007 11:42:42 w WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 48caseia(sw7).wbc a Wood Works® r Sizer 7.0 May 1, 2007 11:43:21 , COMPANY - I ._PROJECT .• - VINCI6 ASSOCIATES I Lutz Residence- Via Chianti . sturcturaI engineers 1 53055 Via Chianti - ,. . 31324 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA � 1 V&A Project.No. 06-3281• ' DESIGN CHECK NDS 2005 -. Beam DESIGN DATA: - __ Material:PSL Lateral support: top= full, bottom= at supports; 4.00--(f U __--=-=Total Load combinations: ICBO-UBC; ------ -• -length: ______________ _=_ ____ - LOADS: (force=lbs, pressure=psf, udl=plf, location ft) _---_= »Self-weight automatically included« - - - - Load I Type •IDistributionl Magnitude I Location I Units Start End I Start End I -------------=--I--------I------------1--------------1--- -----------I upper-rf-dl Dead Full Area 30.00 (3.25)-' - ----- psf upper-rf-11 Constr. Full Area 8.00 13.25)+ psf wall Dead Partial Ar 18.00 (8.00)` 2.00. 14.00 psi - fl-dl Dead Full Area 28.80 (1.33)' psf - fl-11 _ Live Full Area 20.00 (1.33)+ psf low-rf-dl Dead Full Area 30.00 (1:33)+ psf ' low-rf-11 Constr. Full Area 8.00 (1.33)' psf bm45-dl Dead Point 623 10.50 lbs. bm45-11 Constr. Point 164 " 10.50 Its . " • bm 47-d1_ Dead Point 1052 2.00 lbs - bm 47-11 - Live Point' .222- - 2.00 lbs "• ' seis-1 Wind 'Point 5908 2.00 lbs -� ' 'Tributary Width (ft) • ----_------------- ------- , ________________________________________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in)----------------- - I 14.00 ft »_ - --------I------------------- Dead I 3119 2926 .Live 1 4303 1081 - TotalI 7423 .4007 Load B.Length I 2.83 1.53 _Casel__--qq------=q9_________________________________________________ DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 pif This section PASSES the design code check. - ###qq#q######qq###q####q#######9999########9999##############q#k#q###q###q# - SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft,'deflection=in) Criterion I Analysis Value I Design, Value-1'Analysis/Design I ---------------I----------------I-------- - - ------- I------ _-----------I Shear fv = 259 Fv' = 379 fv/Fv' = 0:68 l+l==fb-=-242=====___ Live Defl'n 0.24 = L/687 0.47.= L/360 0.52 =TotaBending Total Defl'n 0.62 = L/270, 0.70.= L/240 0.89 = ====3865-=---==fb/Fb-- ==0=63=====____ FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn . . LC#" Fv' 285 1.33 - 1.00 1.00 .= 1-00 4 0 _ Fb'+ 2900 1.33 1.00 1.000 1.00 1.00 1.00 .4 ' Fcp' 750 1.00 1.00 = = E' 2.0 million 1.00 1.00 4 - Emin 1.04 million - 1.00 - - - - 1.00' - - 4 - Custom duration factor for Wind load = 1.33` - - - DATA -Shear 'ADDITIONAL LC 04 = D+.75(L+C+W) V = 7423,. V design - 7184 lbs Bending(+): LC 04 = D+,75(L+C+W), M = 16595 lbs-ft , Deflection: LC #4 = D+,75(L+C+W) EI= 977eO6 1b-in2 - Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. construction-=CLd-concentratedP All LC'S are listeded in in the Analysis output) ' Load combinations: ICBG-UBC Y _--ID=d=ad--L=live--t-W=wind=_I=impact=-C 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. _ - - WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 48casetb(sw7).wbc WoodWorksa Sizer 7.0 May 1, 2007 11:44:11 COMPANY - I - PROJECT VINCI S ASSOCIATES •I Lutz Residence -.Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via ColinasStL,LQu inta, CA - Westlake Village, CA �V:A Project No. 06-3281 DESIGN CHECK - NDS 2005 - - -- ' Beam DESIGN DATA:- ______________________________ Material: PSL- - Lateral support: top= full, bottom= at,supports; - - _ Total length: 14-00 [ft] - 'Load _combinations_-ICBO_UBC_----_=======_=====-------------- _------- LOADS: (for LOADS: pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units I I I Start End I Start End -------------------------- upper-rf-dl Dead Full Area 30.00 (3.25)• psf ' upper-rf-11 Constr. Fu 11 Area 8.00 (3.25)+ psf wall Dead Partial Ar 18.00 (8.00)+. 2.00 14:00 psf .. - fl -dl Dead FullArea 28.80 (1.331` psf , fl -11 Live Full Area 20:00 (1.331', .: psf low-rf-dl Dead Full Area 30.00(1.33)' psf ' low-rf-11 Constr. Full Area 8.00 -(1.33)' psf bm45-dl Dead Point 623 10.50 lbs bm45-11 Constr. Point 164. - 10.50 ' lbs - bm 47-d1 Dead Point 1052 - 2.00 lbs- bm 47-11 Live Point 222 2"00 lbs, seis-1 wind Point -5908 2.00 lbs . ' ---tar--Width-(ft) --- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) _. - ------------------------- 14"00 ft ----- __________________ _____ _ Uplift I 2944 - Dead I 3119 2926 - _ - • Live I 674 597 ` TotalI 3793 3523 Load Ca sel 03 #3 .. ' B.Length 1 1.45 1.34 _ - a###a##a####q###aaaaaa#a##a#aaaaa###agaq##anq##a#a##qq##aaaaa##a#n###qa#aqq - DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf - - - This section PASSES the design code check. - - #N###aft#a######q####a#aa#a#q#q#q##a###qa=#q##agga#q######000#0#4#=######### ..• - . ' SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft,-deflection-in) ., ' Criterion ('Analysis Value I Design Value I Analysis/Design I- --------------I----------------I----------------1------------------I' I Shear fv = .116 Fv' = 285 fv/Fv' = 0.42, Bending(+) fb = 1481 Fb' = 2615 fb/Fb' = 0.57 • _ ' Bending(-) fb = 897 Fb' = 3712 fb/Fb' = 0-.24 Live Defl'n -0.37 = L/454 -0.47 = L/360 0.79 - - Total Defl'n 0.01 = <L/999 0.70 = L/240 0.01 FACTORS_=F/E====CD--==CM=== Ct=== CL Cfu===== ,LC# _===CV ' ===Cfrt===Ci Fv' 285 1.00 1.00 1.00 ==C== 1:00 2 Fb'+ 2900 0.90 1.00 1.000 1.00 ='t 1.00 1.00 1 Fb'- 2900 1.33 - 1.00 0.961 1.00 - 1.00 1:00 - - 8 Fcp' 750 - - 1.00 - - - - 1.00 - - E' 2.0 million - '1.00 - - - - 1.00- 8 _ Emin' 1.04 million - 1.00 - - - 'I.00 -,- 8 Custom load _duration _factor -for -Wind -=-1_33 ADDITIONAL DATA, - Shear LC 02 = D+L, V 3496, V design 3278 lbs- Bending l+l: LC 01 -- D only, M = 16150 lbs -ft Bending( -1: LC 08 .67 D+W, M 6152 lbs -ft ' Deflection: LC #8 = .67D+W EI= 977eO6 1b-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)f' IA11 LC's are listed in the Analysis output) _ Load combinations: ICBO-UBC ------------------ ----------------- 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. _ M i P6 '767 ' WOOdWOrkS® SIZeI' SOFTWARE FOR WOOD DESIGN Beam 49.wbc WoodWorks® Sizer 7.0 May 1, 2007 12:02:08 COMPANY I PROJECT VINCI d ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA I V&A Project No. 06-3281 .. DESIGN CHECK - NDS 2005 Beam DESIGN DATA: - Material• PSL ' Lateral support: top=.full, bottom= at. supports; - - Total length: 21.50 [ft) _--__ _Load combinations: ICBO-UBC; . LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included« - Load I Type IDistributionl Magnitude I Location I Units I I I Start End I Start .End I -------------------------- ' I-------------- I----- upper-rf-dl Dead Full Area 25.00 (1.33)• psf upper-rf-11 Constr. Full Area 16.00 (1.33)* psf wall Dead Partial Ar 15.00 (8.00)" 4.00 17.50 psf fl -dl Dead Partial Ar 24.00 (7.00)+ 4.00 17.50 psf 11-11 Live Partial Ar 40,00 17.00)• 4.00 17.50 psf deck -dl Dead Partial Ar 24.00 (2.50)' 6.00 15.50 psf deck -11 Constr. Partial Ar 40.00 (2.50)+ 6.00 15.50 1 psf bm 19-d1 Dead Point 796 7.50 -lbs bm 19-11 Constr. Point 459 7.50 lbs bm 19-d1-2 Dead Point 796 13.50 lbs bm 19-11-2 Constr. Point 459 13.50 lbs bm 46-d1 Dead Point 2345 4.50 'lbs ' bm 46-11 Live Point 1131 4.50 lbs bm 43-d1 Dead Point 366 6.00 lbs bm 43-11 Live Point 397 6.00 lbs bm 43-d1-2 Dead Point 366 15..00 lbs - ' bm 43-11-2 Live Point 397 15.00 lbs bm 48-d1 -Dead Point 2453 17.00 lbs bm 48-11 Live Point 1195 17.00 lbs - ' 'Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in), - I 21.50 ft ' I^ ---------- ------------------- Dead 1 6566 6575 • Live 1 4614 4611 Total 1 11180 11187 _ Load Case l 03 #3 B,Length 1 2.13 2.13 - ###q##q###q##q########q###ggqq#####q#q##qq#q###qq##q###qH###q####q#q#q####q DESIGN SECTION: 2.OE, 2900Fb,'7x18 @39.375 plf This section PASSES the design code check. - #qq###qq#q##q#q##q########q#q#q###q#"#qqqq#####q### ' SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion 1 Analysis Value I Design value I Analysis/Design I' --------------I----------------I--------------------I - --I------------ Shear fv = 118 Fv' = 265 fv/Fv' = 0.41 Bending(+) fb = 1963 Fb' = 2772 fb/Fb' = 0.71 ' Live Defl'n 0.37 = L/689 0.72 = L/360 0.52 Total Defl'n 0.88 = L/294 1.08= L/240 0.82 ===CD FACTORS: F/E CM Ct CL =CV Cfu Cr Cfrt =<Ci _Fv,=-==-285 ='1-00=_=====1.00 Cn LC# '.2 Fb'+ 2900 1.00 1.00 1.000 0.96' 1.00 1.00 2 ' Fcp' 750 1.00 1.00 ____1.00========1-00 E' 2.0 million - 1.00 .. 1.00 3 _ Emin' 1.04 million - 1.00 - - - - 1.00 - - 3 Custom duration factor for Wind load =1.33 ------------- ----------------- --------- ADDITIONAL DATA Shear LC 02 = D+L, V = 10034, V design = 9926 lbs Bending(+): LC #2 = D -L, M = 61826 lbs -ft - Deflection: LC 03 = D+L+C EI= 6804e06 lb -int Total Deflection = 1.00(Dead. Load Deflection) + Live Load Deflection.. " ID --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) ' are listed in the Analysis output)_ Load combinations: ICBO-UBC --_IAll -LC's DESIGN NOTES: 1 Please verify that the defaultdeflectionlimits 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. DATE: 5/1/2007 t9 I N C' & A S S A C I A T E S SHEET: ?G `71 PROJECT: Lutz Residence-Via Chianti •Sl,ruc-1 ural E'n.gi.neerc JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362_ ENGR.: SS La Quinta, CA p-818.575-953; f-818.575-9581 e - vinciwincise.com s Check Lateral Uplift/Overturning on Beams Check loading per UBC Section 1612 4,:equations 12-17 & 12-18. CASEIA: 1.2D + 0.5L + Em WHERE: CASE 1 B: 1.21 + 0.5LI- Em D = DEAD LOAD' CASE 2A: .9D + Em. L = LIVE LOAD CASE 26: 0.9 m Em = 2.8 E - " Y NOT'REQ'D. FOR SIMPLE SPAN BEAM: 49 UPLIFT `FROM SW: 9 (4' Length) UPLIFT = 558 lbs' - Em = 1.4 x 2.8 z 558 lbs / 1.7 1287 lbs 75 ` WoodWOrkS® Sizer SOFTWARE FOR WOOD DESIGN Beam 49casela.wbc WoodWorks® Sizer 7.0 J + May 1, 2007 12:00:53 ' -. COMPANY I PROJECT • •• f ' VINCI 6 ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti _ 3132 4 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA IVSA Project. No. 06-3281 - DESIGN CHECK NDS 2005 ' Beam DESIGN DATA: Material: PSL - Lateral support: top= -full, bottom= at supports; - - Total length: 21.50 Iftl Load combinations: ICBO-UBC - - LOADS: (force-lbs, pressure=psf, udl plf, location=ft)' »Self-weight automatically.included<< Load I Type IDistributionl_ Magnitude.. I Location •I Units I I ______I Start - End I Start End I a. + -----I--------I- I - I - ---- -------------I upper-rf-dl Dead Full Area 30.00 11.33)+ psf upper-rf-1----------1 Constr. Full Area 8.00 (1.33)+ psf wall Dead Partial Ar 18.00 (8.00)+ 4.00 17.50 psf fl-dl Dead Partial Ar 28.80(7.00)* 4.00 17.50 psf - 11-11 Live Partial Ar 20.00 (7:00)' '4.00 17.50 psf - - ' deck-dl Dead Partial Ar 28.80 (2.50)• 6.00 15.50 psf - deck-11 Constr. Partial Ar 20.00 (2-50)• ,6.00 15.50 psf bm 19-d1 Dead Point 955 7.50 - lbs' _ bm 19-11 Constr.' .Point 229. - 7.50' lbs bm 19-d1-2 Dead Point 955 13.50lbs bm 19-11-2 Constr. Point 229 - 13.50 lbs t - ' bm 46-d1 Dead Point 2814 4.50 lbs. - bm 46-11 Live Point 565 4.50 lbs bm 43-d1 Dead Point 439 6.00 lbs bm 43-11 Live Point 198 6.00 _ lbs bm 43-d1-2 Dead Point, 439 - 15.00 lbs bm 43-11-2 Live Point - .198 -'15.00 lbs ' bm 48-d1 Dead Point 2944 •` 17.00 lbs bm 48-11 Live Point 598 17.00 lbs _ seis-1 Wind Point 1287 4.50 lbs seis-2 Wind Point -1287 8.00 lbs seis-3 Wind Point .1287 14.00 lbs seis-4 Wind Point -1287 18.50 'lbs . 'Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs length in) 1 21.50 ft -1------------------- ----Dead I 7795 7805 Live I 2307 2306 TotalI 10102 10111 y Load Case1 03 #3- B.Length 1 1.92 1.93 ' DESIGN#############2.OE, #2#####,7x18#############N###H##H#N#########p#### DESIGN SECTION: 2.OE, 2900Fb, 7x18 @39.375 plf This section PASSES the design code check. SECTION vs DESIGN CODE _ (force=lbs, moment-lbs-ft, deflection-in)====____ ' -_Criterion= I=Analysis Value I Design Value I Analysis/Design ==I ' - --I----------------I----------------1------------------I Shear fv = 112 Fv' = 285 fv/Fv' = 0:39 , Bending(+) fb = 3660 Fb' = 2772. fb/Fb' = 0.67 -� Live Defl'n 0.19 = <L/999 0.72 L/360 -0.26 - Total Defl'n 0.78.= L/328 1.08 = L/240 + 0.73 - - FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - - - _1.00 1.00 2 Fb'+ 2900 1.00 - 1.00 1.000 0.96 _ - 1.00•1.00 - - 2.•� Fcp' 750 - - 1.00 - - - - 1.00 E' 2.0 million - 1.00 - - 1.00 - 3 . Emin' 1.04 million - 1.00 - - - 1.00 - ,3 _ Custom duration factor for Wind load = 1.33 ADDITIONAL DATA + - ' Shear--_=LC 02 = D+L, V -===9535, V design = 9416 lbs==--=___- Bending(+): LC 02 = D+L, M = 58578 lbs-ft Deflection: LC 03 = D+L+C EI= 6804e06 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) - Load combinations: ICBO-UBC - 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. j WoodWorks® Sizer 1 I .. ...._. ..... _ . _ -- ...- - ---------- - -- - Beam 49-caselb.wbc SOFTWARE FOR WOOD DESIGN WoodWorks(D Sizer 7.0 COMPANY I PROJECT VINCI d ASSOCIATES I Lutz Residence- Via Chianti sturcturaI engineers ) 53055 Via Chianti 31324 Via Colinas Ste. 101 I La Quinta, CA_ , Westlake Village, CA I V&A Project. No. 06-3281 ' • DESIGN CHECK - NDS 2005 ' Beam DESIGN DATA: Material: PSL Lateral support: top= full, bottom= at supports: Total length: 21.50 (ft1� Load combinations: ICBO-UBC; ' LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I I Type IDistributionl Magnitude I Location I Units Start End I Start: End I =---------------I--------I------------I--------------I--------------I----- upper-rf-dl Dead Full Area 30.00 (1.33)' psf -upper-rf-11 Constr. Full Area 8.00 (1.33)' psf wall Dead Partial Ar 18.00 (8.00)` 4.00 17.50 psf - fl -dl Dead Partial At 28.80 (7.001` .4.00 17.50 .psf f1-11 Lave Partial Ar 20.00 (7.00)* 4.00 17.50 psf deck -dl Dead Partial Ar 28.80 (2.50)' 6.00 15.50 psf ' deck -11 Constr. Partial Ar 20.00 (2.50)' 6.00 15.50 psf - bm 19-d1 Dead Point 955 7.50 lbs bm 19-11 Constr. Point 229 7.50 lbs bm 19-d1-2 Dead Point 955 13.50 ,lbs bm 19-11-2 Constr. Point 229 - 13.50 -lbs bm 46-d1 Dead Point 2814 4.50 lbs ' bm 46-11 L_ve Point 565 4.50 lbs " bm 43-d1 Dead Point 439 6.00 lbs bm 43-11 L_ve Point 198 6.00 lbs ' bm 43-d1-2 Dead Point 439 15.00 lbs bm 43-11-2 L_ve Point 198 15.00 lbs bm 48-d1 Dead Point 2944 17.00 lbs bm 48-11 Live Point 598 17.00 lbs seis-1 Wand Point -1287 4.50 'lbs seis-2 W_nd Point 1287 8.00 lbs seis-3 Wind Point -1287 14.00 lbs seis-4 wind Point 1287 18.50 lbs *Tributary Width - - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 21.50 ft -I-----------------7805-- 1 7795 'Dead - Live I 2307 2306 Total 1 10102 10111 _ Load Case1 03 03 B.Length 1 1.92 1.93 #qq###ggqq###qq#q###q#qq####ggqq######ggqqqqq###qq##q#q##q#ggqqHqqq##q#ggqq ' DESIGN SECTION: 2.OE, 2900Eb, 7x18 @39.375 plf , This section PASSES the design code check. #ggqqq####ggqq#q####qq###ggqq#ggqqqq###q##ggqqqq#####q#####q###ggqqqqq####q SECTION vsc DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I---------------- , 1 ------------ .------ I Shear fv = 112 Fv' = 285. fv/Fv' = 0.39 Bending(+) fb = 1860 - Fb' = 2772 fb/Fb' = 0.67 ' Live Defl'n 0.19 = <L/999 0.72 = L/360 0.26 ' Total Defl'n 0.78 = L/328 1.08 = L/240 0.73 ' FACTORS: F/E CD CM Ct CL CV Cfu. Cr Cfrt Ci Cn LC# Fv' 285 1.03 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.01 - 1.00 1.000 0.96 - 1.00 1.00 - -2 `50 - - 1.00 1.00 - - - _ - - E' E' ^.0 million 1.00 1.00 - ''3 ' Emin' 1.04 million 1.00 1.00 3 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC 02 = D+L, V = 9535, V design== 9416 lbs ' Bending(+): LC 02 = D+L, M - 58578 lbs -ft ' Deflection: LC 03 = D+L+C EI= 6804eO6 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) Load combinations: ICBO-UBC ,- ' DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate - for your application. 2. SCI -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. - May 1, 2007 12:01:34 1 WOOdWOrkS® Sizer: _ SOFTWARE FOR WOOD DESIGN - - _-------- - .. - ........ . Beam 54a.wbc WoodWorks® Sizer 7.0 May 1, 2007 08:25:19 ' COMPANYI PROJECT VINCI 5 ASSOCIATES I Lutz Residence= Via Chianti , sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA IV&A Project No. 06-3281 ' - DESIGN CHECK NDS 2005 Beam DESIGN DATA: Material: PSL- - Lateral support: top= -full, bottom= at supports; Total length: 18.00 [ft] Load combinations: ICBO-UBC; ------------ LOADS: (force -lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ------------ ' Load I Type, IDistributionl Magnitude I Location I Units I I I Start End I Start End I ----------------I--------I------------1--------------I--------------I----- fl -dl Dead Full Area ,24.00 (1.33)* psf ' fl -11 Live Full Area.- 40.00 (1.33)* psf bm 13-d1 Dead Point 2519 17.00 lbs bm 13-11 Live Point 1422 17.00 lbs `Tributary Width (ft) ' MAXIMUM -REACTIONS -and -BEARING -LENGTHS --=(force=lbs,-length=in)------ ------ 1 18.00 ft ----------I------------------- Dead I 544 2783 ' Live 1 558 1822 Total 1 1102 4605 Load Casel #2 #2 B.Length 1 0.5* 1.75 , ' *Min. bearing length for beams is 1/2" for exterior supports ########################################################################### DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12,.988 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value 1 Analysis/Design I -------------- I---------------- 1---------------- I ------------------I. Shear fv = 163 Fv' - 285 fv/Fv' 0.57 ' Bending(+) fb = 901 Fb' - 2906 fb/Fb' = 0.31 Live Defl'n 0.18 - <L/999 0.60 = L/360 0.30 Total Defl'n 0.38 = L/571 0.90 = L/240 0.42 FACTORS: -F/E-==-CD--=-CM-=-Ct==--CL_-Cfrt== Ci LC#' ' --CV---=Cfu--=_Cr-- =--C= Fv' 285 1.00 1.00 1.00 1.00 2 Fb + 2900 1.00 - 1.00 1.000- 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - 2 Emin' 1.04 million - 1.00 - - - - 1.00 - - 2 ' Custom duration factor for Wind load = 1.33 ADDITIONAL DATA LC #2 = D+L,=V -===4605, V design v====4508 lbs=====__________ 'Shear Bending(+): LC 42 = D+L, M = 6180 lbs -ft Deflection: LC #2 = D+L EI= 977eO6 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) Load combinations: ICBO-UBC 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 forSCLmaterials. ' They can be changed in the database editor. DATE:' 5/1/2007 V I C I & ASSOCIATES SHEET: PROJECT: Lutz Residence -Via Chianti 1, r rir,1, ur- 1, k, ay i nue JOB NO.: 06-3281 ' 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: SS La Quinta, CA p - 818.575-9531 -f - 818.575-9581 e - vinci@vincise.com Check Lateral Uplift/Overturning on Beams _ Check loading per.UBC Section 1612.4, equations 12-17 & 12-18 CASE 1A: 1.213 + 0.51- + Em WHERE: CASE 1 B: 1.213 + 0:51- -,Em D = DEAD LOAD ' CASE;2A:. .913 + Em L=LEVE LOAD CASE 26: 0.9 m Em = 2.8E r NOT REQ'D FOR SIMPLE SPAN BEAM: 54a UPLIFT FROM ,SW: 7 (5.5' Length) UPLIFT 2562 lbs ' ' Em = 1.4 x 2.8 x2,562 lbs / 1.7 5908 lbs t i' Beam 54acasela.wbc WoodWorks® Size p C-12 Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 7.0 May 1, 2007 08:23:51 COMPANY I PROJECT VINCI & ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA. Westlake Village, CA I V&A Project No. 06-3281 ' DESIGN. CHECK -- NDS 2005- Beam DESIGN DATA: Material:. PSL Lateral support: top= full, bottom='at supports; ' Total length: 18.00 [ft] Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically ' - ---- -included<< ----------------- ----- Load I Type IDistributionl Magnitude I Location I Units ' I I Start End I Start End I ----=-----------I-------- I------------I--------------I--------------1---,-- fl -dl Dead Full Area 24.00 (1.33)- psf fl -11 Live Full Area 40.00 (1.33)* psf ' E Dead Point 5908 17.00 lbs *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) , I 18.00• ft " ----------1------------------- Dead I 733 585 t Live I 480 480 4 ' Total 1 1213 6464 Load Casel #2 #2 B.Length 1 0.5* 2.46 *Min. bearing length for beams is 1/2" for exterior supports DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. ########################################################################### ' SECTION-vs_-DESIGN=CODE=--(force=lbs moment=lbs-ft_-d=flection=in) - _ -_ Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------1=-----------------I Shear fv = 214' Fv' = 256 fv/Fv' = 0.84 Bending(+) fb = 1089 Fb' = 2906 fb/Fb' = 0.37 ' Live Defl'n 0.13 = <L/999 0.60 - L/360 0.21 Total Defl'n 0.45 = L/481 0.90 = L/240 0.50 FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 0.90 - 1.00 - - ' - 1.00 1.00 1 - Fb'+ 2900 1.00 - 1.00 1.000 1.00 1.00 1.00 2 Fcp' 750 - - 1.00 - -, - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 2 Emin' 1.04 million - 1.00 - - - - 1.00 - - 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #1 = D only, V = 5985, V design = ,5940 lbs ' Bending(+): LC 02 = D+L, M = 7467 lbs -ft ' Deflection: LC #2 = D+L EI= . 977eO6 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) Load combinations: ICBO-UBC ' 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. WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN Beam 54acaselb.wbc WoodWorks® Sizer 7.0 j • May 1; 2007 08:24:46 COMPANY ) ,PROJECT:` 1 - VINCI &.ASSOCIATES I Lutz Residence= Via,Chianti sturctural-engineers 1 53055 via Chianti -t 31324 Via Colinas Ste. 101 I La Quinta,. CA s Westlake Village, CA I VSA Project No. 06-3281 - DESIGN CHECK - NDS 2005 Beam DESIGN DATA: - Material: PSL Lateral support: top= full, botto-= at supports; ' Total length -. 18.00 [ft) Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) ---_----- >>Self_weight automatically -- ---_-- -included<< -- Load I Type IDistributionl Magnitude I Location I Units I I s I Start End] Start End I ---=------------ I -------- 1------------1- -------- '----I---------- ----1----- fl -dl Dead Full Area 24.00 -(1.33)* psf fl -11 Live Full Area 40.00 (1.,33)* IDS ' E Dead Point -5908 17.00 lbs Tributary Width (ft) --------------- = MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in)-,' I 18.00 ft ---------- -------------------- Uplift 1 5175 a Dead I 77 ' Live I. 960 l Tota1 556 117 ' Lo ad Casel #2 #0 B.Length 1 0.5* 0.5* `Min. _bearing -length -for =beams is for -1/2 -exterior -supports ########################################################################### DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. ######################.#,#################################################### - SECTION vs. DESIGN CODE (force lbs, moment lbs ft, deflection in) Criterion 'I Analysis Value I Design Value 1,Analysis/Design 1 -------------- 1------------ ----I ---------- =-----I------------------I Shear fv = 187 fv' = •256 fv/Fv' .0.731 ' Bending(-) fb = 758 'Fb' = 2320 . fb/Fb' = .0.33 4 Live Defl'n 0.13 <L/999 0.60 = L/360 0.21' Total Defl'n 0.03 = <L/999 0.90 = .L/240 0.03 CV---=Cfu Cr Cfrt- Ci,,Cn 'LC#' FACTORS_-F/E=- -CD-=-CM--==Ct- =-CL - Fv' 285 0.90 1.00 1.00 1.00 1 Fb' 2900 0.90 - 1.00 0.887 1..00 - 1.00 1.00 - - 1 Fcp' 750 - - 1.00 ,- -. - - 1.00 _ E' 2.0 million - 1.00 - - - _ 1.00 - - 2 Emin' 1.04 million - 1.00 - - 1.00.. 2 Custom duration factor for Wind load 1.33 ADDITIONAL DATA • .. - - ' Shear LC #1 = D only, V = 5175, V design'- 5176 -lbs y Bending(-): LC #1 = D only, M = 5197 lbs -ft ' ' Deflection: LC #2 D+L EI= 977eO6'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) Load combinations: ICBO-UBC DESIGN NOTES: =1. ----------------- Please verify that the default deflection limits are appropriate =_ for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL 1 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. WoodWorks® Sizer - v SOFTWARE FOR WOOD DESIGN Beam 72.wbc Woodworks@ Sizer 7.0 May 1, 2007 12:04:56 V • ' COMPANY PROJECT "• . - - - , ... VINCI s ASSOCIATES I LutzResidence- Via.Chianti sturctural engineers ) 53055 Via Chianti '�. 31324 Via Colinas Ste. 101 I La -Quint a,'CA Westlake Village, CA I VSA Project No. 06-3281 DESIGN CHECK - NDS 2005 ' Beam DESIGN DATA: . Material: Timber -soft .Lateral support: top= full,` bottom= at supports; - Total length: 11.00 [ft)' Load-combinations: ICBO-UBC LOADS: (force=lbs, pressure=psf, udl=plf, location ft) » -_-----Self-weight automatically included« .-•; '. " Load I Type IDistributionl Magnitude I Locations I Pat- I Start - End I Start End 1 tern ----------------I--------I------------ _ ". . ' I-- ---------I---; ------ -1--=_- deck -dl Dead Full Area 24.00 '(6.50)• No .' deck -11 Live Full Area 40.00 (6.50)+ No tji-dl Dead Full UDL 73.5 No tji-11 Live Full UDL 219.0 No' - wall Dead Full Area` 15.00 (8.00)* •-• No • upper rf-dl Dead Full Area 25.00 (1.33)•. , No _ ' upper rf-11 Constr. Full Area •16.00 (1.33)` No ,f bm 15-d1 Dead Point 941" 13.00 No . bm 15-11 Constr. Point 550 1.00 No •Tributary Width (ft) MAXIMUM=REACTIONS-a=d_BEARING LENGTHS lbs length=in) •. -.+ " ' __-(force __ I 5.50 5.50 ft _ ---------------------------- Dead I 1538 2953 768 Live 1 1458 3588 1008 Total I 2996 '.6540 1776 Load Case l #3 03 03 B.Length 1 0.87 1.53 0.5' - - - - Cb 1 1 1.25 1 "Min. bearing length for beams is 1/2" for exterior supports ' q#a##aq#a##qaa###aa#aq##gaga#######q####aaaq#gaaaaa###gaga#aaa#a#a###aggqa#, - DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. • a#aa##aa#ag###aaa#a#aaaaaaa#q#a##a####a#aqa#gaga#a#a##ugaaauaaga####a#n#### , . ' SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design 1 - - --------------I----------------I-------` -- I------------------1 -. t Shear fv = 97 Fv' = 170 fv/Fv' = '0.57 s , Bending(+) - fb = 554 Fb' = 1200 fb/Fb' = 0.46 Bending(-) fb = 820 Fb' = 1200 fb/Fb' = 0.68 Live Defl'n 0.02 = <L/999 0.18 = L/360 O 10: Total Defl'n 0.04 = <L/999 0.28 = L/240 0.13 1 ` _ FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt. Ci :Cn LCa Fv' 170 1.00 1.00 1.00 - - - - 1.00•-1.00 1.00 -2 Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 '1.00 1.00 - 2 Fb'- 1200 1.00 1.00 1.00 1.000 1.000 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 - Emin' .0.00 million 1.00 1.00 -. "- -- r '1:00'1.00 -- "3. Custom duration factor for Wind load = 1.33 '-- - - 'ADDITIONAL DATA Shear LC #2 D+L, V 3208 V design = 2664 lbs Bending(-): LC 02 = D+L, M = 2382 lbs -ft Bending(-): LC #2 = D+L, M = 3523 lbs -ft - - Deflection: LC #3 = D+L+C El- 309e06 lb -int - -' Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. - - ' d (D=ead L=live 5=snow W=wind I=impact C=construction. CLd=concentrated). (All LC's are listed in the Analysis output) Load combinations: ICBO-UBC DESIGN NOTES: + - 1. Please verify [hat the default deflection limits are appropriate = - ,, for your application. r 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires - that normal grading provisions be extended to the middle 2/3 of - -_ 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause,4.4.1. DATE: '5/1/2007 V I N C.1 8' 'ASSOCIAT'ES SHEET: C�' PROJECT: Lutz Residence -Via Chianti :.'Gr'rr•r,/.�crn/. Ji''tr.r�i.'tr-r:;r.' JOB NO.: 06-3281 53055 Via Chianti, 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: SS La Quinta, CA p.-818.575-9531 f-818.575-9581 e-vinci@vincise.com Check Lateral Ualift/Overturhing on Beams . Check loading per UBC . Section 1612.4, equations 12-17 & 12-18 CASE'1A: 1.2D + 0.51- + Em WHERE: >CASE 1B:,' 1.2D +,&K - Em D = DEAD LOAD CASE 2A: :9D + Em L = LIVE LOAD CASE 2B: 0.9 m Em = 2.8 E NOT REQ'D FOR SIMPLE SPAN BEAM: 72 UPLIFT,- FROM SW: 5 (4.75' Length) UPLIFT 673 lbs • Em 1.4 x 2.8 X 673 lbs / 1.7 = . 1552 lbs d i 'T'b'b asneTO SQN 30 suOTSTAozd a41 of buTpJO33e palzoddns'ATTeialeT�aq TTe4s-siagwaw buTpuaq aagwnT uneS -Z •uOTle0TTdde inoA zo; aleTidoidde aze s4TwTT uOT109T39P 1Tne;ap a41 4e41 A;TzaA aseaTd 'i :S31ON N9IS30 --- ---_-OBn-OSDI :suOT3euTgwoo peoZ (lndlno sTsATeu`{ a41 uT PaISTT ase S,03 TTH) (palea4uaouoo=pqO uoT4onz4suoo=0 1oedwT=I puTM=M nous=S aATT=Z peap=Q)' -uOTl0ai39(] Peo'I 9AT'I + (uo?loaT390 Pe0'I Pe9O)00'1 = uOT109T390 Te3ol ZuT-qT 90960£ =I3 (M+O+•I)SL'+O = b# 07 :uOTloaT390 43-sqT ELZE = W ''I+O = Z# JZ :(+)6urpuag sqT 066£ = ubTS9P A '198E = A '(M+O+'I)SL'+O - b# O'I : iea4S . .. +. - HLHO 'IHNOILIOOH __£E'T = PLOT puTM 10; zo;oe; uoTlexnp wolsn0 b 00'.1 -00'T - - 00'1 00'1 uOTTTTw 00.0 .uTw3 b - 00'1 00'1 - - - 00'1 00'1 uOTTTTw 9'1 .3 00'T •00'i - - - 00'T 00'1 - SZ9 d03 Z - 00.1 00-T 00.1 00'T 000-T. 000.1 00'T 00-T 00.1 OUT +,g3 6 00'T 00'1 00'T - - - - 00'1 00'1 ££'T OLT A3 #0'I-uO-=--TO . 1a30===1 0 ===n30.===30====_110:10RD====Qo====3/3 :SHOIDV3 __________ 06 SZ'O Z/'I = OZ'0 LS6/'I _u LO'0 T39 Q Telol DT'0 09£/'I = 81'0 666/q> = £0'0 u,T39(] aATZ 'E9'0 q3✓g3 OOZI = ,g3 Z9L = q3 (+)burpuag 99*0=',43/A3 9ZZ = .A3 SZT '- A3 ways I--------------- r--I------------- .----'1---------------- I-------------- I u6Ts00/sTsATeuy I anTeAu6Tsa0 1 an1eA sTSATeuy ( uoTzalTaO -_-----=-(uT=uOTIOaT;ap 'Tsd=ssa.Tls)===3QOJ N9IS30 •sA NOIL03S ########################################################################### �Oa4o apo0 u6TsaP a41 S3SSHd uOT109s sT4y 3Td 86L'6 0 8^9 'T 'ON ''I-3T3'O :NOILJ3S NDIS30 ########################################################################### 99.0 ZT'T 1416uaq-e V# b# IaseD peoZ 09ZZ TSO£ I Telol S9L L£9T I aATZ 9661 6TZZ I pea0 -------------------I---------- 39 OS'S 1 (uT=gl6u9T 'SqT=a0JOJ) SHIDN31 9NIldV38 Pue SNOILOV38 WnWIXKW. sqT - + 00'T Z991, luTOd PuTM 41PTM Azeingsras sqT 00'T SLZ auTOd •.T1suo0 TT-ST wq sqT 00'1 6ZTT luTOd peaQ TP-91 wq ;sd +(££'T1 00'8 eaJV TTn3 'JlsuoO TT-3z xaddn ;sd .(E£'T) WOE easy TTn3 peaQ TP-;i jaddn ;sd .(00'8) 00'81 easy TTn3 Pea(] TTen 3Td 9'601 !O[) TTn3 an TI TT-TCl ;Td -Z'88 qan TTn3 peaQ TP-TCl ;sd .(OS'9) OO.OZ ea.zy Una aATZ TT-NOaP 3sd *(09'9) 08'8Z eazy TTn3 peaQ TP-N39P -----f-------------- I-------------- I------------ 1.-------- I---------------- I' Pu3 ' 1jels 1 Pu3 Bels I i I s2?u0.1 uOTleooZ 1, apnliu6ew. 1uOT3ngTz3sTQ1 adAL I peo'I >>papnTouT ATTeOTlewolne 146Tan-3T9S<< (13=uoTleooT ';Td=Tpn ';sd=asnssaTd 'sqT=a3zo3) :S(]HO'I -'Den-080I :suOTleuTgwoo peoZ (131 OS'S :41buaT Telol :Slioddns le=wolloq 'TTn; =dol :lsoddns Texalel 13os-iagwTI :TeT.7a3eW :VIVO NOIS30 weag 90OZ SON NO3HO NOIS30 TSZE-90 'ON 409COJd.V9A I vo 'abeTTTA a;leTlsaM yj.•'elurn0 eq I TOT '91S seuTToo eTA bZ£T£ TlueT40 eTA SSO£S I sJaauTbua Teinlo.Tnls T1ueT40 eTA-aouaprsag zlnq I S3JVIO0SSFI 9 IONIA 103POHd I ANVdW00 MMU LOOVAew 0'L Jazls 0SVOMPOOM NOISM aooM aozl 3MVM.LJ0s JGZIS ®S4.i0/Np00M ogm•e�aserz� weag P4 6'1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 72-caselb.wbc WoodWorks® Sizer 7.0 May 1, 2007 12:04:34 COMPANY I PROJECT VINCI 6 ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 153055 Via Chianti 31324 Via Colinas Ste. -101 I La.Quinta, CA ` Westlake Village, CA I V&A Project No. 06-3281 DESIGN CHECK NDS 2005 Beam DESIGN DATA: Material: Timber -soft Lateral support: top= full, bottom= at supports; Total length: 5.50 (ft) Load combinations: ICBO-UBC LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I=Type IDistributionl Magnitude ( Location I Units I I I Start End I Start End I ----------------I--------I------------I--------------L--------------I----- deck-dl Dead Full Area 28.80 (6.50)•' psf . deck -11 Live Full Area 20.00 (6.50)* psf tji-dl Dead Full UDL 88.2 plf tji-11 Live Full UDL 109.5 plf wall Dead Full Area 18.00 (8•.00)* psf upper rf-dl Dead Full Area 30.00 (1.33)* psf . upper rf=1l Constr. Full Area 8.00 (1.33)' psf bm 15-d1 Dead Point 1129 1.00 lbs bm 15-11 Constr. Point 275 1.00 lbs seis Wind Point -1552 1.00 lbs 'Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS' (force=lbs, length=in) 1 5.50 ft ---__ ----------I r Dead 1 2219 1995 Live 1 913 738 Total 1 3127 2233 Load Casel #3 #3 - B.Length 1 0.91 0..65 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I---------------=I------------------I Shear fv,= 88 Fv' = 170 fv/Fv' = 0:52 Bending(+) fb = 762 Fb' = 1200 fb/Fb' = 0.63 2 Live Defl'n 0.02 = <L/999 0.18 = L/360 0.11 Total Defl'n 0.06 = <L/999 0.8 = L/290 0.23 - FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Ch LC# Fv' 170 1.00 1.00 1.00 -1.00 1.00 1.00 i'2 Fb'+ 1200 1.00 1.00 1.00 1.000 1.000; 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 Emin' 0.00 million 1.00 1.00 - - 1.00 1.00 - 3 Custom duration factor for Wind load = 1_33 ADDITIONAL DATA Shear LC #2 = D+L, V = 2872, V.desi n 2929 lbs Bending(+): LC #2 = D+L, M = 3273 lbs -ft " Deflection: LC #3 = D+L+C EI= 309e06 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) Load combinations: ICBG -UBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. _. Sawn lumber bending members shall be,laterally supported according to the provisions of NDS Clause 4.4.1. fcss I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 76.wbc WoodWorks®-Sizer 7.0 May 1, 2007 12:09:37 - - COMPANY I - PROJECT VINCI 6 ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers - 153055 Via Chianti' 31324 Via Colinas Ste. 101 1 La Quinta, CA ' Westlake Village, CA - I VSA Project No. '06-3281 - _ - - f DESIGN CHECK - NDS 2005. Beam DESIGN DATA: - ____________ Material- PSL Lateral support: top= full, bottom= at supports; Total length: 16.00 (ft] Load combinations: ICBG -UBC; LOADS (force=lbs, pressure=psf, udl=plf, location=ft) - »Self -weight automatically included<< ' ... A Load I Type IDistributionl Magnitude I LocaI Pat-- - , - I I I Start End I Start End I .tern ,. - low rf-dl Dead Full Area 25.00 (1.00)+ .. No low rf-11 Constr. Full Area 16.00 (1.00)• - No wall - Dead Full Area .15.00 (8.00)+ - No 'fl •Dead -Full -dl Area 24.00 (1.33)• - No - f1-11 Live Full Area 40.00 (1.33)+ No upper-rf-dl Dead Full Area 25.00 (1.33):' • No - upper-rf-11 Constr. Full Area 16.00 (1.33)• - No - bmr74-d1 ".Dead Point ..00 1:00 No bm 74-11 - Live Point 422 �1 1.00 Yes - - -Tributary Width -(ft) _ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) - 1 7.00 9.00 ft ---------- ---------------------------- Dead 1 1084 2396 780. Live 1 557 1000 .323 Total 1 1642 _3396 1103 - Load Casel 03 #3 09 - - B.Length 1 0.63 0.92 0.5• ' Cb I 1 1.41 *Min. bearing length for beams is 1/2" for exterior supports '- + #aaagaaa##aaagaaaa#aa#aaaaaaaa##aaaa#aaaaa#aaaagaaaagaaaa##aaaaaaaa#agaa#aa • DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf ' This section PASSES the design code check. ##aq###.a###aa#qaq#aagagqaaaqaaq#a#qa##aaagga##aa#a#gaaa#aaaa#a#aaa##aa#agga ! _ SECTION vs DESIGN CODE (force=lbs, moment lbs -ft deflection=in) Criterion I Analysis Value I Design Value 1 Analysis/Design 1 - --------------I----------------1----------------I------------------1 - Shear fv - 46 Fv' - 285-fv/Fv' = 0.16 Bending(+) fb = 248 Fb' 2906 fb/Fb' = 0.09. Bending(-) fb = 372 Fb' = 2886 fb/Fb',. = .0.13, _ Live Defl'n 0.01 = <L/999 0.30 = L/360 i 0..02 - - Total Defl'n" 0.02 - <L/999 0.45 = _ L/240 .0.05 . FACTORS: F/E CD CM Ct CL CV - CfuCr..' "Cfrt 'Ci - .'Cn _Fv=-=-=285 = L_Ca 1.00 - 1.00 - - _- ==-1 00-==_====1=00. 2- Fb'+ 2900 1.00 - 1-.00 1.000. 1.00 -1.00 'I.00 - 6 Fb'- 2900 1.00 - 1.00 0.993 1.00 - 1.00 1.00 - - •2 Fcp' 750 - - 1.00 - - - - 1.00 - -•- - - E' 2.0 million - ' 1.00 - - - - - 1.00 - -. 9'. Emin' 1.04 million - 1.00 - - - - --1.00' - - 9. Custom duration factor for Wind load = 1.33 + ADDITIONAL DATA Shear LC #2 = D+L, V = 1556, V design= 1282 lbs Bending(+): LC #6 = D+L (pattern: 'L), M = ' 170.2 lbs -ft • - Bending(-): LC a2 = D+L, M = 2553 lbs -ft - - Deflection: LC 09 = D+L+C .(pattern: L) EI=-977eO6 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) - (Load Pattern: s=S/2,X=L+S or L+C, _=no pattern load in this span)•- Load combinations: ICBG -UBC 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. -- r T ' DATE: 5/l/2007 V I N C I A M S S O v I A 'T . E S SHEET: - PROJECT: Lulz Residence -Via Chianti S'l.r+ci;l.u,r �.1, Lsii.r�i•rt�:r>r.. JOB NO.: O6 -3Z81 ' 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 - ENGR.: SS La Quinta, CA p-818.575-9531 f-818.575-9581 e-vinci@vincise.com Check Lateral Uplift/Overturning on Beams Check loading per UBC Section 1612.4, equations 12-17 & 12-18 CASE 1A: 1.213 + 0:5L + Em WHERE: CASE 1 B: 1.21D + 0.5L =. Em D =DEAD LOAD : CASE 2A: .9D .+ Em L =LIVE LOAD CASE 2B: 0.9 m Em = 2.8 E NOT REQ'D FOR SIMPLE SPAN _ BEAM:. 76 UPLIFT FROM 'SW: 7 (6' Length) UPLIFT 2367 lbs , ' Em .= 1.4 x 2.8 x 2,367 lbs / 1.7 = 5458 lbs ' UPLIFT FROM SW: 6 (6' Length) ' UPLIFT = 1639 lbs, Em 1.4 x 2:8 x 1,639 lbs / 1.7 = 3779 lbs A PG s WOOdWOf kS® SIZ@P SOFTWARE FOR WOOD DESIGN Beam 76-casela.wbc WoodMrksO Sizer 7.0 May 1, 2007 12:07:10 COMPANY I PROJECT - VINCI d ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers - 153055 Via Chianti 31324 Via Colinas Ste. 101 I La Quinta, CA Westlake Village, CA I VSA Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: PSL Lateral support: top= full, bottom= at supports; Total length: 16.00 Ift) - Load combinations: ICBG -UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< - - Load I Type IDistributionl Magnitude I Location I Pat- - I I I Start End I StartEnd I tern ---------------- I -------- ------------ I I -------------- I -------------- I_____ low rf-dl Dead Full Area 30.00 (1.00)' No-, low rf-11 Constr. : Full Area 8.00 (1.00)• No wall Dead Full Area 18.00 (8.00)•. "No - fl -dl Dead Full Area 28.80 11.33)' - No - fl -11 Live Full Area 20.00 (1.33)- No ' upper-rf-dl Dead Full Area 30.00 (1.33)' No upper-rf-11 Constr. Full Area 8.00 (.1.33)• _ No bm 74-d1 Dead Point 828 1.00 No " bm 74-11 Live Point 211 1.00 Yes - seis-1 Wind Point 3779 - 0.50 No - _ seis-2 Wind Point 5458 .13.00 No -Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 7.00 9.00 ft - Dead 1 1295 2849 927 Live 1 2448 2800 2848 Total 1 3733 5649 3759 - - - - Load Casel a8 04 qe B.Length 1 1.42 1.78 1.18 Cb 1 1 1.21 1 gagaaaaaaaaaaaaaaaaqqaaaaaqaqaaaqaaaaaaaaqaaaaaaaaaaaaqaaaaaaaaaaaaaaaaaaaa DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf This section PASSES the design code check. agagaaqaqqaaaqqqaaaaaqaqaaaaqaqaqaaqqaqqaaqqaqqaaaqqaaaaaqaaaaaaqaaaaaaqaqH SECTION vs DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------1----------------I----------------I------------------1 :.. Shear fv = 130 Fv' - 379 fv/Fv' _ 0.34 Bending(+) fb = 1532 Fb' = 3865 fb/Fb' - 0.40 Bending(-) fb = 897 Fb' = 3782 fb/Fb' = 0.24 Live Defl'n 0.08 = <L/999 0.30 = L/360 ' 0.26 - Total Defl'n 0.10 = <L/999 0.45 = L/240 0.22 FACTORS: F/E CD CM Ct CL CV Cfu Cr. Cfrt Ci Cn LCa Fv' 285 1.33 - 1.00 - - - 1.00 - 1.00 8 Fb', 2900 1.33 - 1.00 1.000 1.00 - -1.00' 1.00 - - 8 Fb'- 2900 1.33 - 1.00 0.979 1:00 - 1.00 1.00 - - 8 Fcp' 750 - - 1.00 - -- - - 1.00 - - E' 2.0 million - 1.00 - - - - 1.00 - - .8 Emin' 1.04 million - 1.00 - - - - - 1.00 - 8 -Custom duration factor for Wind load - 1.33 . ADDITIONAL DATA - Shear LC 98 = .67D+W, V = 3774,-V design. 3594 lbs Bending(+): LC 48 = .67D+W, M = 10504 lbs -ft ". Bending(-): LC 48 = .67D+W, M = 6148 lbs -ft Deflection: LC 08 = .67D+W EI= 977e06 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) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in'this span) n Load combinations: ICBO-UBC 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. 7 t I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 76-caselb.wbc WoodWorks@ Sizer 7.0 May 1, 2007 12:08:42 ' COMPANY 1 PROJECT VINCI a ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055Via Chianti _ 31324 Via Colinas Ste. 101 I La Quinta, CA . Westlake Village, CA I, VaA Project No. 06-3281 DESIGN CHECK - NDS 2005 " ' Beam DESIGN DATA: Material: PSL -- Lateral support: top= full, bottom= at supports, - upports;Totallengths16.00Ift) To tal length: 16.00 (ft] Load Combinations: ICBG -UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Pat- Start End I,Start End I tern ' Dead Full Area 30.00 (1.00 low rf-dl )'. No - low rf-11 Constr. Full Area 8.00 (1.00)` - No wall Dead Full Area 18.00(8.001` No fl -dl Dead Full Area 28.80 (1.33)' - No - fl -11 Live Full Area 20.00 (1.33)` No upper-rf-dl Dead Full Area 30.00 (1.33)` No ;• ' upper-rf-11 Constr. Full Area 8.00 (1.33)• No• - bm 74-d1 - Dead Point 828 1.00 No bm 74-11 Live Point 211 . 1.00"' • Yes seis-1 Wind Point -3779 0.50 NO se is -2 Wind Point -5458 "13.00- No 'Tributary Width (ft) ' MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) - I 7.00 9.00 ft 1y Uplift 1 1988 1281 2502 - Dead I 1295 2899 927 " Live 1 279 500 - 161 Total 1 1574 3349 1088 Load Casel 03 B. Length I 0. .66 0.9 0.5.5'1 ' CbI 1 1.42 1 'Min. bearing length for beams is 1/2" for exterior supports ##ggqqq##q####qqq###q#qqq##q#######q####q#####q###q######q#q#ff####p##qH#### DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf - This _ -section -PASSES =the -design t -code _check. --------------- --- _--__ SECTION vs. DESIGN CODE (force -lbs, moment=lbs-ft, deflection=in)_ - Criterion I.Analysis Value 1 Design Value I Analysis/Design I = .. Shear fv = 90 Fv' = 379 fv/Fv' 0.29 '--------------I----------------I----------------1------------------I Bending(+) fb = 417 Fb' = 3865 fb/Fb' = 0.11 r. Bending(-) fb = 1214 Fb' = 3681 fb/Fb' = 0,33 Live Defl'n -0.09 = <L/999 0.30 - 'L/360 0.30 Total Defl'n -0.07 = <L/999 0.45-= L/240 0.16 " ' FACTORS: F/E CD CM Ct CL CV Cfu' Cr Cfrt Ci Cn LCq " Fv' 265 1.33 __ 1.00 - - - - 1.00 1.00 �6 L Fb', 2900 1.33 - 1.00 1.000 1.00 _ - 1..00 1.00. 8 Fb'- 2900 1.33 - 1.00 0.952 1.00 - 1.00 1.00 - 8 Fcp' 750. - - 1.00 - - - - 1.00 - - million 1=00='===______= 8 ' Emin' 1.04 million 1.00 -'1.00 8 -E---=-durati Custom duration factor for Wind load = 1.33 Wind ===for " ADDITIONAL DATA = --_- - - Shear LC #8 .67D+W, V = 2502, V design = 2502 lbs Bending(+): LC 08 = .67D+W, M = 2862 lbs -ft ' Bending(-): LC #8 - .67D+W, M = 8324 lbs -ft Deflection: LC #8 .67D+W EI= 977eO6 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) • (Load Pattern: s=S/2, X=L+S or L+C,_=no pattern load in this span)' = - ' Load combinations: ICBO-UBC - DESIGN NOTES: -- _ 1 Please verify that the default deflection limits are appropriate= - - foryour application. 2. SCL_ BEAMS (Structural CompositeLumber): 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. - - ' WOOdWOrkS® Sizer SOFTWARE FOR WOOD. DESIGN Beam 78.wbc Wood Works® Sizer 7.0 May 1, 2007 12:13:50 ' COMPANY I PROJECT VINCI & ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 153055 Via Chianti 31324 Via Colinas Ste.- 101 1 La Quinta, CA ' Westlake Village, CA 1 -V&A Project No. 06-3281 DESIGN CHECK NDS 2005 Beam DESIGN DATA: Material: PSL Lateral support: top= full, bottom= at supports; Total length: 15.50 [ft) Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf,.,location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location 1 Pat - Start End Start End I tern ------------- I--------I--=---------I------ - ------I--------------I----- fl-dl Dead Full Area 24.00 (1.33)* No f1-11 Live Full Area 40.00 (1.33)* No !Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ' 1 8.50 7.00 ft ---------- -------------------------- Dead 1 150 438 108 Live 1 178 519 128 ' Total 1 328 958 235 Load Casel #2 #2 - #2 B.Length 1 0.5' 0.5' 0.5` Cb 1 1 .1.75 1 Min. bearing length for beams is 1/2" for exterior supports ' and-1/2"-for-iter=ediate- supports ----------------------------------------- � ########################################################################### DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. '########################################################################### SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value ( Design Value I Analysis/Design I --------------I------------ - --- I ---------------- I ------------------I ' Shear fv = 15 Fv' = 285 fv/Fv' 0.05 Bending(+) fb = 80 Fb' = 2906 fb/Fb' = 0.03 Bending(-) fb =' 110 Fb' = 2889 fb/Fb' = 0.04 Live Defl'n 0.00 = <L/999 0.28 = L/360 0.01 Total Defl'n 0.01 - <L/999 0.43 L/240 0.01 ' FACTORS: -F/E---=CD-=--CM----Ct- CL-- CV=---Cfu- =Cr==-Cfrt- Ci--=-Cn- LC# Fv' = 285 1.00 1.00 = - - 1.00 1.00 2 Fb'+ 2900 1.00 - 1.00 1.000 1.00 1:00 1.00 - 2 Fb'- 2900 • 1.00 - 1.00 0.994 1.001.00 - 1.00 1.00 - - 2 750 - = 1.00 = _ _ = 1.00 = _ - El E' 2.0 million 1.00 1.00 2 Emin' 1.04 million 1.00 1.00 2 r Custom durationfactor for Wind load - 1.33 ADDITIONAL DATA Shear LC 02 = D+L, V - 506; V design = 409 lbs Bending(+): LC #2 = D+L, M = 548 lbs -ft Bending(=): LC #2 = D+L, M = 757 lbs -ft Deflection: LC #2 = D+L EI= 977eO6 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) Load combinations: ICBO-UBC ' 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. ti , ' DATE: 5/1/2007 'V INC I '&'. A S S O C 1 A T f S SHEET:. PROJECT: Lutz Residence -Via Chianti - ti'!, riu 1. nr(d k"11-r/i 1zee: r•. JOB NO.: 06-3281 ' 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: SS La Quinta, CA p-818.575-9531 f 818.575-9581 e-vincj@vindse.com Check Lateral Uplift/Overturning on Beams Check loading per UBC Section 1612.4, equations 12-17 & 12=18 ' CASE 1A: 1.2D + 0.51- + Em WHERE: CASE 1 B: 1.2D +-0.51- - Em D =.DEAD LOAD ' CASE 2A: .9D `+ Em L =LIVE LOAD CASE 26: 0.9 m Em = 2.8 E --NOT,REQ'D FOR SIMPLE SPAN BEAM: 78 UPLIFT FROM, SW: 7 (6' Length) ' UPLIFT' = 2367. Ibs ' Em.-= 1.4 x 2.8 x2,367 lbs / 1.7 = 5458 lbs ' UPLIFT FROM SW: 6 (6' Length) ' UPLIFT 1639 lbs' - Em =�` 1.4 x 2.8 x 1,639 lbs / 1.7 3779 lbs G j WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN j Beam 78casela.wbc WoodWorks® Sizer 7.0 May 1, 2007 12:12:04 ' COMPANY I PROJECT VINCI 6 ASSOCIATES I Lutz Residence- Via Chianti ' sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA ' Westlake Village, CA 1-V&A Project No. 06-3281' DESIGN CHECK NDS 2005 Beam DESIGN DATA: Material: PSL - - ' Lateral support: top= full, bottom= at supports; Total length: 15.50 [ft] Load combinations: ICBO-UBC;` LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) ' _- ----_----_»Self_=eight- automatically -included«-----_'------------------ Load I Type IDistributionl Magnitude I Location I Pat- I I I Start End I Start End I tern ---------------- I-------- I------------I---- ------- fl-dl Dead Full Area 28.80 (1.33)* No ' fl-11 Live Full Area 20.00 (1.33)* No seis-1 Wind Point 3779 0.50 No seis-2 Wind Point 5458 13.00 'No *Tributary Width (ft) 1 MAXIMUM -REACTIONS -and -BEARING =LENGTHS ---(force=lbs, 1 8.50 7.00 ft ----------I----------------------------- ' Dead I 171 501 123 Live I 3137 2883 3021 Total 1 3294 3341 3133 Load Casel #4 #4 #9 B.Length 1 1.26 0.9 0.84 .# #############################i############################################ DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988"plf This section PASSES the design code check. ###############a###aa###aa####a###a#####a###############a########aa######## SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft,..deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design <I ` --------------I----------------I----------------1=-----------------1 ' Shear fv = 112 - Fv' = 379 fv/Fv' 0.30 Bending(+) fb = 1129 Fb' = 3865 fb/Fb' = 0.29 Bending(-) fb = 511 Fb' =.3755 fb/Fb' = 0.14. Live Defl'n 0.04 = <L/999 0.23 = L/360 e 0.19 Total Defl'n 0.04 = <L/999 0.35 = L/240 0.13 ' FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci '.Cn LC# Fv' 285 1.33 1.00- - - - 1.00 1.00 4 Fb'+ 2900 1.33 - 1.00 1.000 1.00 - 1.00 1.00 - - 4 Fb'- 2900 1.33 - 1.00 0.972 1.00 - 1.00 1.00 - - 4 ' 750 - 1.00 _ _ 1.00 El _ E' 2.0 million 1.00 1.00 9 Emin' 1.04 million 1.00 1:00 4 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #4 = .67D+W, V = 3144, V design 3105 lbs Bending(+): LC #4 - .67D+W, M = 7738 lbs-ft Bending(-): LC #4 = .67D+W, M - 3503 lbs-ft Deflection: LC #4 = .67D+W EI= 977eO6 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) Load combinations: ICBO-UBC - ------------========__==========_=================_=========_--=------ - ' 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. Woodworks® Sizer SOFTWARE -FOR WOOD DESIGN . Beam 78-caselb.wbc Wood Works® Sizer 7.0 May 1, 2007 12:13:08 ' COMPANY I .PROJECT VINCI & ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA I V&A Project No. 06-3281 ' DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: PSL ' Lateral support: top= full, bottom= at supports; .Total length: 15.50 [ft] Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, Location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Pat- - I I I Start End I Start End I tern ----------------I--------I------------I--------------I--------------1----- fl-dl Dead Full Area 28.80 (1.33)* No ' fl -11 Live Full Area 20.00 (1.33)* No leis -1 Wind Point -2779 0.50 No seis-2 Wind Point -5458 13.00 No *Tributary Width (ft) ' MAXIMUM -REACTIONS -and -BEARING -LENGTHS ---(force.=lbs, length=in)--= -- ----- 1 8.50 7.00 ft ----------I---------------------------- ' Uplift 1 2125 2535 2978 . Dead 1 171 501 123 Live 1 89 260 64 Total 1 260 760 187 Load Case1 #2 #2 #2 B.Length 1 0.5* 0.5* 0.5* Cb 1 1 1.75 1 *Min. bearing length for beams is 1/2" for exterior supports and 1/2" for intermediate supports ########################################################################### ' DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf This section PASSES the design code check. ########################################################################### SECTION vs DESIGN =CODE (force=lbs, moment=lbs-ft, deflection=in) _ Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------I Shear fv = 107 Fv' = 379 fv/Fv' = 0.28 Bending(+) fb = 404 Fb',= 3865 fb/Fb' = 0.10 Bending(-) fb = 1104 Fb''='3733 fb/Fb' = 0.30 ' Live Defl'n -0.04 = <L/999 0.23 = L/360 0.19 Total Defl'n -0.04 = <L/999 0.35 L/240 0.13 FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# ' Fv'====285===1.33== ====1.00 ________1=00=======1. 00 4 Fb'+ 2900 1.33 00 1 1.00 1.000 1.00 1.00 1.00 4 Fb'- 2900 1.33 1.00 0.966 1.00 1.00 1.00 _ 4 Fcp, 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 4 Emin' 1.04 million - 1.00 - - 1.00 - - 4 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #4 = .67D+W, V = 2978, V design = 2978 lbs ' Bending(+): LC #4 = .67D+W, M = 2769 lbs -ft Bending(-): LC #9 .67D+W, M = 7566 lbs -ft Deflection: LC #9 .67D+W EI= 977e06 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) ' Load combinations: ICBO-UBC 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. Title : Lutz Residence Job # 06-3281 VINCI & Dsgnr: BDC Date: 2:20PM, 1 MAY 07 ASSOCIATES Description ' Scope Srnecrural Engineen Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 j User. KW -0604606, Ver 5.8.0, 1-Dec-2003Page 1 I (c)1983-2003ENERCALC Engineering Software Cantilevered Retaining Wall Design 06.3281.ecwCalculations' Description Criteria ;Soil Data ;Footing Strengths 8� Dimensions Retained Height = 0.50 ft Allow Soil Bearing = 1,000.0 psf fc = 3,000 psi Fy = 60,000 psi ' Wall height above soil 5.50 ft Equivalent Fluid Pressure Method Min. As % 0.0014 Slope Behind Wall 0.00:1 Heel Active Pressure 35.0 psf/ft Toe Width 1.00 ft Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe = 6.00 in Passive Pressure = 200.0 psf/ft Total Footing Width = - 2.50 ' Soil Density 110.00 pcf Water height over heel 0.0 ft - Footing Thickness 12.00 in FootingIlSoil Friction 0.300 Wind on Stem = 20.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft ' Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary A I Stem Construction I Top stem Total Bearing Load = 1,004 lbs Stem OK Design height ft= 0.00 ' ...resultant ecc. 5.00 in Wall Material Above "Ht" _ Masonry Soil Pressure @ Toe - 803 psf OK Thickness- 8.00 Rebar Size - # 5 Soil Pressure @ Heel = 0 psf OK Rebar Spacing = •32.00 ' Allowable = 1,000psf Soil Pressure Less Than Allowable = Rebar Placed at CenterDesign ACI Factored @ Toe = 1,098 psf Data fb/Fg + fa/Fa = 0.733 ACI Factored @Heel = 0 psf Total Force @Section lbs = 114.4 Footing Shear @ Toe 5.8 psi OK Moment.... Actual ft-# = 358.2 ' Footing Shear @Heel 2.psi OK Moment..... Allowable 488.5 Allowable Wall Stability Ratios 93.11 psi Shear..... Actual psi = 2.8 Overturning = 2.72 OK Shear..... Allowable . psi = 19.4 ' Sliding = 3.52 (Vertical Co Bar Develop ABOVE Ht. in = 30.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 149.4 lbs' Wall Weight = 84.0 less 100% Passive Ford - 225.0 lbs Rebar Depth 'd' in= 3.81 ' less 100% Friction Force= - 301.1 lbs Masonry Data - . • - Added Force Req'd = 0.0 lbs OK fm : psi= 1,500 Fs psi =, 24,000 ....for 1.5 : 1 Stability = 0.0 lbs OK Solid Grouting _ Yes !Footing Design Results Special Inspection No Modular Ratio'n' 25.78 Toe Heel Short Term Factor - 1.000 Factored Pressure = 1,098 0 psf Equiv. Solid Thick. 'in= 7.60 Mu': Upward 631 0 ft-# Masonry Block Type = Normal Weight ' Mu': Downward 195 177 ft-# Concrete Data Mu: Design 436 177 ft-# fc psi = Actual 1 -Way Shear = 5.80 2.74 psi Fy psi= Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings ' Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = None Spec'd Key: No key defined Title : Lutz Residence Job # 06-3281 Dsgnr.'BDC Date: 2:20PM, 1 MAY 07 Description ' ASSOCIATES - Scope : Stnxtural Engineers Code Ref: ACI 318-02,1997 UBC 2003 IBC 2003 NFPA 5000 ' Rev: 580021 User.3-203ENE,Ver 5:8.n Cantilevered Retainin Wall Desi n ENERCALC � 9 Page 2 (c)1983-2003 Engineering Software inDecgSo , 06-3281.ecw Calwlations Description Summa of Overturning & Resisting Forces & Moments OVERTURNING..... x .....RESISTING..... Force Distance Moment Force Distance Moment ' Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 39.4 0.50 19.7 Soil Over Heel ' . _ 45.8 2.08 95.5 Toe Active Pressure = Sloped Soil Over Heel' _ Surcharge Over Toe _ Surcharge Over Heel Adjacent Footing Load Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem = 0.00 . Load @ Stem Above Soil = 110.0 4.25 467.5 Soil Over Toe = 55.0 0.50 27.5 ' SeismicLoad = Surcharge Over Toe' Stem Weight(s) 504.0 1.33 672.0 Total = 149.4 O.T.M. _ -487.2 -Earth @Stem Transitions= Resisting/Overturning Ratio _ 2.72 Footing Weight _ 375.0 1.25 468.7 Vertical Loads used for Soil Pressure = 1,003.6 lbs Key Weight Vert. Component = 23.8 2.50 59.5 Vertical component of active pressure used for soil pressure Total = 1,003.6 lbs R.M.= 1,323.2 DATE: 5/1/2007 V 0 N C I.& A S S O C I ATE S SHEET: PG Cit ' PROJECT: Lutz Residence E'agi-ace-rs roe No.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BDC La Quinta; CA p-818.5715-9531 f-818.575-9581 e - vinci@wodd.nett.att.net ' 6'-0" MAX CMU WALL 8.00005in Mas w/ #5 @ 32.in o/c Solid Grout, i --� I j I j 5-6 I � . f g 1T -T - , #0@0.in @Toe I Designer select i #0 -0, 0.in @ all horiz. reinf:,�—so�•— @Heel 2'-6" WALL DIMENSIONS DATE: 1/15/2007 V -N I$ ASSOC I A T E S SHEET: 1 PROJECT: Lutz Residence -Via Chianti Structural Engineers JOB NO.: 06-3281 ' - 53055 Via Chianti- 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BDC La Q uinta, CA p - 818.575-9531 1- 618.575-9561 e - %inci@r Ancise.com GENERAL NOTES: v. 1. Workmanship and materials shall conform with the latest edition of the California Building Code.as amended by the City of La Quinta, CA , 2. General Contractor and Subcontractors shall verify all dimensions and conditions shown ' shown on the plans, prior to commencing work. , 3. Foundation design is based upon minimum requirements of Chapter 18 of the California Building Code. ; Allowable Soil Bearing: : 1000 psf 4. Material Requirements: ' A. Concrete: Yc = 2500 psi at 28 days No special Inspection Required B. `Reinforcing Steel: ASTM A615, #4 & smaller - Grade 40, #54 larger -.Grade 60 , C. Machine Bolts- ASTM A307 D. Timber Fasteners: Simpson Strongtie Inc. or approved equal. ' E. Sawn Timber: Ali lumber shall -be Grade Marked, No. 2 Douglas - Fir or better, except as noted on plans: ' F. Glu -laminated Bms: All Glu-laminated.members shall be fabricated in - accordance with Building Department Standards. A certificate of inspection is to be submitted to the Building Department prior to erection. All glu- laminated beams shall be 24F. G. Paralamss Fb = 2800•psi, Fv =285 psi, E 2,000,000 psi min H. Plywood Sheathing: U.S: Product Standard PS 1-96, APA ' « - y -Wall:_ APA Structural 1 rated shtg, Exposure 1 -Roof: 15/32" CDX shtg, PSR 24/0, Exposure 1 Floor: 3/4" T&G underiayment shtg, PSR 32/ Hardy Frame ;, ICBO No. PFC-5342` J. - Wedge Anchors: Kwik Bolt 11 by Hilti Corp. (ICBG 4627), Trubolt by ' ITW Ramset (ICBO 1372), Simpson Wedge -All (ICBO ER 3631) ry ' K. Epoxy Anchors:: HY-150 by Hilti Corporation (ICBG 5193), CIA - GEL, Covert Operations (ICBO 4846), Simpson ET Epoxy (ICBG ER -5279) DATE: 1/12/2007 - 'VI N C I A . ASSOCIATES, PROJECT: Lutz Residence -Via Chianti . Structural Engineers 53055 Via Chianti 31324 VIA COLINAS$TE 101, WESTLAKE VILLAGE, CA 91362 La Quinta, CA 1-•-818.575-9531, f-818.575.9581 c-vinci@vincise.com SHEET: 2 JOB NO.: - 0673281 ENGR.: BDC DESIGN DATA: ' ROOF DEAD LOAD: r flat Sloped . ' ROOFING (Concrete Tile) = 5 12 psf SHEATHING = 3 3 FRAMING ` _ 4 4 CEILING & INSULATION _ 4 - 4 MISCELLANEOUS . _ 2 2 'DESIGN DEAD LOAD, = 18 25 psf DESIGN LIVE •LOAD = 20 16 psf FLOOR DEAD LOAD: FLOORING = 3 psf GYP. CRETE : _ g SHEATHING _ 3 FRAMING = 3 ' CEILING & INSULATION - 4 MISCELLANEOUS _ 2 DESIGN DEAD' LOAD _ 24 psf DESIGN LIVE LOAD , = 40 psf WALL DEAD LOAD:. FRAMING = 4 , SHEATHING. ` = 11 DESIGN DEAD LOAD . ._ ,15 psf DATE: 1/15/2007 VIN ci & ASSOCIATES SHEET: 3 PROJECT: Lutz Residence -Via Chianti —A Structural Engineers JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BCC La Quinta, CA p -818.575-9531'f-818.575-9581 e-vinci@viriciassociates.com DATE: 1/15/2007 . V INC 1 A ASSOCIATES SHEET: 4 PROJECT: Lutz Residence-Via Chianti Structural Engineers JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BDC La Quinta, CA p - 818.575-9531 f - 818.5759581 e - vinci@vincfassociates.com FLOOR FRAMING KEY PLAN WOOdWOrkS® SIZ@C SOFTWARE FOR WOOD DESIGN Beamtwbc WoodWorks® Sizer 7.0 Jan. 12, 2007 14:16:25 COMPANY I PROJECT VINCI & ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA 1 V&A'Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Lumber -soft Lateral support: top= full, bottom= at supports; Total length: 9.50 [ft] Load combinations: ASCE 7-02; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude, I Location I units I I I Start End I Start End I ----------------1--------I------------I--------------I--------------I----- R-dl Dead Triangular 0.0 125:0 0.00 9.50 plf R-11 Constr. Triangular 0.0 80.0 0.00 9.50 plf MAXIMUM REACTIONS and BEARING LENGTHS (force -lbs, length -in) 1 9.50 ft A 1 ---------- ------------------- Dead I 210 408 Live 1 127 253 Total ( 337 661 Load Casel #2 #2 B.Length 1 0.5* 0.71 *Min. bearing length for beams is 1/2" for exterior supports ########################################################################### DESIGN SECTION: D.Fir-L, No.l, 2x8 @ 2.583 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------- ----------------------------------------------- ----------------------------------------------------------- Criterion I Analysis Value I Design Value 1 Analysis/Design I --------------I----------------I----------------1------------------I Shear fv - 75 Fv' 225 fv/Fv' - 0.33 . Bending(+) fb = 1104 Fb' = 1500 fb/Fb' = 0.74 Live Defl'n 0.09 = <L/999 0.32 L/360 0.29 Total Defl'n 0.31 = L/366 0.48 = L/24,0 0.66 FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn = LC# Fv180---1.25 1.00 1.00---------------------==-==V1.00 1.00 1.00 2 Fb1+ 1000 1.25 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.60 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.62 million 1.00 1.00 - - - -_ 1.00 1.00 - 2 ADDITIONAL DATA Shear LC #2 = D+C, V = 661, V design = 544 lbs Bending(+): LC #2' = D+C, M = 1209 lbs -ft Deflection: LC #2 = D+C EI= 81e06 lb-in2 Total Deflection = 1.50(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) 'Load combinations: ASCE 7-02 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. ZaL WOOdWOrkS® Sizer `SOFTWARE FOR WOOD DESIGN ^_ ' Beam2 WoodWorks@ Sizer 7.0 Jan. 17, 2007 16:32:58 COMPANY 1 PROJECT ' VINCI 6 ASSOCIATES I Lutz Residence- Via Chianti _ structural. engineers 153055 Via Chianti 31324 via Colinas, Suite 101 - I La Quinta, CA Westlake Village, CA 91362 1 VSA Project No. 06-3281 DESIGN CHECK -. NDS 2005 ' Beam DESIGN DATA: _.. Material: Lumber -soft Lateral support: top= full, bottom= at supports; Total length: 13.50 [ft) , Load combinations: ASCE 7-02; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units' I I I Start End I Start, End- I ----------------I--------I-------------I--------------I--------------1----- R-dl Dead Full Area 18.00 (1.33)*, psf ptl-dl Dead Point 90 3.50 lbs . Constr. Point 32 3.50 lbs , 'ptl-11 pt2-11 Constr. Point 32 10.00 lbs pt2-dl Dead Point 90• 10.00 lbs r-11 Dead Partial Ar 20.00 (1.33)* 3.50 •10.00 psf *Tributary Width (ft) ' MAXIMUM =REACTIONS =and LENGTHS (force lbs, length=in) ' -BEARING -¢- - ---_ 1 13.50 ft ----------I------------------- Dead I 361 361 Live I 32 32 Total 1 393 393 Load Casel #2 #2 B.Leng 'Min. bearing length for beams is 1/2 for exterior supports 1 Min. bthring length for DESIGN SECTION: D.Fir-L, No.l, 2x10 @ 3.296 plf" This section PASSES the design.code check. '########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) a Criterion I Analysis Value I Design Value [:Analysis/Design -----------`------- ------- ------ Shear fv = 37 Fv = 162 fv/Fv' = 0.23-, Bending(+) fb - 774 Fb = 990 fb/Fb' 0.78 Dead Defl'n 0.27 = L/599 Live Defl'n 0.02 = <L/999 .0.45 = L/360 -0.05 0.29 0 67 L/240 0.44 'Total_Defl_==== ===L/550 = FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt •Ci Cn LC#' Fv' 180 0.90 1.00 1.00- - - 1:00 1.00 1.00_ 1 r Fb1+ 1000 0.90 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00' - 1 625 - 1.00 1.00 1.00 1.00 . - - - - El E' 1.7 million 1.00 1.00 1.00 1.00.. 2 _ = Emin' 0.62 million 1.00 1.00 1.00 1.00 2 ADDITIONAL DATA_____________ ' Shear===_===LC #1= = D only -V -====361, V design=- ==340 lbs Bending(+): LC #1 - D only, M = 1380 lbs -ftp Deflection: LC #2 - D+C EI= 168e06 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) LC's are listed in the Analysis output) '(All ! =Load ASCE 7-02 _combinations: -___-_` ------- --------------- -_-- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate ' for your application. 2. Sawn lumber bending members shall be lateially supported according;to the provisions of NDS Clause 4.4.1. -- -I ---- `--- --;------- ---- - - - - WOOdWOrks® Sizer -.-- -- -- -----T SOFTWARE FOR WOOD DESIGN ' Beam3 WoodWorks®Sizer 7.0 Jan- 17, 2007 16:31:56 COMPANY i PROJECT ' VINCI & ASSOCIATES I Lutz Residence- Via Chianti structural engineers 1 53055 Via Chianti 31324 via Colinas, Suite 101 1 La Quinta, CA- Westlake Village, CA 91362 I V&A Project No. 06-3281 ' DESIGN CHECK - NDS 2005 ' Beam DESIGN DATA: Material: Lumber -soft Lateral support: top= full, bottom= at supports; Total length: 13.50 (ft) Load combinations: ASCE 7-02; LOADS: (force -lbs, pressure=psf, udl=plf,-location=ft) »Self -weight automatically included«, = _ =I Type IDistributionl Magnitude I Location I ' Load Units I I I Start End I Start End I ----------------I--------I------------i----r---------1-==-----------I----- R-dl Dead Full Area 18.00 (1.33)'. psf Dead Point 112 - 3.50 lbs ptl-11. Constr. Point 172 -3.50 lbs 'ptl-dl pt2-11 Constr. Point 112 10.00 lbs pt2-dl Dead Point 72 10.00 lbs r-11 Live Partial Ar 20.00 (1.33)* 3.50 10.00, psf r -dl Dead Partial Ar 25.00 (1.'50)* 3.50 10.00 psf *Tributary t)==_______________ ' -Width =(f MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) '_---= 13.50 ft ---------- I ------------------- Dead 1 437 418 ` Live 1 127 141 Total 1 564 559 _ _ Load Case1 #3 #3 B.Length 1 0.5* 0.5* , *Min. bearing length for beams is 1/2" for exterior supports DESIGN SECTION: D.Fir-L, No.l, 9x10 @ 7.690 plf ' This section PASSES the design code check. ' =vs. =CODE _ SECTION DESIGN (stress=psi, deflection=in) Criterion 1 Analysis Value I Design Value I Analysis/Design I -------------I----------------I-------- ----- 7-1--Z--7 ------------ Shear fv = 23 Fv' = 180 fv/Fv' = 0.13 Bending(+) fb = 507 Fb' = 1200 fb/Fb' = 0.42. Dead Defl'n 0.14 = <L/999 0=05-= <L/999 0.11 ' Total Defln 0.19 = L/869 0.67 = L/290 0.28 -Lice=-Deflcn=== ----0395-- -L/360= FACTORS: F/E CD CM - Ct CL CF ,, Cfu Cr Cfrt Ci -i Cn LC#' Fv' 180 1.00 1.00 1.00 - - - - - 1.00 "1:00 1.00 2 Fb'+ 1000 1_00 1.00 1.00 1.000 1.200 1.00-11.00 1.00 '1.00 - 2 ' Fcp' 625 1.00 1.00 1.00 1.00 E' 1.7 million 1.00 1.00 1.00. 1.00 3 Emin' 0.62 million 1.00 1.00 - - -, x,1.00.-1.00• - 3 ADDITIONAL DATA ' Shear LC #2 = D+L,=V - 523, V design = ,499.1bs Bending(+): LC #2 = D+L, M = 2110 lbs -ft . Deflection: LC #3 = D+.75(L+C) EI= 392e06 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) Load combinations: ASCE 7-02 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. _1 Beam3a "_- WOOdWOPkS® SIZ@r, r ^_SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 7.0 COMPANY I PROJECT ' VINCI & ASSOCIATES I Lutz Residence- Via Chianti. structural engineers 1 53055 Via Chianti 31324 Via Colinas, Suite 101 1 La Quinta, CA Westlake Village, CA 91362 1 V&A Project No. 06-3281'' ' DESIGN CHECK - NOS 2005 - " Beam DESIGN DATA: Material: Lumber -soft Lateral support: top= full, bottom= at supports;, Total length: 6.50 (ft] combinations: ASCE 7-02; -- ----Load LOADS: (force=lbs, pressure=psf, udl=plf, location=ft)• »Self -weight automatically included<< Load .I Type IDistributionl Magnitude I Location •1 Units I I I Start End l Start End I ----------------I--------I------------I--------------1--------------1----- r-dl Dead Full Area 18.00 (1.33)' psf r-11 Constr. Full Area 20.00 (1.33)' psf Dead Partial Ar 25.00 (1:50)* 0.00 - 3.50 psf 'rsloped-dl Hip -dl Dead Point 112 3.50 lbs. Hip -11 Constr. Point 72 3.50 lbs *Tributary Width (ft) MAXIMUM -REACTIONS -and -BEARING =LENGTHS lbs, length=in) _- ' ---(force -- 1 6.50 ft - ----------I------=---- ---- Dead 1 236 189 ' Live I 120 125 Total 1 356 309 Load Casel #2 #2 B.Length 1 0-5* 0.5* *Min= bearing for ' =length =for =beams =is -1/2" =exterior -supports DESIGN SECTION: D.Fir-L, No.l, 2x10 @ 3.296 plf . This section PASSES the design code check. $##$###$##$#####$$#######$##$##$###$#$#$###$#$#$$$###########$$$$$#$###$### ' SECTION DESIGN CODE psi deflection=in) -vs. ===(stress Criterion I Analysis Value I Design Value I Analysis/Design I ----------- ---1 ---------------- 1-------- -------I. - ------- I----------- Shear fv = 31 Fv' = 225 f` fv/Fv' 0.14 Bending(+) fb = 385 Fb' =-1375 fb/Fb' = 0.28 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.01 = <L/999 0.22 = •L/360 0.05 Total Defl'n 0.03 = <L/999 0.32 - L/240 0.09 ' FACTORS: =F/E=-=-CD-==-CM--- Ct==-=CL---=-CF= Cfu_ Cr LC# -Cfrt -Ci Fv'. 180 1.25 1.00 1.00 - 1.00 1.00. -Cn- 1.00 ,2 Fb'+ 1000 1.25 1.00 1.00 1.000' 1.100 1.00 1.00 1.00 1.00 2 Fcp' 625 - 1,00 1"00 - - - - 1"00 1.00 - - E---_-1.7 million 1 00 2 ' Emin' 0.62 million 1.00 1.00 1 0 0 - 1.00 2 -1.00==1=00 -100 ADDITIONAL DATA --_- Shear ; LC #2 = D+C, V = 356, V design = 287 lbs ' Bending(+): LC #2 = D+C, M = 686 lbs -ft + Deflection: LC 42 - D+C EI= 168e06 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) - Load combinations: ASCE 7-02 . 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. y Jan. 17, 2007 16:35:34 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam4 Woodworks® Sizer 7.0 Jan. 17, 2007 16:48:39 COMPANY 1 PROJECT VINCI & ASSOCIATES I Lutz Residence- Via Chianti structural engineers 153055 via Chianti 31324 via Colinas, Suite 101" 1 La 4uinta, CA Westlake Village, CA 91362 I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: ------------------------- Material: Lumber -soft Lateral support: top= full,- bottom= at supports; Total length: 5.50 [ft], Load combinations: ASCE 7-02; ----------------- LOADS: (force=lbs,:pressure=psf,�udl=plf,clocation=ft)' C5 2 »Self -weight automatically included<< ----------------------------------------------------------- Load I Type IDistributionl Magnitude l Location I Units I i �1 Start , End -1 Start End I ---------------- =-I-------------- I -------- 1 ---------- I --------------I---.-= rf-dl Dead Full Area 18.00 (9.00)* psf rf-11 Constr. Full Area 20.00 (9.00)* psf 3a -dl Dead Point 236 2.50 lbs 3a-11 Constr. Point 120 2.50 lbs *Tributary Width (ft) - ----------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ( 5.50 ft ---------- ------------------- Dead I 583 562 Live I 560 550 ' Total 1 1144 1111 - ti Load Casel #2 #2 B.Length 1 1.22 1.19 ########################################################################### DESIGN SECTION: D.Fir-L, No.l, 2x10 @ 3.296 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------ Criterion I Analysis Value I Design Value I Analysis/Design,1 ' --------------1----------------I-----=----------I--------- '------I' Shear fv =. 95 Fv' = 225 fv/Fv' 0:42 ` Bending(+) fb = 999 Fb.' =J37.5 fb/Fb' _ 0.73 Dead Defl'n 0.03 = <L/999 ' Live Defl'n 0.03 =-<L/999 0.18 = .L/360 0.14' Total Defl'n 0.05 = <L/999 `0.28 = L/240 0.20 ------------------------------ _ FACTORS: F/E CD CM Ct CL CF- Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1_00 2 t Fb'+ 1000 1.25 1.00 1.00 1.000 1-100, 1.00 1- '1.00 1.00 - -2 - Fcp' 625 - 1.00 1.00 - -- 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.62 million 1.00 1.00 - - - - 1.00 1.00 - .2 ADDITIONAL DATA ---------------------------------------------------------------- Shear LC #2 = D+C, V = 1144,'v design = 878 lbs Bending(+): LC #2 = D+C, M = 1780 lbs -ft - Deflection: LC #2 = D+C EI= 168e06 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) Load combinations: ASCE 7-02 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. , 1 ' BeamS _WoodWorks® Sizer WoodWorks® Sizer 7.0 SOFTWARE FOR WOOD DESIGN Jan. 17, 2007 16:55:51 s COMPANY I PROJECT ' VINCI & ASSOCIATES I Lutz Residence- Via Chianti structural engineers 1 53055 Via Chianti 31324 Via Colinas, Suite 101 1 La Quinta, CA Westlake Village, CA 91362 1 V&A Project No. 06'3281 DESIGN CHECK NDS 2005 t Beam DESIGN DATA: Material: Lumber -soft Lateral support: top= full, bottom= at supports;^ Total length: 13.50 [ft] ' Load combinations: ASCE 7-02 t LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included«, ' I Type IDistributionl Magnitude I Location I Units Load-- I I Start End I Start End I -- ----_---I--------I---------- --I I -------------- 1 -------------- I----- R -dl Dead Full Area 18.00 (1.33)* psf - ptl-dl• Dead Point 90 3.50 lbs, Constr. Point 32 3.50 lbs. tptl-11 pt2-11 Constr. Point 32 '10.00 lbs pt2-dl Dead Point 90 10.00 lbs-, r-11 Dead Partial Ar 20.00 (1.33)* - 3.50 10.00 psf 4-d1 Dead Point 562 10.25 lbs 11 10-25 lbs-' ' *Tributa-__th (ft)tz_--=Point------=---550 *Tributary Width (ft) --- ---- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length -in) -- ---------------- ------------- ---- 1 13.50 ft 1 ---------- 1------------------- Dead 1' 519 811 Live 1 164 450: - Total 1 684 1260 Load Casel #2 #2 , B.Length 1 0.5* 0,66 *Min. bearing length for beams is 1/2" for exterior supports DESIGN SECTION: D.Fir-L, No.1, 3.0625x9.25 @ 6.729 plf� '########################################################################### This section PASSES the design code check. WARNING: this .CUSTOM SIZE is not in the database. Refer to online help. WARNING: your custom section may be too thin to use the properties of this TIMBER database. Use a database containing LUMBER sizes,instead.'. SECTION vs. DESIGN CODE (stress -psi, deflection=in) . ==Criterion = I= Analysis =Value IDesign Value I Analysis/Design •1 ' -------=------I-------------,--I------ ----- --I--- -----------. Shear fv = 65 Fv = 225 fv/Fv' 0.29 Bending(+) fb = 1084 Fb = 1500 fb/Fb' _ 0.72 Dead Defl'n 0.24 = L/685 Live' Defl'n 0.11 = <L/999 0.45 = L/360. 0.24 , 'Total Defl'n 0.34 = L/472 .•0.67 = L/240 0,51 --------------------------------------------------------- FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.25 1.00 1.00 - - - 1.00 1:00 1.00, 2 Fb'+ 1000 1.25 1.00 1.00 1.000 1.200 1.00 1.00. 1.00..1.00 - 2, ^ 625 - 1.00 1.00 - 1.00 1.00 - 'Fcp' E' _ 1.7 million 1.00 1.00 - 1.00 1.00 2 Emin' 0.62 million 1.00 1.00 - 1.00 1.00 - 2 - ADDITIONAL DATA ` Shear= _ LC #2 = D+C,=V =_ =1260,=V design = 1236 lbs ' Bending(+): LC #2 = D+C, M = 3944"lbs-ft Deflection: LC #2 = D+C EI= 343e06 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) . theAnalysis'output) *e- ' Load co Loambinations: ASCE 7-02 -LoaAll-LC=-are-l==ted-in -=-- ---- ------ 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. Jan. 17, 2007 16:55:51 s T p 6 asneTO SON 3o sUOTSTAo.id,atp ' 0:16utPJ000e pa:poddns ATTeJa;eT aq TTegs szagmam burpuag JagmnT umeg Z •UOT4R0TTdde 1noA Jo3 a4PTidoidde Die 94tmTT uOT409T39p gTnegap 9144 4e44 A3T.z9A aseaTd -1 :S3ION N9IS3O r ZO-L 30SV :SUOTgeuTgmoO peo7= (and;no STSATeuV aq4 uT p84sTT aJe 9,07 TTV) (P94eJ4ua0Uo3=P'I0 uoT3onJ7suop=b ;OedmT=I pUTP-M mous=S 9ATT=7 peep=) ' •uOT30aT3 8 Pe07 9AT7 + (Uoi409T380 PEO'I PeaO)OS'T = UOT109T39O IegOI ZUT-qT 909ZZT =I3 0+O = Z# 07 :UOT408T390 g3-sqT 8L6T = W 'ATUO 0 - T# 07:(+)BUTpuag sqT ZZL ubisaP A 'SBL = A 'ATuO 0 = T# 0'I : JeagS -----_ ---- -- -----_ - VIVO 'IVNOIIIOOV' Z - 00'T 00'T - - -- 00-T 00-T UOTTTTm 00.0 utm3 Z - 00'T 00'1 - - - - 00'T 00'T UOTTTTm 9'1 3 - 00'T 00'T. - - - - 00'T 00'T - SZ9 dO3 T 00'1 100'1- 00'1: 00 i "000'1 00011 00'1 00'1 06.0 OOZT +,143 ' T 60-1 00-T 00-T - - 00'T 00'T 06'0 OLT Aa #0'I' UO TO , 4330 J0 n35 30 X70 = g0+-NO - O0 3/3 :S80I0V3 L6*0 06Z/'I = 86'0— L6Z/'I = 96'0---U,.T3a0 Te30I ' ` ZZ0 09E/7 Z£'0 666/'I> = LO'O U,T390 9AT7 6L 0 = ,q3/q3 0801 = ,143 998 = q3 (+)6UTPUag EZ'0 = ,A3/A3 EST = ,A3. 9£ = A3 JeagS I----------= ------ -I------- .--------- I---------------- I-------------- I ubTsaQ/sTSATeUV I anTTA UbTsea I anTeA sTSATeUV I UOTJ94TJO ' (UT uOT408T3ap 'Tsd=ss9J3s) 3000 Nm s30 'SA NOIJ,03S -KOego apOO.ubTSOP 9q3 S3SSVd UOT409S sTgy ' _TTd 991-L d 9x9 'T -ON ''T-JT3'O :NOII03S NOISIG "########################################################################### s;Joddns JOTJ93xe Jog ..Z/T ST smeaq Jog g36u8T 6UT1eaq •UTW. *9'0 }S'0 I ggbua7'H Z# Z# IaseopeO7 SL6 SL6 I T,gOy 06T 06T I 9AT7 98L 98L I PeeO g3 09*6 I —-__---(UT=g4bU9T 'sqT=aoao3) SHION31 JNRiVP3H Pue SNOII0V3H NMIXVW -==3(43) g3PT.M AJegngTJy, ' .3Td OS'6 9L'6 0'0 O'-06 1eTnbUeTJy •1.4suo0 TT-qe 3Td OS'6 SL'6 0'0 S'Z9 JaTnbueTJy pea0 TP-qd - 3Td 9C00.0 0.06 010 aeTnbueTly •14s000 TT-etf 3Td SC'6 00'0 S'Z9 0'0 JeinbuetJypea0 e , led •.(SZ'L) 00'91 ea1V TTn3 iT pea0 TP-em 3sd •_ (00'T) 00'OZ Ralf{ TTn3 •14sUO0 TT-d 3sd ,(00'1).00-ST eaJV TTn3 PeaO TP-Ii -----I-------==-----I--------------I-----=------I--------I---------------- I PU3•: 41e4s I pU3 41egS f s;TUR I uOT4eo07 I epngTubey1 IuOT4ngTJ4sT01 adfj, I PeO7 — --- — ------- »papnTouT,ATTeOT4emo4ne 4g6T9m-3TeS<< (43=uOT'4eOOT '3Td=TPn '3sd=9lnss9ld 'sqT=80103) :SOV07 __a___ _____--- ------------ :ZO-L 30SV :suOT4eurgmoo peo7 ' [g3) 09'6 :g3buaT Te401 • • .s4ioddns 4e emo44oq .'TTn3 -doq :4Joddns_TeJ94e7 33os-19gmTy :TeTlageyi ,VIVO N9IS3O =meeg SOOZ SON - A03HO NJISSO .. , T8ZE-90 'ON 40eCO3d VSA I VO 'ebeTTTA 9NRT4s9m VO 'e4urnb RI I TOT '94S seuTTOO eTA 6ZET£ r TgueTgO eTA SSO£S I 9le9UT6u9 Tean3oan3s TWerg0 eTA _eouepTsed.z;n7 I S31VIDOSSV s IONIA I03POiid I XNVdmo y ot.ve:80 LOOZ `S L 'uer 0'L Jams 6SWOMPOOM " UQM•9uiea8 Noim.aoom ao:f 3aeM.l:Ios aaziS ®sl.iompoom Ll ❑ Z WOOdW01'kSO SIZ@1' SOFTWARE FOR WOOD DESIGN � tBeam7.wbc WoodWorks® Sizer 7.0 Jan. 15 2007 08:25:35 1COMPANY I PROJECT VINCI & ASSOCIATES I Lutz Residence- via Chianti sturctural engineers l 53055 Via Chianti 31324 Via Colinas Ste. 101 I La Quinta, CA Westlake Village, CA I V&A Project No.' 06-3281 'Beam DESIGN DATA: DESIGN CHECK - NDS.2005 ' Material: Timber-soft. Lateral support: top= full, bottom= at supports; Total length: 3'.00 (ft) Load combinations: ASCE 7-02; LOADS -(force=lbs=-pressure=utomatically ilocation=ft)--------------------- »Self-weight automatically included« Load I Type IDistributionl Magnitude I Location I Units Start . End l Start End I - ---------------I--------I------- -----I-- --- Pt6-dlDead Point 785 1.50 lbs pt6-11 Constr. Point 190. 1.50 lbs ---------- MAXIMUM REACTIONS and BEARING LENGTHS (force -lbs, length -in) 3.00 ft ----------I-------= ' Dead I 403 403 Live I 95 95 Total I 498 498 Load Casel #2 #2 B.Length I 0.5* 0.5* 1 *Min. bearing -length -for -beams -is-1/2"- for -exte=ior- supports ---------------- ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. '########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) -------------- -Criterion I Analysis value I Design Value I Analysis/Design I ---------- 1----------------I--------------- Shear fv = 20 Fv' 153 fv/Fv' m 0.13 Bending(+) fb = 258 Fb' = 1080 fb/Fb' = 0.24 Live Defl'n 0.00 = <L/999 0.10 L/860, 0.02 Total Defl'n 0.'01 = <L/999 0.15 = L/240 0.07 FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv170. 0.90 1.00 1.00 - 1.00 1.00 1.00 1 'Fb'+ 1200 0_90. 1.00 1.00 1.000 1.000 1.00 1_00 1.00 1.00 = 1 Fcp' 625 1.00 1.00 1.00 1.00 E' 1.6 million 1.00 1.00 1.00 1.00 2 -Emin'--000-million 1.00 1.00 - - - - 1.00 1.00 - 2 ADDITIONAL DATA ------------------------ ' Shear LC #1 = D only, V = 403, V design 400 lbs - Bending(+): LC #1 = D only, M = 597 lbs -ft Deflection: LC #2 = D+C EI= 122e06'lb-in2 ' Total Deflection = 1.50(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) Load combinations: ASCE 7-02 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. F] WOOdWOrkSO Sizer SOFTWARE.FOR WOOD DESIGN Beam8.wbc Woodworks@ Sizer 7.0 Jan. 15, 2007 08:23:50 COMPANY I PROJECT VINCI & ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA 1 V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Timber -soft Lateral support: top= full, bottom= at supports; Total length: 9.50 (ft] Load combinations: ASCE 7-02; LOADS: (force=lbs; pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ---- -- ------------ Load I Type IDistributionl Magnitude I Location I Units. I I I Start End I Start End I ---------------- I -------- I ------------ I ------- - I ----- wall Dead Full Area 15.00 (7.25).* psf R -dl Dead Triangular 0.0 62.5 0.00 4.75 plf R-11 Constr. Triangular 0.0 40.0 0.00 4.75 plf Ra -dl Dead Triangular 62.5 0.0 4.75 ' 9.50 plf Ra -11 Constr. Triangular 40.0 0.0 4.75 9.50 plf *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 9.50 ft f ----------I------------------- Dead 1 699 699 Live f 95 95 Total I 794 794 Load Case1 #2 #2 B.Length 1 0.5* 0.5* *Min. bearing length for beams is 1/2"'for exterior supports DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf' This section PASSES the design code check. SECTION vs. DESIGN CODE (stress -psi, deflection -in)' Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I---------------- 1---------=--------I Shear fV = 32 Fv' = 153 fv/Fv' _ 0.21 Bending(+) fb = 768 Fb' = 1080 fb/Fb' = 0.71 Live Defl'n 0.04 = <L/.999 0.32 = 1/360 0.12 Total Defl'n 0.39 = L/292 0.48 = L/240 0.82 FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 0.90 1.00 1.001.00 1.00 1.00 1 Fb'+ 1200 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00. 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - .1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 ADDITIONAL DATA Shear LC #1 = D only, V = 699, V design = 645 lbs Bending(+): LC #1 = D only, M = 1775 lbs -ft Deflection: LC #2 = D+C EI= 122e06 lb-in2 Total Deflection = 1.50(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). Load combinations: ASCE 7-02 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'. F-1 WOOdWo kS® Sizer SOFTWARE FOR WOOD DESIGN ' Beam9mbc Wood Works® Sizer 7.0 Jan. 15, 2007 08:43:09 COMPANY I PROJECT VINCI s ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 153055 Via Chianti 31329 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Timber -soft Lateral support: top- full, bottom- at supports; ' Total length: 11.75 [ft) Load combinations: ASCE 7-02; -_--_- LOADS:'(force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically -included<< Load I Type IDistributionl Magnitude I -Location �I Units I I I Start End I Start End I ---------------- I -------- I ------------ I -------------- I--------------1----- . pt8-dl Dead Point 699 2.50• lbs 'pt8-11 Constr. Point 95 2.50lbs ` R -dl Dead Triangular 0.0 62.5' 2.25 7.00plf. R-11 Constr. Triangular 0.0. 90.0 2.25 7.00 plf Ra -dl Dead Triangular 62.5 0.0 7.00 11.75 plf Ra -11 Constr. Triangular 90.0 0.0 7.00 11.75 plf Rb -dl Dead Triangular 0.0 106.3 0.00 8.50 plf Rb -11 Constr. Triangular 0.0 68.0 0.00 8.50 plf Rc-dl Dead Trapezoida 106.3 62.5 8.50 11.75 plf Rc-11 Constr. Trapezoida 68.0 90.0 8.50 11.75 plf wall Dead Point 15 7.25 lbs ' MAXIMUM -REACTIONS and -BEARING -LENGTHS- (force=lbs, _length=in)_-- ----- 1 11.75 ft ----------I------------------= ' Dead I 1009 893 Live 1 328 922 Total 1 1336 1265 Load Case) #2 #2 ' BLength-I0.5*_=_ 0.5* 5=__--- *Min. bearing length for beams is 1/2" for exterior supports. ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf 'This =section -PASSES -the -design code check.====----^_-�- -- -----� SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I" -- ------------ I-----------------I----------------I------------------ I Shear fv = 36 Fv' = 153 fv/Fv' 0.29, Bending(+) fb = 960 Fb' = 1500 fb/Fb' 0.69 Live Defl'n 0.10 - <L/999 0.39 = L/360 0,26 ' -Total-Deft=n_--0.96-L/309 --0.59 =--L/290 Cr ^ FACTORS: F/E CD CM -�Ct- -CL Cr , Cfu --Cr = Cfrt--Ci----Cn- LC# Fv' 170 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 1200 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 '625 - 1.00 1.00 - _ _ - 1.00. 1.00 - - E' E' 1.6 million 1.00 1.00 1.00 1.00` 2 Emin' 0.00 million 1.00 1.00 1.00 1.00 2 ADDITIONAL DATA 'Shear a=LC #1== D only,=V 1009, V design -999=-lbs - Bending(+): LC #2 = D+C, M = 9125 lbs -ft Deflection: LC #2 = D+C EI= 309e06 lb -int Total Deflection = 1.50(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) Load combinations: ASCE 7-02 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 9.9.1. Y Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Beam10 Woodworks®Sizer 7.0 COMPANY I PROJECT VINCI & ASSOCIATES I Lutz Residence- via Chianti structural engineers 1 53055 Via Chianti ." 31324 Via Colinas, Suite 101 1 La Quinta, CA Westlake Village, CA 91362 1 V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Lumber -soft Lateral support: top= full, bottom= at supports; Total length: 11.50 [ft] Load combinations: ICBO-UBC; ------------ LOADS: (force=lbs,Ppressure=psf, udl=plf,clocation=ft)===9SID=- >>Self -weight automatically included<< ----------------------- Load I Type IDistributionl Magnitude I Location I Units I I I Start End I Start End I ---------------- I -------- 1----- ------ -I -------------- I ---------- =--- I----- R-dl Dead Triangular 0.0 .200.0 0.00 11.50 plf R-11 Constr. Triangular 0.0 128.0 0:00 11.50 plf ------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) - ------------------------------- 11.50 ft I ---------- ------ I 428 811 Live I 245 491 Total 1 673 1302 Load Casel #2 #2 B.Length 1 0.5* 0.6 *Min. bearing length for beams is 1/2" for exterior supports- ########################################################################### DESIGN SECTION: D.Fir-L, .No.1, 4x10 @ 1.690 plf This section PASSES the design code check. ########################################################################### ------------------------------------------------------------------ SECTION vs. DESIGN CODE (stress=psi, deflection=in) - ----------- Criterion I Analysis Value I Design value I Analysis/Design I --------------I----------------I----------------I------------------1 Shear fv = 149 Fv' - 225fv/Fv' 0.22 Bending(+) fb = 696 Fb' = 1500 fb/Fb' = 0.46 Dead Defl'n 0.11 = <L/999 Live Defl'n 0.06 = <L/999 0.38 = L/360 0.17 Total Defl'n 0.17 = L/801 0.58 = L/240 0.30 FACTORS: F/E CD CM Ct CL CF -Cfu Cr Cfrt Ci Cn. LC# Fv' 180 . 1.25 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 1000 1.25 1.00 1.00 1.000 1.200 1.00 1,.00 1.00 1.00 2 ' Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.7 million 1..00 1..00 - - - - 1.00 1:00 - 2 Emin' 0.62 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load.= 1.33 ADDITIONAL DATA TShear ... ==e LC #2 =--D+C,-VT=c 1302,TV design==�II1059 lbsc===�a.Q�zrs=- Bending(+): LC #2 = D+C, M = 2893 lbs -ft Deflection: LC #2 = D+C EI= 392e06 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) Load combinations: ICBO-UBC DESIGN =NOTES:-==e�_� -.---2e_=-=t_-y=ea=_-=--___�.__> 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. Jana 17, 2007 17:04:21 WOodWOrks® Sizer SOFTWARE FOR WOOD DESIGN Beaml l.wbc Woodworks®Sizer 7.0 Jan. 15, 2007 08:46:38 COMPANY I PROJECT VINCI & ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA I VSA Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Timber -soft Lateral support: top= full, bottom= at supports; Total length: 17.00 [ft] Load combinations: ASCE 7-02; --------------------------------------------------------=___ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ----------------------------------------------------------------- Load I Type 1Distributionl Magnitude I Location- I Units I I i.Start End I Start End I ----------------I--------I------------1--------------1--------------I----- R-dl Dead Full Area . 25.00 (8.50)* psf R-11 Constr. Full Area 16.00 (8.50)* psf *Tributary Width (ft) m----= e= ------ =-------------- ----- ------aee=emmom MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------------------------- I 17.00 ft ---------- ------------------- Dead I 1934 1934 Live I 1156 1156 ' Total I 3090 3090 Load Case1 #2 #2 B.Length 1 0.9 0.9 ------------ ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------------------------------------------------------------ Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ----------------I---------------- I ------------------I Shear fv a 65 Fv' _ 212 fv/Fv' 0.31 Bending(+) fb = 1300 Fb' = 1687 fb/Fb' _ 0.77 Live Defl'n 0.23 = L/890 0.57 = L/360 0.40 Total Defl'n 0.80 = L/253 0.85 = 'L/240 0.95. FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.25 1.00 1.00 1.000 .1.000 '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 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 --------------------------------------------------________ ADDITIONAL DATA Shear LC #2 = D+C, V = 3090, V design 2742 lbs Bending(+): LC #2 = D+C, M = '13132 lbs -ft Deflection: LC #2 = D+C EI= 1115e06 lb -int Total Deflection = 1.50(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) Load combinations: ASCE 7-02 -------------------------------- 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. VINCI & ASSOCIATES structural engineers 31324 Via Colinas, Suite 101 Westlake Village, CA 91362 p-818.575-9531 f-818.575-9581 User: KW -0604606, Ver 5.8.0, 1 -Deo -2003 (c)1983-2003 ENERCALC Engineering Software Description Beam12 Title Dsgnr: Description Scope Steel Beam Design Job# Date: 5:08PM, 17 JAN 07 Page 1 06-3281.ecw:Calcutation s General Information -0.360 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: TS9X5X1/4 Fy 36.00ksi #2 #3 #4 Pinned -Pinned Load Duration Factor 1.00 Center Span 17.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi Left Cant. 0.00 ft LL 8 ST Act Together Right Cant 0.00 ft Short Term Lu : Unbraced Length 0.00 ft k LDistributed Loads 8.500 Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.033 567.4: 1 k/ft LL 0.021 k -ft k/ft ST 3.50 k/ft Start Location Shear 3.496 k ft End Location ft Point Loads -0.360 -0.564 Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 1.934 0.811 0.811 k Live Load 1.156 0.491 0.491 k Short Term Allowable k -ft k Location 8.500 8.500 8.500 ft �u..no►ai'y� -0.360 -0.564 Beam OK 0.000 0.000 in Static Load Case Governs Stress Using: TS9X5X1/4 section, Span = 17.00ft, Fy = 36.Oksi LL LL+ST LL LL+ST Maximum End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.000 CED Center Center Cants Cants Max. M + 26.96 k -ft Actual Allowable k -ft Max. M - Moment 26.959 k -ft 30.888 k -ft Max. Deflection -0.564 in fb : Bending Stress 20.738 ksi 23.760 ksi Length/DL Defl 567.4: 1 fb I Fb 0.873:1 k k -ft Shear @ Left 3.50 k 2.25 3.50 Length/(DL+LL Defl) 361.5 :1 Shear 3.496 k 64.800 k k fv : Shear Stress 0.777 ksi 14.400 ksi tv / Fv 0.054 : 1 Force & Stress- Summary -0.360 -0.564 -0.564 0.000 0.000 in <- These columns are Dead + Live Load placed as noted -» 0.000 DL LL LL+ST LL LL+ST Maximum Only CED Center Center Cants Cants Max. M + 26.96 k -ft 17.11 26.96 k -ft Max. M - 0.000 0.000 k -ft Max. M @ Left Reaction @ Left 3.50 -2.25 k -ft Max. M @ Right k k -ft Shear @ Left 3.50 k 2.25 3.50 k Shear @ Right 3.50 k 2.25 3.50 k Center Defl. -0.564 in -0.360 -0.564 -0.564 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.50 -2.25 3.50 3.50 k Reaction @ Rt 3.50 2.25 3.50 3:50 k Fa caldd per Eq. E2-1, K*Ur < Cc VINCI & ASSOCIATES Title: Job # I structural engineers Dsgnr: Date: 5:08PM, 17 JAN 07 1 31324 Via Colinas, Suite 101 Description Westlake Village, CA 91362 Scope: p-818.575-9531 f-818.575_-9_5_81 1 Rev: 580007 — —� ----- - ----. — — _-- — User: KW -0604606, Ver 5.8.0, 1 -Dec -2003 , B Page 2 (c)1983-2003 ENERCALC Engineering Software St@e0 �eaf71 DeSI�Pi 06-328 l.emCalculations Description Beam12 _ L tion Properties TS9X5X1/4 1 Depth 9.000 in Weight- 22.38 #/ft Thickness 0.250 in hoc 70.300 in4 Width 5.000 in lyy 28.200 in4 Sxx 15.600 in3 1 Area 6.59 int Syy . 11.300 in3 Rt 2.500 in R -roc 3.270 in Values for LRFD Design.... R-yy 2.070 in - ' J 65.200 in4 Zx • ' 19.300 in3 ' Zy, 12.800 in3 'Sketch & Diagram i � I OAP4"iii iii iiiiiiiii 0.05410ft. I'M Mmax = 27.0k -R -� 1 Dmax = -0.5841n Rmax = 3.499k Rmax = 3.499k I t Vmax ® left = 3A99k ,, Vmax n = 14!. 1==via —�-10—i DWoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beannllwbc WoodWorks® Sizer 7.0 Jan. 23, 2007 10:59:19 COMPANY I PROJECT ---------- ------------------- Dead I 678 2519 V I N C I 5 A S S O C I A T E S I Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti 'Total Load Casel #2 #2 Westlake Village, California I La Quinta, CA I V&A Project No. 06-3281 '########################################################################### DESIGN CHECK - NDS 2005 Beam DESIGN DATA: ########################################################################### Material: Timber -soft SECTION -vs. -DESIGN -CODE ---(stress=psi,-deflection=in)--------- Lateral support: top= full, bottom= at supports; Total length: 5.50 [ft] Bending(+) fb = 489 Fb' = 1500 fb/Fb' = 0.33 Load combinations: ICBO-UBC; Live Defl'n 0.01 = <L/999 0.18-= L/360- "0.07 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) FACTORS: -F/E----CD----CM----Ct----CL-----CF--_-Cfu----Cr---Cfrt---Ci----Cn- »Self -weight automatically ------------- --------------------------- included<< 2 --------------------- Load I Type IDistributionl Magnitude I Location I Units I I I ----------------1--------1------------I--------------1----------- Start `End I Start End I pt12-dl Dead Point 2250 5.00_ -I lbs R -dl Dead Full Area 25.00 (6.50)* psf R-11 Constr. Full Area 16.00 (6.50)* psf ptl2-11 Constr. Point 1250 5.00 lbs *Tributary Width (ft) ' (D,=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) Load combinations: ICBG -UBC I 5.50 ft ---------- ------------------- Dead I 678 2519 Live I 400 1422 I 1078 3942 'Total Load Casel #2 #2 B.Length 1 0.5* 1.15 *Min. bearing length for beams is 1/2" for exterior supports '########################################################################### DESIGN SECTION: D.Fir-L, No. 11 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### SECTION -vs. -DESIGN -CODE ---(stress=psi,-deflection=in)--------- ---_----- Criterion I Analysis Value I Design Value I Analysis/Design I Shear--------I---fv*----------1--------- - 114, Fv' = 212 fv*/Fv' = 0.54 Bending(+) fb = 489 Fb' = 1500 fb/Fb' = 0.33 Live Defl'n 0.01 = <L/999 0.18-= L/360- "0.07 Total Defl'n 0.04 = <L/999 0.28 = L/240 0.13 FACTORS: -F/E----CD----CM----Ct----CL-----CF--_-Cfu----Cr---Cfrt---Ci----Cn- LC# E -v 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1200 1.25 1.00 1.00 1.000 1.000 1.00 1.00 .1:00 1.00 Fcp' 625 - 1,00 1.00 .1.00 1.00 -2 'E' 1.6 million 1.00 1.00 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 i 1.00 1:00 - 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #2 = D+C, V = 3942, V design* 3133 lbs Bending(+): LC #2 = D+C, M = 2102 _lbs -ft Deflection: LC #2 = D+C EI= 309e06 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) Load combinations: ICBG -UBC 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® Sizer. SOFTWARE FOR WOOD DESIGN ' SeamU.wbc WoodWorks@ Sizer 7.0 Jan. 15, 2007 09:29:35 COMPANY I PROJECT VINCI 6 ASSOCIATES I Lute Residence- Via Chianti ' sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 I`La Quinta, CA Westlake Village, CA 1 VSA Project No. 06-3281 -_ DESIGN CHECK - .NDS 2005 Beam --DESIGN -- ' -DATA: ----------------------- -see-- ------- ------ -- - Material: Timber -soft Lateral support: top- full, bottom- at supports; - - - .Total length: 15.25 [ft] - Load combinations: ASCE 7-02; =(force -. LOADS: -lbs, pres=sureauto -=---m --Self--weight-a-to------ally included-- ticaudl-ply inclluded<n0ft)�-�---- - -----=-m Load I Type IDistributionl Magnitude I Location - I Pat- - I I I Start End I Start End I tern ----------------I--------I------------I--------------I------- ------I----- R -dl Dead Full Area 25.00 (7.00) No - R-11 Constr. Full Area 16.00 (7.00) No *Tributary Width (ft) --m=�==---wa=-----------�--�=u----------�e�----=----e------Wim---. MAXIMUM REACTIONS andBEARINGLENGTHS - (fo=cc-lbss,lenngth-in)3�-=�-� ' I 2.00 �. .. ... - I ^-13.25mft .. s .. .. Dead I 1645 1213 -_ - - - Live I 983 725 •' s _ Total I 2628 1938. ' Load Casel #0 #2 i2 B -Length 1' 0 0.5* 0.5* Cb 1 0 1.75 1 - *Min. bearing length for beams is 1/2" for exteriorsupports- nd------fe-r int-e�mudi-t�--PP--rt---m-m-- '-------=-------------------- ##@##Ilii!@##@i#@##iiiiii@##ii@#@###i@##iiii#!@l#4i##i@iii####Ili##!#ii##il DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411_ plf This section PASSES the design code check. - - - #iili#ilii#i#ii@@@#illiii#i#iiiiiii#Alii#iii@i#lA#i#iiia##i4!###A@i!9##!#i# --sm-DESIGN CODE-(vtr�e�-psmi--deFhcti�o�n-i )-=�-o 'SECTION ---�--_-_ Criterion 1 Analysis Value I Design Value I Analysis/Design I II • -I- ------------ Shear fv - 51 Fv' - 212 fv/Fv' - 0.24 - - Bending(+) fb - 910 Fb'.- 1687 fb/Fb' - 0.54 -_ Bending(-) fb = 87 Fb' 1687 fb/Fb' - 0.05 ' Deflection: Interior Live 0.12 - <L/999 0.44 - L/360 - -0.26 Total 0.41 - L/387 0.66 m L/240 0.62 - Cantil. Live -0.05 - L/447 0.13 - L/180 0.40- _ Total -0.19 - L/127 0.20 - L/120 0.94 --eel--�-----------�--�--®-------®-�------------ - - e ---e--------' FACTORS: F/E CD CM Ct CL CF Cfu. Cr Cfrt. Ci Cn -- -------------------------------- LC# '------------------------------ Fv' 170 1.25 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.25 1.00 1.00 1.000 1.000 1.00. 1.00 1.00 1.00 - 2 Fb'- 1350 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 '2 Fcp625 - 1.00 1.00 - -. - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - 1.00 -.1.00 - „ 2 -. Emin' 0.00 million 1.00 1.00 - - ' - 1.00 1.00 - ------------------------------------------------------------------------ 2 - ADDITIONAL DATA - Shear LC LC #2=-=-D+C, V - 2029, V design --1792 1bs6Q�-- ----� - Bending(+):LC 02 - D+C, M - 6275 lbs -ft ' Bending(-): LC #2 - D+C, M - 599 lbs -ft Deflection: LC #2 - D+C EI- 629e06 lb-in2.. - •_ Y Total Deflection - 1.50(Dead Load Deflection) t 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) - - Load combinations: ASCE 7-02 r DESIGN NOTES: - -- ----- -- -----=--- -- ---------=----- -- ---w---- -- ------ --- ------ I. Please verify that the default deflection .limits araappropriate for your application. ,- 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires ' that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn 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.- _ V ' Beam%wbc WoodWorks® Sizer 21 SOFTWARE FOR WOOD DESIGN WoodWorks@ Sizer 7.0 r Jan. 15, 2007 09:33:09 COMPANY I PROJECT ' VINCI & ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53 055Via Chianti 31324 Via Colinas Ste. 101 I La Quinta, CA" Westlake Village, CA I V&A_Project No. 06-3281 �• r DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material:--------Timber-soft-------------- ----- --------------- ' Lateral support: top= full, bottom= at supports; Total length: 5.50 [ft] Load combinations: ASCE 7-02; --------------- LOADS--(force=Tbs--pressure=utomatically ' »Self-weight automatically included« ilocation=ft)---`- -- --- --` Load I Type IDistributionl Magnitude" I Location •1 Units I I I Start End 1 Start'. End I ----------_---1--------I ------------ 1 --------------- 1--------------I----- ' R -dl Dead Full Area 25.00 (1.33)* psf R-1---1 Constr. Full Area , 16.00 (1.33)* psf ptl4-dl Dead Point 1645 2.75 lbs" pt14-11 Constr. -'Point 983 2.75 lbs *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force -lbs, length=in) - -------------------------- 1 5.50 ft ----------I------------------- Dead 1 941 941 Live ( 550 550 Total 1 1491 1491 ' Load Casel #2 #2 B.Length 1 0.5* 0.5* *Min. bearing length for beams is.1/2" for exterior supports ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check.' 4. ###########################################################################------------ ' ' SECTION vs. DESIGN CODE( t s p, deefleection in) F 6Oee=-------- Oe0 0O`6p m my Criterion I Analysis Value I.Design ; Value I Analysis/Design- I --------------1---------------=I-------------- -1----==------------I fV = 53 Fv' = 212 fv/Fv' = 0.25 'Shear Bending(+) fb = 898 Fb' = 1500, fb/Fb' = 0.60 Live Defl'n 0.02 = <L/999 0.18 = L/360 0.11 Total Defl'n 0.07 = L/910 0.28 = L/240 0.26 , ' FACTORS: -F/E----CD-=--CM--- Ct Cfu.__-Cr---Cfrt LC# -_Ci -_Cn- --CL----CF--- Fv' 170 1.25 1.00. 1.00 1.00 1.00 1.00 2 . Fb'+ 1200 1.25',1.00 1.00 1.000 1.000 1.00 1.00 1.00. 1.00 -. 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 .1.00, - 1.6 million 1.00 1.00 - - 1.00 1.00 -" 2 'E' Emin' 0.00 million 1.00 1.00 - -,. - 1.00 1.00 - 2 ADDITIONAL DATA LC #2 = D+C, V== 1491, V design 1451 lbs 'Shear Bending(+): LC #2 = D+C, M = 3857 lbs -ft Deflection: LC #2 = D+C EI= 309e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.• W wind I impact C- construction CLd=concentrated) listed (All LC's are listed in the Analysis output) • ' � Load combinations: ASCE 7-02 ---(D=dead--L=liysnow 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. Wo-odWorks@ Sizer SOFTWARE FOR WOOD DESIGN Searn16 MdodWorks@ Sizer 7.0 COMPANY 1 PROJECT VINCI & ASSOCIATES I Lutz Residence- Via Chianti' structural. engineers 1 53055 Via Chianti 31324 Via Colinas, Suite 101 1 La Quinta, CA Westlake Village, CA 91362 1 V&A Project,No.'06-3281 ,DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Timber -soft Lateral support: top= full, bottom= at supports; Total length: 3.00 [ft] Load combinations: ASCE 7-02; LOADS: (force=lbs, pressure=psf, udl=p1f, location=ft) >>Self -weight automatically included<< Load I Type IDistribution) Magnitude I Location I Unit s I Start End I Start End '1* ------------ I ---------- -------------- I R -dl Dead Full Area 25.00 (6.50)- .psf R-11 Constr. Full Area 16.00 (6.50)* Psf,, ptl4-dl Dead Point 1213, 1.00 lbs pt14-11 Constr. Point 725 1.00 lbs *Tributary Width (ft) ---------- - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length -in) 4 ----------I------------------- Dead --------- -------------------Deal 1063 659 Live I 639 398 Total 1 1703 1057 Load Casel #2 #2 B.Length 1 0.5* 0.5* *Min. bearing length for beams is 1/2" for exterior supports DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress -psi, deflection=in) Criterion I Analysis Value I Design value I Analysis/Design I -------------- ---------------- ------- -------- ------------------ I. Shear fv = 78 Fv1 = 212 fv/Fv' 0.37 Bending(+) fb = 678 Fb' = 1500' fb/Fb' = 0.45 Dead Deflln 0.01 = <L/999 Live DeflIn 0.01 = <L/999 0.10 = L/360 0.06 Total DeflIn 0.02 - <L/999 0.15 = L/240 0.11 FACTORS: F/E CD . CM Ct CL CF Cfu Cr, Cfrt Ci, Cn LC# Fv' 170 1.25 1.00 1.00 1.00 1.00 1.00 2 Fbl+ 1200 1.25 1.00 1.00 1.000 1.000 P1.00 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 Emin:..0.00-million 1.00 1'. 00=====------1.00 1.00 2 ------------ ADDITIONAL DATA Shear LC #2 - D+C, V - 1703,=V design =1577 lbs Bending(+): LC #2 = D+C, M = 1566 lbs -ft Deflection: LC #2 = D+C EI- 122e06 ib -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=Iive S=snow W=wind I=impact 'C=construction CLd=concent.rated) (All LC's are listed in the Analysis output) Load combinations: ASCE 7-02 7 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 NOS Clause 4.4.1. Jan. 17, 2007 17:30:13 ❑ E Beaml7.wbc 2 WoodWorks® Sizer -SOFTWARE FOR WOOD DESIGN WoodWorks@ Slier 7.0 Jan. 15, 2007 09:39:15 COMPANY 1 PROJECT VINCI s ASSOCIATES I Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 I La guinta, CA . Westlake Village, CA I V&A Project No: 06-3281 .DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Timber -soft Lateral support: top= full,. bottom-- at supports; Total length: 16.00 [ft] Load combinations: ASCE 7-02; ------------------------------------------------------=________ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units I I . I Start End I Start End I ------------------------ II------------I--------------I--------------I----- R-dl Dead -Full Area 25.00 (6.25)* psf ' R-11 Constr. Full Area 16.00(6.25)* psf *Tributary Width (ft) n----=-----=---=-----a==momemaa�=e=voce===eanen===vovevee=eae®ma MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 16.00 ft I^ ---------- I-------------------. Dead I 1370 1370 Live I 800 800 Total I 2170 2170 Load Casel #2 #2 B.Length 1 0.63 0.63 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Y Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ----------------I---------------- - I ------------- ---- I Shear fv a 45 Fv' - 212 fv/Fv' m 0.21 Bending(+) fb = 859 Fb' = 1687 fb/Fb'. = 0.51 Live Defl'n 0.13 = <L/999 0.53 = L/360 0.25 Total Defl'n 0.47 = L/406 0.80 = L/240 0.59 FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt-'"Ci Cn LC# Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.25 1.00 1.00 1.000 1.000 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 Emin' 0.58 million 1.00 1.00. - - - - 1.00 1.00 - -----------------------------------=_______________=__________________ 2 ADDITIONAL DATA Shear LC #2 = D+C, V = 2170, V design = 1910 lbs Bending(+): LC #2 = D+C, M = 8681 lbs -ft Deflection: LC #2 = D+C EI= 1115e06 lb-in2 Total Deflection 1.50(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) . Load combinations: ASCE 7-02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate- ppropriate for for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WOOdWOikS® Sizer' SOFTWARE FOR WOOD DESIGN ' Beam18� `Wood Works® Sizer 7.0 Jan. 17, 2007 17:32:37 - COMPANY I - PROJECT • VINCI & ASSOCIATES i Lutz Residence- Via.Chianti •-. structural engineers 1 53055 Via Chianti 31324 Via Colinas, Suite 101 1 La Quinta, CA Westlake Village, CA 91362 l V&A Project No. 06-3281 DESIGN CHECK , NDS 2005 ' ' Beam DESIGN DATA: --------------------------------------------------------------------_------ .. Material: Timber -soft Lateral support: top- full, bottom=.at supports; Total length: 3.00 [ft] " ' - ASCE-7-02--------- -------Load-combinations: ----- --- -------------------- --- -----LOADS: (force=lbs, pressure=psf,.udl=plf, location=ft) LOADS: »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units I I Start End I -Start End I -------- ' --------I ---F- I--------I------------I-------------- I -------------- I R -dl Dead Full Area 25.00 (6.50)* psf R-11 Constr. Full Area 16.00 (6.50)* psf - ptl7-d1 Dead Point 1370 - 2`.50 lbs ptl7-11 Constr. Point 800 2.50 lbs *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs„length=in) a.. _____ ' I 3_00 --ft__________________ - =_ -___ .. • ----- Dead I 4831396--- Live I 289 823 Total 1 772 2219 Load Casel #2 #2 B.Length 1 0.5* 0.65 *Min. bearing length for beams is 1/2" for exterior supports DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ' SECTION -vs. -_ 2--(stre=s=psi_ deflection -DESIGN =CODE -i=) -- - Criterion i Analysis Value I Design, Value I Analysis/Design i -------------- I---------------- I------- -.--------1=-----------------1 ;. Shear fv = 104 Fv' = 212 -fv/Fv' _ 0.49 Bending(+) fb = 465 Fb' = 1500 fb/Fb' = 0.31 ' .' Dead Defl'n 0.01 = <L/999 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.05 Total Defl'n 0.01 = <L/999 0.15 L/240 ;', 0.08 FACTORS: CL CF__-_Cfu=- CrCi Cn-= LC# ' -F/E----CD==--CM-= =Ct - --Cfc.t-- Fv' 170 1.25 1.00 1.00 1.00 1=00 1.00 2 Fb'+ 1200 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - .2 Fcp625 - 1.00 1.00 - --, - 1.00 1.00.. -" - E' 1.6 million 1.00 1.00 - - - - 1.00 .1.00 2 Emin' 0.00 million 1.00 1.00 - -1"00 1 00 - 2 ____________________________�_______= _ __= -�_ ____• ADDITIONAL DATA Shear LC #2 = D+C,•V = 2219, V design"="" -2093 lbs Bending(+): LC #2 = D+C, M - 1075 lbs -ft ' Deflection: LC #2 = D+C 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) Load combinations: ASCE 7-02 _ ' DESIGN NOTES_ I.' 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. r F-1 F_. Woodworks® Sizer SOFTWARE FOR WOOD DESIGN BeamMwbc WoodWorks® Sizer 7.0 Jan. 15, 2007 09:51:37 COMPANY I' PROJECT VINCI 6 ASSOCIATES 1 Lutz Residence- Via Chianti sturctural engineers 1 53055 Via Chianti 31324 Via Colinas Ste. 101 1 La Quinta, CA Westlake Village, CA I V&A Project No. 06=3281 DESIGN CHECK -NDS 2005 Beam DESIGN DATA: ---------------------------------------------_--------_-___ Material: Timber -soft ` Lateral support: top= full, bottom= at supports; Total length: 5.50 [ft] Load combinations: ASCE 7-02; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< --------- ------------ -------------- Load 1 Type 1Distributionl Magnitude I Location I Units I I I Start End I Start End I ---------- ------I--------I------------I--------------I--------------I----- R -dl Dead Full Area 25.00 (1.33)* psf R-11 Constr. Full Area 16.00 (1.33)* psf ptl7-dl Dead Point 1370 2.75 lbs ptl4-11 Constr. Point -800 2.75 lbs *Tributary Width (ft) ; MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ---------------------- _ 5.50 ft ----------I------------------= Dead 1 796 796 .Live 1 459 459 Total 1 1255 1255 Load Case1 #2 #2 B.Length 1 0.5* 0.5* *Min. bearing length for beams is 1/2" for exterior supports ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. - ########################################4################################## SECTION vs. DESIGN CODE (stress=psi, deflection=in) eeeameaea=moa=save=---------------- 7---------------- e=®em�me Criterion I Analysis Value I Design value 1•Analysis/Design [ --------------I----------------I----------------1------------------f Shear fV = 61 FV' = 212 fv/FV' =-0.29 Bending(+) fb = 1392 Fb' = 1500 fb/Fb' = 0.93 Live Defl'n 0.04 = <L/999 0.18 = L/360 0.23 ` Total Defl'n 0.15 = L/428 0.28= 'L/240 0.56 ---------------- ------- FACTORS: F/E CD CM Ct CL CF, Cfu Cr Cfrt Ci Cn . LC# FV' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1200 1.25 1.00 1.00 1_.000 1.000 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 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - -----------------------------------=--------------------=--------- 2 ADDITIONAL DATA Shear LC #2 = D+C, V = 1255, V design 1227 lbs Bending(+): LC #2 = D+C, M = 3218 lbs -ft. Deflection: LC #2 = D+C EI=, 122e06 lb-in2 Total Deflection = 1.50(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) . Load combinations: ASCE 7-02 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. 2(p F-1 _ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN ' Beam 20.wbc WoodWorks® Sizer 7.0 Jan. 23, 2007 10:02:26 1 COMPANY I PROJECT V I N C I & A S S O C I A TIE S I Lutz Residence- Via Chianti i 31324 Via Colinas, Suite 101 1 53055 -Via Chianti Westlake Village, California I Iia Quinta, CA . I VSA Project No. 06-3281 ' DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Lumber -soft ' Lateral support: top= full, bottom= at supports; Total length: 11:00 (ft) Load combinations: ICBO-UBC; LOADS ' -(force=lbs,-pressure=utomaticall ilocation=ft)------_-..----- »Self -weight automatically included« -- -- _-- --- Load I Type IDistributionl Magnitude I Location I Units I I I Start End I Start End. 1 ---------------- I -------- I ------------ 1-- ------ ------I------------------- Rf-dl Dead Triangular 0.0 250.0• 0.00 11.00 plf Rf-11 Constr. Triangular 0:0 160.0 0.00 11.00 plf- ------ ------------- MAXIMUM REACTIONS and.BEARING LENGTHS (force=lbs, length=in) _____________________ I 11.00 ft t I ---------- I------------------- Dead ( 501 959 , Live 1 293 587 Total 1 794 1596 Load Casel #2 #2 B.Length 1 0.5* 0.71 ' *Min. bearing length for beams is 1/2" for exterior supports ########################################################################### .DESIGN SECTION: D.Fir-L, No.l, 4x10 @ 7.690 plf This section PASSES the design code check. ' SECTION vs. DESIGN CODE (stress=psi, deflection=in) ' _-Criterion- I Analysis Value I Design- Value I Analysis/Design I --I-------.---------I----------------I------------------I Shear fV• 58 Fv' = 225 fv/Fv'•= 0.26 Bending(+) fb = 788 Fb' = 1500 fb/Fb' = 0.53 Live Defl'n 0.07 = <L/999 0.37 = L/360 0.18 ' -Total-Defl-n----0_18-=-L/739--- 0.55 = L/240 0.32 FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1 1.00 1.00 - . �_' 1.00 1.00 1.00 2 _ 00 1.225 Fb'+ 1000 1.25 1.00 1.00 1.000 1.00 :1:00 1.00 .1.00 2 Fcp' 625 1.00 1.00 1.00 1.00 E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.62 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom for 33 _-_------------- -duration -factor -Wind -load -=-1 -------- ADDITIONAL DATA Shear LC #2 = D+C, V =_ 1546 V design - 1245 lbs ' Bending(+): LC #2 = D+C,. M 3279 lbs -ft ' Deflection: LC #2 = D+C EI= 392e06 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), Load combinations: ICBO-UBC DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. I1. 2. Sawn lumber bending members shall be.laterally supported according to the provisions of NDS Clause 4.4.1. F] WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 21.wbc WoodWorks® Sizer 7.0 Jan. 22, 2007 17:03:04 1 .COMPANY I PROJECT V I N C I & A S S O C I A T E S j Lutz Residence= Via Chianti 31324 via Colinas, Suite 101 153055 Via Chianti Westlake Village, California, .1 La quinta, CA I V&A Project No. 06-3281 .. ' DESIGN CHECK - NDS 2005 , Beam DESIGN DATA: Material: Lumber -soft ' Lateral support: top= full,•. bottom= at supports; Total length: 3.00 (ft] - Load combinations: ICBO-UBC; ------------------ LOADS--(force=lbs,-pressure=utomaticaply, location »Self-weight automatically included« -ft)- ----- Y-------- Load I Type . IDistributionl4 Magnitude- I Location I Units' I I Start . End I Start End 1 ---------- - ----- -------- I I ------------I =-------- --1 -------------- I----- Rf-dl Dead Full Area 25:00(10.00)* psf Rf-11 Constr. Full Area.• '16.00(10.00)* i psf *Tributary Width (ft) ' MAXIMUM -REACTIONS -and -BEARING -LENGTHS - (force lbs,-length=in) ------- -- 7- 3.00 -3.00 ft ----------I------------------- Dead I 381 381 Live 1 240 240 Total 1 621 621 Load Casel #2 42 B.Length 1 0.66 0.66 ########################################################################### DESIGN SECTION: D.Fir-L, No.l, 2x12 @ 4.008 plf section PASSES the design code check 'This .########################################################################### , SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion- I Analysis Value d Design n Value I Analysis/Design I -------------- ---I----------- --I---- --1 Shear fv = 21 Fv' = 225 fv/Fv' _ ,0.09 Bending(+) fb = 177 Fb' = 1250 fb/Fb''= 0.14 Live Defl'n 0.00 = <L/999 0.10,= L/360 0.01 ' -Total -Defl_n--+0_00===<L/999=== 0.15 = L/240 0.02 FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn .LC# Fv' 180 1.25 1.00 1.00 - - - - -- - 1.00 1:00 1.00 2 Fb'+ 1000 1_25 1.00 1.00 1.000 1.000 1_00 1_00 1.00' 1.00 2 _ Fcp' 625 1.00 1.00 1.00 1.00 E' 1.7 million 1.00 1.00 - - - - 1.00 1:00 - 2 ' Emin' 0.62 million 1.00 1.00 - - - - 1.00 ;1.00 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #2 = D+C, V 621, V design = 233 lbs. Bending(+): LC #2 = D+C, M = 466 lbs -ft ' Deflection: LC #2 = D+C EI= 303e06 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) combinations: ' -Load -IC ----------- ____-_ DESIGN NOTES: • M 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. r 'F�WOOdWOrks® Sizer SOFTWARE FOR WOOD DESIGN Beam 22 WoodWorks® Sizer 7.0 • Jan. 24, 2007 19:46:19 •• " COMPANY - PROJECT - - _ VINCI & ASSOCIATES Lutz Residence- Via Chianti .. structural engineers 53055 Via Chianti 31324 Via Colinas, Suite 101 La Quinta, CA I' Westlake Village, CA 91362 V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: MaterialGlulam-Balanced Lateral support: top= at supports, b6ttom= at supports; Total length: 19.50 (ft) Load combinations: ICBO-USC; LOADS:-(force=lbs= pressure=utom udl=pticall ft)-----------=----- ' ilocation »Self-weight automatically included« --- Load Type IDistributionj Magnitude I Location I Units - I Start End I Start End ----------------I--------I------------I--------------I------------------- 20a-dl Dead Point 959 9.75 lbs 20a-11 Constr. Point 587 .9.75 lbs 20b -dl Dead Point 959 9.75 lbs ` 20b-11 Dead Point - 959 9.75 lbs - 21-d1 Dead Point 381 9:75 - - lbs - - - 75 21-11=====__=====Constr====Point==========240===- ===9 -=== -------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs length in) • --------------------------------------------- 19.50 ,ft .. - Dead , 1767 1767 Live F 414 414 Total 2181 2181 Load Case l #2 #2 ` ' B.Length 0.65 0.65 _______ ########################################################################### DESIGN SECTION: West Species, 24F -V8 DF, 5.125x12 (414.159 plf This design ' ########################################################################## -section -PASSES -the -code -check. ----------------------------` SECTION vs. DESIGN CODE (stress=psi, deflection=in) - - Criterion Analysis Value Design Value Analysis/Design Shear, fv = 43 FV = 238 fv/Fv 0.18. Bending(+) fb = 1615 Fb ,= 2089 fb/Fb = 0.77 Dead Defl'n 0.69 = L/339 Live Defl'n 0.17 = <L/999 0.65 L/360 • 0.26 Defl_n====0=66====L/273=== 0=98====L/240=== ' -Total ==0.88====-_-__ FACTORS: F/E CD CM Ct - CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 0.90 1.00 '1*. 00 - - ' - - 1.00 1.00 1.00 1 Fb'+ 2400 0_90 1.00 1.00 0.967 1.000 1-00 1-00 1.00, 1.00 1 Fcp' 650 1.00 1.00 1.00 -. E' 1.8 million 1.00 '1.00 1.00 2 '- Emin' 0.85 million 1.00 1.00 1.00 - 2 Custom duration factor for Wind load =.1.33 , -------------- ADDITIONAL DATA ' ---------------------------- ________ __ __ Shear LC #1 = D only, V = 1767, V design 1753 lbs Shear Bending(+): LC #1 = D only, M = 16556 lbs -ft" Deflection: LC #2 = D+C Ei= 1328e06 lb -int Total Deflection = 1.00(Dead Load Deflection) +_Live Load Deflection. (D=dead L=live S=snow W=wind I --impact C=construction m& -concentrated) (All LC's are listed in the Analysis output) Load combinations: ICBO-UBC ------------------------------------------------------- DESIGN NOTES ' 1 Please verify that the default deflection limits are appropriate r for your application. 2. Glulam design values are for materials conforming to RITC 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. S. GLULAM: bearing length based on smaller of Fcp(tension) „ Fcp(comp n). WoodWorks® Sizer ° SOFTWARE FOR WOOD DESIGN v Beam 23.wbc , ' WoodWorks@ Sizer 7.0 1 COMPANY PROJECT V I N C I & A S S O C I A T E S I Lutz Residence- Via Chianti 31324 Via.Colinas, Suite Idl 153055 Via Chianti_ Westlake Village, California_ I La Quinta, CA' I V&A Project No. 06-3281 ' r DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: -Lumber-soft Lateral support: top= full, bottom= at supports Total length: 14.00 [ft] Load combinations: ICBG -UBC; ' ------------ LOADS: (force=lbs, pressure=psf, udl=plf, location ft) ' »Self -weight automatically included<< -- --------------------------- ___ ---------------------_------ Load 1 Type IDistributionl ` nitude Ma 4 I. Location IUn__its I I I Start End: • 1 Start 'End • I' ----------------1--------1 ------------ I------- _----- 1--------------I----- Rf-dl Dead Triangular 0.0 250.0 0.00 14.00 plf Rf-11 Constr. Triangular' 0.0 -160.0.. 0.00 14.00 plf MAXIMUM REACTIONS and BEARING LENGTHS'` (force=lbs, length=in) 1 14.00 ft ----------I------------------- Dead 1 637 1220 Live I 373 747 I Total 1 1010 1967 Load Cased #2 #2 B.Length 1 0.5* 0.9 ' *Min__ bearing -length -for beams for -is-1/2"- -exterior -supports, ----Y--_-_-----, ########################################################################### DESIGN SECTION: D.Fir-L, No.1, 4x10 @ 7.690 plf This -section -PASSES -the -design -code -check. -----------------------_----- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ' CriterionAnalysis/Design - I Analysis Value I Design Value I Analysis/Desi -- [ --I----------------I-------- - -I - I Shear fv = 77 Fv' = .225 fv/Fw' = '0.34 Bending(+) fb = 1277 Fb' = 1500 fb/Fb' = 0.85 Live Defl'n - 0.18 = L/953. 0.4.7 = L/360 0.38 ' -Total -Defl_n====0=47====L/358====0 70-- -L/240 0_67 FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt- Ci Cn LC# FV' 180 1.25 1.00 1.00- 1 00 1.00 1.00 `1.00 2 ' _ = Fb'+ 1000 1.25 1.00 •1.00 1.000, 1.2'00 1.00 1.00 1.00 Fcp' 625 1.00 1.00 1.00-`1.00 .2 E' 1.7 million 1.00 1.00 - - - - 1..00 1.00 - 2 Emin' 0.62 million 1.00 1.00 - - -. - - 1.00 .1.00 - 2 Custom duration factor for Wind.load'= 1.33• ADDITIONAL DATA Shear LC #2 = D+C, V = 1967,V design = 1662 lbs Bending(+): LC #2 = D+C, M = 5313 lbs -ft - Deflection: LC #2 = D+C EI= 392e06 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) -Load -combinations: -ICBG=UBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. " 2. Sawn lumb"er bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Jan. 23, 2007 10:03:52 d ❑ - Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Beam 24.wbc WoodWorks#9 Sizer 7.0' " Jan. 23, 2007 10:05:58 COMPANYI • z ' PROJECT t .. V I N C I S A S S OC I A T ES I Luta Residence- Via Chianti 31324 Via Colinas, Suite 101 ,.I 53055 Via Chianti ' .. .. Westlake Village, California I La Quinta, CA -• • . j _ I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 - .- - ' Beam DESIGN DATA: . - ----------------r----'----------s= ---nom ------ -----------_ -=-e "•. Material: Lumber -soft - Lateral support: top- full,bottom= at supports; Total length: 16.00 [ft] -- - Loa•. -e--=-----a-----iI 60vp----------- ' ----- --inations: ----UBC) - -. ==a=ea==== LOADS: (force -lbs, pressure-psf, udl-plf, location -ft) - >>Self -weight automatically"included<< =-=-I Load Type IDistributioni Magnitude) Location I Pat - I I I StartEnd-I Start End I tern ----------------I--------I------------I------------- :_Start ---`--I----- Rf-dl Dead Triangular 250.0 0.0 0.00 11.50 No ' Rf-11 Constr. Triangular "160.0 0.0 , 0.00 11.-50" No - .•h --------=n=---=--s------------=-- a=-------- -----_--- MAXIMUM REACTIONS -end -BEARING LENGTHS r(force-lbs, length -in)'- ' I 11.50x^ 4=50- ft 'I cc - I ____________________ „ Dead 1 996 565 Live 1 613 307 "• _ Total 1 1609 871 Load Casel #2 #2 #0 B.Length 1 0.74 . 0.5+ 0 Cb 1 1 1.75 0 'Min. bearing length for beams is 1/2' for intermediate supports DESIGN## CTION DFSZGN SECTION: D.Fir-L, No.l, 4x10 @ 7.690 plf This section PASSES the design code check. SECTION. vs. DESIGN CODE (stress -psi, deflection -in) r Criterion I Analysis Value I Design Value I. Analysis/Design .I -------------- I ---------------- I ---------------- I ------------ ---I Shear fv - 61 Fv-1=----2-25 fv/Fv' - 0.27 Bending(+) fb - 861 Fb' - 1500 fb/Fb'_- 0.57 Bending(-) fb - 19 Fb' - 1078 fb/Fb' - 0.02 Deflection: _ - Interior Live 0.08 - <L/999 0.36 - L/360 0.21 Total 0.21 - L/655 0.58 - L/240 0.37 Cantil. Live -0,09 - L/575 0.30 a L/180 0.31 - _ Total -0.24 - L/222 0.45 - L/120 0.54 FACTO!!; F/E�CDr CM=-�Cter-CL-�-CFS Cfu Cr Cf Cm- LCA ". .. . rv, 180 1.25 1.00 1.00 c r -t ---Ci- ------y1.00 1.00- 1.00 2 Fb'+ 1000 1.25 1.00 1.00 1.000 "1.200 1.00 1.00 ,1.00 1.00 - - 2 Fb'- 1000 0.90 1.00 1.00 0.998 ,.1.200 1.00 1.00 1.00 1.00 - - 1 " Fcp' 625 - 1.00 1.00 - - -- - .1.00 1.00 - - - El - ..., lion 00 1:00 1.00 .4•2. _ Emin' 0.62 million 1.00 .1.00 1.00. 1.00- 2' .. Custom - rationlfactorfor Wind Custom duration factor for Wind load -1.33' �r-=m ---r-=-r-=c=- ADDITIONAL DATA Shear LC 02 - D+C, V - 1609, V design - 1308,1bs •. Bending(+): LC 02 - D+C, M - 3581 lbs -ft - Bending(-): LC #1 - D only, M 78 lbs -ft Deflection: LC 02 - D+C EI- 392e06 lb -int A . 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) .. - Load combinations: ICBO-UBC ,. -----r------------------------------------------rwr-gra ' -ea-��m DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires ' that normal grading provisions be extended to the middle 2/3.of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn 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. F-1 I Beam 25 31 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Wood Works@ Sizer 7.0 ' ' Jan. 24, 2007 19:49:17 - "'JZANY • PROJECT - VINCI & ASSOCIATES Lutz Residence- Via.Chian_ti structural engineers 53055 Via Chianti 31324 Via Colinas, Suite 101 - ` La-Quinta, CA Westlake Village, CA 91362 V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Glulam-Balanced Lateral support: top= at supporta, bottom= at supports; Total length: 19.50 [ft] Load combinations: ICBO-UBC; ____________ LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- Load Type Distribution Magnitude Location Units Start End ------=--------- Start• End �. -------- I ------------ ----------- --- 23-d1 Dead Point 1220 ------------------- 9.75 lbs 23-11 Constr. Point 747 9.75 lbs 24-d1 Dead Point 996 9.75 lbs 24-11 Constr_ Point 613 9.75 lbs 21-d1 Dead Point 381 9.75 - lbs 21-11 Constr. Point 240 9.75 lbs ------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- I--19-50--ft ----------------------------- Dead 1437 1437 Live 800 800 Total' 2237 2237 Load Case #2 #2 . .B: -Length 1 0.67 0.67 ########################################################################### DESIGN SECTION: West Species, 24F -V8 DF, 5.125x12 @14.159 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- Criterion Analysis Value Design---Value-Analysis/Design Anal sis/Desi -------------- ' -------- -------- ------ ------------------ -- Shear fv 54 Fv'. 331 fv/ Fvl = •0.16 Bending(+) fb =2062 Fb' = 2830 fb/Fb- = 0.13 Dead Deflln 0.56 = L/420 Live Defl'n 0.32 = L/727 0.65,= L/360 0.49 Total Defl1n 0.88 = L/266 0.98 = L/240 0.90 --------------------------------------------------------------------------- ------------------------------------- FACTORSr F/E CD CM Ct CL CV Cfu Cr Cfrt Notes -Cn LC#-. ------------------------------------=------=------------------------------ - ---------------------------- Fv. 265 1.25 1.00 1.00 - - - 1.00 1.00, 1.00 2 Fb'+ 2400 1.25 1.00 1.00 0.943 • 1.000 1.00 1.00 1.00 '1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1,00 - - - E, 1.8 million 1.00 1.00 - - - - 1.00 - 2 Emin, 0.85 million 1.00 1.00 - - -1.00 - - 2 Custom duration factor for Wind load 1.33 --------------------------------------- ADDITIONAL DATA --------------------------------------- ----------------- Shear LC #2 = D+C, V = 2237, V design 2222 lbs Bending(+): LC #2 = D+C, M = 21133 lbs -ft - Deflection: LC #2 = D+C EI= 1328e06 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) Load combinations: ICBO-UBC - 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). 0 F-1 F WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN ' Beam 26.wbc WoodWorks® Sizer 7.0 Jan. 23, 2007 10:16:10 1 - .. COMPANY I PROJECT V I N C I & A S S O C I A T E S I Lutz Residence- Via Chianti `y 31324 Via Colinas, Suite 101 1 53055 via Chianti ' Westlake Village, California I La Quints, CA. •. ' I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005. Beam DESIGN DATA: _==n r ate=a---- Lumber------___�----= -- ---=------ _ rial Msoft Lateral support: top= full, bottom=.at supports; Total length: 8.50 [ft] ' - Load =es==n ====vcombinations: ' =====ICBO-UBC; LOADS: (force -lbs, pressure-psf, udl-plf, location=ft)=� »Self -weight automatically included<< ---r- ---------- . - ---Dema-- -------------- =--- - --- ==m=------=== Load I Type IDistributionl Magnitude I Location I Pat - Start End I Start End 'I tern ----------------I--------I------------1------------- �. J--------------1----- ' Rf-dl Dead Full Area 25.00(10.25) No Rf-11 Constr. Full Area 16.00(10.25) -'No "Tributary Width (ft) _ c -. ------=w_® ----------- eeee=ammea= =e®e= m=em= MAXIMUM REACTIONS and BEARING LENGTHS (force -lbs, length -in) ===e=ems==== _ __ _ ------ 5.00 3-.50 ft veDead ---------------------------- Dead 1 337 1907 Live 1 209 1185 Total 6 596 3092 Load Casel 92 02 00 B.Length 1 0.5+ 1.04 0 - - - Cb 1 1 1.36 0 - - .- "Mine6bearing length beams is 1/2" for exterior'. supports =for }}}}1}1}}}}}1}1}1}1}@}}}@®}}}}}®}}} ' DESIGN SECTION: D.Fir-L, No.l, 4x10 @ 7.690 plf This section PASSES the design code check. - - SECTION evDESIGN vCODE (=tress psi deflection -in) Criterion I Analysis Value I Design Value 1 Analysis/Design I - - --- i .Shear fv - 59 Fv' - 225 fv/Fv' = 0.26 Bending(+) fb - 84 Fb' - 1500 fb/Fb' 0.06 ' Bending(-) fb - 630 Fb' - 1493 fb/Fb-r v 0.42 - - Deflection: ' Interior Live -0.00 - <L/999 0.17 - L/360 0.01-• Total -0.00 =-<L/999 0.25 - L/240 0.02",. Cantil. Live 0.03 - <L/999 0.23 - L/180 0.11' Total 0.07 m L/614 0.35 - L/120 0.20- ==myv=v====----C =v7 - ----C--==v=====____= -W -C --F ======n= ' FACTORS: F/Ew 7-W----===a====Ci CtvmvCL CF Cfw'== Cr Cf=vt= C==v�Cnv'. LC® - m = Fv' .180 1.25 1.00 1.00 -, 1.00 v1.00. 1.00 2' Fb't 1000 1.25 1.00 1.00 1.000 1.200 1.00 1.00-` 1:00 1.00 - T 2 Fb'- 1000 1.25 1.00 1.00 0.995 1.200 1.00 .1.00 1.00 1.00 - 2 Fcp' 625 - 1.00' 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 ._ 1.00 1.00 '-2 _ _ _ Emin' 0.62 million 1.00 1.00-1.00 1.00 - ' Custom duration factor for Wind load v 1.33 - f2 - ADDITIONAL DATA LC }2 = D+C, V - 1594, V design== .1264 lbs 'Shear Bending(.): BendiLC }2 D+C, M v 348 lbs -ft Bending(-): LC 02 v D+C, M v 2621 lbs -ft Deflection: LC 02 = D+C EIv - 392eO6 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). Load combinations: ICBO-UBC ===a=a=======e====a=====--------- _____ DESIGN NOTES: =====__ 1. Please verify that the default deflection limits are appropriate - for your application. ' 2. Continuous or Cantilevered Beams: NDS Clause 4:2.5.5 requires _ that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other'spans. '2 3. Sawn 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. . ' F1 L Woodworks® Sizer SOFTWARE FOR WOOD DESIGN ' Beam 27.wbc "Works@ Sizer 7.0 Jan. 23,2007 10:20:02 COMPANY I PROJECT V I N C I s A S S O C I A T E 1 Lutz Residence- Via Chianti 31324Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California I La Quinta, CA • I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 - Beam DESIGN DATA: ---" - ---------- ---- -=__ _= e==`= ==e===- --_ -------- MaterialLumber-soft Lateral support': top= full, bottom- at "supports; - Total length: 14.50 [ft] Load combinations: ICBO-UBC; - - - ' LOADSo=(force=lbs,=pressure=psf�=udl=p1fQ location-ft)� »Self -weight automatically included<< = Load 'I Type IDistributionl Magnitude I Location I Pat- I I I Start" . End I Start :End'• I tern ----------------I--------I------------I--------------1--------------I----- RE -dl - Dead Triangular 0.0 250.0 - 0.00 14.50, No Rf-11 Constr. Triangular 0.0. 160.0 0.00 14.50 No - bm 26-d1 Dead Point 168_ 14.50 No . bm 26-11 Constr. Point 104 19:50 Yes •• MAXIMUM REACTIONS �LENGTHS ="==(force=lbs length -=n)- .. ' =n -_� ===and =BEARING 1 13.00 1.50= ft 1 •' ---------- 1____________________________ y - Dead I 95 1597 ' Live I 297 979 2 Total 1 792 2576 Load Casel A3 i2 AO S. Length 1 .0."5+ 0.8 0 - - - Cb 1 1 1.47 0 lengthffor *Minf-b----ga=f f -=-=beams -fff=-iff--------=-fexterior ' ve®supports -=------------- fff!!ff!lffAAffflffffffflff!!!Alffff!lfffffflffff!!#lfffAfAfff4lffffAffAlAf DESIGN SECTION: D.Fir-L, No.l, 9x10 @ 7.690 plf This section PASSES the design code check. - ff!!tf!lAfff!!fflfflflfffffffflffffffAffffffflfOAfffif@f$i9}�ffffffffffffff 60= ' SECTIONDESIGNfCODE6==(ffs®tre�yfs=pfsimffdefflecftif�n ifs) _ ff=v=® Criterion I Analysis Value I Design Value 1 Analysis/Design I== --------------1----------------I----------------I---r-------------'I Shear fv= 67 Fv' - 225 fv/Fv' - 0.30 .Bending(+) fb ='-896 • - Fb' = 1500 fb/Fb' - 0.60 Bending(-) fb = 207 Fb-' - 1498 fb/Fb' - 0.19 ' Deflection: _ Interior Live 0.11 - <L/999 0.43 - L/360 -0:25 _ _. Total 0.28 - L/555 0.65 - L/240 "0.43 -- Cantil. Live -0.04 - L/440 0.10 - L/180 0.41 Total -0.10 - L/171 - 0.15 = L/120 - 0.67 =m-=- .• "_ -7---- ' FACTORS: F/ECD CM- Ct CL CF Cfu Cr Cfrt Ci Cn --eve==----_--- • . LCf .. - ----- -------==-e----=mae-e--------- - Fv' 180 1.25 '1.00 1.00 - - - - X1.00 1.00 1.00 .. 2 ' Fb'+ 1000 1.25 1.00 1.00 1.000 1.200 1:00 1.00 1.00 .1.00 - 3 -' Fb'- 1000 1.25 1.00 1.00 0.999 1.200 1.00 1.00 -1.00 1.00`" - 2 ' 625 - 1.00 1.00 1.00 1.00 • * - _ _ = E' E' 1.7 million 1.00 1.00 1.00 1.00 3 Emin' 0.62 million 1.00 1.00 1.00 .1.00• 3 Custom duration factor for Wind load -1.33 - . = =w==a= - - ==mm----------- w=-_==== ADDITIONAL DATA -Shear ' m- LC 92===vD+C, V - 1709, V design - 1436 lbs Bending(+): LC,f3 - D+C (pattern: C ), M - 3726 lbs -ft Bending(-): LC 02 - D+C, M - 163 lbs -ft - - Deflection: LC !3 - D+C (pattern: C ) EI= 392eO6 lb-in2 - Total Deflection - I.00(Dead Load Deflection) + Live LoadDeflection. - (D=dead L -live S=snow W=wind I=impact C -construction CLd=concentrated) ' (All LC,,are listed in the Analysis output) #- (Load Pattern: s -S/2, X-L+S or L+C, -no pattern load in this span) - Load combinations: ICBO-UBC DESIGN NOTES: -1 - _ ' . Pleaseverifythat the default deflection limits are appropriate6C�- ,= - for your application. 2. Continuous or Cantilevered Beams: NDS Clause"4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of - 2 span beams and to the full lengthof cantilevers and other spans. - 3. Sawn 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. ,.. "X�� � % 18' Span Floor Joist 'TJ -Beam® 620 Serial Nuw:g7Q1 9, 10 "� 117/8" TJI® 210 @ 16" o/c User:2 llr=00710:34:26AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR Pagel Engine version: 620.16 THE.APPLICATION AND LOAD_ S LISTED ' Overall Dimension: 18' 11' 8 7' _ Product Diagram is Conceptual. LOADS " Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psi): 40.0 Live at 100 % duration; 24.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail ' Other 1 Stud well Width Length Live/DeadNplWrotal Depth • r 3.50' 225' 255 /146/0/401, WA WA WA End, Rim 1 Ply 1 1/4' x 11 7/8' 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50' 3.5(' 610/366/0/976 WA +. WA WA Intermediate None, 3 Parallam PSL Beam 3.50' Hanger 177/64/-8/241 N/A `N/A WA Top Mount Hanger _ None - ' HANGERS: No Manufacturer Selected + - Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 3 Top MountHanger NONE FOUND 0/12 0 WA WA WA WA DESIGN CONTROLS: Maximum Design Control Control ~ . Location 'Shear (Ibs) 548 -509 1821 Passed (28%) RL end Span 1 under Floor loading . Vertical Reaction obs) 976 976 2145 Passed (46%) Bearing 2 under Floor loading Moment (Ft -Lbs) 950 -950 3620 Passed (26%) Bearing 2 under Floor loading Live Load Dell (]n) 0.039 0.360 Passed (LJ999+) MID Span 1 under Floor ALTERNATE span leading Total Load Dell can) 0.060 0.540 Passed (1./999+)' MID Span.1 under Floor ALTERNATE span loading 'TJPro 60 30 Passed Span 1 -Deflection Criteria: STANDARD(L UL/J60,TI-1/240). -Deflection analysis Is based on composite action with single layer of 19/32' Panels (20' Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and. bottom) must be braced at 6' 2' do unless detailed otherwise. Proper aftachment and positioning of lateral bracing is required to achieve member stability. 'The load conditions considered in this design analysis Include alternate member pattern leading. ' ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values.. The specific product application. Input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY] PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. 1PROJECT-INFORMATION: OPERATOR INFORMATION: Luta Residence Stacey Springer i53055 Via Chianti' v Vinci and Associates La Ouinta, California 31324 Via Colinas V&A Job No. 063281 Suite 101 - Westlake Village, CA 91362 Phone : (818)5759531 ' Fax : (818)5759581. . 7 Stacey@vinciassociates.com Copyright 0 2005 by Trus Joist, a Weyerhaeuser Business - TJI®,TJ-8eam6 and Parallamo are registered trademarks of Trus Joist.- - - - - - - -I Joist^•, Pro" and TJ -Pro'• are trademarks of Trus Joist. - :\VA-MAIN\Jobs\06-3200's\06-3281 Lutz Residence- I Via Chianti\beams\18 Span.sms - !�VAAW e 14' Span Floor Joist tTJ -Beam® 6`20�,a7' oo�`r Business04 11 7/8" TJI® 210 @ 16" o/c 119104 User:2 123200710:39:45AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR Page, Engine Version: s2o.,s THE APPLICATION AND LOADS LISTED 35 ' DESIGN CONTROLS: Maximum Design Control Control Location Shear Obs) 1013 855 1655 Passed (52%) LL end Span 1 under Floor loading Vertical Reaction obs) 862 862 1110 Passed (78%) Bearing 1 under Floor loading 'Moment (Ft -Lbs) 2132 , 2066 3620 Passed (57%) MID Span 1 under Floor loading Live Load Dell (n) 0.143 0.450 Passed (U999+) MID Span 1 under Roof loading . Total Load Dail (n) 0240 0.675 Passed (0675) MID Span 1 under Roof loading TJPro 46 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:L240). -Deflection analysis Is based on composite action with single layer of 19/32' Panels (LO' Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 1' ole unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: IMPORTANTI The analysis presented is output from software developed by Trus Joist (rJ). TJ warrants the sizing of its products by this software will be accomplished In accordance with TJ product design criteria and code accepted design values. The specific product application, Input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ''-Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. 11PROJECT INFORMAT ION: ~ OPERATOR INFORMATION: Lute Residence Chianti Stacey Springer ' La Qui La Quintts, California - r Vinci and Associates a: :. r 31324 Vie Colinas Suite 101 Westlake Village, CA 91362 1 Phone: (818)5759531 ' " Fax :(818)575-9581 14' ; Co—ri ht Q 2005 6 Product Diagram is Conceptual. LOADS is for a Joist Member. 'Analysis Primary Load Group - Residential - Living Areas (psry: 40.0 Live at 100 % duration, 24.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment ' PointObs) Roof(,.25) 160 t 304 1' SUPPORTS: Upper Roof+ Wall Load Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length LivelDead/Uplift/Total Depth Stud wall 3.5(r 2.25' 522 /509/0/1031 ' N/A . N/A WA End, Rim 1 Py 1 1/4'x 11 7/8' 0.8E TJ -Strand Rim Board® '1 2 Parallam PSL Beam 3.50' Hanger 385/243/0/628 WA N/A WA Top Mount Hanger None HANGERS: No Manufacturer Selected Support Model Slope Skew. Reverse Top Flange. Top Flange Support Wood ' Flanges Offset Slope Species 2 Top Mount Hanger NONE FOUND 0/12 .0 WA WA .. WA WA 35 ' DESIGN CONTROLS: Maximum Design Control Control Location Shear Obs) 1013 855 1655 Passed (52%) LL end Span 1 under Floor loading Vertical Reaction obs) 862 862 1110 Passed (78%) Bearing 1 under Floor loading 'Moment (Ft -Lbs) 2132 , 2066 3620 Passed (57%) MID Span 1 under Floor loading Live Load Dell (n) 0.143 0.450 Passed (U999+) MID Span 1 under Roof loading . Total Load Dail (n) 0240 0.675 Passed (0675) MID Span 1 under Roof loading TJPro 46 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:L240). -Deflection analysis Is based on composite action with single layer of 19/32' Panels (LO' Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 1' ole unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: IMPORTANTI The analysis presented is output from software developed by Trus Joist (rJ). TJ warrants the sizing of its products by this software will be accomplished In accordance with TJ product design criteria and code accepted design values. The specific product application, Input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ''-Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. 9 y rus Joist,- a Weyerhaeuser Business TJI6,TJ-Beam® and ParallamO are registered trademarksofTrus Joist. -I Joist -,Pro" and TJ -Pro" are trademarks of Trus Joist. - -� :\VA-MAIN\Jobs\06-3200's\06-3281 - Lutz Resilience- Via Chianti\beams\14' Span-sms 11PROJECT INFORMAT ION: ~ OPERATOR INFORMATION: Lute Residence Chianti Stacey Springer ' La Qui La Quintts, California - r Vinci and Associates , V&A Job No. 063281 :. r 31324 Vie Colinas Suite 101 Westlake Village, CA 91362 Phone: (818)5759531 ' " Fax :(818)575-9581 Staoey@vinciassociates.com Co—ri ht Q 2005 6 9 y rus Joist,- a Weyerhaeuser Business TJI6,TJ-Beam® and ParallamO are registered trademarksofTrus Joist. -I Joist -,Pro" and TJ -Pro" are trademarks of Trus Joist. - -� :\VA-MAIN\Jobs\06-3200's\06-3281 - Lutz Resilience- Via Chianti\beams\14' Span-sms ®� ��K l3usi 14' Span Floor Joist (Bm 3 Above) TJ-BeamO6.20Serial N.. p5ct1s104"= 117/8" TJI® 210, 2 plies @ 16" o1c User: 2 123/200710:4322 AM Page 1 Engine Version: 620.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR ' THE APPLICATION AND LOADS LISTED UP Product Diagram is Conceptual. LOADS: 'Analysis Is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 24.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Poin1lbs) Roof(125) 160 304 1' Upper Roof+ Wall Load Point(Ibs) R0041 25) 127 .437 1' Beam 3 Reaction ' SUPPORTS:- Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length LivelDead/Uplifffrota_I Depth 1 Stud wall 3.50• 225' 641 /920/0/1561 WA 'N/A N/A ~End, Rim 1 Ply 1 1/4' x 11 7/8' 0.8E TJ-Strand Rim Board® 2 Parellam PSL Beam 3.50' Hanger 392 /269/0/661 ' WA WA WA 'Top Mount Hanger None 'HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood- - Flanges Offset Slope Species 2 Top Mount Hanger NONE FOUND 0/12 .0 WA- WA N/A N/A , '-Multiple plies of Paiallam PSL may result in lower hanger capacity. See Hanger Manufacturers literature for limitations. DESIGN CONTROLS: Maximum Design Control Control" Location Shear (lbs) 1544 • . 1266 3310 Passed (38%) LL end Span 1 under Floor loading • Y Vertical Reaction (lbs) 1274 1274 2221 Passed (57%) Bearing 1. under Floor loading Moment (Ft-Lbs) 2372 2248 7240 Passed (31 %) MID Span 1 under Floor loadirt Live Load Deft m 9 C) 0.080 0.450 Passed (L/999+) MID Span 1 under Roof loading ` - Total Load Deft (n) 0.144 0.675 Passed (L/999+) MID Span 1 under Roof loading 'TJPro 58 30 Passed Span t -Deflection Criteria: STANDARD(LL:L G60,TL:LJ240). Deflection analysis is based on composite action with single layer of19/32' Panels (20° Span Rating) GLUED & NAILED wood deciding. -8racing(Lu): All compression edges (top and bottom) must be braced at 5' 6' o%unless detailed otherwise. Proper attachment and , positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: _ MPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the slung of its products by this software will be accomplished in accordance with TJ productdesign criteria and code accepted design values. The specific product application, Input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. of all products are readily available. Check with your supplier or TJ technical representative for product availability. THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.. Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above.} - -Note: See TJ SPE CIFIER'S / BUILDER'S GUIDES for multiple ply connection. RROJECT INFORMATION Lutz Residence '� OPERATOR INFORMATION: 53055 Via Chianti - . :. Stacey Springer La Quints, California ' Vinci and Associates V&A Job No. 06-3281 31324 Via Colinas Suite 101 Westlake Village, CA 91362 , Phone: (818)5753531 Fax .:(818)5753581 Stacey*Anciassociates.com Copyright O 2005 by Trus Joist, a Weyerhaeuser Business ' JI®,TJ-Beam® and ParallamO are registered trademarks of Trus Joist.- -I Joist-,Pro" and TJ-Pro- are trademarks of Trus Joist. ' \VA-MAIN\Jobs\06-3200.3\06-3281 -, Lutz Residence- Via Chianti\beams\i4' Span bin 3 reaction .am$ 18' Span Floor Joist (Bm 5 Above) - 57 TJ-Beam®620Serial Number: 7005119104 no. 117/8" TJI® 210, ,2 plies @ 16" o/c ' User. 1ngineV7sion:6 0.1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR Page 1 Engine Version: 620:16 THE APPLICATION AND LOADS LISTED 'Overall Dimension: 18' 1 - • :1 _ r - :o ' 11• g _ Product Diagram is Conceptual, LOADS: 'Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (pso: 40.0 Live at 100 % duration, 24.0 Dead Vertical Loads: Type Class Live Dead . Location Application Comment Pointobs) Roof(125) 160 304 1' Upper Roof+ Wall Above Point(lbs) Roof(125) 164 519 V- Beam 5 Reaction SUPPORTS: Input Bearing Vertical Reactions (lbs) "Ply Depth Nailing Detail . Other ' Width Length Live/DeadlUpliffRotal Depth WA N/A 1 Stud wail 3.50' 225' 547/890/0/1438 NA End, Rim 1 Py 1 1/4' x 1170 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50' 3.5(' 653/475/0 /1128 WA . WA WA Intermediate None 3 Parallam PSL Beam 3.50' Hanger 1771341 1 -49/211 WA 'N/A. N/A Top Mount Hanger None HANGERS: No Manufacturer Selected Support Model Slope Skew ' Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 3 Top Mount Hanger NONE FOUND 0/12 0 WA WA NA N/A ' -Multiple plies of Parallam PSL may result in lower hanger ` - Y B capacity. See Hanger Manufacturers literature for limitations. DESIGN CONTROLS: 'Maximum Design Control' Control Location Shear Obs) 1420 1413 4138 Passed (34%) Lt. end Span 1 under Roof ALTERNATE span loading, Vertical Reaction Obs) 1420 1420 2776 Passed (51%) Bearing 1 under Roof ALTERNATE span loading Moment (Ft -Lbs) 1345 1194 7240 Passed (16%) MID Span 1 under Floor ALTERNATE span loading Live Load Dell On) 0.025 0.360 Passed (U999r) MID Span 1 under Roof ALTERNATE span loading ' Total Load Dell (in) 0.048 0.540 Passed (L/999+) ..MID Span 1 under Roof ALTERNATE span loading 66 30 Passed Span 1 43eflecfion Criteria: STANDARD(LL:L/360,TL:L/240). -Deflection analysis Is based on composite action with single layer of 19W Panels (20' Span Rating) GLUED &NAILED wood decking. Sradng(Lu): All compression edges (top and bottom) must be braced at T 4' otc unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered In this design analysis Include alternate member pattern loading. , ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (rJ). TJ warrents the s¢Ing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by "a TJ Associate. t -INot all products are readily available. Check with your supplier or TJ technical represertative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. tROJECT INFORMATION* Lutz Residence OPERATOR INFORMATION: ' Stacey Springer La Qui ufrrVia Chiantifa, California Vinci and Associates l. - ' 31324.Via Colinas f V&A Job No. 063281 Suite 101 Westlake Village. CA 91362 1 Phone: (818)575353,1 Fax :(818)575-9581 Stcey@vinciassociates.com Copyright 0 2005 by Trus Joist, a Weyerhaeuser Business JI®,TJ-Beam® and Parallam® are registered trademarks ofTrus-Joist. - - - -I Joist -,Pro' and TJ -Pro`" are trademarks of Trus Joist. - • _ Vi 1:\VA-MAIN\Jobs\06-3200'9\06-3281 - Lutz Residence= " _ - y " Via Chianti\beams\18- Span bm 5 reaction.sms l♦�d�p� 28' (3 Span Floor Joist) TJ 8earr@ 6`20 Serial Nu'mber idusi er l usinm 11718" TJI® 210 a@ 16" O/C ' 19104 User.2 123/2007354:42 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR Page Engine Version: 620.16 THE APPLICATION AND LOADS LISTED 1 12' LOADS: 'Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psO: 40.0 Live at 100 % duration, 24.0 Dead Vertical Loads: Type Class Live Dead Location . Application Comment Point(lbs) Roof(1.25) 133 368 12' 6' Roof + Wail Above PointObs) Roof(1.25) 133 368 256' Roof +Wall Above SUPPORTS: Overall Dimension: 28' 7' a 9'� Product Diagram is Conceptual. 00 Input ' Bearing Vertical Reactions (Ibs) Detail Other 'Width Length LKm/Dead/UpIifVTotal 1 Stud wall 3.50' 225' 2791161 /0/440 End, Rim 1 Pty 1 1/4- x 117/8' 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50' 3.50' 782 /673/0 1 1455 Intermediate None 3 Stud wall 3.50' 3.50' 5911427/0/1018 Intermediate None 4 Stud wall 3.5(r 3.50' 315/371 /0 /686 End, TJI Blocking 1 Ply 117/8" TJI® 210 DESIGN CONTROLS: Maximum Design Control Control Location 'Shear (lbs) 697 697 1655 Passed (42%) Within Span 2 under Floor ADJACENT span loading Vertical Reaction Obs) 1336 1336 2145 Passed (62%) Bearing 2 under Floor ADJACENT span loading Moment (Ft -Lbs) 1307 -1109 3620 Passed (31 %) . MID Span 2 under Floor ADJACENT span loading Live Load Dell On) 0.055 0.393 Passed (J999+) MID Span 1 under Roof ALTERNATE span loading Total road Dell (in) 0.084 0590 Passed (J999+) MID Span 1 under Roof ALTERNATE span loading TJPro 57 30 Passed Span 1 -Deflection Criteria: STANDARD(I:L=.TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32' Panels (2(r Span Rating) GLUED 8 NAILED wood decking. -Bracing(Lu): All compression edges (bop and bottom) must be braced at S 3' o1c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. The load conditions considered in this design analysis include alternate and adjacent member pattern loading. ADDITIONAL NOTES: 4MPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrents the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Lutz Residence Stacey Springer La Qui Via Chianti Vinci and Associates La uirrta, CaliforniaVinci Via Colinas ' V&A Job No. 063281 ' Suite 101 Westlake Village, CA 91362 ' - Phone: (818)5759531 Fax :(818)575-9581 Stacey@vinciassocWw.com Copyright 0 2005 by Trus Joist, a Weyerhaeuser Business + TJIC and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pro" and TJ -Pro^' are trademarks of Trus Joist. F:\VA-MAIN\Jobs\06-3200's\06-3281 -. Lutz Residence- Via Chianti\beams\28' (3 Spans).sms - 4 7A�(2 Span Floor Joist) ,B^ 117/6" TJI® 210 @ 16 o/c TJ -Bean& 620 Serial Number: 7005119104 - User:2 1/2WO07 3:55:54 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR Pagel Engine Version: 6.20.16 THE APPLICATION AND LOADS LISTED r Overall Dimension: 28' 0 0; o 12' g 16' = ,• Product Diagram is Conceptual. LOADS: 'Analysis is for a Joist Member. , Primary Load Group - Residential - Living Areas (cast): 40.0 Live at 100 % duration, 24.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Pointobs) Roof(1.25) 133 368 12' 6' Roof+ Wall Above 'Point(lbs) Roof(125) 133 368 256' :Roof+Wall Above SUPPORTS: - Input Bearing Vertical Reactions (Ibs) tDetail Other Width Length Live/Dead/UpliNTotal 1 Stud wall 3.50• 2.25' 292198/0/390 End, Rim 1 Pty 11/4" x 11 7/8' 6.8E TJ -Strand Rim Board® 2 Stud wall 3.50° 3.50` 1101 /1021 /0/2122 Intermediate None 3 Stud wall 3.50' 3.50' 482/513/0/ 995 End, TJI Blocking 1 Ply 11718- TJIO 210 ' DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 1199 1199 1655 Passed (72%) Within Span 2 under Floor loading 'Vertical Reaction Obs) 1956 1956 2145 Passed (91 %) Bearing 2 under Floor loading Moment (Ft -Lbs) -2615 -2494 3620 Passed (69%) MID Span 2 under Floor loading Live Load Defl (in) 0.183 0.500 Passed (J999+) MID Span 2 under Roof ALTERNATE span loading Total Load Dell (in) 0.321 0.790 Passed (1.1590) MID Span 2 under Roof ALTERNATE span loading TJPro 43 30 Passed - Span 2 r '-Deflection Criteria: STANDARD(LUL1360,TI-1/240) :Additional checks follow. Spans) 2 - (LL 0.50(', TL1/240). -Deflection analysis Is based on composite action with single layer of 19/32' Panels (20' Span Rating) GLUED 8 NAILED wood decking. -Brocing(Lu): All compression edges (top and bottom) must be braced at 3 9' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. tThe load conditions considered in this design analysis include alternate member pattern loading. ADDITIONAL NOTES: 4MPORTANTI The analysis presented Is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology r. g ogy was used for Building Code UBC analyzing the TJ Custom product I� above. _ 1 ,PROJECT INFORM ` ATION: OPERATOR INFORMATION: Lutz Residence Stacey Springer La Qui Via Chianti Vinci and Associates Le Quints. CaliforniaVinci Via Colinas V&A Job No. 063281 Suite 101 - } Westlake Village, CA 91362 Phone: (818)5759531 ' Fax (818)575-9581. Staeey@vinciessociates.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business' r TJI® and TJ -Beam® are registered trademarks of Trus Joist. -I Joists, Pro" and TJ -Pro" are trademarks of* Trus Joist. :\VA-MAIN\Jobs\06-3200's\06-3281-- Lutz Residence- Via Chianti\beams\28 (2'Spans)•sms'. y0 28' (Bm 16 Reaction) _Av(klerhaauerBusin¢s •11 7/8" TJI® 210,2 plies @ 16" o/c • - TJ -Beano 620 Serial Number: 7005119104 User:2 1/23/20073:57:42 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR Page Engine Version: 6.20.16 THE APPLICATION AND LOADS LISTED Overall Dimension: 28' o; o: • :o Product Diagram is Conceptual. LOADS: 'Analysis is for a Joist Member. ' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 24.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment 'Point(lbs) Roof(125) 133 368 12'6" Roof+ Wall Above ' Point(lbs) Roof(125) 133 368 25 6' Roof+ Wall Above PointObs) Roof(125) 639 1063 176' Beam 16 Reaction SUPPORTS: ' Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Uplift/rotal 1 Stud wail 3.50' 225' 292 / 74/-32 /366 End, Rim 1 Pry 1 1/4- x 11 7/8' 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50° 3.50" 1746/2093/0/3839 Intermediate None ' 3 Stud wall 3S0' 3.5(r 491 /528/ 0/1020 End, TJ1 Blocking 1 Pty 117/8* TJI® 210 DESIGN CONTROLS: Maximum Design Control Control Location 1 Shear (lbs) 3032 3032 4138 Passer! (73%) Within Span 2 under Roof loading � Vertical Reaction Obs) 3839 3839 5363 Passed (72%) Bearing 2 under Roof loading t Moment (Ft -Lbs) 3080 -2784 7240 Passed (38%) MID Span 2 under Floor loading Live Load Defl (in) 0.105 0.500 Passed (J999+) MID Span 2 under Roof ALTERNATE span loading 'Total load Deft (in) 0.189 0.790 Passed OJ999+) MID Span 2 under Roof ALTERNATE span loading. TJPro 55 30 Passed Span 2 -Deflection Criteria: STANDARD(L :L/360JI-1240). Additional checks follow. Spans) 2 - (19.50(r, TL1n40). -Deflecdon analysis Is based on composite action with single layer of 19132' Panels (20' Span Rating) GLUED 8 NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 10' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis Include alternate member pattern loading.. ADDITIONAL NOTES: '-IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished In accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS: -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection: ' r PROJECT INFORMATION: OPERATOR INFORMATION: Lutz Residence Stacey Springer La Qui Via Chianti Vinci and Associates La uirrta, Cefifomia 31324 Via Colinas VBA Job No. 063281 Suite 101 Westlake Village, CA 91362 + Phone: (818)575-Q531 ' Fax :(818)575-95811 ^ Stacey@vvinciassociates.com Copyright 11 2005 by Trus Joist, a Weyerhaeuser Business 'TJI® and TJ -Beam® are registered trademarks of Trus,Joist. e -I Joist'", Pro" and TJ -Pro"' are trademarks of Trus Joist. - F:\VA-MAIN\Jobs\06-3200•s\06-3281 - Lutz Residence- Via Chianti\beams\28•.,(bm 16 reaction).sms i� � 18 Span Floor Joist (Playroom Above) 1' "A �— 117/8" TJI® 210 @ 16" o/c ' TJ -Beam® 620 Serial Number. 7005119104 User.2 123f20074:29:54PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR Pagel Engine Version: s.2os THE APPLICATION AND LOADS LISTED nim Product Diagram is Conceptual. LOADS: OPERATOR INFORMATION: Lutz Residence • Stacey Springer Via Chianti r Vinci and Associates is for a Joist Member. 31324 Via Colinas V&A Job No. 08-3281 ` Suite 101 Westlake Village, CA 91362 'Analysis Primary Load Group - Residential - Living Areas (psi): 40.0 Live at 100 % duration, 24.0 Dead Phone: (818)5759531 ' Fax : (818)5759581 Vertical Loads: Stacey@vinciassocWw.com Copyright 0 2005 by Trus Joist, a Weyerhaeuser Business - .. and ParallamO are registered trademarks of Trus Joist. Type Class Live Dead Location Application Comment 'TJI®,TJ-Beam® e -I JoisC",Proy" and TJ -Pro'" are trademarks of Trus Joist. F:\VA-MAIN\Jobs\06-3200's\06-3281 - Lutz Residence- Via Chianti\beams\18' Span (playroom above).sms Roof(1.25) 96 310 1T - Upper Roof+Wall 'PointObs) SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Uve(Dead/Uplift/Total Depth 1 Stud gall 3.50' 2.25' 482 /299/0/ 781 WA WA N/A End, Rim 1 Pty 1 1/4" x 117/8* 0.8E TJ -Strand Rim Board@ 2 Parallam PSL Beam 3.50' Hanger 574/58710 /1161 WA WA WA Top Mount Hanger None HANGERS: No Manufacturer Selected ' Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope . Species 2 Top Mount Hanger NONE FOUND 0/12 0 WA .. WA WA WA ' DESIGN CONTROLS: Maximum Design Control Control Location Shear Obs) -1136 -1044 1655 Passed (63%) RL end Span 1 under Floor loading t Vertical Reaction Obs) 1044 1044 1435 Passed (73%) Bearing 2 under Floor loading 'Moment (Ft -lbs) 3412' 3377 3620 Passed (93%) MID Span 1 under Floor loading Live Load Dell (in) 0.384 0-900 Passed (J577) MID Span 1 under Roof loading Total Load Dail (in) 0.600 0.875 Passed (J350) MID Span 1 under Roof loading TJPro 32 30 Passed Span 1 '-Detiection Criteria: STANDARD(L-•0.500',TL:L240). -Deflection analysis is based on composite action with single layer of 19!32' Panels (20" Span Rating) GLUED & NAILED wood decking. -Braang(Lu): All compression edges (top and bottom) must be braced at V 3' olc unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: 'IMPORTANTI The analysis presented Is output from software developed by Trus Joist (TJ). TJ warrants the siting of its products by this software will be accomplished In accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products am readily available. Check with " P ty your supplier or TJ technical representative for product availability.. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Lutz Residence • Stacey Springer Via Chianti r Vinci and Associates '53055 La Ouirta, California 31324 Via Colinas V&A Job No. 08-3281 ` Suite 101 Westlake Village, CA 91362 '.. Phone: (818)5759531 ' Fax : (818)5759581 Stacey@vinciassocWw.com Copyright 0 2005 by Trus Joist, a Weyerhaeuser Business - .. and ParallamO are registered trademarks of Trus Joist. 'TJI®,TJ-Beam® e -I JoisC",Proy" and TJ -Pro'" are trademarks of Trus Joist. F:\VA-MAIN\Jobs\06-3200's\06-3281 - Lutz Residence- Via Chianti\beams\18' Span (playroom above).sms 1 �2 i 'F1 WOOdWOPkSO SIZ@f SOFTWARE FOR WOOD DESIGN Typical Deck Joists.wbc WoodWorks®Size . r 7.0 Jan. 23, 2007 14:07:54 ' COMPANY I PROJECT V I N C I & A S S O C I A T E S I Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California I La Quinta, CA ' I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Joist DESIGN DATA: Material: Lumber -soft @ 16.0 [in] spacing ' Lateral support: top= full, bottom= at supports; Total length: 10.00 [ft] Repetitive factor: applied where permitted (refer to online help); Load combinations: ICBO-UBC; ' LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< -------------------------- Load I Type IDistributionl Magnitude I Location ' I I I Start End I Start End I ----------------I-------------------- i -Units II--------------I-------------- fl -dl Dead Full Area 24.00 (16.0)* psf fl -11 Dead Full Area 40.00 (16.0)* psf *Tributary -width -(in)__________________________=____=_______________=_____ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 10.00 ft ---------- ------------------- Dead .I 440 440 Live 1 1 440 440 'Total Load Casel #1 #1 B.Length 1 0.5* 0.5*_ *Min. bearing length for joists is 1/2" for exterior supports DESIGN SECTION: D.Fir-L, No.l, 2x8 @ 2.583 plf This section PASSES the design code check. ########################################################################### SECTION -vs. -DESIGN -CODE ---(stress=psi,-deflection=in)----------- ---- ---- Criterion I Analysis Value I Design Value I.Analysis/Design I --------------I----------------I---------------- fv = 53 Fv' = 162 fv/Fw' = 0.33 'Shear Bending(+) fb = 1004 Fb' = 1242 fb/Fb " = 0.81 Live Defl'n negligible Total Defl'n 0.24 = L/491 0.50 = L/240 0.49 FACTORS: -F/E----CD----CM---Ct---CL-----CF----Cfu---- Cr" LC# -Cfrt_--Ci----Cn- Fv180 0.90 1.00 1.00 - - 1.00 1.00 1.00 1 Fb'+ 1000 0.90 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.7 million 1.00 1.00 1.00 1.00 - 1 Emin' 0.62 million 1.00 1.001.00 1.00 - 1 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA -----------------==============_===== Shear LC #1 = D only, V = 440, V design = 386 lbs Bending(+): LC #1 = D only, M-- =-- 1099 lbs -ft Deflection: LC #1 = D only EI= 81e06 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) Load combinations: ICBO-UBC 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. WoodWork$@ Sizer - SOFTWARE FOR WOOD DESIGN Beam 29.wbc WoodWorks® Sizer 7.0 Jan. 23, 2007 11:16:24 ' COMPANY I PROJECT ^ V I N C I & A S S O C I A T E S I Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California 1 La Quinta, CA- - - I V&A Project:No. 06 -3281 - DESIGN CHECK --. NDS 2005 _ Beam DESIGN DATA: -----------=-z--o---s�-_-�-----------------------a---- Material: PSL - - -. Lateral support: top- full, bottom -at supports; Total length: 6.50 [ft] ' 6w�Load combinations: ICBG -UBC ------�-_� -e --ems-- • _ LOADS: (force -lbs, pressure-psf, udl-plf, location -ft) »Self -weight automatically included<< - - ------- -----------1YP ------ --- ------------ Load I e IDistributionl Magnitude I -Location I. Pat- - - I I I Start End. I Start End 1 tern ----------------i--------I------------I------------- I --------------i----- upper rf-dl Dead Full Area 25.00 (1.50) No upper rf-11 Constr. Full Area 16.00 (1.50)+ - No wall Dead Full Area 15.00 (8.00)1 No fl -dl Dead Full Area 24.00 (5.00)+ - No 'fl -11 Live Full Area 40.00 (5.00). "` No low hip - dl Dead Point 67 5.00 No low hip - 11 Constr. Point 43 5:00 No bm 28-d1 Dead Point 1043 0.00No bm 28-11 Live Point '411 - -0.00 Yes - Tributary Width (ft). - - - - i MAXIMUM -REACTIONS and -BEARING LENGTHS -m (force-lbss, length -gin) 1 1.00 5.50 ft - f� ]--����-as=---- ' Dead 1 - .2367 632 ' Live I 1358 '627 ..t Total 1 3724 1258 _ Load Casel 10 13 .69" B.Length 1 0 1.04 0.5* Cb n-be- '---le0-t--1-36-ams- 1----------up-orts •Min. bearing length For beams is 1/2" for exterior supports 81®BS@A14S6i11@9S6ii1S911SA@@@1®iB1/0®A9@@@81191f191&S8@@tBBA111S9iS61B/19A DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. S ..... ®Si6@9@6915®1@6 ..... #"#.(f9®11@AA@@69$$4.1916#.9$.@1$A@1@�1#..... 1� SECTION vs. DESIGN CODE (force -lbs moment -lbs -ft, deflection -in) �-Criterion I Analysis Value I Design Value I Analysis/Design 1 --------------I----------------1----------------I--------=--------`I Shear fv - 61 Fv' - 285 fv/Pv' - 0.21 e - ' Bending(+) fb - 193 Fb' - 2906 fb/Fb' - 0.07 Bending(-) fb - 247 Fb' - 2898 fb/Fb' - '0.09 Deflection: Interior Live 0.00 - <L/999 0.18 - L/360. Total 0.01 - <L/999 0.27 L/240, 0.03 ' Cantil. Live -0.00 - <L/999 0.07 L/180 0.04- 00 1 ' FACTORS: C-�- Tota -1 CD C <L/999 0 10 -- L/120...---- --- Cf 6.02 FACTORS: F/E CD. -CM Ct CL CV Cfu Cr -Cf rt C1�-Cn". LC$ :' F Fv'--Wa285 1.00 - 1.00 - - - - -1.00 - 1.00 2 z - Fb•+ 2900 1.00 - 1.00 1.000, 1.00 - 1:00 1.00. - 6 Fb'- 2900 1_00 - 1.00 0.997 1.00 = 1.00 1.00 = _ - 2 Fcp' 750 1.00 1.00 E' 2.0 million 1.00 1.00 9 Emin' 1.04 million - 1.00 - - 1.00 - 9 Custom duration factor for Wind load - 1.33 • - 'ADDITIONAL DATA Shear LC 62 - D+L, V - 1944, V design - 1693 lbs Bending(+): LC 66 - D+L (pattern: L), M - 1326.lbs-ft t .. Bending(-): LC 62 - D+L, M - -1693 lbs -ft - Deflection: LC 69 - D+L+C (pattern: L) EI 977eO6 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) (Load Pattern: s -S/2, X-L+S or L+C, -no pattern load -in this span) , Load combinations: ICBO-UBC ' DESIGN NOTES: w------e --w---- ----- mm- --a 1. Please verify that the default deflection.limitsare.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. ' r 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. ` 4. The critical deflection value hasbeendetermined using maximum back -span deflection. Cantilever deflections do -not govern design:" t WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN ' ' Beam 33'wbc WoodWOrks® Sizer 7;0 Jan. 23, 2007 13:20:56 COMPANY I PROJECT ' -.• _ V I N C I a A S S O C I A T E S I. Lutz Residence- Via Chianti , 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California I La. Quinta, CA ~ - I V&A Project No. 06-3281 ESIGNCHECK 2005 ' Beam DESIGN DATA: ' --•- -----SC------cmc " v0�NDS -=0 = - c e -----n e a= Material: PSL Lateral support: top- full, bottom- at -supports; - Total length: 11.50' [ft] - - Load eesmaa o�combinations: eeosasICBO-UBC:�awsmna-�ese� LOADS: (force -lbs, pressure-psf, udl plf, location-ft)� »Self -weight automatically included<< e�n��o�n�®men�aseemmmea�eseea�aamaweawn��9�owavaam�ow - � Load I Type' IDistributionl Magnitude 1 Location I Units ` - I I I Start End ) Start EndI' ----------------I--------I------------I-------------- •" I ------- --- _ ' upper rf-dl Dead Partial Ar 25.00 (6.00)•3.00 11.50-Ipsf t _ - upper rf-11 Constr. Partial Ar 16.00 (6.00)+ 3.00 11.50 psf - wall Dead Partial Ar ,15.00 (8.00)• 3.00 11.50-. ' .psf fl -dl Dead Partial Ar 24.00 (5.00)+ 3.00.11.50. 'psf - - fl -11 Live Partial Ar 40.00 (5.00)+ 3.00 11.50 psf low rf-dl Dead Triangular, 0.0 87.5 0.00 3.00 'psf low-rf-11 ' Constr. Triangular 0.0 70.0 0.00 ±3.00 plf bm 28-d1 Dead Point 1113 3.00 lbs bm 28-11 Live Point 466 ' 3,00' lbs bm 32-d1 Dead Point 601 .10.00 _ .lbs 32-11 Live Point 559 10.00 lbs- 'bm vTributary Width= (ft) MAXIMUM REACTIONS and �BEARING LENGTHS vv (force -lbs, length -in) a� 1 11.50 ft ._. �_ .. .. Dead I 2309 3000 ? Live 1 3.434 2212. Total 1 3743 5212 - - - Load Casel !3 {3 B.Length 1 1"43 1.99 •. •. _ - to DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf •i This section PASSES the design code check. - ' SECTIONvs66DESIGNnCODE-�(f�rcae616s,`e_ome=nt-lbs-f t, yd-flectio��in)nv��=9a�a - - ,. ,• Criterion I Analysis Value I Design Value Analysis/Design I - ----------- I----------------I----------------I------ ------1 . Shear fv - 148 Fv' - 285 fv/Fv' a 0.52 ` 1751 .60 Fb' =`2906 fb/Fb�ID60.58 �,. ' Live Defl'n 0.13 - <L/999 0.38 - L/360 0.35 ,• Total Total Defl'n 0.33-�gL/919 0.58 L/240s6vsa0E6v 0.58 �ava0.33 - _ mem �f0 a FACTORS: F/E CD CM Ct CL CV Cfu ,,`Cr "Cfrt '-Ci- 'Cn LC{ - oe�neo�moa�m----- ----- -----mase----- ---nae ane®w s�ammem 285 1.00 - 1.00 1.00 1-00 2" 'Fv' 0 _ _ - Fb'+ 2900 1.00 1.00 1.000 1.00 1 00 1.00 2 Fcp' 750 1.00 - 1:00 i E' 2.0 million 1.00 - - - 1.00 - - ".3.:' _ Emin' 1.04 million - 1.00 - - - - 1:00 - - 3 Custom duration factor for Wind load =.1.33 - - ADDITIONAL AL DATA_m� Shear LC {2 D+L, V 4680, V design X4108 lbs 0-, _ Bending(+): LC 02 - D+L, M - 12006 lbs -ft •- -� - - - _ Deflection: LC {3 - D+L+C EI- 977e06 lb -int Total Deflection m 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) ' Load combinations: ICBO-UBC . DESIGN NOTES: mavvevaa�aeveaeavwvuQa�wsaem��e ye�e�wemvm�mvvv�s------ '• .- DESIGN NOTES: - :. ol" . Please verify that the defaultdeflection 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. 7. F11 WoodWOrks® Sizer SOFTWARE FOR WOOD DESIGN Beam 34•wbc Wood Works® Suer 7.0 Jan. 23, 2007 13:30:44 ' COMPANY I PROJECT ' V I N C I & A S S O'C I A T ES I Lutz Residence- Via,Chianti -� 31324 Via Colinas, Suite 101 153055 Via Chianti. Westlake Village, California_ I La Quinta, CA - - ., , I V&A Project No. 06-3281 - - - DESIGN CHECK- -= NDSII2005, -'�`Ce .• Be Beamm DESIGN DATA: _ _ _ -_�� - Material:- PSL- •. , Lateral support: top- full, bottom- at supports; ,. ' Total length: 11.50 [ft]. ' -�---Lc-d Qacombinations: ICBG-UBC--s-�---d--n- LOADS: (force -lbs, pressure-psf, udl-plf, location-ft)-� »Self -weight automatically included<< Load6=�II6v6pw-I Type -= IDistribution( - Magnitude I�Location ®61 Pat m " I I I Start - End I Start End I tern -------- -- - _-_ - _-- .- •- - I I ------------1=------------ 1 ...........I ----- upper rf-dl Dead Partial Ar 25.00 (2.50) 0.00 9.50 No 1 upper rf-11 Constr.. Partial Ar 16.00 (2.50) 0.00 9.50 No wall - Dead Partial Ar 15.00 (8.00)' 0.00.8.50 No fl -dl Dead Full Area 24.00 (1.33)* No - _ f1-11 Live Full Area 40.00 (1.33)y No - 33-d1 Dead •Point 3000 11.50 �- No 'bm bm33-11 Live Point 2212 11.50 No bm 7 -dl Dead Point 403 8.50 No bm 7-11 Constr. Point 95 -' 8.50 - -Yes - bm 7-d1-2 Dead 'Point 403 11.50 No _ bmes Poin 95�--��-11--.90- Y-�' ' ---2--a-a Constr. 'Tributary Width (ft) - MAXIMUM REACTIONS and BEARING LENGTHS (force -lbs, length -in) 1 11.00 0.50 ft - - ----------I------- -------------------- Dead 1 1147 4790 - •.. - Live 1 "429 - 2969 - Total 1 1576 7759 _ Load Case1 #8 #3 #0 •.. ' .' i ' B.Length 1 0.6 .2.58 0 _ ' oCb�emv I 1----1-15--®----- ----- --------e----a-----�- • - - DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf -This.section PASSES the design code check. SECTION vs. DESIGN CODE (force -lbs, moment lbs -ft, deflection -in) -I -Value ' Criterion Analysis I Design -Value I-Analysis/Design ( -------------- i---------------- J---------------- ------------------I. •' " I Shear fv - 203 Fv' = 285 fv/Fv' - 0.71 ' Bending(+) fb - 422 Fb' - 2615 fb/Fb' - 0.16 Bending(-) fb - 411 Fb' - 2892 fb/Fb''- 0.14. Deflection: Interior Live 0.02 - <L/999 0.37 - L/360• 0.05 - - Total 0.08 - <L/999 0.55 - L/240 - 0.14 , - - Cantil'.-Toa0.00-- <L/999-- 003 - L/180 0.07, ' Total l -0.01 - L/680 0.05 - L/120 + 0.18 -- --� - FACTORS: F/E CD CM Ct CL CVS• Cfu-- Cr Cfrt Ci Cn -Fv' LC#. - ---lmoo --_--i 285-oo �_-� --�-- ---- -1.00+ �- .1.00. 2 f Fb'+ 2900 0.90 - 1.00 1.000 1.00 l.60 1.00- 1 "- - _ = Fb'- 2900 1.00 1.00 0.995 1.00 '�1 00 "1.00 2 ' I ' Fcp' 750 1.00 1.00 E' 2.0 million - 1:00 - .1.00 ' - - - 81 . Emin' 1.04 million - -1.00 - -" 1.00 8 - Custom duration factor for Wind load - 1.33 - •- - _ ADDITIONAL DATAe '------------ -- -------- -- -- --oma- Shear : LC #2 - D+L, V - 5615, V design '5636 -lbs ----- Bending(+): LC 01 - D only, M - `2889 lbs -ft .. Bending(-): LC #2 - D+L, M - 2820 lbs -ft _ Deflection: LC 18 - D+L+C (pattern: C_) EI- 977eO6 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) (Load Pattern: s -S/2, X-L+S or L+C, pattern load inthis span) - _-no Load combinations: ICBO-UBC ,. o DESIGN NOTES-----��- .. .. ' m ---e - a� ��� --�e�--� 1. Please verify that thedefaultdeflection 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. "- •t ' 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. " 4. The critical deflection value has been'determined using maximum - • - ,. back -span deflection. Cantilever deflections do not govern.design.. - - r WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 37 - WoodWorks® Sizer 7.0 Jan 24, 2007 20:03:23 COMPANY PROJECT VINCI & ASSOCIATES ' Lutz Residence- Via Chianti structural engineers 53055 Via Chianti - 31324 Via Colinas, Suite 101 La Quinta, CA Westlake Village, CA 91362 V&A Project No. 06-3281 DESIGN CHECK - 'NDS 2005 - Beam DESIGN DATA: " --------------------------------------------------------------------------- Material• Lumber -soft Lateral support: top= full, bottom= at supports; Total length: 11.50 (ft) Load combinations: ICBO-UBC; -------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< -------------- __________________________________________ r Load I Type IDistributionj Magnitude I ;Location' I units I I Start End I Start End.. ---------------- - deck -dl Dead I Partial Ar 24.00 (4.00)* 0..00 5.50 psf deck -ll Live Partial Ar' 40.00 (4.00)* 0.00 5.50 psf deck -dl -2 Dead Trapezoida 96.0 48.0 5.50 11.50 plf deck -11-2 Live Trapezoida 160.0 80.0 .. 5.50 11_50 plf low rf-dl Dead Full Area 25.00 .(2.00)* psf low rf-11 Constr. Full Area 16.00 (2.00)* psf *Tributary Width (ft) _____________________________________________________________________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) - A=11.50 --ft=====____ ---------- -- ------- Dead 859 765 Live I 1062 906 Total 1921 1670 Load Casel #3 #3 B.Length 1 0.88 0.76, -----------------------------------------------------------------=--------- ########################################################################### " DESIGN SECTION: D.Fir-L, No.1, 4x10 ® 7.690 plf,. .. This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion Analysis Value Design Value Analysis/Design ------------------------------ ---------:------ ------------------ Shear ------------ ----Shear fv = 69 Fv' = 180 fv/Fv' = 0.39 Bending(+) fb = 1156 Fb' = 1200 fb/Fb! = 0.96 Dead Defl'n 0.14 = L/953 - - Live Defl'n 0.18 = L/719 0.38 = L/360 0.46 Total Defl'n 0.32 = L/428 0.58 = L/240 0.56 FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 i.00 1.00 - - 1.00 1.00 1.00 2 Fb'+ 1000 '1.00 1.00 1.00 1.000 1.200 1_.00 1.00 1.00 1.00 2 - Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.7 million 1.00 1.00 - - - - 1.00. 1.00 3 - Emin' 0.62 million 1.00 1.00 - - - 1.00 1.00 3 Custom duration factor for wind load =.1.33 --------------------------------------------------------------------------- ADDITIONAL DATA Shear LC #2 = D+L, V.= 1737, .9 design = 1498 lbs ' Bending(+): LC #2 = D+L, M = 4808 lbs -ft Deflection: LC #3 = D+L+C EI= 392eO6 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) Load combinations: ICBO-USC --------------------------------------------------------------------------- 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. DF-WoodWorksO Sizer SOFTWARE FOR WOOD DESIGN Beam 39.wbc WoodWorks® Sizer 7.0 Jan. 23, 2007 14:27:22 COMPANY I PROJECT V I N C I 6 A S S 0 C I A T E S I Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California I La Quinta, CA.' V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Timber -soft Lateral support: top= full, bottom= at supports; Total length: 14.50 [ft] Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units I I I Start End I Start End I ----------------I--------I------------ I -------------- I--------------1----- low rf-dl Dead Full Area 25.00 (2.00)* psf low rf-11 Live Full Area 16.00 (2.00)* psf deck -dl Dead Trapezoida 96.0 48.0 4.00 14.50 plf deck -11 Live Trapezoida 160.0. 80.0 1 4.00 14.50 plf *Tributary Width (ft) - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 14.50 ft ---------- ------------------- Dead 1 757 904 Live I 739 985 Total 1 1496 1889 Load Casel #2 #2 B.Length 1 0.5* 0.55 *Min, bearing length for beams is 1/2" for exterior supports. ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I------=---------I------------------I Shear fV = 49 FV' = 170 fv/Fv' = 0.29 Bending(+) fb = 1028 Fb' = 1350 fb/Fb' = 0.76 ,Live Defl'n 0.22 = L/798 0.48 = L/360 0.45 Total Defl'n 0.42 = L/417 0.73 = L/240 0.58 FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 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 -- - r - - 1.00 1.'00 - -2 Emin' 0.00 million 1.00 1.00 - - - - 1.00' 1.00 - 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #2 = D+L, V = 1889, V design:=. 1712 lbs Bending(+): LC #2 = D+L, M = 7085 lbs -ft Deflection: LC #2 = D+L EI= 629e06 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) Load combinations: ICBO-UBC 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. , - ' F1 C Beam 40 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 7.0 Jan. 24, 2007 20:04:44 ' COMPANY PROJECT VINCI & ASSOCIATES Lutz Residence- Via Chianti structural engineers' 53055 Via Chianti ' 31324 Via Colinas, Suite 101 La Quinta, CA " Westlake Village, CA 91362 V&A Project No. 06-3281 DESIGN CHECK NDS 2005 - Beam DESIGN DATA: " ' _______________ Material Lumber-soft________________�__-:_'=__= Lateral support: top= full, bottom= at supports; Total length: 9.00 (ft] Load combinations: ICBG -UBC; 1 LOADS:-(force=lbs, pressure=pl location= ft) »Self -weight automatically included«----------------- Load ---- Type IDistribution� Magnitude Location Units -I Start End ! Start End 1 ------------------------ ------------------------- -------------- -- upper-rf-dl Dead Triangular 10.0 62.5 0.00 4.50 plf upper-rf-11 Constr. Triangular 0.0 40.0 0.00 4.50 plf upper-rf-dl-2 Dead Triangular 62.5 .0.0 4.50, 9.00 plf upper-rf-11-2 Constr. Triangular 40.0 0.0 4.50 9.00 plf wall Dead Full Area 15.00 (8.00)* psf deck -dl Dead Full Area 24.00 '(1.33)* psf deck -11 Live Full Area 40.00 (1.33)* psf low rf-dl Dead Full Area 25.00 (1.00)* ' psf low rf-11 Constr. Full Area 16.00 (1.00)* psf *Tributary Width (ft) ' MAXIMUM -REACTIONS -and -BEARING LENGTHS ---(force=lbs_-length=in)----- - --- --9.00--ft Dead 971 971 Live 401 401 Total 1373 1373 Load Case( #3 #3 ' B Length=l==o=63=====063 = ====____________________________________________ ########################################################################### DESIGN SECTION: D.Fir-L, No.1, 4x10 ® 7.690 plf This section PASSES the design code check. ########################################################################### SECTION -vs DESIGN -CODE --_(stress=psi,-deflection=in)---------------------- Criterion Analysis Value Design Value Analysis/Design --------------1---=---------------------------- ------------------� 1 Shear fv = 47 Fv' = 180 fv/Fw' = 0.26 Bending(+) fb = 680 Fb' = 1200 fb/Fb' = 0.57 Dead Defl'n 0.08 = <L/999 Live Defl'n 0.04 = <L/999 0.30 = L/360 0.12 Total Defl'n 0.12 = L/898 0.45 = L/240 0.27 -------------- FACTORS: F/E====CD====CM====Ct----CL==== CF=-==Cfu====C ===Cf t== Ci====Cn= LC# -Fv' 180 1.00 1.00 1.00 1.00 1.00 1.00 2 Fb1+ 1000 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1-.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - 1.00 1.00 - -' ' E' 1.7 million 1.00 1.00 _ _ _ 1.00 1.00 = 3 Emin' 0.62 million 1.00 1.00 1.00 1.00 3 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA ' Shear LC #2 = D+L, V 1211, V design = 1023 lbs Bending(+): LC #2 = D+L, M = 2827 lbs -ft - Deflection: LC #3 = D+L+C EI= 392e06 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) '--(Alliare-listed-in-the Analysis output) Load combinations: ICBG -UBC DESIGN NOTES: 1. Please verify that the default deflectionlimits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. F1 I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 41 WoodWorksQ Sizer 7.0 Jan. 24, 2007 20:05:37 COMPANY - PROJECT.- VINCI s ASSOCIATES Lutz Residence- Via Chianti Structuralengineers 53055 via Chianti 31324 Via Colinas, Suite 101 La Quinta, CA_ - Westlake Village, CA 91362 V&A Project No. 06=3281 • , - DESIGN CHECK -NDS 2005- 005-Beam BeamDESIGN DATA: - - - ................ =.......... ____________-_________...... _'____________. Material: PSL Lateral support: top= full, bottom= at supports; - Total length: 12.00 (ft) - Load combinations: ICBG-DBC; LOADS: (force-lbs, pressure-psf, udl=plf, location=f t) -Self-weight automatically included« - - Loada Distribution Magnitude Location Unite - - _--- ______ I. -I I Start____ Bad-, I-Start,___Ena__I____- upper-rf-dl Dead Triangular 0.0 '62.5. _Start__ .1.50; 7.00 plf upper-rf-11 Constr. Triangular 0.0 40.0 1.50 7.00 _ plf - upper-rf-dl-2 Dead Triangular 62.5 0.0 7.00 12.00 plf upper-rf-11-2 Constr. Triangular 40.0.' 0.0 7.00 .12.00 plf wall Dead Partial Ar 15.00`(8.00)+ 1.50 -12.00 psf deck-dl Dead Partial Ar 24.00 (5.00)+ 1.50 12.00 psf deck-11 Live Partial Ar 40.00 (5.00)-+ 1.50 12.00 psf low rf-dl Dead Triangular 50.0 -- 0.0 9..50 12.00 plf low rf-11 Constr. Triangular 32.0 - 0.0 9.50 12.00 plf bm37-dl Dead Point 774 5.50 'lbs bm37-11 Live Point 906 5.50 lbs ` bm39-dl Dead Point 904 9.50 -_ lbs + bm39-11 Live Point 985 9.50 lbs bm40_dl Dead Point 979 - 1.50 lbs bm4o-11 Live Point 401. 1.50- - lbs *Tributary width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) - - - •12.00 ft ---------- Dead ------------------- 2810 2944- Live 2062 2580- • - Total487525 5 'Load Case) #2 3 #3. B.Length 1.24 1.4 - ########################################################################### ' DESIGN SECTION: 2.0B, 2900Fb, 5.25x9.5 015.586 plf - This section PASSES the design code check. ##############################################################a############ _____====e==n== SECTION vs. DESIGN CODE (force-lbs, moment-lbs-ft,, deflection-in) - - Criterion Analysis ValueDesign Value Analysis/Design I, I---------------- I-------------.--- I------------------ -------------- Shear fv - 151 FVC = 285• fv/Fv.-.= 0.53 - Bending(+) fb - 2563 Fb' - 3053 -- fb/Fb• - 0.84 - Dead Defl'n 0.32 - L/456 - - - Live Defl•n 0.27 - L/533 .0.40 - L/360- Total Defl'n 0.59.= L/245 0.60 - L/240 ' - . 0.98 FACTORS: F/S CD - CM Ct CL 'CV Cfu • Cr Cfrt Ci. ___________=______=________________________________________________________ Cn LC# - Fv� 285 1.00 - 1.00 - - _- 1.00 1.00' 2 + Pb'+ 2900 1.00 - 1.00 1.000 1.03•- 1.00 .1.00- Fcp 750 -' - 1.00 - - - 1.00 E.2.0 million - 1.00 - - - - 1.00 - - 3 . _ in' 1 Bm.04 million - 1.00 - .- - ..1.00' .- - 3 Custom duration factor for wind load 1.33 - - .......... '____...... =............ ________-...... _'_________....... _ _ ADDITIONAL DATA - - - Shear LC #2 = D+L, V 5371, V des' '5012 lbs - - Bending(+): LC #2 - D+L, M - 16865 lba-ft Deflection: LC #3 - D+L+C EI= 750e06 lb-in2 r' Total Deflection '= 1.00(Dead Load Deflection) + Live Wad Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLO=concentrated) - (All LCIS are listed in the Analysis output) Load combinations: ICBG-DBC ..........=_____________=_______________ 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. - - WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN ' Beam 42.wbc WoodWorks@ Sizer 7.0 Jan. 23, 2007 15:03:02 COMPANY I PROJECT V I N C I & A S S O C I A T E S I Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California I La Quinta, CA ' I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 1 Beam' DESIGN DATA: ---------------------------- Material: Lumber -soft ' Lateral support: top= full, bottom= at supports; Total length: 9.50 [ft] Load combinations: ICBO-UBC; -----_____ LOADS-(force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< 1 ---------------------- Load I Type IDistributionl Magnitude g I Location I Units I I I Start End I Start End 'I ----------------I--------I ------------I------=-------I-------- deck-dl Dead Full Area 24.00 (2.25)* -I psf deck -11 Live Full Area 40.00 (2:25)* psf rf-dl Dead Full Area 25.00 (1.00)* psf rf-11 Constr. Full Area 16.00 (1.00)* psf '*Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 9.50 ft ---------- ------------------- Dead I 412 412 Live I 504 504 'Total I 915 915 Load Casel #3 #3. B.Length 1 0.5* 0.5* *Min. bearing length for beams is 1/2" for exterior supports #########.################################################################## DESIGN SECTION: . D.Fir-L, No.l, 4x10 @ 7.690 plf This section PASSES the design code check. ' SECTION -vs. -DESIGN -CODE ---(stress=psi, deflection=in)-- -------------- - Criterion I Analysis Value I Design Value I Analysis/Design I --------------1----------------I--------- -I--------------:---I fv = 33 Fv' = 180 fv/Fv' = 0.18 'Shear Bending(+) fb = 479 Fb' = 1200 fb/Fb' = 0.40 Live Defl'n 0.05 = <L/999 0.32 = L/360 0.16 Total Defl'n 0.09 = <L/999 0.48 = L/240 0.19 FACTORS: F/E----CD----CM LC# ---Ct----CL-----CF --Cfu----Cr---Cfrt--_Ci---CS Ev' 180 1.00 1.00 1.00 - - - - 1.00' 1.00 1.00 2 Fb'+ 1000 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 2 625 - 1.00 1.00-- 1.00 1.00 - 'Fcp' _ E' 1.7 million 1.00 1.00 1.00 1.00 3 Emin' 0.62 million 1.00 1.00 i.00 1.00 3 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA . Shear LC #2 = D+L, V = 839, V design = 703 lbs Bending(+): LC #2 = D+L, M = 1993 lbs -ft ` Deflection: LC #3 = D+L+C EI= 392e06 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) Load combinations: ICBO-UBC 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® Sizer 89 SOFTWARE FOR WOOD DESIGN ' Beam 43.wbc WoodWorks® Sizer 7.0 COMPANY I PROJECT V I N C I S A S S 0 C I A T E S i Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti" Westlake Village, California I La Quints, CA I V&A Project No.,06-3281, DESIGN CHECK - NDS 2005 Beam DESIGN DATA: ------------------------------- Material: Lumber -soft Lateral support: top= full,. bottom= at supports; ' Total length: 6.50 (ft) ICBO-UBC; ---Load-combinations: LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) automatically - ----_--»Self-weight- -included«---- ----------_- Load I Type IDistributionl Magnitude I' Location I Units I I I Start End I Start End l' - --------------- -------- I I ------------ I -------------- I -------------- I deck -dl Dead Full Area 24.00 (1.33)*- psf deck -11 Live Full Area' 40.00 (1.33)* :. psf' ' . rf-dl Dead Full Area 25.00 (1.33)* psf rf-11 Constr. Full Area 16.00 (1.33)* psf bm 42-d1 Dead Point 420 14.50 �• lbs _ bm 42-11 Live Point 504 •4.50 lbs *Tributary -(ft)====__________ -Width MAXIMUM REACTIONS and BEARING LENGTHS (force lbs, length=in) 1 6.50 ft 1 � s i Dead 1 366 528 Live 1 397 591 Total 1 763 1119 ' Load Casel #3 #3 B.Length 1 0.5* 0.51 , *Min. bearing length for beams is 1/2" for exterior supports ####################################t####################################### DESIGN SECTION: D.Fir-L, No.l, 4x10 @ 7.690 plf This section PASSES the design code check. -� ########################################################################### ' SECTION vs, DESIGN deflection=in) ----- ---_- _CODE ' -=-(stress-psi, -_ -- Criterion 1 Analysis Value I Design-, Value I Analysis/Design 1 ---I----------------1"- ` --------------I------------------1. Shear fv = 44 Fv' = 180 fv/Fv' = •0.25 Bending(+) fb = 444 Fb' =_1200 fb/Fb' = 0,37 Live Defl'n-^Oy03 = <<<L/999 -=T0.32 Total Defl'n 0.03 = <L/999 0.32 = L/240 0.10 'Ct -==L/360 -- -- --0.08----- - FACTORS: F/E CD CM CL CF Cfu3 Cr Cfrt Ci - -Fv' Cn- LC# 1 180 1.00 1.00 1.00 -1.00 1.00 P1.00 1.00 2 Fb'+ 1000 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 2 Fcp' 625 1.00 1.00 - - 1.00 1.00 E, 1.7 million 1.00 1.00 - - - 1.00 1.00 - 3 Emin' 0.62 million 1.00 1.00 - - - 1.00 1.00 - 3 Custom duration factor for Wind load ='1.33 ADDITIONAL DATA Shear c LC #2 = D+L, V = 1049, V design = 952 lbs , Bending(+): LC #2 = D+L, M = 1846 lbs -ft Deflection: LC #3 = D+L+C EI= 392e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow Wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) . Load combinations: ICBO-UBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate 1 for your application. ' 2. Sawn lumber bending members shall be laterally supported according toi the provisions of NDS Clause 4.4.1. Jan. 23, 2007 15:04:01 r Woodworks® Sizer ' Beam 44.wbc T . M SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 7.0 Jan. 23, 2007 13:04:40 0 COMPANY I PROJECT V I N C I & A S S O C I A T E S 'I Lutz Residence- Via.Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti,. Westlake Village, California I La Quinta, CA I V&A Project No. 06-3281 ' DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Lumber -soft Lateral support: top= full, bottom= at supports; ' Total length: 8.50 (ft) Load combinations: ICBO-UBC; LOADS: (force -lbs, pressure=psf, udl-plf,-location=ft) ____------>>Self-eight-automatically included« -------- ------_------ Load I Type IDistributionl Magnitude I Location 1 units I I I Start End i Start End I Dead Partial Ar 25.00 (7.00)* 0.00 4.50 psf rf-11. Constr. Partial Ar 16.00 (7.00)* 0.00 4.50 psf 'rf-dl rf-dl-2 Dead Partial Ar 25.00 (3.00)* 4.50 8.50 psf rf-11-2 Constr. Partial Ar 16.00 (3.00)* 4.50+ 8.50 psf bm43-dl Dead Point 533 .4.50 lbs . -11----T- Live 591-=-�--= 9-50- lbs ' *Tributary Width (ft) ----- ======Point --==- ----_- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) - - 1 8.50 ft ' ----------- ------------------- Dead l 933 753 Live (. 694 593 Total 1 1627 1346 ' Load Casel #3 #3 B.Length I 0.74 0.62 ########################################################################### DESIGN SECTION: D.Fir-L, No.l, 4x10 @ 7.690 plf This section PASSES the design code check. ########################################################################### =CODE SECTION vs. DESIGN (stress=psi, deflection=in) Criterion -I Analysis Value .1 Design Value I Analysis/Design -- �l --I------------ --I I ------------------- --- --'Shear fv = 65 Fv' = 225 _ fv/EV - 0.29 Shear Bending(+) fb = 866 Fb' = 1200 fb/Fb' = 0.72 ' Live Defl'n 0.06 = <L/999 0.28 = L/360 0.20 -Total Defl'n--0.13 =--L/790`--0=93 =-L/240--`=•---- 0_30 -�--- FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn 'LC# Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.001.00 3 1000 1_00 1.00 1.00 1.000 .1.200 1.00 1.00 1.00 1.00' 2 'Fb'+ Fcp' 625 1.00 1.00 1.00 1.00 _ E' 1.7 million 1.00 1.00 - 1.00 1.00 3 Emin' 0.62 million 1.00 1.00 - - - - 1.00 1.00 - 3 Custom duration factor for Wind load = 1.33 ' ADDITIONAL DATA Shear LC #3 = D+L+C, V = 1627, V design = 1406 lbs Bending(+): LC #2 = D*L, M = 3600 lbs -ft Deflection: LC #3 = D+L+C EI= 392e06 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) Load combinations: ICBO-UBC 'DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate ' for your application. r 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1% 0 1-1 C ' Beam 45.wbc E WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 7.0 Jan. 23, 2007 15:19:41 COMPANY I PROJECT` V I N C I & A S S O C I A T E S I Lutz Residence -,Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California I La Quinta, CA I VSA Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Lumber -soft Lateral support: top= full, bottom= at supports; Total length: 4.00 [ft]' Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) " »Self -weight automatically included<< ----------- -------------------------- - -------------- Load I Type IDistributionl. Magnitude I Location I.Units 1 -1 1 1 Start = End I Start End I - --------------I--------I-----=------I--------------I--------------I----- rf-dl Dead Full Area 25.00(10.25)* psf rf-11 Constr. Full Area ' 16.00(10.25)* psf *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS .(force=lbs, length=in) 4.00 ft ----------I------- Dead I 519 519 Live I 328 328 Total I 847 847 Load Casel #2 #2 B.Length 1 0.9 0.9 , ########################################################################### DESIGN SECTION: D.Fir-L, No.l, 2x10 @ 3.296 plf. This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design '1 -------------- I----------------I----------------I------ ------------I Shear fv = 56 Fv' = 225 fv/Fv' = 0.25 Bending(+) fb = 475 Fb' = 1375 fb/Fb' = 0.35 ` Live Defl'n 0.01 = <L/999 0.13 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.20'=. L/240 0.07 FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# FV' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 '1.100 '2 Fb'+ 1000 1.25 1.00 1.00 .1.000. 1.00 1.00 1.00 1.00 - 2 Fcp' .625 - 1.00 1.00 - ,= - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Ervin' 0.62 million 1.00 1.00 - - - - 1.00 1.00. - 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #2 = D+C, V = 1847, V design = '521 lbs Bending(+): LC #2 = D+C, M = 847 lbs -ft Deflection: LC #2 = D+C EI= 168e06 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) Load combinations: ICBG -UBC 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®"Sizer SOFTWARE FOR WOOD DESIGN iBeam 46.wbc WaodWorks® Sizer 7.0 " COMPANY .. I - PROJECT . ! V I N I 6 A S S O C I A T E S I Lutz Residence- Via Chianti - 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California - I La Quinta, CA - I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005- - - Beam DESIGN DATA: -- r -------------=----------n---a------ ---Leen----------------- --s=-- Material: PSI: - - Lateral support: top- full, bottom- at supports; Total length: 14.00 [ft] Load combinations: ICBO-UBC; - ! LOADS (force=lbs-weigh--automatically ilncate000ft)-�-- - �w--mm- »Self-weight automatically included« , Load I Type IDistributionl Magnitude --I Location I Units. _ I I 1 -1 Start End I Start" `End I - ! ----------------I--------I----------=-I--------------1--------------I---- upper-rf-dl Dead Full Area 25.00 (3.25)+ psf upper-rf-11 Constr. Full Area 16.00 (3.25)• psf wall Dead Full Area 15.00 d (8.00)- psf fl -dl Dead Full Area 24.00 (1.33)• - psf. fl -11 Live Full Area 40.00 (1.33)• ! psf" low-rf-dl Dead Full Area 25.00 (1.33)+' psf low-rf-11 Constr. Full Area .16.00 (1.33)" ..psf bm45-dl Dead Point 519 - 10.50 lbs _ bm45-11 Constr. Point 328 10.50 lbs *Tributary Width (ft) - ! MAXIMUM REACTIONSand BEARING -LENGTHS aaa(force lbs,, length -in) 1� .14.00 ft ! 'Dead 1 2086 2345 - - - Live I 967 1131 Total I 3053 3476 Load Casel #3 03 B.Length 1 1.16 1.32 iDESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. - SECTION vs. DESIGN CODE (force -lbs, moment -lbs -ft, deflection in) m ! Criterion IAnalysis Value IDesign Value I Analysis/Design I- -------------- I ---------------- I ---- ---------I---- _ Shear fv a 111 Fv' 356 fv/Fv' 0.31 ' Bending(+) fb - 1675 Fb' - 3632 fb/Fb' - 0.46 + Live Defl'n 0.13 - <L/999 0.47 a L/360 - 0.29 _ Total Defl'n 0,12 - L/401 0.70 - L/240 0.60 ! FACTORSF/E aa-CD-�-CM avCt_ �e-aa®CV - Cffu ------ FACTORS: e--- a -Ci Cn . _ Cr Cfrt Ci as-Cn LC# Fv' 285 1.25-- 1.00 - - - �-1.00 -- 1.00 3 _ - Fb'+ 2900 1.25 - 1.00 1-.000 1.00 - 1.00 1.00 - - 3. ` Fcp' 750 - - 1:00 - + - - 1.00 - - - - El lion - i Custom d 2.0 on factor for 1.00 load - 1.3-m-n-� - 1.00 - 3 .! Emin' 1.04 million 1.00 1.00 3 Custom duration factor for Wind load - 1.33 - •° ADDITIONAL DATA 'aShear d-aaaLCa#3 - D+L+C, V 3476ID6V design a 3075 lbs - Bending(+): LC #3 - D+L+C, M - 11479 lbs -ft Deflection: LC #3 - D+L+C EI- 977eO6 lb -1n2 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) Load combinations: ICBO-UBC e-Mme--as-mm-a--�sewo--mn i DESIGN NOTES: .. - 1. Please verify that the default- deflection slimits=are.appropriate for your application. - - ! 2. SCL-BEAMS (Structural Composite Lumber): the attached SCLC - - 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. - Jan. 23,2007 16:24:43 PROJECT., r_u? z-e� V p N C I& ASSOCIATES SHEET: ' c�lruc/ura� Cnyineers JOB NO: 31324 VIA COLINAS, SUITE 101, WESTLAKE VILLAGE, CA 91362 ENGR: ' ITEM: p - 818.575.9531 1 - 818.575-9581- e: vinci®vinciassociates.cam DATE: CIS -s' Le F1 1. WoodWorks® Sizer- SOFTWARE FOR WOOD DESIGN ' Beam SO.wbc - WoodWorks® Sizer 7.0 Jan. 23.200716:11:47 18:11:47 COMPANY _ ( ; PROJECT V I N C I & A S S O C I A T E S 1 Lutz Residence- Via Chianti, ' 31324 Via Colinas, Suite 101 , 1 53055 Via Chianti Westlake Village, California I La Quinta, CA I VSA Project No. -06-3281 " DESIGN CHECK - NDS 2005 Beam DESIGN D ATA: • .f , ' ===eon------=-e-�= Material: PSL - _ •" " _ Lateral support: top= full, bottom= at supports; " Total length:" 16.00 [ft) Load combinations: ICBO-UBC;" ' ------------ LOADS: udl-plf, location -ft) •. *=- -- »Self -weight automatically included<< r �(force-lbs,=pressure-psf, Load I Type IDistributionlMagnitude I Locationv=�I Units _ I I 1 Start" End I Start End I ----------------1--------I------------I---- 1 1 fl -dl - Dead Full Area 24.00 (1.33)-,psf fl -ll Live Full Area 40.00 (1:33) psf ` bm 11-d1 Dead Point 1934 9.50 lbs: bm 11-11 Live' Point. 1156 -_ 9.50 lbs - upper rf-dl Dead Point 208 .0.50 .lbs upper rf-11- Constr. Point 133 0.50 lbs" " wall - Dead Point 160 X0.50 lbs. upper rf-dl-2 Dead Partial Ar 25.00 (3.00)+ 13:00 16.00 psf upper rf-11-2 Constr. Partial Ar 16.00 (3.00)+ 13:00 16.00 psf wall -2 Dead Partial Ar 15.00 (8.00)+' 13-.00 16.00 psf 'Tributary Width (ft) MAXIMUM REACTIONS and iBEARING LENGTHS�(fo=rc=e=lbbss,, ,length -in) ----Dead--1-----1556---------2049----- 1 - - , - 'Dead _ Live 11038 1247 r -. • Total 1 2594 3296 Load Case( 03 #3 "" B,Length 1 0.99 1.26 = - ##4444####4#4#4########44#44#444#######44#######################49####4S### DESIGN SECTION: 2.0E, 2900Fb, 3.5x11.875 @12.988 plf. This section PASSES the design code check. ==(force SECTIONvs. DESIGN a C=ODE -lbs, moomonn=t=lbs-ft, deflection -in)=- ' --Criterion I Analysis Value I Design Value 1,Analysis/Design ---I----------------1---- ------ --I---------------I Shear fv = 104 Fv' _, 285 fv/Fv' _ 0.36 Bending(+) -" •fb - 2268 Fb' - 2906 fb/Fb',= 0.78 -- - " Live Defl'n 0.25 - L/755 0.53 =.-L/360 "' 0,48 '&Total Deflln=� 0.63 - L/305 0.80 e= L/240=m= =�0=79 e� FACTORS: F/E CD CM Ct SCL CV Cfa Cr Cfrt - Ci Cn* LCI w -=e Fv' 285 1.00 - 1.00. - - - 1:00 - 1.00 '2 - X1.00 Ib'+ 2900 1.00 - .1.00 1.000 - 1.00 1.00 - - y. - - - - - 1.00 -._ 1.00 '750 - _ = _ El _ E' 2.0 million 1.00 1:00 3 - Emin' 1.04 million 1.00 1.00 3 Custom duration factor for Wind load - 1.33 ADDITIONAL DATA Shear =e===vLC #2====D+L,=V - .3161,=V design,=®62871=lb. _ .. ,^ "• Bending(+): LC 02 - D+L, M = 15549 lbs -ft s "" " Deflection: LC #3 - D+L+C' EI= 977e06 lb -int Total Deflection I.00(Dead Load Deflection) + Live Load'Deflection. (D -dead L=live S=snow Wind I=impact C=construction CLd=concentrated) •- (All LC's are listed in the Analysis output) Load combinations: ICBO-UBC • _===-=em====a=====-__®_a=====nem -a==gym=�m�==e�o<=w=�=6�= ' - _ - DESIGN NOTES: " I. 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. - r -• I 1E IBeam 51.wbc •'e WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks®Sizer 7.0 Jan. 23, 2007 16:20:51 COMPANY I PROJECT V I N C I & A S S O C I A T E S I Lutz Residence -Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California' I La Quinta, CA I VSA Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: ---------------------------------------------- Material: Timber -soft -------------------------- Lateral support: top= full, bottom= at supports; Total length: 3.00 [ft] Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically ---------------------- included<< Load----------------------- I Type IDistributionl ' Magnitude I Location I Units I I I ---------------- I -------- Start End I Start End I I ------------ 1--- TJI-dl Dead Full UDL ----------- I -------------- 384.8 I----- plf TJI-11 Live Full UDL 361.5 plf bm 48-d1 Dead Point 2614 0:50 lbs bm 48-11 Live Point 1348 0.50 lbs bm 50-d1 Dead Point 2049 0.50 lbs bm 50-11 Live Point 1247 0.50 lbs MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ' I 3_00 ft f " I I ---------- ------------------- Dead 1 4482 1373 ' Live 1 2705 975 Total 1 7186 2348 Load Casel #2 #2 B.Length 1 2.09 0.68 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################'### ' SECTION -vs. -DESIGN -CODE ---(stress=psi,-deflection=in)----------------- --- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ----------------I------------ I --------- - -------- I 'Shear fv* = 125 Fv' 170 fv*/Fv'•= 0.74 Bending(+) fb = 507 Fb' 1350 fb/Fb' - 0.38 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.03• Total Defl'n 0.01 = <L/999 0.15 = L/240 0.05 ' FACTORS: -F/EE CD-- -CM---Ct----CL-----CF----Cfu- -Cr---Cfrt---Ci --Cn- Fv' 170 1.00 1.00 1.00 1.001.00 1.00 Fb1+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 E' 1.6 million 1.00 1.00 1.00 1.00 Emin' 0.00 million 1.00 1.00 1.00 1.00 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #2 = D+L, V - 7186, V design* 4357 lbs Bending(+): LC #2 = D+L, M = 3498 lbs -ft Deflection: LC #2 = D+L EI= 629e06 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=concentrate( (All LC's are listed in the Analysis output) Load combinations: ICBG -UBC 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. LC# 2 2 DWOOdWOrks® Sizer, SOFTWARE FOR WOOD DESIGN Beam 52.wbo Wood Works® Sizer 7.0 Jan. 23, 2007 16:38:13 COMPANY I PROJECT V I N C I & A S S O C I A T E S I Lutz Residence- Via Chianti ' 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California I La Quinta, CA I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Glulam-Balanced Lateral support: top= full, bottom= at supports; Total length: 11.00' (ft) Load combinations: ICBO-UBC; LOADS (force=lbs, pressure-psf, udl-plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude' I Location I Units I I I Start End I Start End I ---------------- 1 -------- 1------------ I -------------- I -------------- I----- TJI-dl Dead Full UDL 440.3 plf TJI-11 Live Full UDL 430.5 plf . deck -dl Dead Full Area 24.00 (5.00)* psf deck -11 Live Full Area 60.00 (5.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 11.00 ft ----------I------------------- Dead 1 3159 3159 Live 1 4018 4018 Total 1 7177 7177 Load Casel #2 #2 B.Length 1 2.15 2.15 DESIGN SECTION: West Species, 24F -V8 DF, 5.125x12 @14.159 plf This section PASSES the design code check. ##############.############################################################# SECTION vs. DESIGN CODE (stress=psi, deflection=in) "- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------1------------ Shear fv - 143 Fv' = 265 fv/Fv' = 0.54 Bending(+) fb = 1926 Fb' = 2400 fb/Fb' = 0.80 Live Defl'n 0.18 = L/728 0.37 = L/360 0.49 Total Defl'n 0.32 = L/407 0.55 = L/240 - 0.59 FACTORS: F/E CD CM Ct CL CV Cfu- Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb1+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - -. - - 1.00 - - 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #2 = D+L, V 7177, V design = 5872 lbs Bending(+): LC #2 = D+L, M _ 19737 lbs -ft " Deflection: LC #2 = D+L EI= 1328e06 lb -int Total Deflection 1.00(Dead Load Deflection) + Live Load Deflection.. (D=dead L_ -live S=snow F --wind I=impact C=construction CLd=concentrated); (All LC's are listed in the Analysis output) Load combinations: ICBO-UBC 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). ' Beam 53.wbc 110 WOodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 7.0 Jan. 23, 2007 16:40:40 COMPANY I PROJECT V I N C I & A S S O C I'A T E S I Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via.Chianti Westlake Village, California I La Quinta, CA I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: Material: Timber -soft Lateral support: top= full, bottom= at supports; Total length: 4.00 [ft] Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ---------- ----- ------------------ ------------------------------------------------ Load I Type IDistributionl Magnitude I .Location I Units I I Start End I Start End I ---------------- -------- I I ------------ I --------- -----1-=------------I----- TJI-dl Dead Full UDL 440.3 plf- TJI-11 Live Full UDL 430.5 plf deck -dl Dead Full Area 24.00 (5.00)* psf deck -11 Live Full Area 60.00 (5.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 4.00 ft _ I ---------- ------------------- Dead I 1140 1140 Live I 1461 1461 - Total I 2601 2601 Load Casel #2 #2 B.Length 1 0.76 0.76 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I----------------I----------------I------------------I Shear fv = 65 Fv' = 170 fv/Fv' _. 0.38 Bending(+) fb = 605 Fb' = 1200 fb/Fb' = 0.50 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.10 Total Defl'n 0.02 = <L/999 0.20 = L/240, 0.12 FACTORS: F/E CDCM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 1.00 .1.00 1.00 2 Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 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 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load 1.33 ADDITIONAL DATA Shear LC #2 = D+L, V = 2601,'V design = 1788 lbs Bending(+): LC #2 = D+L, M = 2601 lbs -ft 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) " Load combinations: ICBG -UBC 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. N Beam 54.wbc WoodWorks@ Sizer - SOFTWARE FOR WOOD DESIGN Woodworks® Sizer 7.0 COMPANY I PROJECT V I N C I 6 A S S 0 C I A T E S I Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California I La Quinta, CA I VSA Project No,., 06-3281 DESIGN CHECK - NDS 2005 . Beam DESIGN DATA: Material: PSL Lateral support: top= full, bottom= at supports_; Total length: 18.00 [ft] Load combinations; ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl-plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units I I I Start End I Start End i ---------------- I -------- I ------------ I ------ r ------- I -------------- I ----- ' fl -dl Dead Full Area 24.00 (1.33)* psf, fl -11 Live Full Area 40.00 (1.33)* •psf bm 13-d1 Dead Point 2519 17.00 lbs bm 13-11 Live Point 1422 17.00 lbs *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in), - 1 18.00 ft ---------- ------------------ Dead I 544 2783 Live 1 558 1822 Total 1 1102 4605 Load Casel #2 #2 B.Length 1 0.5* 1.75 *Min. bearing length for beams is 1/2" for exterior supports DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE - (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I----------------=- I' Shear fv = 163 Fv' = 285 fv/Fv' = 0.57 Bending(+) fb = 901 Fb' = 2906 fb/Fb' = 0.31 Live Defl'n 0.18 = <L/999 0.60 = L/360 0.30 Total Defl'n 0.38 = L/571 0.90 = •L/240 0.42 FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - . - 1.00 - `1.00 2 Fb'+ 2900 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Emin' 1.04 million - 1.00 - - - - 1.00 - - 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #2 = D+L, V = 4605, V design 4508 lbs Bending(+): LC #2 = D+L, 14 =. ,6180 lbs -ft Deflection: LC #2 = D+L EI= 977e06 lb-in2 Total Deflection=.1.00(Dead Load Deflection) + Live Load Deflection. ' (D=dead L--liveS=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICBO-UBC 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. ' Jan. 23, 2007 16:42:53 VINCI & ASSOCIATES Structural Engineers User: KW -0604606, (c)1983-2003 ENER Description t -Dec -2003 ineerino Software Beam 55 Title : Lutz Residence Dsgnr: BDC Description Scope: Steel Beam Design Job # 06-3281 ` Date: 5:OOPM, 23 JAN 07 Page 1 06-3281.emCalculations General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 h Steel Section: W12X50 TgLV Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 0.544 2.519 k Live Load 0.558 1.422 k Short Term k Location 14.500 15.000 ft igid- -- n L) 6M 5$ L -j 801 13 Pinned -Pinned Beam OK Load Duration Factor 1.00 Center Span 24.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Shear @ Left 17.59 k 9.22 Moment 120.743 k -ft 127.116 k -ft Lu : Unbraced Length 0.00 ft fb : Bending Stress 22.569 ksi 23.760 ksi 18.11 Distributed Loads k Length/DL DO478.0: 1 Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.224 0.120 0.106 0.132 0.225 k/ft LLTJ 0.361 (. , 0.068 0.220 0.144 k/ft ftft Start Location , 0.000 (�Pper� t;C� SDE` �� 10.500ST P-) 17.59 End Location 13.500 10.500 24.500 ft Trapezoidal Loads k Fa caldd per Eq. E2-1, K'Ur < Cc Note! Short Term Loads Are WIND Loads. #1 DL @ Left 0.106 LL @ Left 0.068 ST @ Left k/ft Start 13.500 ft DL @ Right LL @ Right ST @ Right k/ft End 24.500 ft TgLV Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 0.544 2.519 k Live Load 0.558 1.422 k Short Term k Location 14.500 15.000 ft igid- -- n L) 6M 5$ L -j 801 13 Force & Stress Summary <- These columns are Dead.+ Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only A Center CcD Center Cants Cants Max. M + 120.74 k -ft 66.65 120.74 k -ft Max. M - Beam OK k -ft Static Load Case Governs Stress Using: W12X50 section, Span = 24.50ft, Fy = 36.Oksi k -ft End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.000 Actual Allowable Shear @ Left 17.59 k 9.22 Moment 120.743 k -ft 127.116 k -ft Max. Deflection -1.125 in fb : Bending Stress 22.569 ksi 23.760 ksi 18.11 fb / Fb 0.950 : 1 k Length/DL DO478.0: 1 -1.125 -1.125 Length/(DL+LL Defl) 261.3 :1 Shear 18.113 k 64.948 k 0.000 0.000 fv : Shear Stress 4.016 ksi 14.400 ksi . Right Cant Defl 0.000 in 0.000 tv / Fv 0.279 :1 0.000 0.000 0.000 in Force & Stress Summary <- These columns are Dead.+ Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only A Center CcD Center Cants Cants Max. M + 120.74 k -ft 66.65 120.74 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 17.59 k 9.22 17:59 k Shear @ Right 18.11 k 10.04 18.11 k Center Defl. -1.125 in -0.615 -1.125 -1.125 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 17.59 9.22 17.59 17.59 k Reaction @ Rt 18.11 10.04 18.11 18.11 k Fa caldd per Eq. E2-1, K'Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy V I N C 1 &ASSOCIATES Title : Lutz Residence Job # 06-3281 Structural Engineers Dsgnr: BDC Date: 5:OOPM, 23 JAN 07 Description: ' Scope: Pa 2 9e Rev: 580000 User: KW -0604606, ver 5.8.0,1-0ec-2003 St �ealll Design ' (c)1983-2003ENERCALCEn Engineering Software 9 9 �7`eeI 06.3281.ecw:Calculations Description. Beam 55 ' Section Properties W12X50 Depth 12.190 in Weight 49.93 #/ft ' Web Thick 0.370 in hoc 391.000 in4 Width 8.080 in lyy 56.300 in4 Flange Thick 0.640 in Sxx 64.200 in3 + Area 14.70 in -2 Syy 13.900 in3 ' Rt 2.170 in R-xx 5.180 in Values for LRFD Design.... R-yy 1.960 in J 1.780 in4 Zx 71.900 in3 ' Cw 1,890.00 in6 ZY 21.300 in3 K 1:140 in 1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN ' Beam 56.wbc , . WoodWorks(D Sizer 7.0 -- Jan. 23, 2007 17:11:11 COMPANYI PROJECT ' :- V I N C I s A S S O C I'A T E S I, Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti + Westlake Village, California I La.Quinta, CA }.V&A.Project.N(;. 06=3281 DESIGN CHECK NDS 2005 Beam DESIGN DATA Material- Glulam-Balanced + "' Lateral support: top= full, bottom= at supports; Total length: 17.00 [ft] ' Load combinations: ICBO-UBC; -- LOADS:,(force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ' Load I Type IDistributionl Magnitude I Location I Units i I I Start ' End I Start'. End I =---- y. I-------- I -------- I------=------ 1 1----- rf-dl Dead Triangular, 400.0 0.0 0.00 17.00•, ,plf ' rf-11Constr.---Triangular--320.00 �-0_0 17_0_ plf -0100 MAXIMUMREACTIONS and BEARING LENGTHS (force=lbs, length" -in) 1 17.00 ft ----------1---------------- Dead 1 2340 1207 Live 1 1813 907 Total 1 4153 2113 Load Casel #2 #2 ' B.Length 1 2.04 1.09 - •, ########################################################################### DESIGN SECTION: West Species, 24F -V8 DF, 3.125x12 @.8.634 plf = _ �'� 4-1 WARNING: This section violates the following design criteria: Deflection'r--�f T L ###########################################################################�- ° APP YZ 1 GAMS SECTION vs. DESIGN CODE (stress=psi, deflection=in) ' -Criterion- I Analysis Value I Design Value I Analysis/Design I --I----------------I-----------=----i------------------- Shear fv = 139 Fv' = 331 fv/Fv' = 0.42 Bending(+) fb = 2192 Fb' = 3000 fb/Fb' = 0.73 Live Defl'n 0.37 = L/549 0.57 L/360 . 0.66 ' Total Defl'n 0.86 = L/238 0.85 L/240 1.01 a. 4 FACTORS: F/E CD CM Ct CL CV -Cfu Cr Cfrt Notes Cn LC# Fv' 265 125 1.00 1.00 .1.00 100 1-00 2 ' _ _ •1 Fb'+ 2900 1.25. 1.00 1.00 1.000 1.000 1.00. 1:00 .00 1.00 2 _ Fcp' 650 - 1.00 1.00 1.00 E' 1.8 million 1:00 1.00 - - - - 1.00 - - 2. Emin' 0.85 million 1.00 1.00 - - - 1.00" 2 Custom duration factor for Wind load = 1.33 ., ADDITIONAL DATA ^ Shear LC #2 = D+C, V = 4153, V design .= 3466 lbs �.. Bending(+): LC #2 = D+C, M = 13698 lbs -ft LC #2 = D+C EI= 810e06 ib -int 'Deflection: , 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); Load combinations: ICBO-UBC ' DESIGN NOTES: - - I. 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 A190.171992 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).� WOodWorks@ Sizer SOFTWARE FOR WOOD DESIGN 1 1,D ' Beam 57.wbc WoodWorks® Sizer 7.0 Jan. 23, 2007 17:15:35 COMPANY I PROJECT - ' V I N C I 6 A S S O C I-A,T E S I Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California I La Quinta, CA ` I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 ' Beam DESIGN DATA: Material: Glulam-Balanced Lateral support: top= full bottom at supports; Total length: 17.50 [ft] ' Load combinations: ICBG UBC LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units I I I Start End I.Start End I- ----------------I--------I ------------ I -------------- 1 -------------- I----- rf-dl Dead Triangular 450.0 0.0 0.00 17.00 pif ' rf_11-----_--=-- Constr. -`Triangular 0.0 . -0_00 17.00 plf- ---360.x0 MAXIMUM REACTIONS and BEARING LENGTHS (force lbs,.length=in) , 17.50 ft , ----------I------------------- Dead I 2662 1314 Live 1 2069 99 Total 1 4731' 2305 Load Casel #2 #2 ' B.Length 1 2.33 1.13 DESIGN SECTION: West Species, 24F -V8 DF, 3.125x12 @ 8.634 plf. _ '!A 4(p S 'WARNING: This section violates the following design criteria: Deflection. -� AT -L.= I.©S _ L.L. ###########################S############################################### 1%ri ------ ov SECTION vs. DESIGN CODE (stress=psi deflection=in) - ' --Criterion- I Analysis =Value I Design- I Analysis/Design I -- I ----------------i - -Value ---i-----------------'I, Shear fv = 158 Fv' _ 331 fv/Fv' = 0.48 Bending(+) fb = 2539 Fb' _ 3000 fb/Fb' _ '0.85 Live Defl'n 0.46 = L./461 0.58 = L/360 0.78 ' Total Defl'n 1.05 = L./200 0.88 = L/240 1.20 FACTORS: F/E CD CM " Ct CL CV Cfu Cr Cfrt` Notes' Cn' LC# _ -- - --- 265 125 1.00 1.00 1-00.'1-00 2 ' 'Fv' •100 Fb'+ 2400 1.25 1.00 1.00 1.000 1.000 1.00. 1.00, 1.00 1.00 2- = - Fcp' 650 1.00 1.00 1.00 E' 1.8 million 1.00 1.00 - - - - 1.00' - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - 2 Custom -duration for Wind load =1-33 -factor -_---_- --= --- -- -' ADDITIONAL DATA 1 Shear LC #2 = D+C, V = 4731, V design 3959 lbs Bending(+): LC 12 = D+C, M'= 15868 lbs -ft LC #2 = D+C EI= 810e06 lb -int 'Deflection: 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) Load combinations: ICBO-UBC ' DESIGN NOTES: 1. Please verify that the default deflection limit§,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). 0 F1 I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 58 WoodWorks® Sizer 7.0 Jan. 24, 2007 20:27:14 COMPANY PROJECT VINCI & ASSOCIATES `'Lutz Residence- Via Chianti structural engineers 53055 Via Chianti ' 31324 Via Colinas, Suite 101 La Quinta, CA Westlake Village, CA 91362 V&A Project No. 06-3281. DESIGN CHECK - NDS 2005 Beam DESIGN DATA: ------------- =======Lumber -soft=====___ _=_ _____________________ Material: Lateral support: top= full, bottom= at supports; Total length: 5.50 [ft] Load _combinations: -ZCBO=UBC_________ LOADS: (force=lbs, pressure=psf, udl=plf, location ft) »Self -weight automatically included<< -------- ----------------------- ------------_--------------------- Load aDistribution Magnitude Location units -I Start End StarEnd ------------------------------------------- -- t ------------------ ---=- rf-dl Dead Trapezoida 537.0 400.0 0.00 5.50 plf ` rf-11 Constr. Trapezoida 430.0 320.0 0.00 5.50 plf ------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ===5=50==ft 1 Dead 1377 -1251 Live 1082 981 Total 2459 2232 ' Load Case #2 #2 , B.Length 1.12 1.02 ########################################################################### ' DESIGN SECTION: D.Fir-L, No.l, 4x12 ® 9.352 plf This section PASSES the design code check. ########################################################################### ------------ SECTION vs DESIGN CODE (stress=psi, deflection=in) 1 --Criterion- Analysis Value Design --Value Analysis/Design --------------- ' -- I --� Shear fv = 60 Fv' = 225 fv/Fv' 0.27 Bending(+) fb.= .525 Fb' = 1375 fb/Fb' _ 0.38 - Dead Defl'n 0.01 = <L/999 - Live Defl'n 0.01 = <L/999 0.18 = L/360 4 0.06 Total Defl'n 0.02 = <L/999 0.28;= L/240 0.09 FACTORS: LC# -F/ECD_-=-CM----Ct----CL-----CF- Fv' 180 1.25 1.00 --Cfu----Cr---Cfrt--_Ci_-�-Cn- ------------ 1.00 1.00 ' 1.00 1.00 - 2 Fb'+ 1000 1.25 1.00 1.00 1.000"1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 .1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 1.00 100 2 ' Emin' 0.62 million 1.00 = _ _ 1.00 _ = 1.00 1.00 2 Custom duration factor for Wind load = 1.33 --------------------------------------------------------------------------- ADDITIONAL DATA ' Shear LC #2 = D+C, V = 2459, V design = 1579 lbs Bending(+): LC #2 = D+C, M = 3229 lbs -ft' Deflection: LC #2 = D+C EI= 706e06 ib -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) , Load combinations: ICBO-UBC------------------ 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. E FWoodworks® Sizer SOFTWARE FOR WOOD DESIGN ' Beam 59.wbc WoodWorks® Sizer 7.0 Jan. 23, 2007 17:24:49 COMPANY I PROJECT - I V I N C I & A S S O C I A T E S I Lutz Residence- Via Chianti y 4 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California I La Quinta, CA I V&A Project No. 06-3281 - DESIGN CHECK - NDS 2005 ' Beam eDESIGN �DATA: �s�===a=e=e��=�=__ • eae- _ ---------- Material: -ave===Material: Glulam-Balanced Lateral support: top= full, bottom- at supports Notal length: 31.50 [ft]- • - • - - Load combinations: ICBO-UBC; - - - ' LOADS=(force=lbs,=pre==areautom udltic ply included<<ft) _ ____ »Self -weight automatically included« -_ __ =------- Load n -- - r Load I Type IDistributionl m Magnitude I= Location' =�I"Pat- - ( 1 I Start End I Start End i tern ----------------I--------I------------I------------- I -------------- rf-dl Dead Triangular 450.0 0.0 " 0.00 3150 No ' rf-11 Const`. Triangular 360.0 0.0 0.00 "31.50 No= ' MAXIMUM =REACTIONS and BEARING LENGTHS (force -lbs length -in)= --------------=---------=m =-==m=m-=mom ____==�=�e�me==� I 14.50 17.00 ft = '----------I-----g--�----------c------. I Dead 1 2348 4656 355- Live 55 Live 1 1844 3588 236 Total I 4192 8244 594 Load Casel 52 02 - f2 B.Length 1 2.06 3.68 0.5+ Cb- -Min. bearing length for beams is 1/2" for exterior supports 'DESIGN9ECTI 59599@Sf t Species, 269-@89SSS@3912@9859@@@9f@95@555555995599= - �, ,� �' DESIGN SECTION: West Species, 24F -V8 DF, 3.125x12 @ 8.634 plf A rL ^ , .` This section PASSES the design code check. 4 /yi_ 5995559255@f559S59f55S�55S5595Sfff5ff5f9SS55@995ffS9599550f59@SSSS@9S9f@ff5 ` ��(7 I f �` . SECTION vs. DESIGN =CODE _ (stress -psi, deflection -in) _ - aS =��==m==�=a=��===�m�=� Criterion I Analysis Value .I Design Value I Analysis/Design I ------------- I ---------------- I ----------------I- -- ----- ----I hear fv = 180 Fv' = 331 fv/Fv' - -0.59 • Bending(+) fb - .1825 .Fb' - 3000 fb/Fb' _ ; 0.61 Bending(-) fb = 1954 Fb' - 2860 fb/Fb' - 0.68 Live =al �=fl n 0.43 L/408==�0=48-= L/360 0.40 Total Defl'n 0.43 m L/900 - 0.73 - L/240 " 0.60 FACTORSSF/E�mCDv�CM==�Ct == CL= ACV == Cfu . Cr. Cfrt Notes Cn LC@ Fv265 1.25 1.00 1.00 -1.60 =1.00= 1.00 2 _ Fb'+ 2400 1.25 1.00 1.00 1.000 1.000 1.00 '1.00 •1.00 1.00 - 2 - Fb'- 2400 1_25 1.00 1.00 0.953 1.000 1.00 -1.00 1:00 1.00 - -2 Fcp' 650 1.00 1.00 1.00 E. 1.8 million 1.00 1.00 1.00 2- Emin' 0.85 million 1.00 1.00 - - - - ,.-1.00 - - 2,- - Custom duration factor for Wind load - 1.33 - ' e AITIONAL DATA DD•I r Shear LC 92 - D+C, V - 4975, V design 4505 lbs Bending(+): LC 52 - D+C, M - 11406 lbs-ft- Bending(-): LC f2 - D+C, M - 12212,lbsrft - Deflection: LC 92 - D+C EI= 810e06 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) F (All LC's are listed in.the Analysis output)- ' Load combinations: ICSO-UBC DESIGN NOTES: =1. Please verify that the default deflection limits =are appropriate¢=® y • y 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. Grades with equal bending capacity in the top and bottom edges ' of the beam cross-section are recommended for continuous beams.. 4. GLULAM: bxd - actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to •the provisions. of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension),• Fcp(comp'n).. F-1 I Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Beam 60.wbc Woodworks® Sizer 7.0 Jan. 23, 2007 17:26:35 COMPANY I PROJECT V I N C I s A S S 0 C I A T E S I Lutz Residence- Via Chianti 31329 Via Colinas, Suite 101 153055 Via Chianti Westlake Village, California I La Quints, CA I VSA Project No. 06-3281 DESIGN CHECK - NDS 2005 Beam DESIGN DATA: -------------------------------------------------------------------- Material: Glulam-Balanced Lateral support: top= full, bottom= at supports; Total length: 30.50 [ft] Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< LC#' Load I Type IDistributionl Magnitude I Location I Pat - I I I Start End I Start End I -1 tern ---------------- I -------- I ----------- -------------- I -------------- 1----- rf-dl Dead Triangular 0.0 950.0 0.00 30.50 No rf-11 Constr. Triangular 0.0 360.0 0.00 30.50 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 2 -----------s-=---------------_-�------- 1 21.00 9.50 ft 2 I ---------- ---------------------------- Dead I 797 5209 1120 Live 1 578 9018 893 Total 1 1375 9228 2013 Load Casel #2 #2 #2 B.Length 1 0.68 9.17 0.91 Cb 1 1 1.09 1 ########################################################################### DESIGN SECTION: West Species, 29F -V8 DF, 3.125x12 @ 8.639 plf _ This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I---------------- I ------------------I Shear fv = 165 Fv' = 331 fv/Fv' = 0.50 Bending(+) fb = 1913 Fb' = 3000 fb/Fb' = 0.97 Bending(-) fb = 2293 Fb' = 2914 fb/Fb' = 0.77 Live Defl'n 0.31 = L/806 0.70 = L/360 0.95 Total Defl'n 0.73 = L/395 1.05 = L/290 0.69 FACTORS: F/E CD CM Ct CL CV . Cfu Cr Cfrt Notes Cn LC#' --- -------------------------------------- Fv265 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 ' Fb'+ 2900 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fb'- 2900 1.25 1.00 1.00 0.971 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - r 1.00- E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Custom duration factor for Wind load = 1.33 --------------------------------------------------------- ADDITIONAL DATA Shear LC #2 = D+C, V = 4662, V design =- 91_22 lbs Bending(+): LC #2 = D+C, M = 8833 lbs -ft Bending(-): LC #2 - D+C, M = 19021 lbs -ft Deflection: LC #2 = D+C EI= 810e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L --live S=snow Vi --wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICBO-UBC - --___---_--------z= -------------------=_-_=-_-_________=__ DESIGN NOTES: --------------------------------------------------------------- 1. Please verify that the default deflection limit's are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance wifh ANSI/AITC A190.1-1992 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 9. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according.to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension); Fcp(comp'n). 16<9p y2Ni Pis 119 ■ F] I WOOdWOrks® Sizer SOFTWARE FOR WOOD DESIGN ' Beam 61.wbc WoodWorks@ Sizer 7.0 Jan. 23, 2007 17:36:09 -- r . •- " COMPANY - - I " - PROJECT V I N C I S A S S O C I A T E S I Lutz Residence- Via,Chianti -- - - 31324 Via Colinas, Suite 101 1 53055 Via Chianti V Westlake Village, California •. I La Quinta,CA I V&A Project .No. 06-3281' DESIGN CHECK - NDS 2005 _ Beam DESIGN DATA: »»®=Material» - - .. . . ----- =- -_ Glulam-Balanced ___>__�__» '___»» y .• - Lateral support: top= full, bottom -,at supports; - - - - Total length: 24.50 [ft] - .. combinations: ICBO-UBC;, =(force-lbs,=pressure=psf,=udl-plf,=location=ft)=� _ i 'Load __�____ 'LOADS ^ - • - »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units I I I Start End -1 Start End I ------------'-- • - • , ----- -------------- ----- I cell -dl Dead Trapezoida 210.0 140.0 0:00 24.50- pit •- bm 56-d1 Dead Point 2340 12.50 lbs _ - - bm 56-11 Constr. Point 1813 12.50 lbs .. -• bm 57-d1 Dead , Point 2662 12.50 lbs bm 57-11 Constr. Point 2069 12.50 lbs - bm 58-d1 Dead Point - 1249 12.50 lbs ' bm 59-d1 Dead Point 2348 6.50 lbs bm 59-11 Constr. Point 1844 6.50 lbs. bm 60-d1 Dead Point 1120 6.50 , lbs _ - - bm 60-11 Constr. Point 893 6-.50 lbs. " bm 58-d1-2 Dead Point 1375 6.50 lbs _• _ - - by 58=112==mCopstr�==Po�nt�==�-==1082 6650= lbs= ' MAXIMUM>REACTIwpd REACTIONS and BEARING= LENGTHS== (force -lbs, length -in)' _= - 1 24.50 ft Dead 1 9335 6903 _ .Live 1 4707 2994 Total 1 14042 9897 Load Casel 12 92- B Levgth_I 2--=2 26 ' =_3 _>__s> _->=>s>-a=m__,�»»- f$$A111fif$$11/11111$11/1$11$1$$1111$$111111/111f$1$111fi1f$$61f/11fA14111f DESIGN SECTION: West Species, 24F -V8 DF, 6.75x22.5 @34.966 plf " This section PASSES the design code check. $$11111$$$11111$11/lfiff$$11111111f$$1$1$1111$111$$111191/f$$$$$f$111f$f$11 `� _ y ~ Q SECTION DESIGN CODE (=tress-psi,_-de=flecti=on®i ) DTL : '50 /w}� �" '�'�' • ' =vs. w� Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------1------------------I s Ca�M� .• A9L /2 _ ` Shear fv -. 134 Fv' - 331 fv/Fv' - 0.41 Bending(+) fb 2220 - Fb' = 2699 fb/Fb' - 0.82 .. , Defl-n 0.82 L/360>�a>BR 0.37®¢> ' Total Total Defl'n 0.90 = L/326 1.23 = L/240 -LCf >- =0.73 =0.90_6®L/965_6O = FACTORS: F/Ep CD CM Ct CL CV Cfu CrCfrt Notes pCn Fv' 265 1.25 1.00 1.00- - . - - .1.00 1.00 .1.00 -2 - Fb'+ 2400 1.25 1.00 1.00 1.000 0.900 1.00 1_00 1.00 1.00 ,- 2.' ' Fcp' 650 .1.00 1.00 1.00 E' 1.8 million 1.00 1.00 .-^ 1.00 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Custom duration factor for Wind load - 1.33 ADDITIONAL DATA Shear LC 12 a D+C, V = 14042, V design 13592 lbs' •t �• Bending(+): LC f2 - D+C, M - 105348 lbs -ft c Deflection: LC f2 > D+C EI= 11533eO6 ib=int -� Total Deflection - 1.00(Dead Load Deflection) ,+ Live Load Deflection. - L -live S=snow W=wind I -impact C=construction• CLd-concentrated)'. .. -• - " ' (All LC,,are "list ed in the Analysis output) _ �(D-dead Load combinations: ICBO-UBC ` I DESIGN NOTES. =1.=Please verify that the default =deflection =limits are appropriate for your application. 2. Glulam design values are for materialsconforming 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 accordingto the provisions. ... Of NDS Clause '-en 5. GLUCAN: bearingg _ength based on smaller of Fcp(tension), Fcp(comp'n). 1 F Beam 62 120 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Woodworks® Sizer 7.0 Jan. 24, 2007 20:32:59 0 4 COMPANY PROJECT VINCI & ASSOCIATES Lutz Residence- Via Chianti structural engineers 53055 Via Chianti 31324 Via Colinas, Suite 101 La Quinta, CA Westlake Village, CA 91362 V&A Project No. 06-3281 DESIGN CHECK- NDS 2005 Beam DESIGN DATA: --------------------------------------==----------------------------------- Material: Glulam-Balanced Lateral support: top= full, bottom= at supports; Total length: 28.00 (ft] Load combinations: ICBO-USC; - --------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft); »Self -weight automatically included<< -------------------------------------------------------------------------- Load - Type Distribution. Magnitudel Location Units _ Start End 'Start End ---------------- -------- -------------------------- ------------- ----- •. deck -dl Dead Partial Ar 24.00 (2.50)* 0.00 10.50 psf deck -11 Live Partial Ar 40.00 (2.50)* 0.00 10.50 psf bm 61-d1 Dead Point 6903 18.00 lbs bm 61-11 Live Point 2994 18.00 lbs 57-d1 Dead Point 1314 6.00 - - ,lbs 57-11 Constr. Point 991 6.00 lbs *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- 1 -_28.00--ft } Dead 4434 5262 Live 2701 2334 , Total 7135 7596 Load Casel #3 #3 B.Length 1 1.63 1.73 " _________________________ ########################################################################### DESIGN SECTION: West Species, 24F -V8 DF, 6.75x19.5 @30.304.plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (Stress=psi, deflection=in) - -------------------------------------------------------------------------- ---------------------------------------------------------------------------- Analysis Value 1Design Value Analysis/Design --Criterion ------------------------,----------------------=----`=-- -- Shear fv = 83 Fv' = 265 fv/Fv' = 0.32 Bending(+) fb = 2028 Fb' = 2161 •fb/Fb' = 0.94 ' r Dead Defl'n 0.82 = L/410. - Live Defl'n 0.40 = L/840 0.93 = L/360 0.43 Total Defl'n 1.22 = L/275 1.40 = L/240 0.87 ------------------------- FACTORS: F/E CD CM Ct CL . CV Cfu ' Cr •Cfrt Notes Cn LC# -------------------------------------------------------------------------- Fv' 265 1.00 1.00 1.00 -- 1.00 1.00 1.00 - 2 Fb'+ 2400 1.00 1.00 1.00 1.000 0.900 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00. - - - - 1.00 - - - E' 1.8 million 1.00 1.00 -. - - - 1,00 - - 3 Emin' 0.85 million 1.00 1.00 - - - - _ - 1.00 - - Custom duration factor for Wind load = 1.33 _3 --------------------------------------------------------------------------- ADDITIONAL DATA Shear LC #2 = D+L, V = 7383, V design = 7326 lbs - Bending(+): LC #2 = D+L, M = 72300 lbs -ft Deflection: LC #3 = D+L+C EI= 7507e06 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) Load combinations: ICBO-UHC 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 117-2601 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):' - 0 4 121 F-1 I WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN Beam 63.wbc WoodWorks® Sizer 7.0 Jan. 23, 2007 17:53:35 COMPANY I PROJECT V I N C I & A S S O C I A T E S I Lutz Residence -'.Via Chianti - 31324 Via Colinas, Suite 101 153055 Via Chianti' Westlake Village, California I La Quint., CA I VSA Project No. 06-3281_ ' DESIGN CHECK NDS 2005 Beam DESIGN DATA: I ----- _------=------_---__= Material: Glulam-Balanced' Lateral support: top= full, bottom= at supports; .00 ===Total Load combinations: ICBG -UBC; io=s: ICB--[ftl=---=____--_� -length _ _----- - _--- - - LOADS: (force=lbs, pressure=psf, udl=plf,- location=ft)' »Self -weight automatically included« ` Load I Type IDistributionl Magnitude 'I Location I Units I I I Start End I Start End I ---------------- ------- =I--------- I ;--I------------ --1--------------1----- bm 61-d1 Dead Point 9335 13.00 lbs ^ bm 61-11 Constr. Point 4707 13.00 albs ; bm 60-d1 Dead Point .5209 6.50 - lbs bm 60-11 Constr. Point 4018 6.50 lbs bm 59-d1 Dead Point 4656. 26.50 lbs bm 59-11 Constr. Point 3588 26.50 lbs MAXIMUM- REACTIONS andBEARINGLENGTHS (force lbs length -in) ------ ---- --- - I 33.00 ft ------------_-----_ --_-= - ' -----Dea--d---II---11371-----------9056----- - , • Live 1 6786 5527 Total 1 18157 14583 Load Case, 12 12 " ' Length- I--5-45 9-38-====__= -B. =- ########################################################################### DESIGN SECTION: West Species, 29F -V8 DF, 5.125x31.5 @37.168 p1f .+ This section PASSES the design code check. '######################################################################s##### ++ p 3'A' SECTION vs. DESIGN CODE (stress=psi, deflection=in) , Criterion I Analysis Value I Design "Value I Analysis/Design It ----------- --------- --- --=---1 Shear fv = 168 Fv' = 331 fv/Fv' = 0.51 , Bending(+) fb = 2448 Fb',= 2604 fb/Fb' = 0.94 +- Live Defl'n ' 0.47 =' L/847 1.10 = L/360 0.42 Total Defl'n 1.28 = L/310 1.65 = L/240 0.77 ' ' FACTO=RS: FF/E -- CD=-CM--Ct-CL -CV = CfuNotes Cn- LC# --Cr---Cfrt Fv' 265 1.25 1.00 1.00 - - - - 1.00 1.00 -1.00 '2 Fb'+ 2400 1.25 1.00 1:00 1.000 0.868. 1.00 .1.00 1:00 1.00 • - 2 Fcp' 650 -7 1.00 1.00 - _ _ _ ion = E. 1.8 mill1.00 1.00 1.00 2 Emin' 0.85 million 1.00 1.00 1.00" - 2 Custom duration factor for Wind load = 1.33 ^ ADDITIONAL DATA Shear LC #2 = D+C, V,= 18157, V design - 18059 lbs Bending(+): LC #2 = D+C, M 172896 lbs -ft Deflection: LC #2 = D+C EI= 24028e06 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) Load combinations: ICBG -UBC 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. r 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n): _ 12-2- ,;,; =.,t ,.. ..::..•. _.>'�:.'•:rssr�;`,' ". COMPANY PROJECT 5759 Value VINCI & ASSOCIATES Lutz Residence- Via Chianti h fir(®_' Wo r.1\S structural engineers 31324 Via Colinas, Suite 101 53055 Via ChiantiOO La Quints, CA 3363 0.21 Westlake Village, CA 91362 V&A Project No. 06-3281 1537 socrwneeFoaw0000fsex t 7. Jan. 31.200707:54 Beam 64 9121 Design Check Calculation Sheet 8081 Sizer 7.0 Fb' = LOADS ( lbs, psf, or pff ) #0 Load Type Distribution Magnitude Location [ft] Pat - - Start End Start End tern #8 r1 -dl Dead Trapezoids, 50.0 275.0 0.00 25.25 No Dead r1-11 Constr. Trapezoids 32.0 176.0 0.00 25.25 Yes 797 r2 -dl Dead Trapezoids 275.0 50.0 25.25 50.50 No No r2-11 Constr. Trapezoids 176.0 32.0 25.25 50.50 Yes Constr. Point 578 0.00 Yes 59-d1 Dead Point 355 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : No 59-11 Constr. 0' T-6' 43' 50'-6" 50.50 Yes ' Live -0.44 = L/202 0.50 = L/180 0.89 Total -1.01 = L/88 0.75 = L/120 1.35 Glulam-Bal., West Species, 24F -V8 DF, &3/4x19-1/2" Self -weight of 30.3 pff included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2005: ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 5 Fb'+ 2400 1.25 1.00 1.00 1.000 0.885 '1.00 1.00 1.00 1.00 - 4 Fb'- 2400 1.25 1.00 1.00 0.987 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E. 1.8 million 1.00 1.00 - - - - 1.00 - -- 4 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 4 Shear LC #5 = D+C (pattern: CC_), V = 6493, V design = 6115 lbs Bending(+): LC #4 = D+C (pattern: _C_), M = 54806 lbs -ft Bending(-): LC #2 = D+C, M = 14499 lbs -ft Deflection: LC #4 = D+C (pattern: EI= 7507e06 lb-in2 _C_) 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) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) Load combinations: ASCE 7-02 DESIGN NOTES: 1:1 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. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to'the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. Dead Analysis Value 5759 Value 5130 Shear Shear fv = Live Fv' = 331 3363 0.21 2951 fb = 1537 Total 2656 fb/Fb' = 9121 Sending(-) 8081 407 Fb' = Bearing: Load Comb #0 0.14 - 0.92 = #8 60-d1 Dead Point 797 0.00 No 60-11 Constr. Point 578 0.00 Yes 59-d1 Dead Point 355 50.50 No 59-11 Constr. Point 238 50.50 Yes Dead Analysis Value 5759 Value 5130 Shear Shear fv = Live Fv' = 331 3363 0.21 2951 fb = 1537 Total 2656 fb/Fb' = 9121 Sending(-) 8081 407 Fb' = Bearing: Load Comb #0 0.14 #5 0.92 = #8 #0 Length 0.00 Interior Dead 1.70 0.66 = 1.13 1.18 = 0.00 Cb 0.00 Total 1.22 L/268 1.33 L/240 0.00 Criterion Analysis Value Desi Value Anal /Design Shear Shear fv = 70 Fv' = 331 fv Fv' = 0.21 Bending(+) fb = 1537 Fb' = 2656 fb/Fb' = 0.58 Sending(-) fb = 407 Fb' = 2961 fb/]?b' = 0.14 Deflection: 0.92 = L/462 Interior Dead Live 0.66 = L/641 1.18 = L/360 0.56 Total 1.59 = L/268 1.78 = L/240 0.89 Cantil. Dead -0.57 = L/158 ' Live -0.44 = L/202 0.50 = L/180 0.89 Total -1.01 = L/88 0.75 = L/120 1.35 ' VINCI & ASSOCIATES Structural Engineers User. KW0604606, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Softmre Description Beam 64 General information Title : Lutz Residence Dsgnr: BDC Description : Scope: Steel Beam Design Job # 06-3281 Date: 6:OO13M, 23 JAN 07 Page 1 orr3281.em:Ca Iculations Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: W1 8X40 -0.413 -0.768 Fy 36.00 ksi -0.353 in Static Load Case Pinned -Pinned Load Duration Factor 1.00 Center Span 35.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 9.50 ft LL & ST Act Together Max. M + 62.93 k -ft Moment 62.931 k -ft Right Cant 9.50 ft -0.768 in fb : Bending Stress 11.041 ksi 23.760 ksi Lu : Unbraced Length 0.004 ffb / Fb 0.465 : 1 Max. M @ Left -8.49 Trapezoidal Loads -13.46 k -ft Note! Short Term Loads Are WIND Loads. #1 DL @ Left LL @ Left ST @ Left k/ft Start -9.500 ft DL @ Right 0.287 LL @ Right 0.230 ST @ Right k/ft End 17.750 ft #2 DL @ Left 0.287 LL"@ Left 0.230 ST @ Left k/ft Start 17.750 ft DL @ Right LL @ Right ST @ Right k/ft End 45.000 ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 95 #6 #7 Dead Load 0.355 0.797 k Live Load 0.238 0.578 k Short Term k Location 42.500 -0.500 ft wmmary ,I -0.413 -0.768 Beam OK -0.353 -0.353 in Static Load Case Governs Stress Using: W1 8X40 section, Span = 35.50ft, Fy = 36.Oksi, Left Cant. = 9.50ft, Right Cant. = 9.50ft DL LL LL+ST End Fixity = Pinned -Pinned, Lu = 0.00ft, LDF = 1.000 LL+ST Maximum Only Actual Allowable Cants Max. M + 62.93 k -ft Moment 62.931 k -ft 135.432 k -ft Max. Deflection -0.768 in fb : Bending Stress 11.041 ksi 23.760 ksi Length/DL Dell 694.3 :1 ffb / Fb 0.465 : 1 Max. M @ Left -8.49 -8.49 -13.46 k -ft Length/(DL+LL Defl) 360.7 :1 Shear 6.975 k 81.194 k k -ft Shear @ Left 6.98 k fv : Shear Stress 1.237 ksi 14.400 ksi 4.28 k fv / Fv 0.086 : 1 4.07 6.82 4.01 Force & Stress Summary -0.413 -0.768 -0.768 -0.353 -0.353 in Left Cant Defl 0.602 in <- These columns are Dead + Live Load placed as noted -» 0.602 DL LL LL+ST LL LL+ST Maximum Only Ob_ Center 0 Center Cants Cants Max. M + 62.93 k -ft 34.57 62.93 30.67 k -ft Max. M - -8.49 -8.49 -13.46 k -ft Max. M @ Left -8.49 -8.49 -13.46 k -ft Max. M @ Right -5.80 -5.80 -8.67 k -ft Shear @ Left 6.98 k 4.22 6.98 4.28 k Shear @ Right 6.82'k 4.07 6.82 4.01 k Center Defl. -0.768 in -0.413 -0.768 -0.768 -0.353 -0.353 in Left Cant Defl 0.602 in 0.300 0.602 0.602 0.222 0.222 in Right Cant Defl 0.632 in 0.328 0.632 0.632 0.259 0.259 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 9.73 5.88 8.63 8.63 6.89 6.89 k Reaction @ Rt 8.73 5.28 8.03 - 8.03 5.84 5.84 k Fa calc'd per Eq. E2-1, K'Ur < Cc I Beam Passes Table B5.1, Fb per Eq. Ft -1, Fb = 0.66 F.y 12 V I N C 1 & ASSOCIATES Title: Lutz Residence. Job # 06-3281 Structural Engineers Dsgnr: BDC Date: 6:OOPM, 23 JAN 07 Description !Scope: Pae 2 ' Rev: 580000 User: KW-06046M, Ver 5.8.0, 1-Dec-2003 �+ -Beam Steel•Design 1 (c)1983-2003 ENERCALC Engineering Software06-3281.ecw:Callcculations Description Beam 64 iSection Properties W18X40 Depth 17.900 in Weight 40.08 #/ft 1 Web Thick 0.315 in bot 612.000 in4 Width 6.015 in lyy r 19.100 in4 Flange Thick 0.525 in { sxi 68.400 in3. ' Area 11.80 in2 Syy 6.350 in3 j9 i Rt 1.520 in " R-roc 7.210 in Values for LRFD Design.... R-yy 1.270 in J 0.810 in4 • Zx 78.400 in3 i Cw 1,440.00 in6 ZY 9.950 in3 K 0.927 in .f !7Ln - F I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN ' Beam 66.wbc WoodWorks® Sizer 7.0 •. , COMPANY I PROJECT, ' V I N C I & A S S O C I A T E S I Lutz Residence- Via Chianti - 31324 Via Colinas, Suite 101 .1 53055 Via Chianti Westlake Village, California -,I La Quinta, CA I V&A Project No. 06-3281' 'DESIGN CHECK - NDS 2005 y Beam DESIGN DATA: ----------------------------------------------------------------- Material: Lumber -soft Lateral support: top= full, bottom= at supports; Total length: 10.50 [ft] Load combinations: ICBO-UBC; -------------------------------------------------------------- LOADS--(force=lbs--pressure-psf--ticall ' »Self -weight automatically included« ilocation=ft) --- ' --- --- -- Load I Type IDistributionl Magnitude I Location I Units I I I Start End I Start End I. rf-dl Dead Trapezoida 262.5 .162.5 0.00 10.50 plf, " rf-11 Constr. Trapezoida 168.0 104.0 0.00 10.50 plf -----------------------------------------------------_-- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 10.50 ft ----------I---------- ---- - Dead 1 1243 1068 ' Live I 770 658 + ` Total I 2013 1726 4` Load Casel #2 #2 B.Length 1 0.92 0.79 '########################################################################### - DESIGN SECTION: D.Fir-L, No.l, 9x10' @ 7..690 plf ' This section PASSES the design code check. > ########################################################################### 1 SECTION vs. DESIGN CODE (stress=psi, deflection=in) ----------------------------------------------------------- Criterion I Analysis Value ( Design Value Analysis/Design 'I ' 'Shear --------------I--- - -------- --1- - ----- -1---------------- 7_1 fv = 78 Fv' = 225, fv/Fv' = 0.35 Bending(+) fb = 1183 Fb' = 1500 fb/Fb'•- 0.79 Live Defl'n 0.09 = <L/999 •0.35 =. L/360 0.27., Total Defl'n 0.25 = .L/507 0.52 L/240 0.47. ' FACTORS_-F/E----CD=---CM--- Ct---=CL---- CF--.Cfu_---Cr---Cfrt_--Ci----Cn- LC# Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1000 1.25 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.'00 1.00 1.00 - = - _- - - E' 1.7 million.1.00 1.00 1.00 1.00 2 Emin' 0.62 million 1.00 1.00 - 1.00' 1.00 2 Custom duration factor for Wind load = 1.33 ' ADDITIONAL- DATA =====_______ --------- ---------------- ------------- Shear LC #2 = D+C, V = 2013, V design = 1685 lbs Bending(+): LC #2 = D+C, M = 4920 lbs -ft Deflection: LC #2 = D+C EI= 392e06 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) Load combinations: ICBO-UBC ' ------ 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.' Jan. 24, 2007 08:37:36 12,5 0 1269 F-1 I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN ' Beam 66.wbc WoodWorks® Sizer 7.0 Jan. 24, 2007 08:39:39 ' COMPANY 1 PROJECT V I N C I 6 A S S 0 C I A T E S I Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California I La Quinta, CA I V&A Project No. 06-3281 ' DESIGN CHECK - NDS 2005 Beam DESIGN DATA: ---------------------------------------------------------- Material: Lumber -soft Lateral support: top= full, bottom= at supports; ' ' Total length: 15.00 [ft] Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) ' »Self -weight automatically included<< Load I Type IDistributionl Magnitude I Location I Units. I I I Start End I Start End I ----------------I--------I------------ I--------------I--------------I----- ' rf-dl Dead Triangular 0.0 262.5 0.00 15.00 plf rf-11 Constr. Triangular 0.0 168.0 0.00 15.00 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 15.00 --ft I I^ ----------I------------------- Dead I 726 1383 ' Live 1 420 840 Total 1 1146 2223 Load Case1 #2 #2 B.Length 1 0.52 1.02 ###################################################### ##################### DESIGN SECTION: D.Fir-L, No.l, 9x12 @ 9.352 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I. Analysis/Design I -------------- I ---------------- 1---------------- I------------------1. Shear fv = 70 Fv' = 225 fv/Fv' = 0.31 Bending(+) fb = 1047 Fb' = 1375 fb/Fb' = 0.76 Live Defl'n 0.14 = <L/999 0.50 = L/360 0.27 Total Defl'n 0.36 = L/496 0.75 = L/240 0.48 ------------ ' FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 ' Fb'+ 1000 1.25 1.00 1.00 1.000 1.100 .1.00' 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 1.00 1.00 - ' - _ - - - E' 1.7 million 1.00 1.00 1.00 1.00 2 Emin' 0.62 million 1.00 1.00 1.00 1.00 2 Custom duration factor for Wind load = 1.33 ------------------------------------------------------------------ ADDITIONAL DATA _______________________ Shear LC #2 = D+C, V = 2223, V design.= 1835 lbs Bending(+): LC #2 = D+C, M = 6441 lbs -ft Deflection: LC #2 = D+C EI= 706e06 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) Load combinations: ICBO-UBC '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® Sizer SOFTWARE FOR WOOD DESIGN ' Beam 67.wbc " WoodWorks® Sizer 7.0 Jan. 24, 2007 08:44:20 COMPANY 1 PROJECT ' VINCI 6 ASSOCIATE'S I Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 1'53055 Via Chianti Westlake Village, California I La Quinta, CA I V&A Project No. 06-3281 » DESIGN CHECK - NDS 2005 ' Beam DESIGN DATA: Material: • Glulam-Balanced Lateral support: top= full, bottom= at supports; Total 00 Load combinations: ICBG -UBC; -�=: ICBO-(ft)==s=====-------===�=T= _length: - -- LOADS: (force -lbs, pressure=psf, udl=plf, location=ft) " »Self -weight automatically included<< ' Load I Type (Distribution) Magnitude I Location - I Units I I I Start End l Start End I ---------------- I -------- I ------------ I--------------I-------------=I----- rf-dl Dead Trapezoida 50.0 137.5 0.00 10.50 plf Constr. Trapezoida 32.0 88.0 0.00 10.50 plf 'rf-.11 bm 65-d1 ' Dead Point 1243 10.50 lbs bm 65-11 Constr. Point 770 10.50 lbs bm 66-d1 Dead Point 1383 10.50 lbs bm 66-11 Constr. Point 840 10.50' lbs ' MAXIMUM REACTIONS -and BEARING_ LENGTHS _ ---- --(force-lbs,-length=in) -- I 21.00 ft ----------I----=-=---------=-- Dead 1 2180 1765 Live 1 1253 987 ` Total 1 3433 2752 Load Casel 12 02 ' B.Le=nngth-I 1.03====0=83=====____-__=__=_____--__ ########################################################################### DESIGN SECTION: West Species, 24F -V8 DF, 5.125x13.5 @15.929 plf This section PASSES the design code check. '########################################################################### SECTION vs. DESIGN CODE (stress -psi, deflection=in) Criterion I Analysis Value 1 Design Value (,Analysis/Design' 1. ----------- ---- -------- Shear fv = 72 FV' = 331 fv/Fv' = 0.22 Bending(+) fb = 2157 Fb' =12965 fb/Fb' = 0.73 Live Defl'n 0.36 = L/695 0.70 _ L/360 0.52 Total Defl'n 0.98 = L/255 1.05 = L/240 0.94 'FACTORS: =F/E_--CD�CV- Cfu-= Cr_ Notes LC#" =-CM---Ct----CL -_Cn= -Cfrt-= Fv' 265 1.25 1.00. 1.00 - - - - 1.00 1.00 ;1:00 2 Fb'+ 2400 1.25 1.00 1.00 1'.000 .0.968 1.00 1:00 1..00 1.00 _._- 2•' 650 - 1.00 1.00 _ 1 - _ - _ E' _ ' 1.8 million 1.00 1.00 1.00 'E 200. 2 Emin' 0.85 million 1.00 1.00 1.00 2 Custom duration factor for Wind load = 1.33 ADDITIONAL-DATA=-_--_� - _-__ Shear LC #2 = D+C, V = 3433, V design = 3317 lbs Bending(+): LC #2 = D+C, M = 27981 lbs ft - Deflection: LC #2 = D+C EI= 189le06 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)," Load combinations: ICBO-UBC 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. »provisions ' 4. Glulam Beams shall be laterally supported according to the of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). F ' Beam 68.wbc ' 128 WoodWorksO Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 7.0 Jan. 24, 2007 08:58:29 ' COMPANY I PROJECT V I N C I s A S S 0 C I A T E S f Lutz Residence- Via Chianti •31329 Via Colinas, Suite 101 153055 Via Chianti' Westlake Village, California I La Quinta, CA I V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 ' Beam DESIGN DATA: Material: Timber -soft' Lateral support: top= full, bottom='at•supports; Total length: 10.50 [ft] a Load combinations: ICBO-UBC; LOADS: (force=lbs, pressure-psf, udl=plf, location=ft) »Self -weight automatically included« ' Load - I Type IDistributionl Magnitude I Location I Units I I I Start End I Start End I ---------------- I -------- 1 ------------ I -------------- I------------- -1----- rf-dl Dead Partial Ar ' 25:00 (9.50)* 0.00 - 7:50 psf 'rf-11Constr. Partial Ar 16.00 (9.50)* 0.00 7.50 psf + rf-dl-2 Dead Trapezoida 237.5 200.0 7.50 10.50 plf rf-11-2 Constr. Trapezoida 152.0 128.0 7.50 10.50 plf deck -dl Dead Full Area 24.00 (1.33)* - psf deck -11 Live Full Area 40.00 (1.33)* psf 'wall Dead Full Area 15.00 (4.00)* psf ceil-dl Dead Full Area 10.00 (9.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force -lbs, len th=in) 1 10.50 ft ----------I------------------- ' Dead 1 2262 2216 . Live i 1079 1095 Total 1 3336 3261 Load Case1 #3 #3 B.Length 1 0.97 0.95 DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION -vs DESIGN CODE-= (stress=psi, deflection=in) - - Criterion I Analysis Value I Design Value'l Analysis/Design I --------------I----------------I---------------- I ------------------I Shear fv = 81 Fv' 212 fv/Fv' = 0.38 ' Bending(+) fb = 1267 Fb' = 1687 •fb/Fb' = 0.75 Live Defl'n 0.09 = <L/999 0.35 = L/360 0.25 Total Defl'n 0.28 = L/457 0.52 L/240 '0.52 FACTORS:'F/E CD CM Ct CL CF Cfu Cr Cfrt Ci • Cn LC# ' -w-770- v' 170 = 1.25 1.001.00== 1.00 1.00 1_00 3 Fb'+ 1350 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1:00 3 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 -Emin'-0.00-million-1.00-1.00- -_d-.- 33 _-- --1 00-1.00- =_- 3 :33 Custom duration factor forWind load = 1 ADDITIONAL DATA Shear LC #3 = D+L+C, V 3336 V design 2833 lbs 'Bending(+): LC #3 = D+L+C, M 8733 lbs -ft Deflection: LC #3 = D+L+C' EI= 629e06 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) , 'Load combinations: ICBO-UBC DESIGN NOTES: I. 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. 12 c1 L�_ L WOOdWOrks® Sizer SOFTWARE FOR WOOD DESIGN Beam 69.wbc WoodWorks@ Sizer 7.0 Jan. 24, 2007 10:23:55 COMPANY PROJECT VINCI & AS S O C I A T.E S Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 53055 Via Chianti Westlake Village, California + La Quinta, CA V&A Project No. 06-3281 . DESIGN CHECK `- NDS 2005 Beam DESIGN DATA: . Material: Lumber -soft , Lateral support: top= full, bottom= at supports;,' Total length: 7.00 [ft] Load combinations: ICBO-USC;• LOADS:.(force=lbs, pressure=psf, udl=plf, location=ft) , »Self -weight automatically included -c< LoadType Distribution Magnitude Location Units i Start End Start End ---------------- -------- ------------ -__---____------------------- rf-dl Dead Triangular 0.0 175.0 0.00 7.00 plf . rf-11 Constr. Triangular' 0.0 112.0 0.00 7.00 plf --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) , 7.00 ft ----------- Dead I-- 216 420 ; Live 131 261 - Total 346 681 Load Case #2 #2 - I HLength 1 0.5* 0.73 *Min. bearing length for beams is 1/2" for exterior supports --------------------------------------------------------------------------- ########################################################################### DESIGN SECTION: D.Fir-L, No.l, 2x10 @ 3.296 plf This section PASSES the design code check. ---------------------------------------------------------------.------------ SECTION vs. DESIGN CODE (stress=psi, deflection=in)' Criterion Analysis Value I Design Value_1 Analysis/Design - ------ - - - - -=---------------- I - - - - - - - - - -- -- ------- - - - - -� Shear fv = 52 Fv' = 225 = 0.23 - Bending(+) fb = 515 ,Fb' = 1375 fb/Fb',_ 0.37 Live Defl'n 0.02 = <L/999 0.23 = L/360 ,. 0.08 Total Defl'n 0.05 = <L/999 6.35 = L/240 0.13 ----------------------------------- ---------------------------------------------_------------------------------ FACTORS: F/E CD CM Ct CL CF. Cfu. Cr Cf rt, Ci Cn - LC# --------------------------------------------------------------------------- Fv' 180 1.25 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 1000 1.25 1.00 1.00 1.000',"1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 .1.00 - - E' 1.7 million 1.00 1.00 -� - -_, - 1.00 1.00 - 2 Emin' 0.62 million 1.00 1.00 - - - - i;00 1.00 - 2 Custom duration factor for Wind load = 1:33 ------------- -- -- ADDITIONAL DATA --------------------------------------------------------------------------- Shear LC #2 = D+C,'V = 681,'V design 480 lbs Bending(+): LC #2 = D+C, M =; 918 lbs -ft Deflection: LC #2 = D+C EI= 168e06 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). Load combinations: ICBO-UBC ------------ 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.. FWoodWorks® Sizer SOFTWARE FOR WOOD DESIGN ' Beam 70.wbc WoodWorks@ Sizer 7.0 Jan. 24, 2007 09:29:28 COMPANY I PROJECT V I N C I & A S S O C I A T E S I Lutz Residence- Via Chianti 31329 Via Colinas, Suite 101 153055 Via Chianti Westlake Village, California I La Quinta, CA I V&A Project No. 06-3281 'Beam DESIGN DATA: DESIGN CHECK - NDS 2005 Material: Lumber -soft Lateral support: top= full, bottom= at supports; 00 Total -length: ti=ns: ICB--(ft1= Load combinations: ICBG -UBC; - - LOADS: (force=lbs, pressure=psf, udl-plf, location=ft) - »Self -weight automatically included« Load I Type IDistributionl Magnitude I Location I Units I I I Start. End I Start End I - --------------I--------1------------I--------------1--------------I----- rf-dl Dead Partial Ar 25.00 (2.50)* 0.00 8.00 psf 'rf-11 Constr. Partial Ar. 16.00 (2.50)* . 0.00 8.00 psf bm 69-d1 Dead, Point 435 8.00 lbs bm 69-11 Constr. Point 261 8.00 lbs deck -dl Dead Full Area 24.00 (1.33)* psf ` deck -11 Live Full Area 40.00 (1.33)* psf all ' 'Tribu========Dead = ====Full -Area -===1-5=00_(9-00)*====psf 'Tributary -. *tary Width (ft) ' MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 1300ft - '--------- __------ I I + I---- Dead 1 1172 1080 ' Live I 668 605 Total I 1839 1685 Load Casel #3 #3 B.Length 1 0.84 0.77 ####t###################################################################### 'DESIGN SECTION: D.Fir-L, No.l, 9x12 @ 9.352 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --I----------------I----------------I------------------ Shear fv = 50 Fv' _ ,180 fv/Fv' - 0.28 Bending(+) fb = 862 Fb' = 1100fb/Fb' = 0.78 Live --Defl'n--.2Oc-L/999=--0.L/360f - - ----=-0.23 0 .-----= ` Total Defl'n 0.28 = L/569 0.6565 = L/290.+ -0.93 FACTORS: F/E CD CM Ct CL CF 'Cfu Cr CfrtA Ci Cn " LC# 'Fv' 180 100 1.00 1.00 = 1.00 1.00 1.00 2, Fb1+ 1000 1.00 1.00 1.00 1.000 1.100 1.00 1.00 -1.00 1.00 2 Fcp' 625 - 1.00 1.00 1.00 1.00 E' 1.7 million 1.00 1.00 - - - - 1.00 1.00. - 3 Emin' 0.62 million 1'.00 1.00 - - - 1.00 1.00 3` Custom duration factor for Wind load- 1.33 ADDITIONAL DATA ` Shear LC #2 = D+L, V =. 1518, V design = 1316 lbs Bending(+): LC #2 - D+L, M = 5305 lbs -ft Deflection: LC #3 = D+L+C EI= 706e06 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)' Load combinations: ICBO-UBC ' 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® Sizer - SOFIWARE FOR WOOD DESIGN Beam 71.wbc WoodWorks® S]zer 7.0 Jan. 2b, 2007 09:36:44 .. -. . " COMPANY- I . PROJECT V I N C I & A S S OC I A T E S I Lutz Residence- Via Chianti - ' 31324 Via Colinas, Suite 101 1 53055 Via Chianti Westlake Village, California I La Quints, CA r • -,I V&A Project No. 06-3281 - , . " DESIGN CHECK - NDS 2005 - - Beam DESIGN DATA: " ' '®----x------x-=-=m--_-__-a-=x==___ Material: Glulam-Balanced ' I • • .. .. Lateral support: top- full, bottom- at supports, Total length: 21.00 [ft]" - - - - Load combinations: ICBO-UBC; t) LOADS=-(f--�ep >>Self-weight automatically included<< eightexp-f-x=dl Load I Type IDistributionl Magnitude -I .Location �'1_ Units I I I Start End I Start - End I ----------------I--------I------------ I----` ------1--------------I----- rf-dl Dead Triangular 0.0 137.5 0.00 10.50 plf. ". - • - rf-11 -Constr. Triangular 0.0 88.0 0.00 10.50 plf., rf-dl-2 Dead Trapezoida 137.5 112.5 10.50 21.00 plf - rf-11-2 Constr._ Trapezoida 88.0 72.0 10.50 21.00 ,plf deck-dl Dead Partial Ar 24.00 (7.50)- 5.00 21.00 psf, Live Partial Ar 40.00 (7.50)' 5.00 21;00 - psf wall Dead Partial 15.00 (4.00)• 5.00 21.00 'psf 'deck-11 bm 70-d1 Dead Point 1172- 5.00 lbs bm 70-11 Live Point 668 5.00 lbs `Tributary Width (ft) - MAXIMUM REACTIONS and BEARING =LENGTHS a=(force-lbs, length-in) 1 21.00 ft -ate ---------- ------------------- lad I 3381 4075 Live 1 2863 3907 Total I 6293 7982 Load Casel 93 #3 B.Length 1 1.87 2.9 - SECTION: West Species, 24F-V8 DF, .5.125x16.5 @19.469 plf • .. 'DESIGN _ This section PASSES the design code check. y ############################################################84###########@S Et x= - �� ., �•. p - TLP SECTTI-ONxvs. DESIGN CODE(stress-psi, deflection-in) #� d.1 L- L �'T' L • I Analysis Value I=Design =Value I Analysis/Design =I --Criterion - Shear fv - 112 :Fv' - 265 fv/Fv 0 42 Bending(+) fb - 1967 Fb' - 2325 fb/Fb 0:85 Live Defl'n 0.46 - L/546 0.70 - L/360 0.66.- ' Total Defl'n 0.96 = L/262 - 1.05 - L/240 0.92 -F/E FACTORS: Ct= CL CV Cr ®1.00 Notes ---CD- LC# mCM -Cf= - Fv' 265 1-0-0--i-0-0--i-0-0 ..- - - _ 1.00 1@00 1m00 1.0 „2 _ Fb'+ 2400 1.00 1.00 1.00 1.000 0.969 1.00•-1.00 -1.00 1.60 - • '2 - - Fcp' .650 - 1.00 1.00 - - - - .� 1.00 - c - . - .7 .. - E'. 1.8 million 1.00 1.00 1.00�- 3 Emin' 0.85 million 1.00 1.00 1.00 -. 3 Custom duration facto--'--for-Wind load 1.33 �--A--�-® ADDITIONAL DATA -Shear-- " - LC #2 - D+L, v---- 7205, V design -�-6308 lbs Bending(+): LC #2 - D+L, M - 38122. lbs-ft- - • - - - ,• Deflection: LC #3 - D+L+C, EI- 3453eO6 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)" • - - Load_TEnation®- ICBO-UBC--- DESIGNESIGN NOTES: - ®_--_-----��-@ -- 1. Please verify that the default deflection limits areappropriate for your application. - ' 2. Glulam design values are for materials conforming to AITC_ 117-.2001 y_ - 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 NOS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension)�, Fcp(comp'n). •r. - - t WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam 73.wbc WoodWorks® Sizer 7.0 Jan. 24, 2007 10:12:25 V I N C I & A S S O C I A T E S Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 53055 Via Chianti Westlake Village, California La Quinta,-CA V&A Project No. 06-3281 DESIGN CHECK NDS 2005 Beam DESIGN DATA: Material: Timber -soft Lateral support: top= full, bottom= at supports; Total length: 6.00 (ft) -------Load-combinations: ICBO-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<c LoadType DistributionIMagnitude Location Units Start End Start End ---------------- --------I------------ ------ --------------I------------------- low rf-dl Dead Trapezoida 175.0 100.0 0.00 6.00 plf low rf-11 Constr. Trapezoids 112.0 64.0 0.00 6.00 plf wall Dead Full Area 15.00 (8.00)* psf fl -dl Dead Full Area 24.00 (1.33)* psf fl -11 Live Full Area 40.00 (1.33)* psf upper-rf-dl Dead Full Area 25.00 (4.00)* psf upper-rf-11 Constr. Full Area = 16.00 (4.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS .(force=lbs, length=in) 6.00 ft ---------- ------------------- Dead, 1227 1152 Live 640 S92 Total 1867 1744 - Load Case #3 #3 B.Length 0.54 0.51 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 0 7.185 plf This section PASSES the design code check. ########################################################################### -------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) - ____________________________ Criterion Analysis value Design Value Analysis/Design - -------------- ----------------I--------------- -------------- Shear fv = 78 Fv' = 212 fv/Fv' 0.37 Bending(+) fb = 1173 Fb' = 1500 fb/Fb' = 0.78 Live Defl'n 0.05 = <L/999 0.20 = L/360 0_25 Total Defl'n 0.14 = L/500 0.30 = -L/240 0.48 FACTORS: F/E CD CM Ct CL CF Cfu .. Cr Cfrt Ci Cn LC# -Fv'==--=170===i=25==i=oo==i=oo__ i=oo===oo==i=ool 3 .. Fb'+ 1200 1.25 1.00 1.00 1.000 1.000 1.00 1.00, 1.00 1.00 - 3 ' Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 3 Custom duration -factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #3 = D+L+C, V = 1867, V design = 1567 lbs Bending(+): LC #3 = D+L+C, M = 2710 lbs -ft Deflection: LC #3 = D+L+C 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) Load combinations: ICBO-UBC 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. 311 UWoodWorks® Sizer _SOFTWARE FOR WOOD DESIGN _ _] Beam 74.wbc Woodworks® Sizer 7.0 Jan 24, 2007 10:15:40 COMPANY PROJECT - V I N C I & A S S O C I A T E S Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 53055 Via Chianti Westlake Village, California La Quinta, CA - V&A Project No. 06-3281, DESIGN CHECK- NDS 2005 , Beam DESIGN .DATA: ' --------------------------------------------------------------------------- Material: PSL Lateral support: top= full, bottom= at supports; Total length: 3.50 (ft] Load combinations: ICBG-UBC; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) -Self-weight automatically included<< LoadTYP Mag a Distribution nitude Location Units Start' End Start End ---------------- -------- ------------------------- -------------- - low rf-dl Dead Full Area 25.00 (1.33) ---- psf low rf-11 Constr. Full Area 16.00 (1.33)* psf wall Dead Full Area 15.00 (8.00)* psf fl -dl Dead Full Area 24.00 (3.00)* psf fl -11 Live Full Area ' 40.00 (3.00)* psf upper-rf-dl Dead Full Area 25.00 (6.25)'* psf upper-rf-11 Constr. Full Area 16.00 (6.25)* psf *T.ributary Width (ft) --'------------------------===---------=--=--==-=-===-=---=--==-=-=-======= MAXIMUM REACTIONS and IN LENGTHS (force=lbs, length=in) • � ------------------------------------------ ----------------------- 3.50 ft -------- ------------------- Dead 690 690 Live 422 422 Total 1113 1113 Load Case #3 #3 B.Length 0.5* 0.5* *Min. bearing length for beams is 1/2" for exterior supports ########################################################################### DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 ®12.988 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) ------------- --- ----- --------- ---------------- CriterionAnalysis Value Design Value Analysis/Design -------- I---- I .. -- 14 ---------------- --------I----- = 285fv/Fv, Shear= 0.05 Bending(+) fb = 115 Fb' = 2906fb/Fb' = 0.04 Live Defl'n 0.00 = <L/999 0.12 = L/360 0:01 Total Defl'n 0.00 = <L/999 0.18 = L/240 0.01 FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt' Ci Cn LC# Fv' 285 1.00 1.00 - - - 1.00 .-1.00 2 Fb'+ 2900 1.00 - 1.00 1.000 1.00 - -1.00 1.00 - - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - E' 2.0 million - 1.00 - - - - 1.00 - 3 Emin' 1.04 million - 1.00 - - - - 1.00 - 3 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #2 = D+L, V = 900, V.design = 391 lbs Bending(+): LC #2 = D+L, M = 788 lbs -ft Deflection: LC #3 = D+L+C EI= 977eO6 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) Load combinations: ICBG -UBC 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. F-1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN ' Beam 75.wbc WoodWorks® Sizer 7.0 ` Jan. 24, 2007 10:19:08 L - COMPANY - - _ PROJECT V I N C I & A S S O C I A T E S Lutz Residence- -Via Chianti - 31324 Via Colinas, Suite 101 53055 Via Chianti Westlake Village, California La Quinta, CA V&A Project No'. 06-3281 - .. - - DESIGN CHECK - NDS 2005 - Beam DESIGN DATA: .................... =_________ _ ____ _ __ _ ____ _ Material: PSL •. .Lateral support: top= full,: bottom= at supports;. - "" - Total length: 13.00 [ft] '. Load combinations: ICBO-UBC; - LOADS ¢(force=lbs =pressure=psf�=udl=plf,clocation=ft)- • -Self-weight automatically included« Load Type Distribution Magitude n" Location - Pat I. _ _ I Start _ End Start End. tern - _-_- - - low rf-dl . Dead - Full Area 25.00 (2.00)• _____________ _____ No y low rf-11 Constr. Pull Area 16.00 (2.00)• No wall Dead Full Area 15.00 (8.00)• .No ., ' f1 -d1 Dead Full Area 24.00 (1.33)* ". No fl -11 Live Full Area 40.00 (1.33)• . No upper-rf-dl Dead Full Area 25.00 (3.50)• No upper-rf-11 Constr. Full Area, 16.00 (3.50)• No bm 74-d1 Dead Point 690 - 13.00 No bm 74-11 Live Point 422'.- .. .13:00 -Yes .Tributary Width (ft) MAXIMUM=REACTIONS=and=BEARING ....................... LENGTHS===.(force-lbs length -in) . _e=====____=====o===== - .......... ______________=====a==e=====______.... ___ 12.00 1.00 ft .' __________ Dead ________________.____________ 1744 2877 Live 841 1451 Total 2586 4328 - - • - Load Case #8 #3 ,40 - - B.Length 0.99 1.27 0 Cb 1 1.29 -0 DESIGN SECTION: 2.OE, 2900Pb, 3.5x11.875 012.988 plf .- Thio section PASSES the design code check. -* ########################################################################### ___________________________=___=__________________ SECTION va. DESIGN CODfi (force=lbs, moment=lbs-ft, deflection -in) - - _ _ _ = Criterion ==Analysis=Value===Design ==Value= =Analysis/Design =_____ ----------- I ---------------- �------- ( -- - ---------•------- Shear fv = 68 Fb' = 285. fv/Fv' _ 0.24 Bending(+) fb = 1099Fb' = 3632 fb/Fb' = 0.30 Bending(-) fb = 188 Fb' = 2901 fb/Fb' = 0.06 - Deflection: - - Interior Live 0.07 = <L/999 0.40 = L/360 0.17 - Total 0.20 = L/729 0.60 L/240 - 0.33 Cantil. Live -0.02 = L/687 0.07 = L/180' 0.26, Total -0.05 = L/242 0.10 = L/120 0.50 - PACTORS: P/E CD CM Ct CL N Cfu Cr Cfrt Ci- Cn LC# 1.00 1.00 2" Pb'+ 2900 1.25 - 1.00 1.000 1.00' - 1.00 1.00 -. - .8 .. - Fb'- 2900 1.00 - .1.00 0.998 1.00. 1.00 1.00 2 - _ PCp' 750 - - ;1.00 - - - - 1_00 E' 2.0 million - 1:00- - 1.00 - - - .8 in' 1 Em.04 million - 1.00 - - -- - 1.00 - - ",8- '. Custom duration factor for Wind load = 1.33 - ADDITIONAL DATA ___________ Shear LC #2 = D+L, V 2241, y deli 1889 lbs " Bending(+): LC #8 = D+L+C (pattern: L_), M = '7535 lbs -ft �. Bending(-): LC #2 = D+L, M = 1290 lbs -ft - "` ". • - _ Deflection, LC #8 = D+L+C (pattern:'L ) EI= 977e06 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=concentra•ted) (A11 LC'S are listed in the Analysis output) (Load Pattern: S=S/2, X=L+S or L+C, pattern load inthis span) - - - _=no Load combinations: ICBo-UBC - - .. _________________'________=====n====___ DESIGN NOTES: . _ ,f 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. 4. The critical deflection value has been determined using maximum _ - back -span deflection. Cantilever deflections do not govern design: _• " L WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN , oeamrr.wuc ' '' vvoouWums@Sizer no vzmcz a vaaocz^T/EoLut, Residence- Via Chianti ' 31324 vu° Colinas, Suite 101' ovss vi" Chianti Westlake Village, California | . z= o°i"ta' cx ' vu^ Project No. va'szoz � DESIGN CHECK NDS 2005 Beam DESIGN DATA: ~~~~~~~-~~~~-r�~~~~~~~ m*e,i°z. PSL � '. Lateral support: top= full, u*��"�~ �� supports; _ ^""°^ 10.5" p"/ . ., u"°u c"*ui"°tio"o. zcov'oac, . ~�=~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~_~~ �o^oo. �c",=�~zu". n�� �u c' cu -Self-weight automatically in=z"u°u.� Load Type Distributionj Magnitude 71 Location Units start End Start E d low rf-dl Dead Partial Ar, 25.00 (5.25)- 0.00 3.50 psf low rf-11 Constr. Partial Ar 16.00 (5.25)- 0.00 3.50 psf tji-dl Dead Partial UD 278.3 278.3 2.00 10.50 plf -� - --- --- -- -- ^-- fl -dl -2 Dead Partial v= u«.vv (7.ss)~ ^.vo 10.50 n°, rz'zz'z Live Partial ^, 40.00 (7.zs)° ^.vo 10.50 psf m" ,o'ou o°au Point , ,av 2.00 lbs ' u= ,o'zz . ui~° Point . 323 2.00 lbs � um ^o'uu o°"u Point 2086 ^.vo zu" um ^o'zz Live Point m, ^'vo zu" ~T=ib°t°,v Width (ft) � um'zmn* asAczzomo and oo^azmo LENGTHS (c"",°~zc=' len gtu~in) 10.50 ft ` . . ----- o°^u ---------' sooz az,, , . Live zsvz asm ' Total ozm ozm , � L"^u c°"e| wo *o n.ue=ytu | 2.36 2.38 ' --------------� .....~...=="""=#"#""#°°°°°°°###°°°°°°°°°°°°°°°°°°°°°"°"°°°°°°°°"°"""°°°° DESIGN oocTzom. z.vo. avOFb' ,.yuz.o,s 012.988 puf This °°"ti"= p^000a the u°"ie" "ode check. *w#www*wwwwww#w#ww#wwwwwwwwwwxwwwwwo#wwwwwwwoww#w#wowow##ww*w*wow#owww*wwww oocrzom ~". ooazom omo (f"="°~zb°. "="ent~zu° ct. a"cl°`ti""~in) ' Criterion | Analysis.Value | o°"iy= v°z"e | ��zv"io/o°"iy= - | ' ''''''| `' ''|' `--- ''^'-''| ''''''' --| a^°°r f~ ~ unv rv' ~ 285 m/r~' ~ v.`, Bending(~) ou ~ 28 31 r*' ~ zyvo fbvpb' ~ 0.97 Live DeflIn 0.17 = L/752 0.35 L/360 0.48 Total DeflIn 0.39 = z/`xr 0.52 _ FA ORS: r/E CD cn Ct CL CV o* Cr Cfrt Ci Cn uC# as z.vo ' z.vo '. 1.00 ' . 1.00 z ru'~ 2900 1.00 1.00 1.000 1.00 . ' 1.00 1.00 ' ' z rcn' 750 . , ' - '_ ' ' 1.00 , .1.00 E- 2.0 milliou^ ' 1.00 ' .' - '1.00 ' 3 � z.0n1 ~ omin' 1.04 million 1.00 ' ' ' , c""t"m duration c°"t", �r Wind load ~ 1.33 . ` . uoozTzum^L DATAShear LC #2 = D+L, V = __ V design 5755_- . . uc wz ~ o~u. n ~ zswvo lbs -ft ^ Deflection: uc w, ~ o~L~c oz~ o,,eoo zu'in2 . Total oefz°=ti"" ~ 1.00(oe"u Load o°fz°=ti"") ~ Live L"°u Deflection. , (o~ue"u L~zi"e o^""o° w~"u"d z~i"w°ct r~co="t,""ti"= �=�rc�=°"t�at°u) (Azz Lc'° are listed in the Analysis output) � L"°u combinations: zcoo'ooc . 000,om mnroo. ~~~-~-~~~~~-~~- z. pz°°"° verify that the m°c°"zt u°'l°cti"" limits °,° ���w=i^t° for your °moli"°ti"=' ' - z. ocu'uzAMa (nt,""t","z o"~n""ite L""m°,). t^°`°tt°"u°u acu "ez°",i"" is for n,~zimi"°`y u°"iyn only. For:i"°z "e"m°, u°"i«n contact your z""°z acL "a="c=t"=er. ,. ai"° c""to," .=, from one manufacturer to."""tu°, x"=,cL =°te,i°z". They can be c^°=y°o in the u"t°ua= editor. ` _ ' . Jan. 24,2007 11:00:27 F-1 WOOdWOrks® Sizer _SOFTWARE FOR WOOD DESIGN _ J Beam 78.wbc Wood Works®Sizer 7.0 Jars. 24, 2007 13:47:23 COMPANY PROJECT - - V I N C I & A S S O C I A T E S k&A utz Residence- Via Chianti - - 31324 via Colinas, Suite 101 3055 Via Chianti Westlake Village, California a Quinta, CA Project No. 06-3281 ' DESIGN CHECK - .NDS 2005 Beam DESIGN DATA: --------------------------------------------------------------------------- Material: PSL - Load Case Lateral support: top= full, bottom= at supports; - B.Length Total length: 15.50 [ft] Cb Load combinations: ICBO-UBC; LOADS: ____________________________ (force=lbs, pressure=psf, udl=plf, location=ft) and 1/2" for intermediate supports -Self -weight automatically included<< ########################################################################### --------------------------------------------=------------=------------ Load DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf Type Distribution Magnitude Location Pat- SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion... Analysis value- Design Value ! Analysis/Design--I -----------I---------------I----------------1---------------- Shear fv = 15 Fv' = 285 fv/Fv' = 0.05 Bending(+) fb = 80 Fb' = 2906 fb/Fb' = 0.03 ------------ fl -dl -----------I------------I-Start-_--End-I-Start---End-- Dead Full Area 24.00 (1.33)* Live Defl'n 0.00 = <L/999 0.28-= L/360 0.01 -tern No fl -11 Live Full Area 40.00 (1.33)* No *Tributary Width (ft) 2 MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 2 Fb'- 2900 1.00 - 1.00 0.994 1.00 - 1.00 1.00 - - 2 - ------------- A==8=50= w==7=00==ft - - ------ Dead ------------- -------------- 150 438 108 Live 178 519 128 Total 328 958 235 Load Case #2 42 #2 B.Length 0.5* 0.5* 0.5* Cb 1 1.75 1 *Min. bearing length for beams is 1/2" for exterior supports and 1/2" for intermediate supports ########################################################################### DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 @12.988 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion... Analysis value- Design Value ! Analysis/Design--I -----------I---------------I----------------1---------------- Shear fv = 15 Fv' = 285 fv/Fv' = 0.05 Bending(+) fb = 80 Fb' = 2906 fb/Fb' = 0.03 Bending(-) fb = 110 Fb' = 2889 fb/Fb' = .0.04 Live Defl'n 0.00 = <L/999 0.28-= L/360 0.01 Total Defl'n 0.01 = <L/999 0.43 L/240 0.01 FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# PV. 285 1.00 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 1.000 1.00- - 1.00 1.o0 - - 2 Fb'- 2900 1.00 - 1.00 0.994 1.00 - 1.00 1.00 - - 2 Fcp' 750- - 1.00 - - - 1.00 - - - E' 2.0 million - 1.00 - - - 1.00 2 Emin' 1.04 million - 1.00 - - - 1.00 - - 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Shear LC #2 = D+L, V '= 506,.V design 409 lbs Bending(+): LC #2 = D+L, M = 548 lbs -ft Bending(-): LC #2 = D+L, M = 757 lbs -ft Deflection: LC #2 = D+L EI= 977eO6 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) Load combinations: ICBO-UBC ------------------------- 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. DATE: 1/24/2007 V N ! & . • A S S O C IAT .E S PROJECT: Lutz Residence -Via Chianti Structural -'Engineers ' 53055 Via Chianti ~ • 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE. CA 91362 La Quinta, CA p-818.575-9531 J-818.575-9581 e=vinci@vincise.com SHEET: JOB NO.: 06-3281 ENGR.: SS Check Lateral Uplift/Overturning on Beams Check loading per UBC Section .1612.4, equations 12-17 & 12-18 CASE 1A:'= ' 1.2D + 0.5L + E�, WHERE: ' CASE 1 B. "1.2D + 0.5L -Em D =DEAD LOAD ' CASE 2A. D + Em .• _ . L = LIVE LOAD CASE 26: 0 m Em = 2.8 E 1:` A "NOT REQ'D FOR SIMPLE SPAN BEAM: 78 UPLIFT_ FROM SW: 7 (6' Length) UPLIFT = 1761 lbs Em; = 14 x 2.8x 1,761 lbs / 1.7 = 4061 lbs ' y UPLIFT FROM SW: 6 (6' Length) UPLIFT _ t , 1170 lbs` ' -Em 1.4 x 2.8 x 1,170 lbs / 1.7 = 2698 lbs . W Beam 78casela."c WOOdWOrkS®, Sizer SOFTWARE FOR WOOD DESIGN Wood Works® Sizer 7.0 Jan. 24, 2007 13:46:44 - COMPANY . 'I PROJECT - - VINCII & ASSOCIAT E S Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101, Via Chianti. 153055 Westlake Village, California La Quinta, CA V&A Project No. 06-3281 DESIGN CHECK - NDS 2005 - Beam DESIGN DATA: - ----_______ MaterialPSL Lateral support: top= full, bottom= at supports; Total length: 15.50 (ft) -Load combinations: ICBO-UHC; ------------ LOADS: (force=lb,s, pressure=psf, udl=plf, location=ft). »Self -weight automatically included<z , Load Type Distribution magnitude Location Pat- i IJ Star_End Start-- End- I tern ' --- --- - ----- 1-----------I- fl -dl Dead Full Area 28.80"(1.33)- I No fl -11 Live Full Area 20.00 (1.33)* No seis-1 Wind Point 2698 0.50. No seis-2 Wind Point 4061 13.00 No " *Tributary Width (ft) M MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs,,length=in) - 8.50 7.00 ft ---------- Dead ---------------------------- 171 501 123 Live 2218 2103 2242 Total 2375 2561 2355 Load Case #4 #4 - #4 - B.Length 0.9 0.6 0.55 Cb 1" 1.62 1 , ########################################################################### DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 ®12,988 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection -in) Criterion Analysis Value Design Value ..Analysis/Design •- --------------I- ---------I'--------- - -I-------- -= Shear fv = 84 Fv' _` 379' fv/Fv = 0.22 Bending(+) fb = 845 Fb', = 3665 fb/Fb' = 0.22 Bending(-) fb = 389 Fb' = 3755 fb/Fb' = 0,10 N Live Defl'n 0.03 = <L/999 0.23 ,L/360 ". ` 0.14 Total Defl'n 0.03 = <L/999 0.35 = L/240 0.10 FACTORS F/E----CD----CM----Ct----CL-=---CV Cfu-===Cr = Cfrt=Ci=' Cn= LC# Fv' 285 1.33 1.00 - - 1.00 •1.00 "4 ." Fb'+ 2900 1.33 - 1.00 1.000 .1.00 - 1.00 1.00 - 4 ` Fb'- 2900 1.33 - 1.00 •0.972 1.00 - 1.00 1.00 - - 4 Fcp' .750 - - 1.00 -.. - - 1.00 _- E' 2.0 million- - 1.00 - , - - - 1.00 - - 4 _ Emin' 1.04 million - 1.00 - '- - - 1.00 - -- 4 Custom duration factor for wind load = 1:33- ADDITIONAL DATA Shear LC #4 = .67D+W, V = 2365, V design 2327 lbs Bending(+): LC #4 = .67D+W, M = 5791 lbs -ft Bending(-): LC #4 = .67D+W, M = 2667 lbs=ft Deflection: LC #4 = .67D+W EI= 977eO6 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) Load combinations: ICBO-UBC r 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: I - Woodworks® Sizer . - SOFTWARE FOR WOOD DESIGN Beam 78caselb.wbc Wood Works® Sizer 7.0 ' COMPANY - - - PROJECT V I N C I & A S S O C I A T E S Lutz Residence- Via Chianti 31324 Via Colinas, Suite 101 53055 Via Chianti Westlake Village, California La Quinta,.CA V&A Project No. -06-3281• - Jan. 24, 2007 13:47:06 f DESIGN CHECK - NDS 2005 - , DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 ®12.988 plf Beam DESIGN DATA: This section PASSES the design code check. -----------------------_---------------------------------------------------- Material: PSL ########################################################################### ,- Lateral support: top= full, bottom= -at .supports; ' Total length: 15.50 (ft) -Design-- - Shear = 79 Fv' = fv = - 379 fv/Pv' = 0.21 Load combinations: ICBG -UBC; 4 LOADS (force=lbs, pressure=psf, udl=plf, location=ft) Bending(-) fb = 813 Fb'.= 3735 fb/Fb' = 0.22' Live Defl'n. -0.03 <L/999 0.23 .L/360 0.14 ------- - --__Self=weight-automatically-included, Load• Type Magnitude --.------------------ Location . ,Pat- -=1_00 =FV======2851.33__ 1.00____ - .. -1 -00 4 . IDistribution Start I-Start---End-ternfl-dl Fb'- 2900 1.33 1.00 0.966 1.00. 1.00 `1.00 ' --------- - ---------------I Dead Full Area ----End 28.80 '(1:33)* No 4 fl -11 Live Full Area 20.00 (1.33)* No ' seis-1 Wind Point -2698 0.50. No -------------- Shear LC #4 = .67D+W, V = 2180, V design ' 2180 lbs seis-2 Wind Point -4061 13.00. No y *Tributary Width (ft) a ,. ' MAXIMUM REACTIONS-a=nd-BEARING_LENGTHS_--(force-lbs_-length=in)-_-'----•----' 8.50 7.00 ft -_ Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) are Analysis Uplift ---------------------------- 2131 1849 2180 ' '----P----- Dead 171 501 123 1. Please verify that the default deflection limits are appropriate , Live 89 260 64 ' 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL Total 260 760 .187 selection is for preliminary design only. For final member Load Case #2 #2 #2 3. Size factors vary from one manufacturer to another for SCL materials. B. Length 0.5* 0.5* 0.5* ' a S. Cb 1 1.75 1 ' -*Min. bearing length for beams is 1/2" for exterior supports and 1/2" for intermediate supports Jan. 24, 2007 13:47:06 f ########################################################################### } , DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 ®12.988 plf This section PASSES the design code check. ########################################################################### ,- SECTION vs.=DESIGN CODE (force=lbs, moment=lbs-ft; deflection=in) ' -Criterion- Analysis Value- Value _ Analysis/Design --�---- -Design-- - Shear = 79 Fv' = fv = - 379 fv/Pv' = 0.21 Bending(+) fb = 302 Fb' - 3865 fb/Fb' = -0.08 Bending(-) fb = 813 Fb'.= 3735 fb/Fb' = 0.22' Live Defl'n. -0.03 <L/999 0.23 .L/360 0.14 -Total -Defl_n0.03=_-<L/999-,=--0_35L/240 ---- --------=0,09---- - FACTORS: F/E CD CM Ct CL' CV - Cfu Cr, Cfrt Ci' Cn LC# A -=1_00 =FV======2851.33__ 1.00____ - .. -1 -00 4 . Fb'+ 2900 1.33 1.00 1.000 1 00 1.00 1:00 4 Fb'- 2900 1.33 1.00 0.966 1.00. 1.00 `1.00 ' 4 Fcp' 750 - - .1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - .- - 1.00 - - 4 ' Emin' 1.04 million -. 1.00 - - - - 1.00 - Custom duration Wind load =-1.33- 4 -factor -for _--- ---•--_--- ------ ------ ADDITIONAL DATA -------------- Shear LC #4 = .67D+W, V = 2180, V design ' 2180 lbs Bending(+): LC #4 = .67D+W, M = 2070 lbs -ft y Bending(-): LC #4 = .67D+W, M = 5570 lbs -ft Deflection: LC #4 = .67D+W EI= 977eO6 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) are Analysis ' ns:ICd_in-the Load combinations: ICBG -UBC --- ---(All _mbina -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., ' a S. Jan. 24, 2007 13:47:06 f 4 • � , DATE: 1/30/2007 4 I N $- &, A S S O C I A T E S SHEET: I!+ 13 ' PROJECT: Lutz Residence -Via Chianti Structural Engineers JOB NO.: 06-3281 5530555 Via Chianti a 31324 VIA COLINAS STE 101, W ESTLAKE VILLAGE, CA 91362 ENGR.: BDC La Qui nta, CA p = 818:575-9531 , f - 818.575-9581 e -,Anci@,Ancise.com FOUNDATION DESIGN - ALLOWABLE SOIL BEARING 1000 psf PAD 1 LOAD FROM: ` BM 27 P = 2576 lbs. BM,, 27 . P. = 2576 ' 5152 Ibs . »»> USE: PAD C (Panow = 16,000 Ibs) PAD 2 LOAD FROM: BM 32 , , P _. 5682' lbs BM - P = , -, BM .P_ r 5682 Ibs »»> USE: PAD A (Pal,ow _ 6,250 Ibs) PAD 3 i -LOAD FROM: BM 34 P =' .7759 lbs BM p 7759 lbs »»> USE: PAD B (Panow = 9,000 Ibs) PAD 4 LOAD FROM BM 36 P = '5091 - Ibs BM rt P = BM P _ } BM P.= 509 T'. Ibs »»> USE: PADA + : (Pauow = -6,250 Ibs) PAD 5 LOAD FROM: BM 38 P = 5987, Ibs BM 39 P, = 1889 7876 Ibs »»> USE: PAD B (Pallow = .,9;000 Ibs) DATE: 1/30/2007 1 N -C +.& A S S O C I A T E S: 'SHEET: PROJECT: Lutz Residence -Via Chianti Slructlitral Engineers JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, W ESTLAKE VILLAGE, CA 91362 ENGR: BDC La Quinta, CA p:818.575-9531 f-818.575-9581 'e-%inci@,Ancise.com FOUNDATION DESIGN ALLOWABLE SOIL BEARING = 1000 - psf PAD 6 LOAD FROM: BM 51 P =. 7186 LOAD FROM: BM'41 P = 5525 lbs BM P = 5525 lbs lbs >>> USE: PAD B (Pell"", = 9,000 »»> USE: PAD A, (Pallow = ' 6,250 lbs) PAD 7. LOAD FROM: BM 52 ` „ - P =.: 7177' s LOAD FROM: BM 49 , - P-= 11187 lbs BM P = 7177 BM P=. (P.11. = 6,00.0 lbs) PAD 10 11187 lbs »»> USE: PAD C (P.11., = 16,000 lbs) rAu o LOAD FROM: BM 51 P =. 7186 lbs BM ; P = BM 7186' lbs >>> USE: PAD B (Pell"", = 9,000 lbs)' PAD 9 LOAD FROM: BM 52 ` „ - P =.: 7177' Ibs . r BM P. - 7177 lbs ' »»> USE: PAD B (P.11. = 6,00.0 lbs) PAD 10 LOAD FROM: BM • • 55 P 18110 lbs gM' P _ - BM P = 1811.0 lbs »> USE: PAD D , (P.Ilow = 25;000 lbs) DATE: 1/30/2007 ' PROJECT: Lutz Residence -Via Chianti 53055 Via Chianti La Quinta, CA 11 8i A'S S0CIAT-ES Structural , Eng•i#eers 31324VIACOLINAS STE 101, W ESTLAKE VILLAGE, CA 91362 p-818.575-9531 f-818.575-9581 e - vinci@vincise.com SHEET: JOB NO.: 06-3281 ENGR.: BDC FOUNDATION DESIGN ALLOWABLE SOIL BEARING = 1000 psf PAD 11 LOAD FROM: . BM 62 P = '7596 lbs BM BM p = 7596. lbs »»> USE: PAD B Wallow'= 9,000 lbs) PAD 12 LOAD FROM: BM 63 P = 18157 lbs BM P = 18157 lbs .. »»> USE: PAD D (fallow = 25000 lbs) PAD 13 LOAD FROM: 'BM 64 P _ 9734 lbs. BM p = .9734 lbs »»> USE: PAD 'C (Fallow = ,16000 Ibs1' PAD 14 ' LOAD FROM: BM 68 " P = 3261 lbs BM 71, ' .. P = 7982 BM P +_ 11243 lbs >>> USE: PAD C y (pallow, '= t 16000. , Ibs) • - PAD 15 LOAD FROM: BM 71. P = 7982 lbs ' BM .. P _" ' 7982 lbs >>> USE: PAD B (Pauow = 9000 Ibs) a DATE: 1/30/2007 V N N C.1 A 'AS SO C I ATE S SHEET: I L ' PROJECT: Lutz Residence -Via Chianti Structural Engineers JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, W ESTLAKE VILLAGE, CA 91362 ENGR.: BDC La Ouinta, CA p-818.575-9531 f-818:575-9581 e'-,Arici@,Ancise.com ,µ ' FOUNDATION DESIGN . ° ALLOWABLE SOIL .BEARING „1000 psf PAD 16 ' LOAD FROM. BM 77; P = 6252 lbs BM P = 6252 lbs ' »»> USE: PAD B_� • (Peucw 9,000 _lbs) ' - DATE: 1/30/2007 V I N C I & AS S O C 1 ATE S: SHEET: L ' PROJECT: Lutz Residence -Via Chianti Structural Engineers JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, W ESTLAKE VILLAGE, CA 91382 ENGR.: BDC La Quinta, CA P - 818.575-9531 f-818.575-9581 e - vinci@%incise.com- ' FOUNDATION DESIGN' - F ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF A 2.50'x 2.50'x 12" THK PAD ' P(allow) _ (2.5'x 25) x ( 1:00 ksf); _ -6.3 k (USE 1'-0"x T-0" MIN. PEDESTAL) Mu = 1/2 (1.6 x 1.0 ksf) (0.75^2) _ 0.60 k -ft. Fu = (12" x 8"^2) /.12000 0.064 Ku = (Mu / Fu) 9:4 ' p = 0.00160 As = (12" x 8") x (0:00160) = 0.15 in^2 <= 0.60 in^2 BEAM SHEAR: v(u) ((1:6 x 1000) (1.25 -1.00) x 1') / (.85 x (12 x 8) _ 5 psi < 2 fc = 89 psi ' O.K. PUNCHING SHEAR: V(u) _ {(1.6 x 1000) (6, 1.67)) / (.85'x 4'x (1.67 x 8) 10 psi < 4 fc ='l 79 psi t O.K. ' USE; 2.50'x 2.50'x 12" THK.PAD with # 4 BARS A-12" o.c. each way, DATE: 1/30/2007 I C $; • A S S O C I A T 'E S SHEET: • 5 PROJECT: Lutz Residence -Via Chianti. Structural, Engineers JOB NO.: 06-3281 530'555 Via Chianti 31324 VIA COLINAS STE 101, W ESTLAKE VILLAGE, CA 91362 ENGR.: BDC La Quinta, CA p - 818.575-9531 If - 818.575-9581 e - vinci@vincise.com ' FOUNDATION DESIGN ' ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF 0 B 3.00'x 3.00'x 12" THK PAD • . 1` P(allow) _ (3.0'x 3.0') x (1.00 ksf) _ .9.0 k: (USE 1'-0" x 1'-0" MIN. PEDESTAL) Mu = 1/2 (1.6 x,1.0 kso (1:00^2) = 0.80 k -ft . .- Fu _ (12" x 8"^2) /.12000 0.064 ' Ku= (Mu Fu) = 12.5 ' x-- p = 0.00160 A&= (12" x 8") x (0.00160) _, 0.15 in^2, <= ,0.68 in^2 - BEAM SHEAR: v(u) = ((1.6 x 1060) (1:50-1.00) x 1) / (.85x (12 x 8) = 10 psi < 2 fc = 89 psi O.K. PUNCHING SHEAR: _ v(u) _ ((1.6 x 1000){9 -.1.67)) / (.85 x.4 x (1.67 x 8) = 18 psi < 4 f = 179 psi O.K. .3.00' -way USE: 3.00' x x 12" THK PAD with # 4 BARS 12" ox. each I DATE: 1/30/2007 '' I C 1 & ASSOCIATES SHEET: 15�� ' PROJECT: Lutz Residence-ViaChiantiStructural Engineers JOB NO.: ^ 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 _ ENGR.: BDC ' La Q W nta, CA ` p-818.575-9531 f-'818.575-9581 e-,Anci@vincise.com ' FOUNDATION DESIGN ALLOWABLE SOIL BEARING PRESSURE = 1.000 PSF C 4.00'x 4.00"x 12" THK PAD P(allow) _ (4.0'x 4.0') x ( 1.00 ksf) = ,16,0 k (USE 1'-0" x 1'-0" MIN. PEDESTAL) Mu =,1/2 (1.6 x 1.0 ksf) (1.50^2) _ ^ 1.20 k -ft Fu = (12" x 8"^2) / 12000 _ 0.064 Ku - (Mu / Fu) - 18.8 p = 0:00160 ` As = (12" x 8") x (0.00160) _„ 0.15 in^2 <_ 0.85 inA2 ' - BEAM SHEAR: • . v(u) _ ((1.6 x 1000) (2.00 - 1.00) x'1') / ('.85 x (12 x 8) = 20 psi < 2 fc = 89 psi t O. K: PUNCHING SHEAR: ' y v(u) _ ((1:6 x 1000) (16 -1.67))7 (.85 x 4 x(1.67 x 8) = _ 39 psi < 4 fc = 179 psi O.K. ' 2" THK PAD 4.00' x 4.00' x 1wi h 4 BAR - t # S 0-12 ox. each way e DATE: 1/30/2007 -VIIN C I.-&. ASSOCIATES SHEET: - � PROJECT: Lutz Residence -Via Chianti - StructuTal EngineeTs JOB NO.: 06-3281 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362 ENGR.: BDC ' La Quinta, CA P-818.575-9531 f -818.575-9581 e - visci@vincise.com FOUNDATION DESIGN ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF D 5.00'x 5.00'x 12" "THK`PAD P(allow) _ (5.0'x 5.0') x ( 1.00 ksf) = 25.0 k , .L ;(USE .1'-0" x V-0" MIN. PEDESTAL) Mu = 1/2 (1.6 x 1.0 ksf) (2:00^2)' = 1.60 k -ft Fu = (12" x 811n2) % 12000 = 0.064 Ku = (Mu / Fu) _ 25.0 p = 0.00160 As = (12" x 8") x (0.00160) 0.15 inA2 '' <= 1.02 MM2 ' BEAM SHEAR: '= C v(u) _ ((1.6 x 1000) (2.50 - 1.00) x 1') / (.85 x (12 x-8) = 29 psi < 2 f = 89 psi O.K. PUNCHING SHEAR: x v(u) _ ((1:6 x 1000) (25 - 1'.67))1(.85 x 4 x (1.67 x 8) - 65 psi < 4 fc — 179 psi 0. K. USE: 5.0'0'x 5.00'x 12" THK PAD with # 4 BARS A-12" o.c. each way A . DATE: 1/30/07 VINCI & ASSOCIATES SHEET: +y PROJECT: Lutz Residence -Via Chianti Structural Engineers JOB NO: 06-3281 1 53055 Via Chianti 31324 VIA COLINAS STE 101, WESTLAKE VILLAGE, CA 91362. ENGR: BDC La Quinta, CA P-818.675-9531 f- 818.575-9581 e - vinci@vincisemm SHEAR WALL. SCHEDULE MARK MATERIAL STUDS & EDGE NAILING SILL NAILING 4 ANCHOR BOLT3 5 ALLOW. SHEAR 6 BLOCKING' Al 15/32" STRUCT 1 Sx - 10d COMMON 16d @ 6" o.c. 5/8"@ 32" o.c. 255 PLYWOOD @ 6" o.c. B' 15/32" STRUCT 1 3x 10d COMMON 16d @ 4" O.C. 5/8" @ 24" o.c. 383 PLYWOOD @ 4" o.c.� C1 15/32" STRUCT 1 ' 3x 10d COMMON 16d @ 3" O.C. 5/8" @ 16" o.c. 499 PLYWOOD @ 3" o.c. 15/32" STRUCT 1 10d COMMON SIMPSON SDS D1 PLYWOOD 4x @ 2" o.. c 1/4 X 4 1/2" @ 3/4"@ 16" o.c. 653 - 4"o.c. E1 3/8" STRUCT 1 3X- 8d COMMON 16d @ 6" o.c., 5/8"@ 32" o.c. 207 PLYWOOD • @ 6" o.c. 1 1. Studs and blocking per schedule are required at all plywood edges only. Stagger nails in top plates. Use 2x sill plate at second floor & 3x P.T. at foundation. Use 12" long anchor bolts extending 4-1/2" 1 out of concrete. 2x stud framing may be utilized at intermediate framing. ` 2. Applied over studs at .16" o.c. + 1 3. All nails shall be COMMON nails. Nailing.at intermediate members shall be spaced at 12" o.c. 4. Based upon 1997 UBC Table No. 23 -III -C-2 s , 1 5. All exterior footings shall have"5/8" diameter anchor bolts at 48" o.c. 6. Based upon 1997.UBC Table. No 23-11-1,1 with reductions as required by County of Ventura.