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06-4313 (SFD)P.O..BOK 1504 VOICE (760) 777-7012 -11. - . I.. . "`&t�/4 78-495 CALLE TAMPICO . FAX (760) 777-7011' LA OUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-715.3 BUILDING PERMIT - Date: 6/28/07 Application Number: 06-00004313 Owner: Property Address: 53035 VIA CHIANTE VICKY/JOSEPH KRUGER APN: 772-550-008- - 560 GOLD CANYON Application description: DWELLING - SINGLE FAMILY DETACHED 'PALM DESERT, CA 92211 Property Zoning: LOW DENSITY RESIDENTIAL` (760)200-3929" Application valuation:. 425772 qa Contractor, Applicant: Architect or E er: KG CONSTRUCTION Jpp�� p 7 73416 SILVER MOON TRAIL UN 8 20'0/ PALM DESERT, CA 92260' (760)346-6639 CITY OF Lic. No.: 8191.74 FINAN E DEPT.TA �.- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----------- ---------- L . .. LICENSED CONTRACTOR'S DECLARATION - WORKER'S COMPENSATION DECLARATION fi hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with I hereby affirm under penalty of perjury one of the following declarations: r.� Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. _ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided License Class: 13 - Li nse 819174 - - • for by Section 3700 of the Labor Code, for the performance of the work for which this permit is [7 issued. r - - e: � (C ractor: ( _ - _ I have.and will maintain workers' compensation insurance, as required by Section 3700 of the Labor " - Code, for the performance of the work for which this permit is issued. My workers' compensation " OWNER -BUILDER DECLARATION insurance carrier and policy number are: - I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the - Carrier EXEMPT .Policy Number EXEMPT- - • - 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 become 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 I should become subjectto the workers' compensation provisions of Section e , license Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or 3700 of the Labor Code, I sPall forth ithose provisions. ' - • that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of. Section 7031.5 by - i/..i.0 /7 . any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: at AV / pfcant: 1 _ 1 1, as owner of the -property, or my employees with wages as their sole compensation, will do the work, and p the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The WARNING: FAILURE 70 SECURE WORKERS' 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 TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND and who does theworkhimself or herself through his or her own employees, provided that the .DOLLARS 1$100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN improvements are not intended or offered for sale. 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.). APPLICANT ACKNOWLEDGEMENT I 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. IMPORTANT Application is hereby made to the Director of Building and Safety fora permit subject to the 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of conditions and restrictions set forth on this application. property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed 1 . Each person upon whose behalf this application is made, each person at whose request and for pursuant to the Contractors' State License Law.). whose benefit work is performed under or pursuant to any permit issued as a result of this application, (_ 1 I am exempt under Sec. , B.&P.C. for this reason ' the owner, and the applicant, each agrees to; and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any.act or omission related to the work being performed under or following issuance of this permit.' Date: Owner: 2. Any permit issued as a result of this application becomes null and void if work is not commenced - within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject CONSTRUCTION LENDING AGENCY permit to cancellation. I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the I.certify that I have read this application and state that the above information is correct. I agree to comply with all Work for which this permit is issued (Sec. 3097, Civ. C.). city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above-mentioned property fo ns ection purpos s - Lender's Name: C %•n%O _ Datg7'Si ture (Applicant or Agent): G7..�/z Lender's Address: -- ' LQPERMIT Application Number . . 06-00004313 ------ Structure Information 4843 SQFT SVD -_--- Other struct.info,. CODE EDITION 01BMP04E05EN # BEDROOMS 4.00 FIRE SPRINKLERS NO _ GARAGE SQ FTG 1056.00 PATIO SQ FTG 1347.00 NUMBER OF UNITS 1.00 1ST FLOOR SQUARE FOOTAGE 3999.00 2ND FLOOR SQUARE FOOTAGE 844.00 Permit BUILDING -PERMIT• Additional desc•. Permit Fee 1780.50 Plan Check Fee 1157.33 Issue Date Valuation 425772 Expiration -Date 12/25/07 Qty Unit Charge Per Extension BASE FEE 639.50 326.00 3.5000 THOU BLDG 1001001-500,000 1.141.00 Permit... MECHANICAL Additional desc Permit Fee 173.00' Plan Check Fee-.. .. 43:25 _ Issue Date Valuation 0 Expiration Date 12/25/07 Qty Unit -Charge Per Extension BASE FEE. 15.00 2.00 9.0000 EA MECH FURNACE <=100K _ 18.00 2:00 11.0000 EA MECH FURNACE >100K 22.00 . 4.00 1.6.5000 EA MECH B/C '>3-15HP/>100K-500KBTU 66.00 7.00 6.5000 EA MECH VENT FAN .45.50 1.00 6:500-0 EA MECH EXHAUST HOOD 6.50 Permit . . ELEC-NEW RESIDENTIAL Additional desc . Permit Fee 220.63 -Plan Check. Fee 55.16 Issue Date Valuation . . . . 0 Expiration Date 12/25/07 Qty =Unit Charge Per Extension BASE FEE 15.00 4843.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 169:51 1056.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 21.12 LQPERNIIT Application Number .. . . . . 06'00004313. Permit . . . . ELEC-NEW RESIDENTIAL Qty Unit Charge Per Extension 1.00 15.0000 EA. ELEC TEMPORARY POWER POLE 15.00 Permit . . PLUMBING" Additional desc . Permit Fee . . . . 213.75 Plan Check'Fee 53.44 Issue Date Valuation 0 Expiration Date 12/25/07 Qty Unit Charge Per Extension BASE FEE 15.00 22.00 6.0000 EA PLB.FIXTURE 132..00 1.00 15.0000 EA PLB•BUILDING SEWER 15.00 2.00 7.5000 EA PLB'WATER HEATER/VENT 15.00 1..00 3.0000 EA PLB WATER INST/ALT/REP 3.00 - 1.00 9.0000 EA, PLB LAWN SPRINKLER SYSTEM 9.00 1.00 3.:0000 EA PLB GAS PIPE 1-4 OUTLETS. 3.00 9.00 :7500 EA PLB GAS PIPE >=5 6.75 1.00 15.0000 EA PLB GAS METER 15.00 Permit .. . GRADING PERMIT y Additional desc Permit Fee . . . 15.00 Plan Check Fee ". .AO Issue Date Valuation 0 Expiration Date 12/25/07 Qty Unit Charge Per Extension BASE FEE 15.00 ---.---------- - - - - -- - Special Notes and Comments 4843 SF 2 -STORY SINGLE FAMILY RESIDENCE. 2001 CBC,CMC,CPC,. 2004•CEC, 2005 ENERGY CODES **PERMIT DOES NOT INCLUDE BLOCK WALLS, FENCES, SWIMMING POOLS, SPA, WATER FEATURES and BBQ'S** Other Fees ART IN PUBLIC PLACES -RES 564.43 DIF COMMUNITY CENTERS -RES 74.00 DIF, CIVIC CENTER - RES 995.00 ENERGY REVIEW FEE 115.73 DIF FIRE PROTECTION -RES 140.00 DIF LIBRARIES - RES 355.00 DIF PARK MAINT FAC - RES 22.00 ' DIF PARKS/REC - RES 892.00 LQPE%MIT Application Number ... . . . 06-00004313 --------------------------------------------------------- Other Fees STRONG MOTION (SMI) - RES 42.57 DIF•STREET MAINT FAC -RES 67:00 DIF TRANSPORTATION - RES 1930.00 Fee summary Charged Paid Credited •Due Permit Fee Total 2402.88 .00 .00 2402.88 Plan Check Total 1309.18 500.00 .00 809.18 Other Fee Total 5197.73 :00 .00 5197.73 Grand Total 8909.79 500.00 .00 8409.79 LQPERDIIT - . P.O. BOX 1504 Building 53 '� i,� Q, J 78-495 CALLE TAMPICO AddrAss `� "`� l/o N QUINTA, CALIFORNIA 92253 C 6SIE4°'k c e 4X� Mailing �e &�� oh Cn o-� Address �j l/� • C t Cry� 6�i Zip TelTao 561 Z_q Contractor k I I Zip & Classif. I Lic. # Arch., Engr., Designer /�(" � RRXX RRXX Ju fQ�ni Zip State 7"'U� Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or im- provement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law) ❑ 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S COMPENSATION DECLARATION hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less). I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT., If, after making this Certificate of Exemption you should become 'subject to the Workers' Compensation provisions of the Labor Code, you must forthwith •comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE =BUILDING DEPARTMENT �\3 GI APPLICATION ONLY BUILDING: TYPE CONST. V —'y OCC. GRP. "gyp" l A.P. Number 7�]�,7Z_y—D il') Legal Description P_ /�j,, # � Project Description �i A� L� D A4—( ( cl� Sq. Ft. ,O Size No.No. Dw. Stories 2. Units 1 New Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. ,QU Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. 1111111111117- ___111111 �,�,mu. Infrastructure CITY O TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: YELLOW = APPLICANT PINK = FINANCE Coachella Valley Unified School District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax (760) 398-1224 This Box For District Use Only DEVELOPRR FF.FN PAID AREA: - AMOUNT ' LEVEL ONE AMOUNT:, LEVEL TWO AMOUNT: MITIGATION AMOUNT: COMM/IND. AMOUNT: DATE: RECEIPT: CHECK #: INITIALS: CERTIFICATE OF COMPLIANCE. (California Education Code 17620) Project Name: Residense is at the Hideaway Date: June 27, 2007 Owner's.Name: Joseph Kruger Phone No. 275-4920 Project Address: 53-035 Via Chiante La Quinta, CA Project Description: 1 SFD APN: 772-550-008 Tract #: Lot es: Type of Development: Residential xx Commercial Total Square Feet of Building Area: 4,843 Sq. Ft. Industrial 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: June 27, 2007 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 65995 Approval Prior to 1/1/87 Requirement Note: Number of Sq.Ft. 4,843 Amount per Sq.Ft. $3.48 Amount Collected $16,853.64 Building Permit Application Completed: Yes/No By: Carey M. Carlson, Asst. Supt., Business Services Certificate issued by: Elvira Mattson, Office Technician Signature: NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees and (2) the amount of the fees. ,Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period ih regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount•of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. At such time as this Certificate expires, if a building permit has not been issued for the project that is the subject of this Certificate, the owner will be reimbursed all fees that were paid to obtain this Certificate of Compliance. M V:c/mydocsikvfees/certificate of compliance 110Y n LIPdated 3-2007 3/9/07 .;,,,Feb. 20 2007 16:19 Andrzej W. Weber Architec 7GO 340 9502 p.2 Jan•16. 2001 1:24PM DEEP VALLEY ENTERPRISES No -4463 P• 1 ale Company "rI DOC A • 2006- 0029414 New. Ce o.: 236 Ne C�jrttparty . Riverside T{tle 01/12/2006 081 MA Feer 10.00 ORDER NO.r 2362872 ESCROW Iwo.:33053491•SVO Page t or 2 Recorded In Ofrlelal Itseards AND WHEN RECORDEDMAILTOc _ County of. Riverside Joseph C. Kruger, Truster Larry W, WordAssessor, County Clark' 6 Record■r.• Vicky Kruger, Trustee I l'IIII Ilfnl III 560 Goo ld Canyon III II ��ii Palm Desert, CA 92211. • M e V v►oe e�� w roes Mocoa ■w. .,... •rraa : 0 w - I too A a L DOPY ►ONE N(rUNpwm !- GRANT DEED ; ID THE UNDERSIGNED GRANTOR(S) DECLARES) that decumentetjr transfer tax h ;,00 (County) $.00 (CO) .. ( X ) computed on full value of property conveyed, or X) Clty acts Qulnta ( ) computed on full value less Ileus or encumbrances remaining at time of sale W' ( ( X) T619 conveyance transfers an Interesi Into or out of a Living Trust., R T § 11930 FOR A VALUABLE CONSIDERATION, r6celpt of w.hICh is hereby acki►owledaed, Joseph C. Kruger and Vicky L.. , Kruger, Trustees of The Kruger Family Trust Dated November 18, 1994 P hereby GRANT(S) to Joseph C, Kruger and Vicky. L. Kruger, Husband and WKe as Joint Tenants the following described real property In the City of to Quinta, County of RlvarsWe, State of California; BEE EXHIBIT "A' ATTACHED. HERETO AND MADE APART HEREOF Dated: January ii, 2006. ose C. Kruger, ee *V,5ikrTrUstee STATE OF COUN`TY OF.rynA ON .1[•liv� . 1 1_BEFORE lire �Q�1 . \Ir 1 (1 n+s, personally epticared C, • ` }' Vera lrwme and tl e e D-Iffcer ' f3ojnl,� -tV personally known to me (or proved to me on the balls o atlefectOry evidence) to 0the person(s) wh nBlme(a) Is/are aabacnbed to the, within Instrument and acknowledged to me that•he/sheAhey executed the Esme In hls/her/thel► euthorlcod upaclry(les), and that he his/her/thelr agnawre(s) on um Instrument the penon(s) or the entity upon behalf' f whit eraon(a) saes, executed the Instrument. • WITNESS my hand and oifkial.aeal, _ l.. . f. • VAM o08T1kQ '. • ' signature rrrw.ld f6or� M0 w►ur•a I o� • Yr Cor" iu� t00t+ Mls11ufor M.0r.ot@ryhall ; Grant Deed (258112-05.MAIL TAX STATEMENTS AS DIRECTRD ABOVr t `L. CITY OF = A QUINTA -PUBLIC WORKS/ENGINEERING DEPARTMENT t GREEN SHEET (PUBLIC WORKS CLEARANCE) FOR BUILDING PERMITS .� Form updated & effective 8/25/2005.. " Please DO NOT submit the Green " Sheet `(Public Works. Clearance) Packet to the Public Works/Engineering Department until ALL requirements listed below are complete. Incomplete applications or applications which cannot be processed will be returned to Applicant. Green Sheet approvals will be forwarded to the Building Department'directly by Public Works. 1 j Da -7 Developer: nmr,,+ Tract -No.: - Tract -Name: Lot No. Address(s): S3 -D� VOL, U_ 5 3 " -.-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. " 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 withholdgreen sheet submittal until a Pad Elevation Certificate can be / provided. Attach geotechnical certification of grading plan compliance. . / Attach recorded final map showing proposed building locations are legal lots. Attach a completed 4l acre per lot or infill project Fugitive Dust -Control project information form, PM10 plan & agreement or .provide alternative & .valid City. approved PM 10 plan set reference number or hard copy, plan. PM10 plans for commercial and residential developments (beyond F lot)are submitted separately with grading plans and are.. subject to additional requirements. 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). . I have reviewed and confirmed -the requirements listed above as presented and find the improvements 'to be sufficiently complete" for construction of.the proposed..building(s)/structure(s) "on thesubject lot(s). Pursuant tlndings,the aboeve projt,}nay be released for building .permit issuance. Recommended by: Dated: b� Declined for approval for reason(s) as follow(s); please correct and resubmit: TAPWDEPT\STAFF\Goble\Green Sheet PW Releasc\050824GREEN SHEET COVER"doc f City of La Quinta - PM 10 Project Information (<1- acre per Lot or Infill Project)* Page 1 of 3 Form updated & effective 8/25/2005 Project Information Project Contractor:' Project Phase V!X �� 1 D ADOYY\a v UY p Project Phase Project Name: Check One-� Project Tract. Number: d -q construction ❑ Demolition 'Lot Number(s): Anticipated Start Date: 0-1 Project Street Address: V1. Anticipated Com letion: 1 —0 Total acres in active construction (<1 acre per Lot): 1 F Project Contact Please Note: Dust control is -required 24 hours a day, 7 days a week, Information regardless of construction status. Person listed below is responsible for dust control during business aTid non- business hours. Name: _ . Title: Com any Name: o Cq- Mailing Address: � p �. (� LCA Q . City: State: Zip Code:. 'LZS Primary Telephone UJ 1 7 J . Number: r, Fax:�• , ��1 24 Hour Access, Emergency Phone:. C—1 LLD -I Cell Phone: ` Z PM10 Certificate Number: t /' /Z(� ' * Expanded PM 10 plans for commercial and residential developments,> 1 acre are required by the . City of La Quinta. W ' TAPWDEPT\STAFF\Goble\Green Sheet PW Release\050824MINl PM 10 PACKET GREEN SEIEET.doc r J PM 10 (<1 acre per Lot or Infill Proiect) Fugitive Dust Control Plan Page 2 of 3 Plan updated & effective 8/25/2005 This plan shall take into account applicable SCAQMD Rule 403 regulations. Training may be obtained by contacting SCAQMD (Sharon Zamora (909) 396-2183). 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'/4 inch water meter at front (south) side of pad. • EDUCATION: Responsible Dust Control Individual and key personnel shall attend SCAQMD PM 10 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 hose 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 PM 10 fencing during the construction phase. • EQUIPMENT: Extra hoses and sprinklers shall be maintained on site. • EXCAVATION MEASURES: All areas to be 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. City of La Quinta - Site Specific Construction Phase PM 10 Agreement Page 3 of 3 Agreement updated & effective 8/25/2005 J ti The signature of the property owner (or authorized representative): • . Shall act as his/her acknowledgement of ,dust control requirements and their enforceability, pursuant to AQMD Rules 403 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. ; Signature of Property Owner or Authorized Representative Printed Name Title Date Company. To: Attn: We are forwarding: ® By Messenger ❑T By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: # Of Letter of Transmittal City of La Quinta Today's Date: 'S •Z'o 78-495 Calle Tampico City Due Date .•jl p-� La Ouinta, Ca 92253 Project Address: S1035 MA O&CAM Structural Plans Plan Check #: Ed Randall Submittal: 15' ❑ 4m Revised Structural Calcs 2nd ❑ 5th Truss Calcs 3'd ❑ Other: - We are forwarding: ® By Messenger ❑T By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: # Of Descriptions: Includes: # Of Descriptions: Copies: - Copies: ❑ Structural Plans Revised Structural Plans Structural Calcs 1 Revised Structural Calcs Truss Calcs ❑ Revised Truss Calcs ❑ Soils Report ❑ Revised Soils Report ❑ Correction List ❑ Approved Structural Plans j ( Redlined Structural Plans ❑ Approved Structural Calcs Redlined Structural Calcs ❑ Approved Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ❑ Other: Comments:JI.%Q�_ Thank you! This Materia.) Sent for: ❑ Your Files ❑ Your Review ❑ Checking Other: ❑ By:�O�I Palm Desert Office : ® # (760) 360-5770 Ext. Washington Office : ❑ # (760) 404-9556 Per Your Request ❑ Approval ❑ At the request of: a CAL -SUR V INC, A California Land Survey Corporation August 2, 2007 ENGINEERING DEPARTMENT CITY OF LA QUINTA 7.8-495 Calle Tampico La Quinta, CA 92253 Re: Kruger Residence 53-035 Via Chiante: La Quinta, Ca SCH0216 City Engineer: Based on a field survey of the subject site, I observed the concrete forms for location and grade, and found the top of forms to be in substantial conformance (±0..10' vertical) with the finish floor grade of 18.50 as shown on the approved precise grading plan. Said forms do not encroach within the, building setbacks, except for the areas shown on attached exhibit "A". If you have any questions or require a copy of my field notes please contact me at the number shown below. Sincerely, ��D�.ANDSG9 Y CAL -SI V, INC. * LS 5491 N /(PrRES $30/2007 Andrew Y. Orosco L.S.5491 FCAO�� Project Manager "Surveying Today For California's Tomorrow" P.O.BOX 1249 • RIVERSIDE, CALIFORNIA • 92502 • (951)788-8357 P.O.BOX 11153 • PALM DESERT, CALIFORNIA • 92255 • (877)788-8357 H CITY OF LA Q INTA SUB-CONT A TOR LIST JOB ADDOE-38S,530?S5 VILL_ c 'htMJ�,L& PERMIT NUMBER OWNERViCJ4ia BUILDER u� �nSTTUG�Zon� This form shall be posted on the', job with the Building Inspection Card at.all times in a conspicuous place.- .Only persons appear'n on this list or their employees ale:authotized to work on this job. Any changes to this list must be approved by the Building Division prior to commencement of work. Failure to.comply will .result in a stoppage of work and/or the voidance of building permit. For each applicable trade, all information re bested below must be completed by applicant: "On File'.is not an acceptable response. Trade/Classification. • Contractor :::>r,..::;<.::.::;::State:Contractors.t3eer►se.. .;:'.'•.;?. ':: ',:.:. ': • ';,W.olkers;Com ensatior;:IrisurariCe:°`.::' '. '.. ,<:::. Git:BuspeSsLicense'.' Company Name Classification License Number Exp. Date Carrier Name Poficy Number:Exp. Date. License-NumbeF Exp. Date (e.g.*A. B. C-S) (,,x//xxxxx) (xx/xx/xx) le.g. State Fund; CaIC`omp) (Format Varies),uD (xx/xx/xx) (xxxx) Ixx/xx/xx) EARTHWORK IC-t21 :.: y - T -1D 4 A- FwJD 0,q6.-ooJ3Nb; 7 ./0%7 /010 /O�l D CONCRETE (C 8)" I .'' G - 'W09 l�J . C 3% D% `' 7 `-CD/11S -5. 3a q� 7// 5 .�/ Dl STmJCY:'STEEL'IC-51) l C-5 . .14 9 g.3/ og d 73'/33 I a 3 3/ Cly ; :.. ., ;'. i. - 'I.L.MASONRY (C-29) Q -r f}S�nlR .30 l 3/ 0 G��/�,/�^ r WUU �, iP.LUMBINC3'IC-361.1,1'' �(aCl.-1. C. 803 °3/ 08 r70458'.OD "Na 8 oZDIU J9 LATH; PLASTER IC=351 SA�. C- �13�8 l / Q�. 3 6 -7C o-I . DRYWALL (C-9')'. <..:� fP! �/ A1& T C- J �p .rl 0S S FU.JIi/� D loa 3/ -07. 1111a ..7� HVA(:. (C 20)` ' ` >;`> - - 3.9� . / S of W 5[ 1551/0/ 43 41-461a . i ELECTRICAL. (C=10)- :' �. G/ J 5 Q . / 2 D AID12c- N6 DD 0I 0 / D8 /0 91 a91� i otib F N / / 3c a� - I Y 4.3 /N08 lla4l SHEET METAL (i 431 ' ` — l / 3/ a 5 0 ' 76/� 7/ 3 FLOORING (C-`751:'^':'':>.:: r_-1_51,143011.5/31169 o0166 %6J _3D �3/ ap GLAZING IC-171`" • . <:.:..;. -/ / 3/ INSULATION�.`IC-2). ..::. Mid - 15/ q/3c ? s vB/a a�obb l 3 �l (Q-42) PAINTING* PAINTING (1I=33) S NT%/UC93 76,75 3/D 7 O w 'CERAMICTICE(C-54) 5 C-4 AM COMPfu-4001! 15 .- doa7 `'t%/ DY 57��p' S3/ CABINETS (C-4- I ' : C7(�' S - 2 L� / 3i a ti iio l UB loZlt�1�- �. �Q.�O /of / 11' FENCING (C-13)�- IANDSCAPING(G27).';:' sLAM C. ;a 9� 3 08 S S N5 0/vK 11 ! ' ' l al 08 . POOL (C-53) i c DLS6.7r - ! D'� L / / O$ G� i H R F STRUCTURAL CONSULTANTS, INC. 75-153 MERLE DRIVE, STEL B, PALM DESERT, CA 92211 r - PHONE (760) 836-1000 FAX (760) 836-0856 E- MAIL RAYMOND@RFSTRUCTURAL.COM JULY. 24, 2007 Mr.JOSEPH KRUGER t 580 GOLD CANYON DR. PALM DESERT, CA. 92211 Re.: THE KRUGER RESIDENCE 53-035 VIA CHIANTE THE HIDEAWAY COUNTRY CLUB LA QUINTA, CA... = FOLLOW-UP TO WALK THROUGH { JOB NO.: 4598 DEAR JOSEPH THIS LETTER ADVISES THAT WE HAVE OBSERVED THE STRUCTURAL REQUIREMENTS THAT ARE VISIBLE DURING CONSTRUCTION AT HE TIME OF OUR SITE VISIT. .. WE BELIEVE THAT THE AS -BUILT CONSTRUCTION AT THE TIME OF OUR VISIT IS IN GENERAL CONFORMANCE WITH OUR STRUCTURAL PLANS AND RELEVANT Jti. CORRESPONDENCE ISSUED BY OUR OFFICE. - WE OBSERVED THE BUILDING IN ITS FRAMED CONDITION PRIOj TO INSTALLATION OF DRYWALL, AND STUCCO" WE OBSERVED THE VISUAL AND ACCESSIBLE STRUCTURAL REQUIREMENTS. (EXCLUSIONS ARE ITEMS SUCH AS: FOOTING SIZE AND REINFORCEMENT, TOP PLATE SPLICES, ROOF SHEATHING, AND ANY STRAPS ABOVE THE ROOF -SHEATHING.).:. RESPECTFUL SUBMITTED ��OQROFESS/pN�l .• - �� M. < k q , cc No. 57958 m ,q Exp. 06-30-0� a - 0'l,9 CIVIL lFOF CAL1F0� ZEYAD FAQIH; _" -- c6dificatebroccupapIcy 3' c ` v a + 1 rs -Buldn `fetes , De art , b r p �n t. 9!. & -Sa Y- me }. <: This Certificate is,,issued pursuant to therequirements-,of'Section 169W the California,Building _ y �- - ; . Coale; certifying x that, at. -the 'time of issuance, this structure was ' in compliance ; ,with the r provisions of the'Building 'Code'and 'the°various ordir►arices of the: City regulating•buildingr` 2 - , - yg construction-and/or`use. % Sty _ � q.. � w4.i Y,• �`.' _ . _ mss._ -` .. Et .t` r = •'� � <. � '` - _ '- .'+. - - .£_ _ `. 1�BUILDING ADDRESS53-035 VIA CNIANfTE r ' Use classification.- SINGLETAMILY DWELLING - Building Permit No X06-4313 ' u .w• ' 'Ti` ✓J A' _ � 1, o :Y�� ♦.i } ' N: _ L ` Occupancy Group:,:R-3`'�� ya Type 6f, Construction. V - NON -RATED .� $ '',s t ° Land:Use Zone:,RL F. rA Owner of -Building: JOSEPH & VICKY KRUGER Address: U 560 GOLD -CANYON _` �` R r t r r 4. City, ST; ZIP-,PALM,DESERT,-CA 02211. , • By: STEVE TRAXEL _ r. o Date: -.SEPTEMBER 4T", 2008 Building"Officiaf n r • y y POST IN A CONSPICUOUS PLACE Sladden Engineering - '77 -725 Enfield Lane, Suite 100, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 15438 Cholame Road, Suite A, Victorville, CA 92392 (760)962-1868 Fax (760) 962-1878 February 23, 2007 Project No.. 544-07083 07-02-154 Cal -Tech Development 78-150 Calle Tampico, Suite 205 A La Quinta, California 92253 Project: The Hideaway Lot 194 - Via Chiante La Quinta, California Subject: Geotechnical Update Ref: Geotechnical Engineering Report prepared by . Earth Systems Southwest (ESS) dated April 11, 2001, File No. 08199-01, Report No. 04-04-716. Report of Testing and Observation during Rough Grading .prepared by ESS dated August 28, 2002, File No. 07117-11, Report No. 01-07-718 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated October 12, 2003, Project No. 544-2199 Report No. 03-10-647 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed single family residence. The project site identified as Lot 194 located along Via Chiante within the Hideaway Golf Club development in' the City of La Quinta, California. It is our understanding that the proposed residence will be a relatively lightweight wood -frame structure supported by conventional .shallow spread footings and concrete slabs on grade. The lot was previously graded during the rough grading of the Hideaway. project site and was subsequently regraded. The 1 rough grading, included overexcavation of the native surface soil along with the placement of engineered fill material to construct the building pads. The regrading included processing the surface soil along with minor cuts and fills to construct the individual building pads to the current configurations. Some additional overexcavation was performed in areas where the building envelopes were reconfigured. The most recent site 'grading is summarized in 'the referenced Report of Observations and Testing during Rough Grading prepared by Sladden. Engineering along with the compaction test results. February 23, 2007 -2— Project No. 544-07083 07-02-154 The referenced reports include recommendations pertaining to the construction of residential structure foundations. Based upon our review of the referenced reports, it is our opinion that the structural values included in the referenced grading report prepared by Sladden Engineering remain applicable for the design and construction of the proposed .residential structure foundations. Because the lot has been previously rough graded, the remedial grading required at this time should be minimal. The building area should be cleared of surface vegetation,. scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to a minimum of 90 percent relative compaction is attained prior to fill placement. Any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. Allowable Bearing Pressures: The allowable bearing pressures recommended in the grading report prepared by Sladden Engineering remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should .be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, .respectively. An allowable increase of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings; A friction coefficient of 0.50 times the normal dead load forces is recommended for use in design. Passive resistance may, be estimated using an equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, the frictional resistance should be reduced by one third to 0.33 times the normal dead load forces. The bearing soils are. non -expansive and fall within the "very low" expansion category in accordance with Uniform Building Code .(UBC) classification criteria. Pertinent '2001 CBC Seismic Design parameters are summarized on the attached data sheet. If you have questions regarding this letter or the 'referenced report, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEE NG0 AN QROFESS/pN 5389 2 w m cc m Brett L. Anderso Exp. 9-30-2008 Principal Engineer s�� CIVIL- �a�Q �OP CALF SER/lh Copies; 2/Cal-Tech Development 2/Mr. Satish Shah Sladden Engineering February 23, 2007 • -3- Project No. 544-07083 07-02=154 2001 CALIFORNIA BUILDING CODE SEISMIC. DESIGN INFORMATION The California Code of -Regulations, Title 24 (2001 California, Building Code) and 1997 Uniform Building Code, Chapter 16 contain substantial revisions and additions to earthquake engineering design criteria. Concepts contained in the code that will be relevant to construction of the proposed structures are summarized .below. Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes. Major fault zones considered to be most .likely to create strong ground shaking at the site are listed below. Fault Zone Approximate Distance From Site Fault Type (1997 UBC) San -Andreas 9.8 km A San Jacinto 26 km A' Based on our field observations and understanding of local geologic conditions, the soil .profile type judged applicable to this site is So, generally described as stiff or dense soil. The site is located within UBC Seismic .Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. Near -Source Near -Source Seismic Seismic Seismic - Acceleration Velocity Coefficient . Coefficient Source Factor, Na Factor, N,, Ca C� San Andreas' 1.01 1.22 0.44 Na 0.64 N� San Jacinto. 1:0 1.0 0.44 Na 0.64 N� r�. 0 - TITLE 24 REPORT Title 24 Report for: The Kruger Residence 53-035 Via_ Chiante (The Hideaway) La Quinta, CA 92253 Project Designer: Andrzej W. Weber Architect s 74-133 EI Paseo, Suite A Palm Desert, CA 92260 (760) 340-3002. Report Prepared By CJ .McFadden ' BREEZE AIR CONDITIONING 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 (760) 346-0855 ' CITY.OF LA -. QUINTA - BUILDING & SAFETY DEPT. Job Number: APPROVED FOR CONSTRUCTION DATE 10 0 BY E91 Date:�(�3l 12/15/2006 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 4.1 by Energy Soft Job Number: User Number: 3665 "uFf�cE ury 1�t TABLE OF CONTENTS Cover Page -, 1 Table of Contents 2 Form CF-1RCertificate,of Compliance 3 Form MF-1 R Mandatory Measures Summary 9 Form WS-5R Residential Kitchen Lighting...,-.11 HVAC System Heating and,Cooling Loads Summary12 Room Load Summary 15 Room Heating Peak. Loads F , 18. Room Cooling Peak Loads 21 Manufacturer's Specifications 26 Certificate Of Compliance : Residential . (Part 1 of 4) CF -1 R The_Kr_uge-L es.idence Raised Floor Area: 0 12/_1.5/_2006 Project Title 53.03.5-Lia-Chi-ay_)-La-Quinta Slab on Grade Area: Date Project Address Zone Type Average Ceiling Height: Building Permit # ft Avg. U: 0.66 (760) 346-0855 1.00 _BRE.EZE_A_IB_C_oNDI_TjnNIN_G Documentation Author Avg. SHGC: 0.45 Telephone PlanCheck/Date _Ener-Ener 84.4 15 Field Check/Date CompligAce Method wetback_ Climate Zone Wall_ TDV Energy Use Standard Proposed Compliance Wood_ 596_ (kBtu/sf-yr) Design Design Margin _0.50.0 _None_ _ti0._0_ _180--90 Space Heating 2.54 4.10 -1.56 .Door Space Cooling 59.38 56.33 3.05 Wood_ 844_ Fans 8.95 10.12 -1.17 _0_074 -R- _9 0=0.0 0_-90 Domestic Hot Water 4.99 5.03 -0.04 Wall_ Pumps 0.00 0.00 0.00 Wood- -451 Totals 75.86 75.57 0.28 Percent better than Standard: 0.4% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Building Type: n Single Family ❑ Addition Total Conditioned Floor Area: 4,843 ft2 ❑ Multi Family ❑ Existing + Add/Alt Existing Floor Area: n/a ft2 Building Front Orientation: Fuel Type: Fenestration: Area: 1,102 ft2 Ratio: 22.7% BUILDING ZONE INFORMATION Zone Name .MVAC=#1 _HVAC_#2A_&_2B _HVA. - 3 (S) 180 deg Raised Floor Area: 0 ft2 Natural Gas Slab on Grade Area: 3,999 ft2 Zone Type Average Ceiling Height: 11.7 ft Avg. U: 0.66 Number of Dwelling Units: 1.00 2,90.6 Avg. SHGC: 0.45 Number of Stories: 2 _Setback_ OPAQUE SURFACES Insulation Act. # of Frame Area Thermostat Floor Area Volume Units Zone Type Type 093 -1.2,023 -0..23_ Conditioned- -Setback- 2,90.6 _36,325 _0_6.0_ Conditioned_ _Setback_ 84.4 8,_440 011 Conditioned_ wetback_ OPAQUE SURFACES Insulation Act. Type Frame Area LI -Fac. Cay. Cont. Azm. Tilt Roof Wood- x.,073_ -0_0.32 0=3.0.0=0_0_ -345.0 Wall_ Wood_ _294_ _0..OZ4. 019 0 Q_0 0 90 Wall_ Wood_ 90 -0.074 019 -e-00- 90 _90. Wall- Wood- 210_ _0._074.0.19.0=0.0_ x.80_9Q Wall_ Wood_ 441 _0_074 019 �Q Q -270 -90. Roof Wood_ _2,.0.62 _0_032- _11,3.0_ X0.0_ _345 0 Wall_ Wood -442 _0_07-4_ 0-19_ _ER0._0_ 0__9.0 Wall_ Wood -50.4_ _0...07-4 -R-1.9.0=0_0_ 9.0_ 9Il Wall_ Wood_ 596_ -0...074 -R--19 _EZO 0 X8.0 9G _Door_ None- 24 _0.50.0 _None_ _ti0._0_ _180--90 Wall_ Wood_ 340_ _0._0.1,4--EZ1.9_ _R_-0_0_ ___2Z0_ 9.0 .Door None_ 94 0_50.0_ done_ 0=0_0_ -2Z0__9.0. .Roof Wood_ 844_ _0...0.32 0_3.0_ _R_0_0_ _3.4.5_Q Wall_ Wood_ x_92 _0_074 -R- _9 0=0.0 0_-90 Wall_ Wood- --4.86 0..074 019 __R_-0_0-90__90 Wall_ Wood_ __A95_ -0-07-4- R-1 9 __R-_0_0_ 18.0.9.0. Wall_ Wood- -451 _0.07-4- 019.0=0_0 -220_ 9.0 Vent Hgt. Area 8 -n/a 8 _n/a 8 ____n/a Gains Condition Y / N Status JA IV Reference Location / Comments New 0 - 17 ZONE_#1 N.ew _0.9-A5 ZONE #1 New -0.9-A5 ZONEA-1 New _0.9=A5 ZON1 N.ew 0.9-A5 ZONE N.ew _01-A17 ZONFJ#2 New _0.9=A5 ZONE#2 New _0.9=A5 ZONF_#2 Ne -w -0.9-A5 ZON EA? N.e-w 28-&4 ZONEA2 New _0.9=A5 ZONE1#2 New 28-A4 ZONE_ #.2 N.ew 01-A_17 7-QNE_#3 New _0.9-A5 ZONE-#3- New- _0.9-A5 ZONE *1 N.ew _0.9-A5 ZONEA3 New _0.915 ZONE_#3 EnergyPro 4.1 by EnergySoft User Number. 3665 Job Number: Page:3 of 26 1 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R The Kruger Residence 12/15/2006 Project Title Date FENESTRATION SURFACES # Type Area U -Factor' SHGC2 True Cond. Location/ Azm. Tilt Stat. Glazing Type Comments iL /2 _S.kytight_Rear_(N.)_ Skylight Rear (N) 4_0 -0-8.3-0 -NERG -0 42 NFRC -345_ 4.0 0.830 NFRC 0_42 NFRC 345 --0- New Rdstolite_S.kylight ZONE #1 0 New Bristolite Skylight ZONE #1 f3 Skylight Rear (N)_ 4.0 0.830 NFRC 0_42 NFRC 345 0 New Bristolite Skylight ZONE #1 14 Skylight Rear (N) 4.0 0.830 NFRC 0_42 NFRC 345 0 New Bristolite Skylight ZONE #1 None Skylight Rear (N)_ 4.0 0.830 NFRC 0_42 NFRC 345 0 New Bristolite Skylight ZONE #1 r6 Window Rear (N)- 48.0 0.770 116-A 0_59 116-B 0 90 New Default Double Metal Tinted Swng ZONE #1 // Window Rear �1 _Q 0.790 116 A -9 59 11�B 0.76 a W --0 lu t Double Metal ZONE #1 8 Window Left U 4.0 0.710 116-A 0.60 116-B 270 90 New tQFJ0I?JQetal Tinted(Fixed)ZONE #1 9_ Window Left (W)_ 4.0 9J_t0116-A 0.60-B 270 -Q)`lew Qefastlt Double Metal TintesZ( ix _SONE #1 _1.0 Window Left (W)_ 4.0 0_710 11&A 0.60 110 -BB 270 90 New Default Double Metal Tinted (Fixed)ZONE #1 1 t Window Left (W)_ 4.0 0.710 116-A 0_60 116-B 270 90 New Default Double Metal Tinted FixedONE #1 12 Window Left (W)- 4.0 0.710 116-A 0_60 116-8 270 90 New Default Double Metal Tinted(Fixed)ZONE #1 13. 14 15 W..indow-Left-(W)- Window Rear (N) Window Rear (N) ---A.0 147.0 30.0 9.Z101t6A_ 060 .1t6=B_27-0 0.550 NFRC 0_32 NFRC 0 0.790 116-A 0_59 116-8 0 90 NeyL--Default,Qouble MetaLIkae_d_(Eixedp_ONE #1 90 New Fleetwood Norwood 3070 ZONE #2 90 New INPO$'991ble Metal ZONE #2 16 17 Window Rear (N)_ Window Right (E)_ 171.0 35.0 0.550 NFRC 0_32 NFRC 0.790 116-A 0_59 _11&B,90 0 90 New TIl@�_ od 3070 ZONE #2 90 New SPO_ t?��Qble Metal ZONE #2 18 Window Ri hg t (E 112.5 0.550 NFRC 0_32 NFRC 90 90 New I@ od 3070 ZONE #2 10 Window Right (E)_ 24.0 0.770 116-A Q59 11 C -B 90 90 New ��Qble Metal TintedLSwno ZONE #2 I(�r 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1�. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 1 None 1.00 Comments Slab Perimeter 2 None 1.00 New ZONE #1 3 None 1.00 26-A1 New 4 None 1.00 None No Insulation 26-A1 5 None 1.00 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 16 Bug Screen 0.76 17 Bug Screen 0.76 5.0 7.0 10.0 0.1 10.0 10.0 18 Bug Screen 0.76 ' 9.0 12.5 10.0 0.1 10.0 10.0 19 Bug Screen 0.76 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 108 None No Insulation 26-A1 New ZONE #1 Slab Perimeter 175 None No Insulation 26-A1 New ZONE #2 Slab Perimeter 77 None No Insulation 26-A1 New ZONE #2 Run Initiation Time: 12/15/06 12:49:14 Run Code: 1166208554 EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number: Page:4 of 26 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R The Kruger Residence 12/15/2006 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U -Factor' - SHGCZ Azm. Tilt Stat. Glazing Type Comments 2.0. Window_RigFit_(E)_ --A8..Q _0290 116A -0_5.9116-B -90_ _9.0 Nev�Defau[LD.oub.Le-Metal ZO, F #2 21 Window Right (E) 48.0 0.770 116-A 0_59 116-B 90 90 New 5@Wt%U0PJQletal Tinted Swng ZONE #2 22 Window Right (E_ 6.0 0.710 116-A 0_60 116-B 90 90 New ® ault Double Metal Tinted FixedjZONE #2 23 Window Right U_ 6.0 0.710 116-A 0_60 116-B 90 90 New Default Double Metal Tinted FixedJZONE #2 24 Window Right L) 6.0 0.710 116 A 0_60 116 8 90 90 New Default Double Metal Tinted Fixed ZONE #2 25 Window Front (S) 123.0 0.550 NFRC 0.32 NFRC 180 90 New Fleetwood Norwood 3070 ZONE #2 26 Window Front (S)_ 9.3 0.710 116-A 0_60 116 B 180 �Q NewtW '568ble Metal Tinted (Fix ONE #2 27 Window Front (S) 32.0 0.770 116-A 0_59 116-B 180 90 New Default Double Metal Tinted Swng ZONE #2 28 Window Front (S)_ �_ 0.710116-A -0-64 116.8 180 9Q New last t I�q� _Metal Tinted (Fixedi-ONE #2 29 Window Left (W)- 24.0 0.770 116-A 0_59 116-6 270 90 New Default Double Metal Tinted(Sw�1g ZONE #2 30 Window Rear (IV)_ 20.0 0.790 116-A 0_59 116-B 0 90 New ®fault Double Metal ZONE #3 31 Window Rear (N)_ 48.0 0.770 116-A 0_59 116-6 0 90 New etal Tinted Swn ZONE #3 32. Window-RigFit_(E)_ 6A 9..7-10116= X6.0 J16 --B 99_ 9D- New -- auLMo-ub-L(,-UelaLliated_(FixedWBE-#3 33 Window Ripht (E)_ 7.5 0.710 116-A 0_60 116-6 90 90 New Default Double Metal Tinted Fixed)70NE #3 34 Window Front U 6.0 0.710 116-A 0_60 116-B 180 90 New Default Double Metal Tinted(Fixed)ZONE #3 35 Window Front U_ 6.0 0.710 116-A 0_60 116-B 180 90 New Default Double Metal Tinted (Fixed}ZONE #3 36 Window Front U 48.0 0.770 116-A 0_59 11B=B 180 90 New Default Double Metal Tinted(Swng ZONE #3 37 Window Left (W) 12.5 0.710 116-A 0_60 116-B 270 90 New ®Fault Double Metal Tinted(Fixed)ZONE #3 38 Window Left (W)- 12.5 0.710 1�1 A 0.60 1168 270_ 90 New Default Double Metal Tinted (Fixed)ZONE #3 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1168. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 20 Bug Screen 0.76 6.0 3.0 8.0 0.1 8.0 8.0 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bug Screen 0.76 H 13.7 10.0 0. 10_4 10.0 26 Bug Screen 0.76 8.0 1.2 6.0 0.1 6.0 6.0 27 Bug Screen 0.76 8.0 4.0 6.0 0.1 6.0 6.0 28 Bug Screen 0.76 8.0 1.2 6.0 0.1 6.0 6.0 29 Bug Screen 0.76 30 Bug Screen0.76 31 Bug Screen 0.76 32 Bug Screen 0.76 33 Bug Screen 0.76 34 Bug Screen 0.76 35 Bug Screen 0.76 36 Bug Screen 0.76 37 Bug Screen 0.76 38 Bug Screen 0.76 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 Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Run Initiation Time: 12/15/06 12:49:14 Run Code: 1166208554 EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number: Page:5 of 26 Y Certificate Of Compliance : Residential .(Part 2 of 4) CF -1 R The Kruger Residence 12/15/2006 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area LI -Factor' SHGC2 Azm. Tilt Stat. Glazing Type Comments 3.9. WJndow—Left_pWp_ —2.4..0_ —0JZ0 ti6A 0_59 tt6=R --2Z0_ _9.0 beau DefauLtDouble-Me-taLliated(Sw-ng_ZONF- Q Dr) 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 39 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (so (in.) Cap. Cond. R -Val. JA IV Reference Status Comments { PERIMETER LOSSES Insulation Condition Location/ R -Val. Location JA IV Reference Status Comments Run Initiation Time: 12/15/06 12:49:14 Run Code: 1166208554 EnergyPro 4.1 by EnergySoft User Number: 3665 . Job Number: Page:6 of 26 Certificate Of Compliance : Residential (Part 3 of 4) CF -1 R The Kruger Residence Water Heater # in Input Cap. . Condition Factor 12/15/2006 Project Title (gal) Status or RE 1 (%) Ext. Date 50 HVAC SYSTEMS n/a n/a Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC -#1 Central Furnace 80% AFUE Sjlit Air Conditioner 13.0 SEER New Setback HVAC -#2A & 213 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER New Setback HVAC -#3 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER New Setback HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location . R -Value Status Tested? HVAC -#1 Ducted Ducted Attic 4.2 New Yes HVAC -#2A & 2B Ducted Ducted Attic 4.2 New Yes HVAC -#3 Ducted Ducted Attic 4.2 New Yes Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Rated Tank Energy Standbyl Tank Insul. Water Heater # in Input Cap. . Condition Factor Loss R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE 1 (%) Ext. Standard Gas 50 gal. Small Gas No Pipe Insulation 1 40,000 50 New 0.58 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ft) Add 1/2" Control # HP TVDe In Plenum Outside Buried Insulation 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. 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: CJ McFadden Title/Firm: Andrzej W. Weber Architect Title/Firm: BREEZE AIR CONDITIONING Address: 74-13 I Paseo Suite A Address: 75-145 ST. CHARLES PLACE Pal esert92260PALM DESERT, CA 92211 Telephone: 76 340-3002 Telephone: (760) 346-0855 Lic. #: (signature (date) . (signature) (date) Enforce ent Agency Name: Title/Firm: Address: Telephone I EnergvPro 4.1 by EnerpvSoft User Number: 3665 Job Number: Paae:7 of 26 1 Certificate Of Compliance : Residential (Part 4 of 4) CF -1 R The Kruger Residence 12/15/2006 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 I Field The Roof "R-30 Roof' includes credit for a Radiant Barrier installed per Section 3.3.3 of the Residential Manual. I I 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 I Field installation certificate. The HVAC System "HVAC -#1" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF - 4R. The HVAC System "HVAC -#1" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. The Cooling System "PSA2BD / PGC1 RA (4 Ton) 13 SEER" includes credit for a 11.6 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System "HVAC -#2A & 2B" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. The HVAC System "HVAC -#2A & 26" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. The Cooling System "PSA213D / PGC1RA (5 Ton) 13 SEER" includes credit for a 11.6 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System "HVAC -#3" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF - 4R. The HVAC System "HVAC -#3" incorporates a HERS verified Refrigerant Charge test or a.HERS verified Thermostatic Expansion Valve. The Cooling System "PSA2131) / PGC1 RA (3 Ton) 13 SEER" includes credit for a 12.0 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number: Page:8 of 26 1 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. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Building Envelope Measures § 150(a): Minimum R-19 in wood ceiling insulation or equivalent LI -factor in metal frame. ceiling. ' ' ❑ ❑X ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value:: - ❑ ❑ ❑ y§ 150(.): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑, - ❑X ❑ apply to exterior mass walls). *§ 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. closable metal or glass door covering the entire opening of the firebox ❑ ER ❑ b. outside air intake with damper and control, flue damper and control ❑ ❑x ❑ 2. No continuous burning gas pilot lights allowed. ❑ ❑X ❑ § 150(f): Air retarding wrap installed to comply wilt§ 151 meets requirements specified in the ACM Residential Manual. ❑ ❑ ❑ § 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 ❑ ❑ ❑ permeance rate no greater than 2.0 perm/inch. § 118: Insulation specified or installed meets insulation installation quality standards.. Indicate type and ❑ ❑ ❑ include CF -6R Form: § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exflltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑X ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain and ❑ ❑X ❑ Coefficient (SHGC), 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. ❑ ❑X ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. ❑ ❑ ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems: ❑ ❑X ❑ § 1506): Water system pipe and tank insulation and,cooling systems line insulation. 1. Storage gas water heaters rated with in Energy Factor less than 0.58 must be externally wrapped with ❑ ❑X ❑ insulation 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 ❑ 0 ❑ 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 ❑ ❑X ❑ 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 ❑ ❑X ❑ and 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 ❑ ❑X ❑ maintenance, 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. ❑ ❑ ❑ EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number: Page:9 of 26 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, ❑ Q ❑ 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 181 B 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. § 118 (i): Cool Roof material meets specified criteria ❑ ® ❑ 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 ❑ ❑X ❑ 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 heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: ❑ ❑ ❑ ❑ FEW Fol 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)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts 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 ❑ ❑X ❑ 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 are controlled by a dimmer switch OR are ❑ X❑ ❑ controlled by an occupant sensor that complies with Section 1l 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 El ❑X El certified to ASTM E283 and labeled as air light (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 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 4.1 by EnergySoft User Number: 3665 Job Number: Page: 10 of 26 Residential Kitchen Lighting Worksheet WS -5R_ The Kruger Residence i 12/15/2006 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-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. _ High Efficacy Luminaire Type High Efficacy? Watts Quantity Watts Other Watts (1) 2 ft Fluorescent T8 Elec Yes X1 No 22.0 x 4 = 88 or (1) 26w Compact Fluorescent Triple 4 Pin Yes X No 37.0 x 10 = 370 or 100w Recessed Incandescent Yes No X 100.0 x 4 = or 400 Yes No` x - = or Yes No x= or Yes No x - or Yes No I Ix = or Yes No' r 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 r Yes No x = or Yes No x ` - or Yes No x = or Yes No x - or Total A: 458 B: 400 COMPLIES IF A >_ B YES GCI NO ❑ • f • - .. ��EyPro 4,1 by EnergySoft User Number: 3665 Job Number. Page: 11 of 26 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE The Kruger Residence 12/15/2006 SYSTEM NAME FLOOR AREA HVAC -#1 1,093 ENGINEERING CHECKS 11SYSTEM LOAD Number of Systems 1 Heating System Output per System 58,000 Total Output (Btuh) 58,000 Output (Btuh/sqft) 53.1 Cooling System Output per System 47,000 Total Output (Btuh) 47,000 Total Output (Tons) 3.9 Total Output (Btuh/sqft) 43.0 Total Output (sgft/Ton) 279.1 Air System CFM per System 1,600 Airflow (cfm) 1,600 Airflow (cfm/sgft) 1.46 Airflow (cfm/Ton) 408.5 Outside Air (%) 5.1 Outside Air (cfm/sgft) 0.07 Note: values above given at ARI conditions Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK 11COILHTG.PEAK CFM I Sensiblel Latent I I CFM I Sensible 798 16,434 3,036 662 20,759 0 1,485 1,582 0 0 82 3,325 1,943 82 4,630 0 0 1,485 1,582 22,728 4,979 28,553 PSA2BD / PGC1 RA (4 Ton) 13 SEER 39,263 0 58,000 Total Adjusted System Output39,263 0 58,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 of 76.4 of 110.4 of 110.4 of Supply Air Ducts Outside Air 82 cfm Heating Coil Supply Fan 109.5 of 1600 cfm ROOMS 80.0 OF 79.1 of �% Return Air Ducts 'I (COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolina Peak) I 11.0 / 77.6 of Outside Air 82 cfm 72.9/59.7 of 74.8 / 60.8 of 11111111 51.8 / 50.7 of Cooling Coil Supply Fa 1600 cfm 51.8 / 50.7 of Supply Air Ducts Fan 52.6/51.0 OF 47.5% R.H. ROOMS 72.0 / 59.3 of h Return Air Ducts `{ EnergyPro 4.1 by Energysoft User Number. 3665 Job Number: Page:12 of 26 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE The Kruger Residence 12/15/2006 SYSTEM NAME FLOOR AREA HVAC -#2A & 2B 2,906 Number of Systems 2 Heating System Output per System 86,000 Total Output (Btuh) 172,000 Output (Btuh/sgft) 59.2 Cooling System Output per System 58,000 Total Output (Btuh) 116,000 Total Output (Tons) 9.7 Total Output (Btuh/sgft) 39.9 Total Output (sgftrron) 300.6 Air System CFM per System 2,000 Airflow (cfm) 4,000 Airflow (cfm/sgft) 1.38 Airflow (cfm/Ton) 413.8 Outside Air (%) 5.4 Outside Air (cfm/sqft) 0.07 Note: values above given at ARI conditions 1EATING SYSTEM PSYCHROMETRICS (Airs1 26.0 OF 76.0 OF Outside Air 218 cfm 78.8 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK IL HTG. PEAK I t�MSensible CFM Sensible Latent 2,383 47,587 6,746 1,729 64,789 0 4,300 4,937 0 0 218 8,807 5,070 218 12,256 0 0 4,3001 4,937 64,994 11,816 86,919 PSA213D / PGC1 RA (5 Ton) 13 SEER 97,282 0 172,000 Total Adjusted System Output 87,282 0 172,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am earn Temperatures at Time of Heatina Peak) 116.4 of Heating Coil Supply Fan 4000 cfm 116.4 of -� Supply Air Ducts 115.2 of ROOMS 80.0 of y% "Return Air Ducts `{ DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0/77.60F 75.1/61.10F 52.2/51.1 OF 62.2/51.1 OF Supply Air Ducts Outside Air 218 cfm Cooling Coil" Supply Fan 53.2 / 51.6 of 4000 cfm 48.1% R.H. ROOMS 73.0/59.9 of 72.0 / 59.5 of I Return Air Ducts EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number: Page: 13 of 26 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE The Kruger Residence 12/15/2006 SYSTEM NAME FLOOR AREA HVAC -#3 844 Number of Systems 1 Heating System Output per System 43,000 Total Output (Btuh) 43,000 Output (Btuh/sqft) 50.9 Cooling System Output per System 35,000 Total Output (Btuh) 35,000 Total Output (Tons) 2.9 Total Output (Btuh/sgft) 41.5 Total Output (sgft/Ton) 289.4 Air System CFM per System 1,200 Airflow (cfm) 1,200 Airflow (cfm/sqft) 1.42 Airflow (cfm/Ton) 411.4 Outside Air (%) 5.3 Outside Air (cfmisqft) 0.07 Note: values above given at ARI conditions 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 ISensible Latent CFM I Sensible 25,252 3,968 25 584 HVAC EQUIPMENT SELECTION PSA213D / PGC1 RA (3 Ton) 13 SEER 29,459 0 43,000 Total Adjusted System Output 29,459 0 43,000 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 of 76.1 of 109.7 of 109.7 of Supply Air Ducts Outside Air 63 cfm Heating Coil Supply Fan 108.6 of 1200 cfm ROOMS 80.0 of 78.9 of 11.0 / 77.6 OF Outside Air 63 cfm 73.4/60.10F }% Return Air Ducts `{ 75.3/61.3OF. 52.3/51.2OF Cooling Coil Supply Fa 1200 cfm 52.3 / 51.2 of Supply Air Ducts Fan 53.6/51.8OF 48.7% R.H. ROOMS 72.0 / 59.7 of 1% Return Air Ducts 4 EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number: Page:14 of 26 1 PROJECT NAME The Kruger Residence DATE 12/15/2006 SYSTEM NAME HVAC -#1 FLOOR AREA 1,093 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE #1 Master Suite 1 798 16,434 3,036 798 16,434 3,036 662 20,759 PAGE TOTAL 1 798 16,434 3,036 662 20,759 TOTAL 1 798 16,434 3,036 662 20,759 EnergyPro By EnergySoft User Number: User Job Number: Page: 15 of 26 ROOM LOAD SUMMARY PROJECT NAME The Kruger Residence DATE 12/15/2006 SYSTEM NAME HVAC -#2A & 2B FLOOR AREA 2,906 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE #2 Living Area 1 2,383 47,587 6,746 2,383 47,587 6,746 1,729 64,789 PAGE TOTAL 2,383 47,587 6,746 1,729 64,789 TOTAL 1 2,383 47,587 6,746 1,72964,789 EnergyPro By EnergySoft User Number: User Job Number: Page: 16 of 26 r ROOM LOAD SUMMARY PROJECT NAME The Kruger Residence DATE 12/15/2006 SYSTEM NAME HVAC -#3 FLOOR AREA 844 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE #3 pstairs (Guest Bedroom 3&4) 1 985 19,241 2,527 985 19,241 2,527 628 19,111 PAGE TOTAL 1 985 19,241 2,527 628 19,111 TOTAL 985 19,241 2,527 628 19,111 EnergyPro By EnergySoft User Number: User Job Number: Pagel7 of 26 ROOM HEATING PEAK LOADS I Project Title Date The Kruger Residence 12/15/2006 Room Information Desian Conditions Room Name Master Suite Time of Peak Jan 12 am Floor Area 1,093 Outdoor Dry Bulb Temperature 260E Indoor Dry Bulb Temperature 80°F Conduction Area LI -Value OT of Btu/hr ti 1073.0 X X x X x X x x x X x X X X x x x x x x x x x x x x x x x x x x x x x x x x x 0.0320 X x x x x x X x X x x X x X x x x X X x x x x x x x x x x x x x x x x x x x x 54 = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = 1,854 4.0 0.8300 54 179 4.0 0.8300 54 179 4.0 0.8300 54 179 4.0 0.8300 54 179 4.0 0.8300 54 179 294.0 0.0740 54 1,175 48.0 0.7700 54 1,996 1.0 0.7900 54 768 90.0 0.0740 360 210.0 0.0740 3.9 441.0 0.0740 54 1,762 4.0 0.7100 54 153 4.0 0.7100 54= 153 4.0- 0.7100 54 54 153 4.0 0.7100 153 -4-0- -M-0 54=153 5 4.0 0.7100 perimeter = 108.0 0.7300 54 4,257 Items shown with an asterisk ('r) denote conduction through an interior surface to another room. Page Total: 14 828 Infiltration: 1.00 1 x 1.064 x 1 093 x 11.00 x 0.515 / 60] x W = 5 932 chedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 20,759 EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number: Page:18 of 26 ROOM HEATING PEAK LOADS Project Title Date The Kruger Residence 12/15/2006 Room Information Desicin Conditions Room Name Living Area Time of Peak Jan 12 am Floor Area 2,906 Outdoor Dry Bulb Temperature. 26 OF Indoor Dry Bulb Temperature 80 OF Conduction Area U -Value nT of Btu/hr Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 49 018 Infiltration: [ 1.001 x 1.064 x 2 906 x 12.50 x 0.453 / 60] x ® = 15 771 Schedule Air Sensible Area Ceiling Height ACH DT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 64,789 EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number. Page: 19 of 26 844.0 X . X X x X X X X X X x x X x x X x X x X X x X x X X x x X X x x x x x X x X X 0.0710 x X X x x X x X X x X x x X x X X X X X x-5-4-= x x x X x x x x X x X X x x X x x x 0 = = = = = = = _ = = = = = = = = = = = = = = = = =' = 2,062.0 0.0320 54 442.0 0.0740 54 147.0 0.5500 54 30.0 0.7900 54 171.0 0.5500 54 503.5 0.0740 54 35.0 0.7900 54 112.5 0.5500 54 24.0 0.7700 18.0 0.7900 48.0 0.7700 54 6.0 0.7100 54 6.0 0.7100 54= 6.0 0.7100 596.4 0.0740 54 3..Q 0..5509 54= 9.3 0.7100 32.0 0.7700 54 9.3 0.7100 54 24.0 0.5000 54 340.0 0.0740 24.0 0.5000 54 24.0 0.7700 54= perimeter =175.0 0.7300 perimeter = 77.0 0.7300 54 Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 49 018 Infiltration: [ 1.001 x 1.064 x 2 906 x 12.50 x 0.453 / 60] x ® = 15 771 Schedule Air Sensible Area Ceiling Height ACH DT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 64,789 EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number. Page: 19 of 26 v ROOM HEATING PEAK LOADS Project Title Date The Kruger Residence 12/15/2006 Room Information Design Conditions Room Name Upstairs (Guest Time of Peak Jan 12 am Floor Area Bedroom IV Outdoor Dry Bulb Temperature 26 OF Indoor Dry Bulb Temperature 80 OF Conduction Area U -Value OT of Btu/hr Default Double Metal Tinted 844.0 X x X X X X X X x x x x x x x x x x X x X X x x X X x X X X X x x X X x x X x 0.0320 x X x x x x x x X X X X X X x X x X X X X X x X x x x x X X x x X x x X X x x 54 = = = = = = = = = = = = = = = = = = = = = = = = = 1,458 192.0 0.0740 54 767 20.0 0.7900 54 853 48.0 0.7700 54 1,996 486.5 0.0740 54 1.944 6.0 0.7100 54 230 7.5 0.7100 54 288 195.0 0.0740 54 779 0,7100 54 230 6.0 0.7100 230 48.0 0.7700 54 ..9.9.6 451.0 0.0740 1,802 12.5 0.7100 54 479 12.5 0.7100 54= 479 24.0 0.7700 9.9.8 Items shown with an asterisk (•r) denote conduction through an interior surface to another room. Page Total: 14 530 Infiltration: 1.00 x 1.064 x 844 x 10.00 x 60] x &T = 4 580 chedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 19,111 EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number: Page: 20 of 26 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The Kruger Residence 12/15/2006 Room Information Design Conditions Room Name: Master Suite Outdoor Dry Bulb Temperature: 1120F Floor Area: 1,093 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 720F Outdoor Daily Range: 340F vpaque ourraces R-30 Roof R-19 Wall R-19 Wall R-19 Wall R-19 Wall Orientation Area x X X X X x x X x x x x U -Factor X. X X X X x X X X x x x CLTD 1 U 1,073.0 0.0221 56.0 N 294.0 0.0740 23.0 E 90.0 0.0740 33.0 S 210.0 0.0740 26.0 W 441.0 0.0740 33.0 0.0 32.7 4.0 89.6 Ski 0.0X 32.7+ 4.0X 89.6= N 0.0x 37.3+ 48.0X 37.3= U 0.0 37.7 18.0 37.7 W 0.0 36.5 4.0 72.1 (W 0.0x 36.5+ 4.0X Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Nage i otal Orientation Shaded Area x x X x x x GLF + + + + + + Unshaded Area x X x X X x Page GLF = = = = = (Sky) 0.0 32.7 4.0 89.6 (SkY� 0.0 32.7 4.0 89.6 C�ky 0.0x 32.7+ 4.0X 89.6= _(Sky) 0.0 32.7 4.0 89.6 Ski 0.0X 32.7+ 4.0X 89.6= N 0.0x 37.3+ 48.0X 37.3= U 0.0 37.7 18.0 37.7 W 0.0 36.5 4.0 72.1 (W 0.0x 36.5+ 4.0X 72. U 0.0x 36.5+ 1 4.0X Total Btu/hr Btu/hr Internal Gain Btu/hr Occu ants 4 x Occupants x 230 Btuh/occ. = 920 E ui ment B1 x Dwelling Units X 1,6001 Wafts/Sgft = 1,600 Infiltration: 1.064 x 1.49 x 69.25 x = 4,3g4 Air Sensible CFM ELA �T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 16434 Latent Gain Occupants 0 x Occupants x 200 Btuh/occ. _ Btu/hr 800 Infiltration: 4,771 x 1.49 x 69.25 x 1 2,9116 Air Latent CFM ELA QW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 3,036 EnergyPro 4.1 by EnergySoft User Number: 3665 Job.Number: Page:21 of 26 RESIDENTIAL ROOM COOLING LOAD SUMMARY - :1 Project Title Date The Kruqer Residence 12/15/2006 Room Information Design Conditions Room Name: Master Suite Outdoor Dry Bulb Temperature: 1120F Floor Area: 1,093 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of Outdoor. Daily Range: 340F surraces Orientation Area U -Factor Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration CLTD Page Total Orientation Btu/hr x x x X X X X X X X xX X x x X x X X x X x x x X X. X x X X X X + + + + + + + + Unshaded Area x x x X x x X x Page GLF = — = — = = = = W 0.0x 36.5+ 4.0x 72.1= (MM 0.0x 36.5+ 4.0X 72.1= W 0.0x 36.5+ 4.0X 72.1= Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration CLTD Page Total Orientation Btu/hr Shaded Area x x X x X X x X GLF + + + + + + + + Unshaded Area x x x X x x X x Page GLF = — = — = = = = W 0.0x 36.5+ 4.0x 72.1= (MM 0.0x 36.5+ 4.0X 72.1= W 0.0x 36.5+ 4.0X 72.1= Total Btu/hr Btu/hr Internal Gain Btu/hr Occu ants 4 x Occupants x 230 Btuh/occ. = 920 E uipment x Dwelling Units X 1,600] Watts/sgft = 1 1,6001 Infiltration: 1.064 x 1.49 x 69.25 x _ 4 394 Air Sensible CFM ELA .OT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 16434 Latent Gain Btu/hr Occupants I ® x Occupants x I 200 Btuh/occ. = 800 Infiltration: 4,771 x 1.49 x 69.25 x 0.00454 = 2 236 Air Latent CFM ELA n w TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 3,036 EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number: Page: 22 of 26 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The Kruger Residence 12/15/2006 Room Information Design Conditions Room Name: Living Area Outdoor Dry Bulb Temperature: 1120F Floor Area: 2,906 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F Opaque Surfaces R-19 Wall R-19 Wall Solid Wood Door R-19 Wall Solid Wood Door Orientation N N U S S (W) (W) Area Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration SIdgGIsDr 16490 HorizSldr(6050) SIdgGIsDr 19090 HorizSldr 7050 SIdgGIsDr 12690 SwngGlsDr 3080 HorizSldr(3060) SwngGlsDr 6080 FxdWdw 3020 FxdWdw (3020) U -Factor CLTD 1 x x x x x X x x x x X X 0.0710 X X X X X x X X X X X X 0.0 = = = = = 0.0221 56.0 0.0740 23.0 0.0740 33.0 0.0740 26.0 0.5000 26.0 0.0740 33.0 0.5000 33.0 37.7 U 0.0x 22.9+ 171.0x 22.9= (� 35.0 37.7 Page Total Orientation Btu/hr Shaded Area X x X GLF + + + Unshaded Area X x X Page GLF = = N 0.0x 22.9+ 147.0x 22.9= U 0.0 37.7 30.0 37.7 U 0.0x 22.9+ 171.0x 22.9= (� 35.0 37.7 0.0 72.7 E 98.8x 22.9+ 13.7X 41.9= E 0.0x 37.3+ 24.0X 72.3= E 18.0x 37.7+ 0.0x 72.7= E 0.0X 37.3+ 48.0X 72.3= E 0.0x 36.5+ 6.0X 72. E 0.0x 36.5+ 6.Ox Total Btu/hr Btu/hr Internal Gain Btu/hr Occupants X Occupants x 230 Btuh/occ. = 920 E uipment 1 x Dwelling Units X 1,6001 Wafts/sqft = 1,6001 Infiltration: 1.064 x 1.49 x 184.13 x = 11682 Air Sensible CFM ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 47 587 Latent Gain Btu/hr Occupants ® X Occupants x 2001 Btuh/occ. = 800 Infiltration: 4,771 x 1.49 x 184.13 x 0.00454 = 5,946 Air Latent CFM ELA pw TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 6,746 EnergyPro 4.1 by EnergySoft - User Number. 3665 Job Number: Page:23 of 26 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The Kruger Residence 12/15/2006 Room Information Desi n Conditions Room Name: Living Area Outdoor Dry Bulb Temperature: 1120F Floor Area: 2,906 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F que Surtaces Orientation Area . U -Factor CLTD 1 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Page Total Orientation x x x x x x1 x x x x x x Shaded Area x x x x x x x x x x x x GLF + + + + + + + Unshaded Area x x x x x x Ix Page GLF = = = = = = = E 0.0x 36.5+ 6.0x 72.1= S 123.0 22.9 0.0 22.9 S 9.3x 36.5+ 0.0x 36.6= S 320 37.3 0.0 37.4 S 9.3x 36.5+ 0.0X 36.6= Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Page Total Orientation Shaded Area x x x x x x x GLF + + + + + + + Unshaded Area x x x x x x Ix Page GLF = = = = = = = E 0.0x 36.5+ 6.0x 72.1= S 123.0 22.9 0.0 22.9 S 9.3x 36.5+ 0.0x 36.6= S 320 37.3 0.0 37.4 S 9.3x 36.5+ 0.0X 36.6= W 0.0x 37.3+ 24.0X 72.3= I Total Btu/hr 0 Btu/hr Internal Gain Btu/hr Occupants 4 x Occupants x . 230 Btuh/occ. = 920 Eqment x Dwelling Units x 1,6001 Watts/sgft = 1,6001 Infiltration: 1.064 x 1.49 x 184.13 x 4 = 11682 Air Sensible CFM ELA Z�'T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 47,5871 Latent Gain Btu/hr Occupants x Occupants x 200 Btuh/occ. = 800 Infiltration: 4,771 x 1.49 ' x 184.13 x 0.00454 = 5 946 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 6,746 EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number: Page: 24 of 26 A. . io RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The Kruger Residence 12/15/2006 Room Information Desian Conditions Room Name: Upstairs (.Guest Bedroom 3&4) Outdoor Dry Bulb Temperature: 1120F Floor Area: 844 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F Opaque Surfaces R-19 Wall Orientation Area X X X X X x x x x x x x U -Factor X X X X X x x x x x x x CLTD 1 = = = = = = = = = = = = U 844.0 0.0221 56.0 (N) 192.0 0.0740 23.0 E 486.5 0.0740 33.0 U 195.0 0.0740 26.0 W 451.0 0.0740 33.0 72.1= 433 U 0.0X 36.5+ 7.5X 72.1= 541 U 0.0 36.5 6.0 36.6 220 S 0.0 36.5 6.0 36.6 220 U 0.0 37.3 48.0 37.4 1,797 W 0.0x Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Page Total Btu/hr Orientation Shaded Area X x X x x x x x GLF + + + + + + + + Unshaded Area x x x X X X x x GLF = = = = = = = = Btu/hr U 0.0 37.7 20.0 37.7 754 (N) 0.0 37.3 48.0 37.3 1,790 U 0.0x 36.5+ 6.0x 72.1= 433 U 0.0X 36.5+ 7.5X 72.1= 541 U 0.0 36.5 6.0 36.6 220 S 0.0 36.5 6.0 36.6 220 U 0.0 37.3 48.0 37.4 1,797 W 0.0x 36.5+ 12.5X 72.1= 901 W 0.0 36.5 12.5 72. 901 W 0.0 37.3 24.0 72.3 1 736 Page Total 1 9,2911 Internal Gain Btu/hr Occu ants 4 x Occupants x 230 Btuh/oCC. = 920 P P Equipment 1 x Dwelling Units X 1 1,600] Wafts/sqft = 1 600 Infiltration: 1.064 x 1.49 x 53.48 x = 3.3Q.'; Air Sensible CFM ELA Z�T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 19,241 Latent Gain Btu/hr Occupants ® x Occupants X 200 Btuh/oCC. = 800 Infiltration: 4 771 x 1.49 x 53.48 x 0.00454 = 1.7271 Air Latent CFM ELA n w TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,527 EnergyPro 4.1 by Energysoft User Number: 3665 Job Number. Page: 25 of 26 t STRUCTURAL CALCULATIONS FOR THE KRUGER RESIDENCE CUSTOM HOUSE; .AT r THR HIDEAWAY 53-035 VIA CHIANTE LA QUINTA, 'CA. ' JOB # 4598 12/3/2006 DESIGNER: ANDRZEJ W. WEBER CLIENT: Mr. JOSEPH C. KRUGER -_ CITY OF LA OUIIVTA BUILDING & SAF EIY DEPT. ' DESIGNED BY: S.V. A��O� AA . ZEYAD FAQIR P.E. . FOR C� l(v � ON$TR(�C�TION ® ' DATE Q% gY - .. D(o > PROFESS/0X M F 91 No. 57958 y m m Exp: 06-30-0 C '100 � 0 ��9TF CAVIL �P CF CALIFORN ' R IR S,7,VCTURAL CONSULTANTS, INC. 75-153 MERLE DRIVE, STE. B, PALM'DESERT, CA., 92211 PHONE (760).836-,1000 FAX (760) 836-0856 :Prof #: 4598 ' DESIGN CRITERIA Roof Load at 3.5 to 12 slope (psf),: ' Dead Load = 24.00 Live Load = 20.00 ' Total = 44.00 Floor Load (psf): ' Dead Load = 15.00 Live Load = 40.00 Total = 55.00 ' Exterior Balcony Load (psf): Dead load = 25.00 ' Live load = 60:00 Total 85.00 ' Exterior walls ='15 psf Interior,walls = 10.00 psf Seismic zone = 4 Fault type A Na = 1.0 approximately l3 km to fault' Soil profile =.Sd ' Seismic coefficient Ca = 0.44Na Structural"system R = 4.5 R = 2.2 for cantilever steel column Seismic factor.= (2.5 x 0.44 x 1.0 x1.0)/.(1.4 x 4.5) 0.175W See calculations for rho factor. ' Wind exposure = C Wind speed = 70 mph Maximum height 15 ft wind factor ,= 17:36 psf ' Maximum height 20 ft wind factor ,= 18.51 psf Maximum height 25 ,ft wind factor = 19.49 psf Maximum height 30 ft wind factor = 2,0.15.psf Maximum height 40•ft wind factor = 21.46 psf Soil bearing pressure = 1500 psf (assumed). 1997 Uniform.Building.Code/2001 California Building Code COMPANY PROJECT WoodWorksR F Structural Consultants, Inc. KRRESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4598, Palm Desert, CA 92211 BM1 - FRONT OF BED4 SOMVARE£OR W90D DESIGN Nov. 24, 2006 09:57:54 - Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? Loadl Dead Partial Area 24.00 (7.75)* 0.00 6.75 No Load2 Constr. Partial Area 20.00 (7.75)* 0.00 . 6.75 Yes Load3 Dead Partial Area 24.00 (9.50)* 6.75 9.00 No Load4 Constr. Partial Area, 20.00 (9.50)* 6.75 9.00 Yes Load5 Dead Partial Area 24.00(11.50)* 9.00 12.25 No Load6 Constr. Partial Area 20.00(11.50)* 9.00 12.25 Yes Load? Dead Full Area 15.00 (2.00)* No -rriDucdry wiaul tIL4 MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 6'-9" 12'-3" Dead 576 Value 1924 Value 621 Live 451 74 1364 106 548 Total 1027 fb = 3288 Fb' = 1170 Bearing: Length 1.0 Bending(-) 1.0 885 1.0 Timbee-soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 74 Fv' = 106 fv Fv' = 0.70 Bending(+) fb = 603 Fb' = 1500 fb/Fb' = 0.40 Bending(-) fb = 885 Fb' = 1500, fb/Fb' = 0.59 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.04 = <L/999 0.22 = L/360 0.18 Total Defl'n 0.08 = <L/999 0.34 = L/240 0.23 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#- Fb'+= 1200 1.25 1.00 1.00 1.000 1:00 1.000 1.00 1.00 3 Fb'-= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 r 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 3 = D+C.(pattern: C_), M = 1394 lbs -ft' Bending(-): LC# 2 = D+C, M = 2046 lbs -ft Shear : LC# 2. = D+C, V = 1708, V@d = 1500 lbs Deflection: LC# 3 = D+C (pattern: C_) EI= 122.O1eO6 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) 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. Q).WoodWorks ® Distribution COMPANY R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT KRUGER RESIDENCE PROJ# 4598 Pattern 464 Palm Desert, CAp92211 BM2 - AT BATH4 Start End I Loadl Nov. 21, 2006 08:56:49 Point 618 Design Check Calculation Sheet No Load2 Constr. Sizer 2002a 548 LOADS: ( Ibs, psf, or plf ) No Load3 Load Type Distribution Magnitude Location [ft] Pattern 464 Total Start End Start End Load? Loadl Dead Point 618 2.75 No Load2 Constr. Point 548 '2.75 No Load3 Dead Full Area 15.00 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS /Ihal anti RFARINr� I FNr:T41C lint Dead 156 583 Live 84 464 Total 240 1047 Bearing: 1.0 1.0' Length Timber -soft; D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Desi n Value Anal sis/Desi n ADDITIONAL DATA: FACTORS: F CD CM Ct CL FU CV Cfu ` Cr LC# Fb'+= 1200 1.25 1.00 1,00 1.000 1.00 1.000 1.00`, 1.00. 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M-1 519 lbs -ft Shear LC# 2 = D+C, V = 1035,- V@d 1025'lbs Deflection: LC# 2 = D+C EI= 122.01e06 lb -int' ' Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis.output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Shear fv @d = 51 Fv' = -106 fv Fv' = 0.48 Bending(+) fb = 225 Fb' = 1500 fb/Fb' = 0.15 Dead Def•11n 0.00 = <L/999 Live Defl'n 0.00 = <L/999 0.11 L/360 0.02 -' Total Defl'n 0.01 = <L/999 0.16 = L/240 ,0. 09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL FU CV Cfu ` Cr LC# Fb'+= 1200 1.25 1.00 1,00 1.000 1.00 1.000 1.00`, 1.00. 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M-1 519 lbs -ft Shear LC# 2 = D+C, V = 1035,- V@d 1025'lbs Deflection: LC# 2 = D+C EI= 122.01e06 lb -int' ' Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis.output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Shear fv @d = 51 Fv' = -106 fv Fv' = 0.48 Bending(+) fb = 225 Fb' = 1500 fb/Fb' = 0.15 Dead Def•11n 0.00 = <L/999 Live Defl'n 0.00 = <L/999 0.11 L/360 0.02 -' Total Defl'n 0.01 = <L/999 0.16 = L/240 ,0. COMPANY PROJECT WoodWorks° R - Structural Consultants, Inc. KRRESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4 4598 Palm Desert, CA 92211 BM3 - RIDGE AT BED4 SOFTWARE FOR WOOD DESIGN Nov. 24, 2006 09:51:01 Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Live fv @d =' 54 Start End Start End Load? Loadl Dead Partial Area 24.00 (8.00)* 0.00 12.50 No Load2 Constr. Partial Area 20:00 (8.00)* 0.00 12.50 Yes Load3 Dead Partial Area 24.00 (6.75)* 12.50 16.25 No Load4 Constr. Partial Area 20.00 (6.75)* 12.50 16.25 Yes -Trioutary wiatn lrt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0, 2'-6" 16'-6" 1 Dead Analysis Value 1995 Value 1260 Live fv @d =' 54 1541 106 1001 Total Bending(+) fb = 3537 Fb' = 2261 Bearing: = 0.50 Bending(-) fb = 114 Fb' = 1683 fb/Fb' = 0.07 Deflection: Length 0.0 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d =' 54 Fv' = 106 fv/Fv' = 0.51 Bending(+) fb = 836 Fb' = 1687 fb/Fb' = 0.50 Bending(-) fb = 114 Fb' = 1683 fb/Fb' = 0.07 Deflection: 0.14 = <L/999 Interior Dead Live 0.12 = <L/999 0.47 = L/360 0.26 Total 0.26 = L/636 0.70 = L/240 0.38 Cantil. Dead 0.08 = L/393 Live 0.07 = L/434 0.17"= L/180 0.41 Total 1 0.15 = L/206 0.25 = L/120 0.58 ADDITIONAL DATA: FACTORS: F. CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 4 Fb'-= 1350 1.25 1.00 1.00 0.997 1.00 1.000. 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E. = 1.6 million 1.00 1.00 4 Bending(+): LC# 4 = D+C (pattern: C), M 8444 lbs -ft Bending(-): LC# 2 = D+C, M = 1147 lbs -ft Shear LC# 2 = D+C, V = 2619, V@d = 2267 lbs Deflection: LC# 4 = D+C (pattern: C) EI=1115.29eO6 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) 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.. MAXIMUM REA 0' MONS (Ibs) and BEARING LENGTHS (in) : 6'-9" 1 Dead 2124 COMPANY PROJECT 1459 WoodWorks' 182 R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B KRUGER RESIDENCE PROJ# 4598 Shear 662 Bearing: Len th Palm Desert, CA 92211 BM4 - REAR OF BED4 1.0 54FnVAaFFOR WOOD OFSiGN Dead Defl'n Nov. 24, 2006 08:28:45 Design Check Calculation Sheet Live Defl'n 0.01 = <L/999 Sizer '2002a = L/360 LOADS: ( lbs, psf, or pif ) 0.04 Total Defl'n Load Type Distribution Magnitude Location [ft] Pattern 0.08 Start End Start End Load? Loadl Dead Point 2115 0.75 No Load2 Constr. Point 1641 0.75 No Load3 Dead Full Area 15.00 (4.00)* No *Tributary Width (ft) MAXIMUM REA 0' MONS (Ibs) and BEARING LENGTHS (in) : 6'-9" 1 Dead 2124 479 Live 1459 Analysis Value 182 Total 3583 Shear 662 Bearing: Len th 1.0 1687 1.0 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2• Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 r 2 Bending(+): LC# 2 = D+C,•M = 2661 lbs -ft a Shear LC# 2 = D+C, V 620, V@d 582.lbs Deflection: LC# 2 D+C EI= 628.73e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; . SECTION vs. DESIGN CODE -NDS -1997: ( stress=psl; and in ) Criterion Analysis Value Design Value. Analysis/Design •- fv/Fv' = Shear Bending(+) fb = 386 Fb' 1687 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2• Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 r 2 Bending(+): LC# 2 = D+C,•M = 2661 lbs -ft a Shear LC# 2 = D+C, V 620, V@d 582.lbs Deflection: LC# 2 D+C EI= 628.73e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. fv @d"= 17 Fv' = 106 fv/Fv' = 0.16 Bending(+) fb = 386 Fb' 1687 fb/Fb' _ 0.23 ' Dead Defl'n 0.02 = <L/999 Live Defl'n 0.01 = <L/999 0.22 = L/360 0.04 Total Defl'n 0.03 = <L/999 0.34 = �L/240 0.08 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2• Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 r 2 Bending(+): LC# 2 = D+C,•M = 2661 lbs -ft a Shear LC# 2 = D+C, V 620, V@d 582.lbs Deflection: LC# 2 D+C EI= 628.73e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks0 R F Structural Consultants, Inc. KRRESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4598 Palm Desert, CA 92211 BM5 - REAR OF TRELLIS SOFFIVARF FOR WOOD DESIGN Nov. 21, 2006 12:40:28 - Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif) " oad. Type Distribution Magnitude Location"(ft] Pattern. liooad2 455 Total Start End Start End Load? adl Dead Full Area 10.00 (6.50)* Length No fb/Fb' = Constr. Full Area 10.00 (6.50)* L/803 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 0' 14' Dead 524 Value 524 Live 455 Shear 455 Total 979 106 979 Bearing: Bending (+) fb = 797 Length 1.0 fb/Fb' = 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Anal sis Value Design .Value D Anal Design Shear fv @d = 2 Fv' = 106 fv/Fv' = 0. 1 Bending (+) fb = 797 Fb' 1500 fb/Fb' = 0.53 Dead Defl'n 0.21 = L/803 Live Defl'n 0:18= L/925 0.47 = L/360 0.39 Total Defl'n 0.39 L/930 0.70 = L/240 '0.56 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000, 1.:00. 1."000 1.00' 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.,00 -" E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 3425 lbs -ft Shear LC# 2 = D+C, V = 979,.V@d 891.1bs Deflection: LC# 2 = D+C EI= 309.37e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind' I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load WoodWo rks® Distribution COMPANY' R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT KRUGER RESIDENCE PROJ# 4598 Pattern Shear 250 Palm Desert, CA 92211 BM6 -REAR OF LAUNDRY Start End SOFTWARF FOR WOOD OfSICM Loadl Nov. 21, 2006 16:07:01 Full Area Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 250 Total Start End Start End Load? Loadl Dead Full Area 24.00 (5.00)* Length No Load2 Constr. Full Area 20.00 (5..00)* No Load3 Dead Full Area 15.00(10.00)* L/360 No -rriDucdry wrucn (i L) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 5' Dead 687 687 Live 250 Shear 250 Total 937 •2527 937 Bearing: . 1.0 = 858 1.0 Length PSL, 2.OE, 290OFb, 2-11/16x5-1/2" Self Weight of 4.62 plf automatically included in loads; Load combinations: ICSO-UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs, lbs -ft, or in) Criterion Analysis Value• Design ',' 1 o ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 0.90 1.00 1.00 1.000. 1.09 1.000 1.00 1.00 1 Fv' = 285 0.90 1.00 1.00 1 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 1' = D only, M = 858 lbs -ft Shear : LC# 1 = D only, V = 687, V@d = 561 lbs Deflection: LC# 2 = D+C EI= 74.52e06 lb-in2. Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind' I=impact. C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify.that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 1. Value Anal sis/Desi n Shear V @d = 561 Vr = •2527 V Vr = 0.22 Bending(+) M = 858 Mr = 3214 M/Mr 0.27_ Dead Defl'n 0.05'='<L/999 Live Defl'n 0.02 = <L/999 0.17 = L/360 0.11 Total Defl'n 0.07 = L/848 0.25 = L/240 0.28 ',' 1 o ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 0.90 1.00 1.00 1.000. 1.09 1.000 1.00 1.00 1 Fv' = 285 0.90 1.00 1.00 1 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 1' = D only, M = 858 lbs -ft Shear : LC# 1 = D only, V = 687, V@d = 561 lbs Deflection: LC# 2 = D+C EI= 74.52e06 lb-in2. Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind' I=impact. C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify.that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 1. Dead 1352 COMPANY R F Structural Consultants, Inca 75-153 Merle Drive; Suite B PROJECT KROJ# 4 RESIDENCE PROJ# 4598 WoodWorks@ Palm Desert, CA 92211 BM7 - RIGHT OF GARAGE Total Nov. 21, 2006 13:03:31 106 Design Check Calculation Sheet Bearing: Sizer 2002a Point LOADS: ( Ibs, psf, or pif ) 2.00 Load Type Distribution Magnitude Location [ft] Pattern Load3 • Start End Start End Load? Full Area Loadl Dead Point 686 2.00 No Load2 Constr. Load4 Constr. Full Area 20.00(13.00)* L/360 No Loads Dead Partial Area 15.00 (2.50)* 0.00 2.00 No Load6 Live Partial Area *Tributary Width (ft) 0.00 2.00 MAXIMUM REI and BEARING LENGTHS fin) - Load? 0' 3'-9" 24.00 (4.50)* 0.00 2.00 No LoadB Constr. Partial Area 20.00 (9.50)* 0.00 2.00 No Load9 Dead Partial Area 15.00(10.00)•* 0.00 2.00 No Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in.loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value Analysis/Desi n ADDITIONAL DATA: FACTORS: F CD CM' Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 85 '1.25 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 3 = D+L+C, M = 2340 lbs -ft Shear LC# 3 = D+L+C, V = 2235, V@d = 1747 lbs Deflection: LC# 3 = D+L+C EI= 122.01e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Dead 1352 1122 Live 883 Shear 722 Total 2235 106 1894 Bearing: Point 250 2.00 No Load3 Dead Full Area 29.-00(13.00)* No Load4 Constr. Full Area 20.00(13.00)* L/360 No Loads Dead Partial Area 15.00 (2.50)* 0.00 2.00 No Load6 Live Partial Area 40.00 (2.50)* 0.00 2.00 No Load? Dead Partial Area 24.00 (4.50)* 0.00 2.00 No LoadB Constr. Partial Area 20.00 (9.50)* 0.00 2.00 No Load9 Dead Partial Area 15.00(10.00)•* 0.00 2.00 No Dead 1352 1122 Live 883 Shear 722 Total 2235 106 1894 Bearing: fb = 1013 Fb' Length 1.0 Dead Defl'n 1.0 Shear fv @d = 87 Fv' = 106 fv/Fv' = 0.82 Bending(+) fb = 1013 Fb' 1500 fb/Fb' = 0.68 Dead Defl'n 0.03 = <L/999 Live Defl'n 0.02 = <L/999 '0.13 = L/360 0.14 Total Defl'n 0.05 = L/991 0.19 = L/240 0.24 1 'LOADS: (lbs,psforplf) COMPANY PROJECT ° R F Structural Consultants, Inc. KRUGER RESIDENCE Works 75-153 Merle Drive, Suite B' PROJ# 4598 Palm Desert, CA 92211 BM7A'- RIGHT OF GARAGE, SOMVARE FOR WOOD OEsICN Feb. 16, 2007 03:33:12 Design Check Calculation Sheet Sizer 2002a Load Type Distribution Magnitude Start End. Location [ft] Start End Pattern Load? Loadl Dead Point 686 2.00 No Load3 Dead Full Area 24.00(13.00)* 2160 No Load5 Dead Partial Area. 15.00 (2.50)* 0.00 2.00 No Load6 Live Partial Area 40.00 (2.50)* 0.00. 2.00 No Load7 Dead Partial Area 24.00 (4.50)* 0.00 2.00 No Load9 Dead Partial Area 15.010(10-00)* 0.00 2.00 No LOadB Wind IPoint I 888.1 r2-0'07 I No ,TriDucary wiaLn trL) MAXIMUM REACTION 0' Dead Live Total.. Bearing: 1367 1468 2835 v 6 1137 1704 2891 Value Analysis/Design Shear Length 1.0 Fv' = 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 62 Fv' = 136 fv/Fv' = 0.46 Bending(+) fb = 458 Fb' = 2160 fb/Fb' = 0.21 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.19 = L/240 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# , Fb'+= 1350 1.60 1.00 1.00 1.000 1.00. 1.000 1.00 1.00 4 Fv' = 85 1.60 1.00 1.00 4 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 1 Bending(+): LC# 4 = .67D+W, M = 4628 lbs -ft .Shear LC# 4 = .67D+W, V = 2813, V@d = 12627 lbs Deflection: LC# 4 = .67D+W EI=1115.29e06 lb -int Total Deflection = 1.00(Dead Load Deflection)` + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated). (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Load Wo o d Wo r ks ® Distribution R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT KRUGER RESIDENCE PRO.# 4598 Pattern Load? Loadl Dead PalmCOMPANY Desert, CA 92211 BM78 - RIGHT OF GARAGE 2.00 SOFFIVARE FOR noon DESI& - Load3 Feb. 16, 2007 03:34:27 Full Area 29.00(13.00)* Design Check Calculation Sheet No Load5 Dead Sizer 2002a 15.00 (2.50)* LOADS: ( Ibs, psf, or pif ) No Load6 Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? Loadl Dead Point 686 2.00 No Load3 Dead Full Area 29.00(13.00)* Bearing: No Load5 Dead Partial Area 15.00 (2.50)* 0.00 2.00 No Load6 Live Partial Area 40.00 (2':50)* 0.00 2.00. No Load7 Dead Partial Area 24.00 (4.50)* 0.00 2.00 No Load9 Dead Partial Area 15.00(10.00)* 0.00 2.00 No Load8 Wind Pbint L/240 _•2:00; No -Trivuzary wiucn trci MAXIMUM REA 7 0` 3`-9" 1 Dead 1367 1137 Live Uplift 147 886 / j a --� . �(s% 1/ (/�'�; v v ( �r r/S %Y�� 53 1299 Total 1513. -) 1190 0.26 Bending(+) A 197 Bearing: = 1215 fb/Fb' = 0.12 Length 1.0 259 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design ADDITIONAL DATA: Value Anal sis/Desi n Shear fv @d = 36 Fv' = 136 fv Fv' = 0.26 Bending(+) fb = 197 Fb' = 1215 fb/Fb' = 0.12 Bending(-) fb = 259 Fb'• = 2147 fb/Fb' = 0.12 Dead Defl'n negligible 1.60 1.00 1.00 Live Defl'n 0.01 = <L/999 0.13'= L/360 0.06 Total Defl'n 1 0.00 = <L/999 1 0.19.= L/240 0.02 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000. 1.00 1.00 1 Fb'-= 1350 1.60 1.00 1.00 0.994 1.00 1.000 1.00 1.00 4 Fv' = 85 1.60 1.00 1.00 4 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Bending(+): LC# 1 = D only, M = 1488 lbs -ft Bending(-): LC# 4 = .67D+W, M = 2616 lbs -ft Shear LC# 4 = .67D+W, V = 1327, V@d 1513 lbs,' Deflection: LC# 4 = .67D+W EI=1115.29e06 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) COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESID NCE Woodwelrks'75-153 Merle Drive, Suite B BM8 - LA Palm Desert, CA 92211 BM8 ATT LAUNDRY soFMARE FOR WOOD Df9CN Nov. 21, 2006 13:15:42 Design Check Calculation Sheet . Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern - Load? Loadl Dead Full Area 25.00 (5.50)* 85 No Load2 Live Full Area 60.00 (5.50)* Fb' = Yes Load3 Dead Full Area 15.00 (4.00)* 603 No Load4 Dead Point 285 10.00 No Load5 Dead Point 120 0.00 No Load6 Dead Full Area 24.00, (3.00)* Interior Dead No Load? Constr. Full Area 20.00 (3.'00)* Yes -TrlDutary wlaLn (rL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0. 6'-9" 10' Dead 719 Value' 2510 Value Anal sis/Desi n Live 1316 63 2889 85 fv/i - Total 2030 fb = 5399 Fb' = 1350 Bearing: 0.26 Bending(-) fb = 603 Fb' = Length 1.0 0.45 1.6 0.0 Timber -soft, D.Fir-L, No. 1; 6x10" � I Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBG -UBC; WARNING: point loads applied at support locations only affect maximum reactions and bearing lengths. The point loads have been added to the reactions without regard for load patterns. SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value' Design Value Anal sis/Desi n Shear fv @d = 63 Fv' = 85 fv/i - 0.74 Bending(+) fb = 346 Fb' = 1350 fb/Fb',= 0.26 Bending(-) fb = 603 Fb' = 1350 fb/Fb' 0.45 Deflection: 0.00 = <L/999 Interior Dead Live 0.03 = <L/999 0.22 = L/360 0.13 Total 0.03 = <L/999 0.34 = L/240 .0.09. Cantil. Dead 0.04 =.<L/999 Live 0.06 = L/692 0.22 = L/180 0.26 Total 1 0.09,= L/422 0.33:= .L/120• 0.28. ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu' Cr LC# Fb'+= 1350 1.00. 1.00 1.00 1.000 1.00 1.000 1.00 .1.00 5 Fb'-= 1350 1.00' 1.00 1.00 1.000 1.00 1.000 -1.00 1.00 2 Fv' 85 1.00 1.00 1.00 2 Fcp'= 625 1.00. 1.00 - E' = 1.6 million 1.00 1.00 + 12 Bending(+): LC#'5 = D+L (pattern: L), M = 2382 lbs -ft. Bending(-): LC# 2 = D+L, M = 4158_lbs-ft Shear : LC# 2 = D+L, V = 2681, V@d = 2197 lbs Deflection: LC#12 = D+L+C '(pattern: _x) EI= 628.73e06.1b-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 Pattern: s=S/2, X-L+S or L+C, _=no pattern load in this span) Load WOOdWo rks Distribution COMPANY R F Structural Consultants, Inc. 7alm Merle Drive, Suite B PROJECT KRUGER RESIDENCE Pattern Shear 1238 Palm Desert, CA 92211 BM9PROJ# BM9 - RIGHT OF LAUNDRY RIGHT Start End SOFnvARE FOR WOOD DFsIcx Loadl Nov. 21, 2006 13:20:30 Point 2510 Design Check Calculation Sheet No Load2 Live Sizer 2002a 2889 LOADS: ( Ibs, psf, or plf ) Load3 Dead Load Type Distribution Magnitude Location [ft] Pattern Shear 1238 Total Start End. Start End Load? Loadl Dead Point 2510 1.50 No Load2 Live Point 2889 1.50 No Load3 Dead Full Area 15.00 (4.00)* L/360 No -rrinuLary wiaLn tIL) MAXIMUM REACTION 3'-6" Dead 1566 ' 1207 Live 1651 Shear 1238 Total 3216 - 2445 Bearing: fb = 469 Fb' = Length 1.0 Dead Defl'n 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" . Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) . Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 75 Fv' = 85 fv/Fv' = 0.88 Bending(+) fb = 469 Fb' = 1'350 fb/Fb'..= 0.35 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.00 = <L/999 0.12 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.18 = L/240 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00' 1.00 2 Bending(+): LC# 2 = D+L, M = ' 4740 lbs -ft Shear LC# 2 = D+L, V = 3216, V@d = 3145 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2. Total Deflection = 1.00(Dead Load Deflection) +..,Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: ' 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Load WoodWorks® _Distribution flumrAN T R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B rRVJ=%1 1 KROJ# 4 RESIDENCE PROJ# 4598 Pattern. Load? Loadl Dead Palm Desert, CA 92211 BM10 - LEFT OF BATH2 10.50 No Load2 Nov. 21, 2006 16:15:59 Point 1316 Design Check Calculation Sheet Yes Load3 Dead Sizer 2002a 686 LOADS: ( Ibs, psf, or plf ) No Load4 Live Point 250 6.75 Load Type _Distribution Magnitude Start End Location [ft] Start E d Pattern. Load? Loadl Dead Point 714 10.50 No Load2 Live Point 1316 10.50 Yes Load3 Dead Point 686 6.75 No Load4 Live Point 250 6.75 Yes Loads Dead Partial Area 15.00 (2.50)'*• 0.00 6.75` No . Load6 Live Partial Area •40.00 (2.50)* 0.00 6.75 Yes Load7 Dead Partial Area 15.00(10.00)* 0.00 6.75 No Load8 Dead Partial Area 24.00 (4.50)* 0.00 6.75 No Load9 constr. IPartial Area 1 20.00 (4.50)* 0.00 6.75 Yes ,Tributary wiatn (rt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0. 8•-6° 10'-6° Dead 1207 2269 Self Weight of,7.77 plf automatically included in loads; Live 825 SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or In) 2333 Design Value Analysis/Design V/Vr =.-0.98 Total 2032 �J �r�,.ti 4603 Mr = `9533 Bearing: 0.36 Bending(-) M = 4076 Mr = Length 1.0 0.43 2.3 0.0 ADDITIONAL DATA: FACTORS: F CD CM. Ct CL -CF CV Cfu Cr LC_# Fb'+= 2900 1.00 1.00- 1.00 1.000, 1.03 1.000 1.00 1.00' 5 Fb'-= 2900 1.00 1.00 1.00 1.000 1.03 1.000 1.00' -1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00.. 1.00 6 Bending(+): LC# 5 = D+L (pattern: L ), M = 3439 lbs -ft. " Bending(-): LC# 2 = D+L; M = 4076 lbs -f t' Shear LC# 2 = D+L; V = 2281,.V@d 2287 lbs Deflection: LC# 6 = D+L (pattern: L) EI=.354.51e06 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) PSL, 2.6E, 2900Fb, 2-11116x9-1/4" Self Weight of,7.77 plf automatically included in loads; Load combinations: ICBO-UBC; V @d = SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or In) Criterion Analysis Value Design Value Analysis/Design V/Vr =.-0.98 Bending(+) M = ADDITIONAL DATA: FACTORS: F CD CM. Ct CL -CF CV Cfu Cr LC_# Fb'+= 2900 1.00 1.00- 1.00 1.000, 1.03 1.000 1.00 1.00' 5 Fb'-= 2900 1.00 1.00 1.00 1.000 1.03 1.000 1.00' -1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00.. 1.00 6 Bending(+): LC# 5 = D+L (pattern: L ), M = 3439 lbs -ft. " Bending(-): LC# 2 = D+L; M = 4076 lbs -f t' Shear LC# 2 = D+L; V = 2281,.V@d 2287 lbs Deflection: LC# 6 = D+L (pattern: L) EI=.354.51e06 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) ' Shear V @d = 2287 Vr 9723 V/Vr =.-0.98 Bending(+) M = 3439 Mr = `9533 M/Mr = 0.36 Bending(-) M = 4076 Mr = 9533 M/Mr = 0.43 Deflection: 0.08 = <L/999 Interior Dead Live 0.07 = <L/999 0.28 = L/360 0.23 Total 0.15 = L/681 0.43 = L/240 0.35: Cantil. Dead negligible. Live 0.09 = L/267 0.13 =' L/180 0.67 Total 1 0.05 = L/481 0.20 = L/120. 0.25 ADDITIONAL DATA: FACTORS: F CD CM. Ct CL -CF CV Cfu Cr LC_# Fb'+= 2900 1.00 1.00- 1.00 1.000, 1.03 1.000 1.00 1.00' 5 Fb'-= 2900 1.00 1.00 1.00 1.000 1.03 1.000 1.00' -1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00.. 1.00 6 Bending(+): LC# 5 = D+L (pattern: L ), M = 3439 lbs -ft. " Bending(-): LC# 2 = D+L; M = 4076 lbs -f t' Shear LC# 2 = D+L; V = 2281,.V@d 2287 lbs Deflection: LC# 6 = D+L (pattern: L) EI=.354.51e06 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) ECT - 'LE R'F Structural Consultants, Inc. KRUGER RESIDENCE Wood)lor'ks® 75-153 Merle Drive, Suite B PRO'# PalmCOMPANY Desert, CA 92211 PROJBM10A -LEFT OF BATH2 SOFMARF FOR WOOD DFSMY Feb. 16, 2007 03:46:08 Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) Load Type_ Distribution Magnitude Start. End Location [ft] Start End Pattern Load? Loadl Dead Point 714 10.50 No Load2 Live Point 1316 10.50 Yes Load3 Dead Point 686 6.75 No Load5 Dead Partial Area 15.00 (2.50)* 0:00 6.75 No Load6 Live Partial Area 40.00 (2.50)* 0.00 6.75 Yes Load7 Dead Partial Area 15.00(10.00)* 0.00 6.75 No Load8 Dead Partial Area 24.00 (4.50)* 0.00 6.75 No Load9 wind Point 3.8_8.1 61-78 No- -Trinutary w1aLn (zL) MAXIMUM REACTIONS (lbs) and BEARING. LENGTHS (in) : 0' 8'-6" 10'-6" Dead 1223 Value 2295 Value Analysis/Design Live 672 4263 3732 11438 V/Vr = Total 1895 Cho 0o �i,"`�� 6027 11 Mr= 33370.,M/Mr Bearing: 0.19 Bending(-) M = 4084 Mr =- Length 1.0 0.20 3.0 0.0 PSL, 2.OE, 290OFb, 2-11/16x14" Self Weight of 11:76 plf automatically included in loads; Load combinations: ICBO-UBC; - SECTION vs. DESIGN CODE NDS -1997: (lbs, Ibs-ft, or in) Criterion Analysis Value Design, Value Analysis/Design Shear V @d = 4263 Vr = 11438 V/Vr = 0.37 Bending(+) M = 6240 Mr= 33370.,M/Mr = 0.19 Bending(-) M = 4084 Mr =- 20856 M/Mr = 0.20 Deflection: 0.02 = <L/999 Interior Dead Live 0.03 = <L/999 0.28 = L/360 0:12_ Total 0.06 = <L/999 0.43 = L/240. 0.1.4 Cantil. Dead 0.01 = <L/999 Live 0.03 = L/688 0.13 ,L/180 0.26 Total 0.05 = L/514 0.20 = L/120 0.23 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.60 1.00 1.00 1.000 0.98 1.000 1.00 1.00 4 Fb'-= 2900 1.00 1.00 1.00 1.000 0.98 1.000,..1.00',.1.00_ 2 Fv' = 285 1.60 1.00 1.00 3 Fcp'= 750 1.00. 1.00 - E' = 2.0 million 1.00 1.00 4 . Bending(+): LC# 4 = .67D+W, M 6240 lbs -ft Bending(-): LC# 2 = D+L, M = 4084 lbs -ft Shear LC# 3 = D+.75(L+W) V 4249, V@d = 4263 lbs Deflection: LC# 4 = .67D+W ' EI=1229.08606 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 WoodWorks' Distribution COMPANY R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT KRUGER RESIDENCE PROD# Pattern Load? Loadl Dead Palm Desert, CA 92211 - LE BM106 -LEFT OF BATH2 10.50 ipFf1YAREFOR N'OOD DF�lGN Load2 Feb. 16, 2007 03:47:30 Point 1316 Design.Check Calculation Sheet Yes Load3 Dead Sizerr2002a 686 LOADS: (Ibs, psf, or plf ) Load5 Dead Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Point 714 10.50 No Load2 Live Point 1316 .10.50 Yes Load3 Dead Point 686 6.75 No Load5 Dead Partial Area 15.00 (2:50)* 0.00 6.75 No Load6 Live Partial Area 40.00 (2.50)* 0.00 6.75 Yes Load? Dead Partial Area 15:00(10.00)* 0.00 6.75 No Load8 Dead Partial Area 24.00 (4.50)*. 0.00 6.75 No Load9 Wind jPoint 4u8'83► 1 6T.55 No -TriouLary wjuLn (LL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8'-6° 10'-6° Dead 1223 Design 2295 Anal sis/Desi n -Analysis Shear Live 407 7149 1894 0.29 Bending(+) Uplif^t Mr = I� IS ^� 1519 0.16 Bending(-) Totalt 1630 93 4189 0.20," Deflection: Bearing: negligible Length' 1.0 2.1 Interior Dead 0.0 PSL, 2.OE, 290OFb, 2-11116x14" Self Weight of 11.76 plf automatically included in loads; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (Ibs, Ibs-ft, or In) Criterion Value Design Value Anal sis/Desi n -Analysis Shear V @d = 2096 Vr = 7149 V/Vr = 0.29 Bending(+) M = 3262 Mr = 20856 M/Mr = 0.16 Bending(-) M = 4084 Mr = 20856 M/Mr 0.20," Deflection: negligible Interior Dead Live 0.05 = <L/999 0.28 = L/360 0.17 Total 0.02 = <L/999 0.43 =, L/240 0.06 Cantil. Dead negligible Live 0.04 = L/549 0.13 = L/180 0.33 Total 1 0.03 = L/751 0.20 = L/120 0.16 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF_ CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 '0.98 1.000 1.00 1.00" 5 - Fb'-= 2900 1.00 1.00 1.00 1.000. 0..98 1.000 1.00 1.00 2 Fv' = 285 1.00 .1.00 1.00 - 2 Fcp'= 750 1.00 1.00 " E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 5 = D+L (pattern: L_), M 3262 lbs -ft Bending(-): LC# 2 = D+L, M'= 4084 lbs -ft Shear : LC# 2 = D+L, V = 2082, V@d = 2096 lbs Deflection: LC# 3 = D+.75(L+W) EI=1229.08e06 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) LOADS: ( Ibs, psf, or plf ) Load COMPANY PROJECT WoodWorks75-153 Location [ft] Start End R F Structural Consultants, Inc. Merle Drive, Suite B KRUGER RESIDENCE Dead Point Palm Desert, CA 92211 BPROJ#M 11 - AT B BM11 AT ATH2 ` SOFTWARE FOR WOOD DFS16M Load2 Nov. 21, 2006 16:28:11 Point Design Check Sizer Calculation Sheet 2002a No LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Point 1226 5.00 No Load2 Live Point 825 5.00 No Load3 Dead Partial Area 25.00 (5.50)* 5.00 12.00 No Load4 Live Partial Area 60.00 (5.50)* 5.00 12.00 No Load5 Dead Full Area 15.00 (1.30)* L/240 No Load6 Live Full Area 40.00 (1.30)* No Load? Dead Full Area 15.00(10.00)* No -"1r1DULdry WIUL11 k1Ll, MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' Dead 2091 Value 2288 Live 1467 Shear 2292 Total 3558 7897 4580 Bearing: M = 14933 Mr = Length 1.4 Dead Defl'n 1.7 PSL, 2.OE, 2900Fb, 3-1/2x11-7/8" 4 Self Weight of 12.99 plf automatically included in loads; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs, Ibs-ft, or In) Criterion Anal sis Value Design Value Analsis/Desi n Shear V @d = 3833 Vr = 7897 V Vr 0.49 Bending(+) M = 14933 Mr = 19902 M/Mr = 0.75 Dead Defl'n 0.20 = L/707 Live Defl'n 0.17 = L/823 0.40 = L/360 0.44 Total Defl'n 0.38 = L/380 0.60 = L/240 0.63 3' i--,- -h \-i �jU ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 '1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' 2.0 million 1.00 1.00 2 Bending(+). LC# 2.= D+L, M = 14933 lbs -ft Shear LC# 2 = D+L, V = 4502, V@d = 3833 lbs Deflection: LC# 2 = D+L EI= 976.83606 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. H/OOCI Wo r ks® R F Structural Consultants, Inc. KROJ# 4 RESIDENCE 75-153 Merle Drive, Suite B PROJ# 4598 Palm Desert, CA 92211 BM12 - AT BED2 SOFiWARFFOR IvppD DESlfN NOv.22, 200606:05:35 Design Check Calculation Sheet ` Sizer 2002a LOADS: ( lbs, psf, or plf) Load Type Distribution Magnitude.Location Start En [ft] Start End Pattern Load? Loadl Dead Full Area 15.00 (7.50)* Total No Load2 Live Full Area 40.00 (7.50)* Mr = No Load3 Dead Partial Area 24.00'(2.50)* 7.75 13.25 No, Load4 Constr. Partial Area 20.00 (2.50)*' 7.75 13.25' No Load5 Dead Full Area 15.00(10.00)* Live Defl'n No " Load6 Dead Full Area 24.00 (9.00)* ^0.35, ' No Load? Constr. IFull Area 20.00 (9.00)* lNo *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 0, 13'-3" 1 Dead 1499 Value 4318 958 Live .1481 V @d = 4231 923 Total 2979 0.66 8550 .` 1881 3755 Mr = 7836 M/Mr = 0.48 Bearing:. M = 4782 Mr,= .7836. Length 1.1 Dead Defl'n 3.3 1.0 PSL, 2.OE, 290OFb, 3-1/2x7-1/4" Self Weight of 7.93 plf automatically included in loads; , Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (ibs, Ibs-ft, or in) ' Criterion Analysis Value Design Value Anal 'sis/Desi n Shear V @d = 3189 Vr = 4821• V/Vr = 0.66 Bending(+) M = 3755 Mr = 7836 M/Mr = 0.48 Bending(-) M = 4782 Mr,= .7836. M/Mr = 0.61 Dead Defl'n 0.09 = <L/999 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 Live Defl'n 0.09 = <L/999 0.26 = L/360 ^0.35, ' Total Defl'n 0.18 = L/517 0.39 =. L/240 '0.46 ADDITIONAL DATA: FACTORS: F CD _ CM Ct CL CF CV Cfu Cr .1.06 LC# Fb'+= 2900 1.00 1.00 1:00 1.000 1.000 1.00 1.00 2 Fb'-= 2900 1.00 1.00 ,.1.00 1.000' 1.06 1.000 1.00 1.00 2 Fv' = 285 - 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E. = 2.0 million 1.00 1.00 r 3 . Bending(+): LC# 2 = D+L, M = 3755 lbs=ft , Bending(-): LC# 2 = D+L, M = 4782 lbs -ft , Shear LC# 2 = D+L, V = 3664, V@d = 3189 lbs Deflection: LC# 3 = D+L+C -EI= 222.30e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) .(All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL• selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks® 75-153 Merle Drive, Suite B PROJ# 4598 Palm Desert, CA 92211 BM12A -AT BED2 WFeb. 16, 2007 03:54'.08 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf) Load Type Distribution Magnitude Start End Location [ft] StartEnd Pattern Load? Loadl Dead Full Area 15.00 (7.50)* Total No Load2 Live Full Area 40.00 (7.50)* Mr = No Load3 Dead Partial Area. 24.00 (2.50)* 7.75 13.25 No Load5 Dead Full Area 15.00(10.00)* 0.01'= No Load6 Dead Full Area 24.00 (9:00)* Live Defl'n No Load? wind Point 1389 13.25,. No Load8 Wind Point -.Pr 3.89 0.00 No x Trinutary W1aLn (IL) . MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 7'-9" 13'-3" Dead 1522 Value 4381 971 Live 932 V @d = 2543 1889 Total 2453 0.30 6924 D Je `� 2860 Bearing: Mr = 27162 M/Mr = 0.14 Length 1.0 4826 2.6 1.1 PSL, 2.OE, 290OFb, 3-112x14" Self Weight of 15.31 plf automatically included in loads; Load combinations: ICBO-UBC; WARNING: point loads applied at support locations only affect maximum reactions and bearing lengths. The point loads have been added to the reactions without regard for load patterns. SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 2773 Vr = 9310 V/Vr = 0.30 Bending(+) M = 3191 Mr = 27162 M/Mr = 0.14 Bending(-) M = 4826 Mr = 27162 M/Mr = ,0.18 Dead Defl'n 0.01'= <L/999 Live Defl'n 0.01 = <L/999 0.26 = L/360 0.03 Total Defl'n 0.02 = <L/999 0.39 = L/240 •0.05. ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 .2 Fb'-= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 3791 lbs -ft Bending(-): LC# 2 = D+L, M = 4826 lbs -ft Shear LC# 2 D+L,.V = 3699, V@d = 2773 lbs Deflection: LC# 2 D+L EI=1600.67e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate -for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL, manufacturer. Load WoodWorks® Distribution COMPANY R F Structural Consultants, Inc. 75-153 Merle Drive, Suite 8 PROJECT KRRESIDENCE PROJ# OJ# 4 4598 Pattern Load? Loadl Dead Palm Desert, CA 92211 BM12B - AT BED2 Total Bearing: SOFMAOf FORWOODDESICIV Load2 Feb. 16, 2007 03:56:03 Full Area 40.00 (7.50)*, Design Check Calculation Sheet No ' Load3 Dead Sizer 2002a 24.00 (2.50)* LOADS: ( Ibs, psf, or pif ) No Load5 Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full Area 15.00 (7.50)* Total Bearing: No Load2 Live Full Area 40.00 (7.50)*, Mr = No ' Load3 Dead Partial Area. 24.00 (2.50)* 7.75 .13.25 No Load5 Dead Full Area 15.00(10.00)* 0.01 No Load6 Dead Full Area. 24.00 (9.,00)* Live Defl'n No Load7 Wind Point 11-3.813:25 0.03 No Load8 Wind Point 1,389 �`0�00 I No -1110ULdry W1UL11 kLL, MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 0' 13'-3" 1 Dead 1522 Value 4381 971 Live 2321 V @d 2543 500 Total Bearing: 3842_ b J a Y , 6924 1471 1.5 Mr = 2.6 1.0 Length PSL, 2.OE, 290OFb, 3-1/2x14 �:f o C `V Self Weight of 15.31 plf automatically included in loads; Load combinations: ICBO-UBC; WARNING: point loads applied at support locations only affect maximum reactions and bearing lengths. The point loads have been added to the reactions without regard for load patterns: SECTION vs. DESIGN CODE NDS -1997: (lbs, lbs -ft, or In) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 2773 Vr = 9310 V/Vr = 0.30 Bending(+) M'= 3791 Mr = 27162 M/Mr 0.14 Bending(-) M = 4826 Mr = 27162 M/Mr = 0.18 Dead Defl'n 0.01 = <L/999. Live Defl'n 0.01 = <L/999 0.26 = L/360 0.03 Total Defl'n 0.02 = <L/999 0.39 = L/240 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL Y CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 ' Fb'-= 2900 1.00 1.00 1.00 1.000 0.98. 1.000 1.00 1.00, 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 } 2 Bending(+): LC# 2 D+L, M = 3791 lbs -ft Bending(-): LC# 2'= D+L, M = 4826 lbs -ft Shear LC# 2 = D+L, V = 3699, V@d = 2773 lbs Deflection: LC# 2 = D+L EI=1600.67e06 lb -int Total Deflection = 1.00(Dead Load Deflection) +. Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Load Type Distribution Magnitude Start End- Location [ft) Start- End WoodWor_ks75-153 Loadl COMPANY R F Structural Consultants, Inc. Merle Drive, Suite B PROJECT KRUGER RESIDENCE PROD# 15.6-0 '(7.00)* 2.00 8.75 No Palm Desert, CA 92211 B AT ED2 BM13 -AT Partial Area 60FMAHEFORIVOoaOFSIGN 2.00 8.75 Nov. 23, 200608:16:06 Load3 Dead Design Check Calculation Sheet .y 8.75 15.50 No. Sizer 2002a Live LOADS: ( lbs, psf, or plf ) 8.75 15.50 No Load Type Distribution Magnitude Start End- Location [ft) Start- End Pattern Load? Loadl Dead Partial.Area 15.6-0 '(7.00)* 2.00 8.75 No Load2 Live Partial Area .40.00 (7.00)* 2.00 8.75 No Load3 Dead Partial Area 15.00 (6.00)* 8.75 15.50 No. Load4 Live Partial Area 40.00 (6.00)* 8.75 15.50 No Load5 Dead Full Area 15.00(10.00)*. Live Defl'n No Load6 Dead Full Area 24.00 (1.00)*• 0.09 No Load7 Constr. Full Area 20.00 (1.00)* No Load8 Dead Point 505 4.50 No Load9 Constr. Point 413 4.50 Yes LoadO Dead Partial Area 15.00(12.00)* 0.00• 2.00 No Loall Live Partial Area 40.00(12.00)* 0.00 2.00 Yes Loa12 Dead Point '530 1.25 No' Loa13 Constr. Point 530 1 1.25 Yes x'rrinucary wiacn �zc� MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8'4- 16-6" Dead 1767 Value 3329 Value 493 Live 1985 85 3297 95 565 Total 3752 fb = 6625 19^ CpJt (V\ 1058 Bearing: Length 1.7 Bending(-) 3.0 542 1.0 Lumber -soft, D.Fir-L,.No.2, 3-1/2x14" vkSc, Self Weight of 11.64 pif automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; 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 NDS -1997: (stress=psi, and in) ` Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 85 Fv' = 95 fv/Fv' = 0.90 Bending(+) fb = 500 Fb' = 885 fb/Fb',= 0.56 Bending(-) fb =, 542 Fb' = 895 fb/Fb' 0.61 Dead Defl'n 0.03 = <L/999 Live Defl'n 0.03 = <L/99.9 0.29 = L/360 0.09 Total Defl'n 0.05 = <I:/999 0.44 = L/240 0.12 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC#. Fb'+= 900 1.00 1.00 1.00 0.984 1.00 1.000 1.00 1.00 2 Fb'-= 900. 1.00 1.00 1.00 0.994 1.00 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00. 3 Bending(+): LC# 2 = D+L, M = 4762 lbs -ft Bending(-): LC# 2 = D+L, M = 5168 lbs -ft Shear : LC# 2 = D+L, V = 3424, V@d = 2785 lbs Deflection: LC# 3 = D+L+C EI=1280.5leO6 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 WOOd Wo r ks® Distribution COMPANY R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT KRRESIDENCE PROJ# OJ# 4598 Pattern Load? Loadl Dead Palm Desert, CA 92211 BM13A - AT BED2 2.00 8.75 SOFTWARE FOR WOOD DESIGN Load2 Feb. 16, 2007 04:04:07• Partial Area 40.00 (7.00)* Design Check Calculation Sheet No Load3 Dead Sizer 2002a 15.00 (6.00)* LOADS: ( lbs, psf, or plf ) No Load4 Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Partial Area 15.00 (7.00)* 2.00 8.75 No Load2 Live Partial Area 40.00 (7.00)* 2.00 8.75 No Load3 Dead Partial Area 15.00 (6.00)* 8.75 15.50 No Load4 Live Partial Area 40.00 (6.00)* 8.75 15.50' No Loads Dead Full Area 15.00(10.00)* Live Defl'n • No Load6 Dead Full Area 24.00 (1.00)* 0.05 No Load8 Dead Point 505 4.50 No LoadO Dead Partial Area 15.00(12.00)* 0.00 2.00 No Loadl Live Partial Area 40.00(12.00)* 0.00 2.00. Yes Load2 Dead Point 530 1.25 No Loa13 W�d�......-Po2nt 1389.�a� LS OQ No Loa14 Wind9T �Po-knt -:13;8;9 i1 6501 No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 8'-9" 15'-6" 1 Dead 1780 Value 3365 Value 501 Live 1326 2790 2663 9310 1436 Total Bearing: Length 3105 M = 6027 Mr = 1937 1.2 0.18 2.3 M = 1.0 PSL, 2.OE, 290OFb, 3-112x14" . Vi o ' Self Weight of 15.31 pif automatically included in loads; t Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs,' Ibs-ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 2790 Vr = 9310 V/Vr = 0.30• Bending(+) M = 4784 Mr = 27162 M/Mr = 0.18 Bending(-) M = 5197 Mr = 27162 M/Mr = 0.19_ Dead Defl'n 0.02 = <L/999 Live Defl'n • 0.01 = <L/999 0.29 = L/360 0.05 Total Defl'n 0.03 = <L/999 0.44 = L/240 0.08 . ADDITIONAL DATA: FACTORS: F CD CM Ct CL. CF CV, Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 .0.98 1.000 1.00 1.00 2 Fb'- 2900 1.00 1.00 1.00 1.000 0.98 1..000 1.00 1.00• 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 4784 lbs ft Bending(-): LC# 2 = D+L, M = 5197 lbs -ft Shear LC# 2 = D+L, V = 3424, V@d = 2790 lbs Deflection: LC# 2 = D+L EI=1600.67eO6 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) 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. COMPANY PROJECT Wood Wo r ks® R F Structural Consultants, Inc. KROJ# 4 RESIDENCE 75-153 Merle Drive, Suite B PRO"# 4598 Palm Desert, CA 92211 BM13B - AT BED2 SOFTWARE FOR 141000 DESIGN Feb. 16, 200704:05:18 Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude. Start `End Location [ft] Start End Pattern Load? Loadl Dead Partial Area 15.00 (7:00)* 2.00 8.75 No Load2 Live Partial Area 40.00 (7.00)* 2.00 8.75 No Load3 Dead Partial Area 15.00 (6.00)* 8.75 15.50 No Load4 Live Partial Area 40.00 (6.00)* 8.75 '15.50 No Load5 Dead Full Area 15.00(10.00)* Live Defl'n No Load6 Dead Full Area -24.00 (1.00)*, 0.06 No Load8 Dead Point 505 4.50 No LoadO Dead Partial Area 15.00(12.00)* 0.00 2.00 No Loadl Live Partial'Area 90.00(12.00)* 0.00 2.00 Yes Load2 Dead Point 53'O1 1:2;5 No No Loa13 Wind Point `13'8911 190 Loa19 Wind Point 1L389 6.. No -I:r1DULdry WlULn tl L) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8'-9° 15'-6" 1 Dead 1780 Value 3365 Value 501 Live Uplift 1326 2790 2889 4-V 521 1086 Total" 3105 M = 6259 Mr.= 1022 Bearing: *0.-18 Bending(-) M = 5197 Mr Length 1.2 0.19 2.4 0.02 = 1.0 PSL, 2.OE, 290017b, 3-112x14" Self Weight of 15.31 plf automatically included in loads; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (Ibs, Ibs-ft, or In) Criterion Analysis Value Design Value Anal sis/Desi n Shear V @d = 2790 Vr = 9310 V/Vr = 0.30. Bending(+) M = 4784 Mr.= 27162 M/Mr = *0.-18 Bending(-) M = 5197 Mr 27162 M/Mr = 0.19 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.02 = <L/999 0.29 = L/360 0.06 Total Defl'n 0.04 = <L/999 0.44 = L/240"" .0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 ', 1.00 •2 Fb'-= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 +" '2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M,= 4784 lbs -ft" Bending(-): LC# 2 = D+L, M = .5197 lbs -ft Shear LC# 2 = D+L, V = 3424, V@d = 2790 lbs Deflection: LC# 3 = D+.75(L+W) EI=1600.67eO6'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) COMPANY PROJECT WoodWorksR ® - Structural Consultants, Inc. KRRESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4 4598 Palm Desert, CA 92211 BM14 - AT BED2 S0FnVARF FOR WOOD MMM Nov. 22, 2006 06:59:14 Design Check Calculation Sheet Sizer 2002a ' A LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End. Pattern Load? Loadl Dead Point 644 19.00 No Load2 Live Point 597 19.00 No Load3 Dead Point 1499 14.50 No Load4 Live Point 1481 14.50 No Load5 Dead Partial Area 24.00 (6.00)* 19.00 24.00 No Load6 Constr. Partial Area 20.00 (6.00)* 19.00. 24.00 No Load7 Dead Partial Area 24.00 (4.00)* 14.50 24.00 No Load8 Constr. Partial Area 20.00 (4.00)* 14.50 24.00 No Load9 Dead Partial Area 24.00 (8.00)* 0..00 14.50 No, LoadO Constr. Partial Area 20.00 (8.00)* 0.00 14.50 No Loall Dead Partial Area 15.00(10.00)* 0.00 19.00 No Loa12 Dead Partial Area 15.00 (1.33)* 0.00 ' 19.00 N• Loa13 Live Partial Area 40.00 (1.33)* 0.00 19.00 :No ^'1'L1DULdry W1UL11 '(LL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 7'-6" L 24' Dead Analysis Value / 7495 Value 2845 Live V @d = 5619.°' 4587 13965 2182 Total Bending(+) M = 12081 Mr = 5027 Bearing: 0.0 Bending(-) 3.1/° 168122 1.3 Length PSL, 2.OE, 290OFb, 5-1/4x14" Self Weight of 22.97 plf automatically included in loads; . Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs; Ibs-ft, or In) Criterion Analysis Value / Design Value Analysis/Design Shear V @d = 5619.°' Vr = 13965 V/Vr = 0.40 Bending(+) M = 1985'0 Mr = 40743 M/Mr = 0..49 Bending(-) M = 168122 Mr = 50929 M/Mr = 0.33 Deflection: ' Fcp'= 750! 1.00 1.00 0.22 = /891 E' = 2.0 million 1.00 1.00 Interior Dead Live 0.18 =,<L/999 0.55 = L/360 0.32" Total 0.40 =` L/494 0.83 = L/240 0.49 Cantil.. Dead 0.08 <L/999 M = .16822 lbs -ft Shear Live 0.16' = L/546 0.50 = L/180 DefleJ tion: 0.33 Total 0.215 = L/361 0.75 = L/120 = 0.33 ADDITIONAL DATA: FACTORS: F D CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 100 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 1 Fb'-= 2900 /1.25 '1.00 1.00 1.000 0.98 1.000 1.00 1.00 3 Fv' = 285 ' 1.00 1.00 1.00 2 Fcp'= 750! 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending V): LC# 2 = D+L, M = 19850 lbs -ft Bending(-): LC# 3 = D+L+C, M = .16822 lbs -ft Shear LC# 2 = D+L, V = 6131, V@d = 5619 lbs DefleJ tion: LC# 3 = D+L+C EI=2401.00e06 lb-in2 Tota�1 Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. ((�� dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) f(All LC's are listed in the Analysis output) COMPANY PROJECT R F Structural Consultants, Inc. . KRUGER RESIDENCE woodWorks'75-153 Merle Drive, Suite B PROD# 4598 Palm Desert, CA 92211 BM14 - AT BED2 sornvnat r0a woos 001cv Feb. 16, 2007 04:14:54 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start - End Pattern Load? Loadl Dead Point 6490 14300 501 2759 5406 0.0 19.00 3.6 No, Load2 Live Point 0.,49 1436 M =. 21059 19.00 40743 No Load3 Dead Point <L/999 1522 14.50 Live Defl'n No Load4 Live Point 2321 Total Defl'n 1 0.40 = 14.50 1 0.83 = 'No Load5 Dead Partial Area 24.00 (6.00)* 19:00 24.00 No Load6 Constr., Partial Area 20.00 (6.00)* 19.00 24.00 No Load7 Dead Partial Area 24.00 (4.00)* 14.50 24.00 No Load8 Constr. Partial Area 20.00 (4.00)* 14.50 24.00' No Load9 Dead Partial Area 24.00 (8.00)* 0.00 14.50 No LoadO Constr. Partial Area 20.00 (8.00)* 0.00 14.50 No Loall Dead Partial Area 1.5.00(10.00)* 0.00 19.00 No Loa12 Dead Partial Area 15.00 (1.33)* 0.00 19.00 No Loa13 Live IPartial Area 1 40.00 (1.33)* 0.00 19.00 INO 'Trinutary Wlatn (it) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 7'-6° 24' Dead Analysis Value 7810 Value 2647 Live Uplift Total Bearing: 1165 / 6490 14300 �� J�,�� 7J�e.f 2759 5406 0.0 Bending(+) 3.6 20087 1.4 Length PSL, 2.OE, 290OFb, 5-1/4x14" Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 6857 Vr = 13965 V/Vr = 0.49 Bending(+) M = 20087 Mr = 40743 - M/Mr = 0.,49 Bending(-) M =. 21059 Mr = 40743 M/Mr = 0.52 Dead Defl'n 0.19 = <L/999 Live Defl'n 0.20 = L/967 0.55 = L/360 0.37 Total Defl'n 1 0.40 = L/496 1 0.83 = L/240 0.48 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fb'-= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = .20087 lbs -ft Bending(-): LC# 2 = D+L, M = 21059 lbs -ft Shear LC# 2 = D+L, V = 7368,'V@d = 6857 lbs Deflection: LC# 3 = D+L+C EI=2401.00e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load -Deflection. ' (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output)' DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Load Wood Wo r ks® - COMPANY R F Structural Consultants,. Inc. 75-153 Merle Drive, Suite B PROJECT KRUGER RESIDENCE. PROJ# 4598 Location [ft] Start End Pattern Load? Palm Desert, CA 92211 BM14A - AT BED2 Point SOFnVARF FOR WOOD DF57L.Y Feb. 16, 2007 04:22:34 . Load2 Design Check Calculation Sheet Point 1436 Sizer 2002a -No LOADS: ( Ibs, psf, or plf ) Dead Point. 1522 _ 14.50 No Load4 Live Point Load Type Distribution Magnitude. Start End Location [ft] Start End Pattern Load? Loadl Dead Point 501 19.00 No Load2 Live Point 1436 19.00 -No Load3 Dead Point. 1522 _ 14.50 No Load4 Live Point 2321 14.50 No Load5 Dead Partial Area 24.00 (6:00)* 19.00 24.00 No Load7 Dead Partial Area 24.00'(4.00)* 14.50 24.00. No Load9 Dead Partial Area 24.00 (8.00)* 0.00_ 14.50 No Loadl Dead Partial Area 15.00(10.00)*•, 0.00 19.00 No Load2 Dead Partial Area 15.00 (1.33)* 0.00 .19.00 No Load3 Live Partial Area 40.00'(1.33)* 0.00 19.00 No Loa14 Wind Point 2-9T8 14.50 No . Lo 15 find Point r2.918? 4.75 No 'Trinutary wiatn (rt). MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 0' 7'-6" 24' Dead Analysis Value 7810 Value 2647 Live V @d = G}Dt3 ? a' t. 4009 13965 1963 Uplift 2243 20087 Mr 40743 M/Mr = 0.49 Total M = 21059 11819 40743 4610 Bearing: 0.19 = <L/999 0.0 0.21 = 3.0 0.55 = 1.2• Length PSL, 2.0E; 2900Fb, 5-1/4x14" Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (Ibs. Ibs-ft. or in) Criterion Analysis Value Design Value Anal sis/Desi n Shear V @d = 6857 Vr = 13965 V Vr = 0.49 Bending(+) M = 20087 Mr 40743 M/Mr = 0.49 Bending(-) M = 21059 Mr 40743 M/Mr = 0.52 Dead Defl'n 0.19 = <L/999 Live. Defl'n 0.21 = L/935 0.55 = L/360 0.38 Total Defl'n 1 0.41 = L/488 1 0.83 = L/240 0.49 ADDITIONAL DATA: ` FACTORS: F CD CM Ct. CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000- 0.98 1.000 1.00" 1.00 2 Fb'-= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00• 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M 20087 lbs -ft. .Bending(-): LC# 2 = D+L, M =` 21059 lbs -ft Shear LC# 2 = D+L, V = 7368, V@d = 6857 lbs Deflection: LC# 3 = D+.75(L+W) EI=2401.00606 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live.Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the'Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for.your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Load WOOd Wo r ks° COMPANY R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT KRRESIDENCE PROJ# OJ# 4 4598 Pattern Load? Loadl Dead Palm Desert, CA 92211 BM14B - AT BED2 501 SOMIARF FOR WOOD DFs)LN Uplift Feb. 16, 2007 04:26:18 M No Design Check Calculation Sheet Live Point 1590 Sizer 2002a 11819 LOADS: ( lbs, psf, or plf ) 19.00 40743 Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Point 4009 501 1686 Uplift 19.00 M No Load2 Live Point 1590 1436 11819 = 21059 19.00 40743 No Load3 Dead Point Length 1522 3.0 14.50 Live Defl'n No Load4 Live Point 2321 Total Defl'n 0.35 14.50 0.83 = No Loads Dead Partial Area 24.00 (6.00)* 19.00. 24.00 No Load? Dead Partial Area 24.00 (4.00)* 14.50 24.00 No Load9 Dead Partial Area 24.00 (8:00)* 0.00 14.50 No Loadl Dead Partial Area 15.00(10.00)* 0.00 .19.00 No Load2 Dead Partial Area 15.00 (1.33)* 0.00 19.00 No Load3 Live Partial Area 40.00 (1.33)*' 0.00 19.00 No Loa19 WindP10 nta -L'9-1'8 14.50 No Loa15 Wind I Point j 29.1.8 4.75 No -arriDuLary wiaLn-(rz) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' T-6° 24' Dead Analysis Value .7810 Value 2647 Live 1827 = 6857 4009 13965 1686 Uplift 1165 M = 20087 Mr = .40743 Total Bearing: 1590 Bending(-) 11819 = 21059 4333 40743 M/Mr = 0.52 . Dead Defl'n 0.19 Length 1.0 3.0 Live Defl'n PSL, 2.OE, 290OFb, 5-1/4x14" Self Weight of 22.97 plf automatically included in loads;. Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs, Ibs-ft, or In) Criterion Analysis Value Design Value Anal sis/Desi n Shear V @d = 6857 Vr = 13965 V/Vr = 0.49 Bending(+) M = 20087 Mr = .40743 M/Mr 0.49 Bending(-) M = 21059 Mr = 40743 M/Mr = 0.52 . Dead Defl'n 0.19 = <L/999 Live Defl'n 0.15 <L/999 0.55 L/360 0.28 Total Defl'n 0.35 = L/568 0.83 = L/240 0.42 ADDITIONAL DATA: FACTORS: F CD CM Ct CL. CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1'.000- 0.98 1.000 1.00 1.00 2 Fb'-= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 20087 lbs -ft Bending(-): LC# 2 = D+L, M = 21059 lbs -ft Shear LC# 2 = D+L, V 7368, V@d = 6857'lbs' Deflection: LC# 2 = D+L EI=2401.00e06 lb -int Total Deflection = 1.00(Dead Load Deflection), +Live Load Deflection. (D=dead L=live S=snow W=wind I=impact 'C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the *default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Load Type Distribution COMPANY PROJECT Pattern Shear R F Structural Consultants, Inc. KRUGER RESIDENCE Wood75-153Works: n/O��C® Load? Merle Drive, Suite,B PROJ# 4598 1,Point V V J 4.50 Palm Desert, CA 92211 BM 15 -RIGHT OF BED2 Live SOFTiYARFFOR WOOD OFSIG,. 2182 - Nov. 22, 2006 07:07:54 No Load3 Design Check Calculation Sheet Full Area 15.00 (4.00)* L/360 Sizer 2002a ,* ' 0.28 = L/440 /� 0.51 = .L/240 LOADS: (lbs. psf, or plf) r Load Type Distribution Magnitude Location [ft] Pattern Shear 2594 Bearing: Length Start End Start End Load? Loadl Dead 1,Point 2845 4.50 Not Load2 Live Point 2182 - 4.50 No Load3 Dead Full Area 15.00 (4.00)* L/360 No -TrlDuLary WIGLn tLC) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : n' 10'-3" Dead Live 1983 1224 Value 1636 958 Total 3207 Shear 2594 Bearing: Length 1.0 . 9476 1.0 PSL, 2AE, 2900Fb, 5-1/4x9-1/2" Self Weight of45.59 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (Ibs. lbs -ft. or in) Criterion Analysis Value Des' n 'Value Anal sis/Desi n Shear V @d = 3198 ./Vr = . 9476 V/Vr = 0.33 Bending(+) M = 1.3665 ' Mr = 19585 M/Mr 0.70 Dead Defl'n 0.17 = L/728 Live Defl'n 0.11 = <L/999 0.34 = L/360 0.32 Total Defl'n 0.28 = L/440 /� 0.51 = .L/240 0.54 ADDITIONAL DATA: j FACTORS: F CD CM /Ct CL CF CV Cfu Cr, LC# Fb'+= 2900 1.00. 1.00 %1.00° 1.000 1.03 1.000• 1.00 1.00. 2 Fv' = 285 1.00 1.00X1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+L� M = 13665 lbs -ft a Shear : LC# 2 = D+Ir, V = .3207, V@d = 3148 lbs' Deflection: LC# 2 = D+//�� EI= 750.20e06 lb -int Total Deflection = 1y0(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S snow W=wind I=impact C=construction CLd=concentrated) (All LC's are lis in the Analysis output) DESIGN NOTES: � 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks;75-153 Merle Drive, Suite B PROD'- 4598 Palm Desert, CA 92211. BM15 -RIGRIGHT OF BED2 soFrwaee MR WOOD DEMN Feb. 16, 2007 05:56:22 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 1211 Total Start End Start. End Load? Loadl Dead Point 2647 4.50• No Load2 Live Point 2759 4.50 No Load3 Dead Full Area 15.00 (4.00)* L/360 No F-rriDur-ary wiucn tLL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 10'-3" 1 Dead 1872 Value 1549 Live 1548 Shear 1211 Total 3420 9476 2761 Bearing: Len th 1.0 14622 1.0 PSL, 2.OE, 290OFb, 5-1/4x9-1/2" Self Weight of 15.59 pif automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (Ibs, Ibs-ft, or in) Criterion Analysis Value Design Value Anal sis/Desi n Shear V @d,= 3360 Vr = 9476 V/Vr = 0..35 Bending(+) M = 14622 Mr = 19585 M/Mr =•0.75 Dead Defl'n 0.16 = L/774 Live Defl'n 0.14 = L/881 0.34 = L/360 0.41 Total Defl'n 0.30 = L/412 0.51 = L/240 0.58 ADDITIONAL DATA: FACTORS: F CD CM Ct'CL CF CV Cfu Cr'. LC# Fb'+= 2900 1.00 1.00 1.00 1.000 1.03 1.000 1.00 1.00 2 Fv' = 285 1.00 .1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 14622 lbs -ft Shear LC# 2 = D+L, V = 3420, v@d =, 3360 lbs Deflection: LC# 2 = D+L EI= 750.20e06 lb-in2• Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow .W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT WoodWorks" R -Structural Consultants, Inc. KRRESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4 4598 Palm Desert, CA 92211 BM16 - AT BED2 TRELLIS SOEFWAREFOR WOOD DESIGN Nov. 22, 2006 10:50:50 Design Check Calculation Sheet Sizer 2002a ILC)ADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft], Pattern Shear 384 Total Start End Start End Load? Loadl Dead Trapezoidal 50.0 80.0, 0.00 3.50 No Load2 Constr. Trapezoidal 50.0 80.0 0.00 3.50 No Load3 Dead Trapezoidal 80.0 50.0 3.50 15.50 No Load4 Constr. Trapezoidal 80.0 50.0. 3.50 15.50 No MAXIMUM. REACTIONS (Ibs) and BEARING LENGTHS (in) n, 19'-6" Dead 745 Value '505 Live 624 Shear 384 Total 1369 106 888 Bearing: fb = 911 Fb' = Len th 1.0 Dead Defl'n 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" �l/� g �- ! �/ �7 �✓ IJ Self Weight of 12.41 plf automatically included in loads; r Qf-Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; l,- S SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d.= 36 Fv' = 106 fv/Fv' = 0.34 Bending(+) fb = 911 Fb' = 1687 fb/Fb' = 0.54 Dead Defl'n 0.37 = L/634 Live Defl'n 0.30 = L/768 0.65 = L/360 0.47 Total Defl'n 0.67 =. L/347 0.98 L/240 0.69 ADDITIONAL DATA: FACTORS: F CD CM Ct- CL. CF CV 'Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000• 1.00 1.00_ 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' - 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 6280 lbs -ft , Shear LC# 2 = D+C, V = 1369, V@d.= 1269 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind 'I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Z>) COMPANY PROJECT woodworks® R - Structural rive, Suite -lnc. KRUGEROJ#4 RESIDENCE 75-153 Merle Drive, Suite B PROJ# 4598 Palm Desert, CA 92211 BM17 - AT BED2 TRELLIS SOFTWARE FOP, WOOD DESICN Nov. 22, 2006 11:03:16 Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Point 285 19.25 No Load2 Constr. Point 285 19.25 Yes Load3 Dead Trapezoidal 45.0 0.0 0.00 18.75 - No Load4 Constr. Trapezoidal 45:0 0.0 0.00 18.75 Yes Loads Dead Full Area 15.00 (5.00)* 0.28 = No -TrIOULary WIQLn CIL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 18'43r-3" I Dead 1117 Value 1323 Value Live 281 fv @d = 433 Fv' = Total 1398 0.31 1756 fb = Bearing: 1.0 1197 1.0 0.0 Length Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 pif automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 23 Fv' = 76 fv/Fv' = 0.31 Bending(+) fb = 483 Fb' = 1197 fb/Fb' = 0.40 Bending(-) fb = ' 29 Fb' = 1687' fb/Fb' = 0.02 Deflection: 0.28 = L/817 Interior•Dead Live 0.06 = <L/999 0.63 = L/360 0.09 Total 0.33 = L/678 0.94 = L/240 0.35 Cantil. Dead 0.02 = L/262 Live 0.00 = <L/999 0.03 = L/180 0.13 Total 1 0.03 = L/219 0.05 = L/120 1 0.55 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF, CV Cfu Cr LC# Fb'+= 1350 0.90 1.00 1.00 0.985 1.00 1.000 1.00 1.00 1 Fb'-= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 0.90 1.00 1.00 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 1 = D only, M = 4882 lbs -ft Bending(-): LC# 2 = D+C, M = 296 lbs -ft Shear : LC# 1 = D only, V = 1117, V@d = 989 lbs Deflection: LC# 3 = D+C (pattern: C ) EI=1115.29e06 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) 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. Load Type Distribution Magnitude Location [ft] WoodWorks® Total R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B KRUGER RESIDENCE PROD# 4598 Start End Start End Load? PalmCOMPANY Desert, CA 92211 BM18PROJE-CTRIGHT OF DINING Full Area SOFTWARE FOR WOOD DESIGN 1687 Nov. 28, 2006 15:27:22 Load2 Constr. Design Check Calculation Sheet 20.00 (9.0.0)* FLODS: No iNo Sizer 2002a Dead ( Ibs, psf, or plf ) L/360 0.26 Load Type Distribution Magnitude Location [ft] Pattern Total 3154 3154 Start End Start End Load? Loadl Dead Full Area 24.00 (9.00)* 1687 No: Load2 Constr. Full Area 20.00 (9.0.0)* No iNo Load3 Dead Full Area 15.00(11.00)* L/360 0.26 -iriDuccary wiuul kit_) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' 11 Dead 2164 2164 Live 990 990 Total 3154 3154 Bearing: 1.0 1.0 Length Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 78 Fv' = 106 fv/Fv' = 0.73 Bending(+) fb = 1258 Fb' = 1687 fb/Fb' = 0.75 Dead Defl'n 0.21 = L/640 Live Defl'n 0.09 = <L/999 0.37 = L/360 0.26 Total Defl'n 0.30 = L/439 0.55 = L/240 0.55 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu'' Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv'.= 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 8673 lbs -ft Shear : LC# 2 = D+C, V = 3154, V@d = 2700 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated), (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks' F Structural Consultants, Inc. KRRESIDENCE 7 75-153 Merle Drive, Suite B PROJ# OJ# 4 4598 Palm Desert, CA 92211 131VI19 - LEFT OF WINE SOM ARF FOR WOOD MMN Nov. 24, 2006 09:47:12 Design Check Calculation Sheet It Sizer 2002a ner1S• ( lbs. ost or [)If) Load Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? Loadl Dead Trapezoidal 294.0 240.0 0.00 .9.75 No Load2 Constr. Trapezoidal 245.0 200.0 0.00 9.75 No Load3 Dead Partial Area 15.00 (7.50)* 0.00 9.75 No Load4 Live Partial Area 40.00 (7.50)* 0.00 9.75 No Load7 Dead Full Area 10.00(10.00)* No Load8 Dead Full Area 24.00 (6.00)* No. Load9 Constr. Full Area 20.00 (6.00)* No xTriDuLary wiuLn ti LJ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 9'-9" 1 Dead 3169 Analysis Value 3082 Live 3169 3096 Total 6338 fvlue /Fv' _ 0..92 6177 Bearing: fb = 1096 Fb' = 1644 1.8 Length 1.8 DeadDefl'n 0.07 = <L/999 Timber -soft, D.Fir-L, No. 1, 6x14" Self Weight of 17.64 pif automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD' CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 0.984 0.99, 1.000 1.00 1.00 3 Fv' = 85 1.25 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 3 = D+L+C, M = 15257 lbs -ft Shear : LC# 3 = D+L+C, V = 6338, V@d = 4846 lbs Deflection: LC# 3 = D+L+C EI=1804.25e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact 'C=construction CLd=concentrated) (All LC's are listed in the Analysis output.). DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Analysis Value Desi n Va Anal sis/Desi n Shear fv @d 98 FO = 106 fvlue /Fv' _ 0..92 Bending(+) fb = 1096 Fb' = 1644 fb/Fb' = 0.67'- .67"-Dead DeadDefl'n 0.07 = <L/999 Live Defl'n 0.07 = <L/999 0.33 = L/360 0.22 Total Defl'n 0.14 = L/808 0.49 = L/240 0.30 ADDITIONAL DATA: FACTORS: F CD' CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 0.984 0.99, 1.000 1.00 1.00 3 Fv' = 85 1.25 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 3 = D+L+C, M = 15257 lbs -ft Shear : LC# 3 = D+L+C, V = 6338, V@d = 4846 lbs Deflection: LC# 3 = D+L+C EI=1804.25e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact 'C=construction CLd=concentrated) (All LC's are listed in the Analysis output.). DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 COMPANY PROJECT WOOd Wo r ks® R - Structural Consultants, Inc. KR4 RESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4598 Palm Desert, CA 92211 BM20 - AT POWDER SOFMRREFOR WOOD OE'S1G14 Nov. 29,200613:41:18 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Load3 Dead Point 3082 2.75 No Load4 Live Point 3096 2.75 Yes Load5 Dead Partial Area 24.00,(7.50)* .0.00 9.25 No Load6 Constr. Partial Area 20.00 (7.50)* 0.00 9.25 Yes Load7 Dead Partial Area 15.00(10.00)* 0.00 1.75 No Load8 Dead Point 1260 9.25 No Load9 Constr. Point 1001 9.25 Yes LoadO Dead Point 576 9.25 No Loadl Constr. Point 451 •9.25 Yes Load2 Dead Point 1924 15.75. No , Loa13 Constr. Point 1364 15.75 Yes Loa14 Dead Full Area 15.00 (0.67)* No Loa15 Live Full Area 40.00 (0.67)* Yes - Loa16 Dead Partial Area 10.00(10.00)* 1.75 9.25 No Loa17 Dead Point 167 5.00 No Loa18 Live jPoint 40 5.00 No '•rrlDuLary wioun kLL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 17' Dead 5994 Value 4384 Live 4622 Shear 3171 Total 10616 �Z)0 C'i vN 7554 Bearing: Len th 2.0 35363 1.4 PSL, 2.OE, 290OFb, 7x14" Self Weight of 30.62 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or In ] Criterion Analysis Value Design Value Anal sis/Desi n Shear V @d = 8380 Vr 18620 V Vr = 0.45 Bending(+) M = 35363 Mr = 67905 M/Mr =„ 0.52 Dead Defl'n 0.33 = L/620 Live Defl'n 0.24 = L/837 0.57 = L/360 0.43 Total Defl'n 0.57 = L/356 0.85 = L/240 0.67 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 ,0.98 1.000 1.00 1.00 3 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 3 = D+L+C, M = 35.363 lbs -ft Shear : LC# 2 = D+L, V = 8844, V@d = 8380 lbs Deflection: LC# 3 = D+L+C EI=3201.33eO6 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) Q)W ' 0Works® Distribution COMPANY R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT KRUGER RESIDENCE PROJ# 4598 Pattern Load? Load3 Dead Palm Desert, CA 92211 BM20A - AT POWDER 2.75 SOFTWARE FOR WOOD DFSfr.N Load4.Live Feb. 16, 2007 04:36:17' . Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Load3 Dead Point 3082 2.75 No Load4.Live M = Point 3096 2.75 'Yes Load5 Dead Partial Area 24.00 (7.50)* 0.00 9.25. No Load7 Dead Partial Area 15.00(10.00)*, 0.00 1.75 No.- Load8 Dead Point 1260 '9:25 No LoadO Dead Point 576 9.25 No Load2 Dead Point 1924• 15.75 No Load4 Dead Full Area 15.00 (0.67)* No Load5 Live Full Area 40.00 (0.67)* Yes Load6 Dead Partial Area 10.00(10.00)* 1.75 9.25. No Loa17 Dead Point 167 5.00 No Loa18 Live Point 40 5.00 No Loa13 Wind Points dF4:2-3=1 5.00 No -'i'rlDucary wiucn tzc) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 17' Dead 5994 Value 4384 Live 4378 Shear 1488 Total 10371 18620 5872 Bearing: M = 26212 Mr.= Length 2.0 Dead Defl'n 1.1 PSL, 2.OE, 290OFb, 7x14" Self Weight of 30.62 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 8380 Vr = 18620 V/Vr = _0.45 Bending(+) M = 26212 Mr.= 54324 M/Mr = 0.48 Dead Defl'n 0.33 =. L/620 Live Defl'n 0.21'= L/971 0.57 = .L/360 0.37 Total Defl'n 0.54 = L/378 0.85 = L/240 0.63 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF. CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 .1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00• 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 26212 lbs -ft Shear LC# 2 = D+L, V = 8844, V@d =,. 8380 lbs, Deflection: LC#.3 = D+.75(L+W) EI=3201.33eO6 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) 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. COMPANY PROJECT WoodWorks' ® R F Structural Consultants, Inc. KRRESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4598 Palm Desert, CA 92211 BM20B - AT POWDER S0MVAar aoe WOOD DESIGN Feb. 16, 2007 04:38:12 Design Check Calculation Sheet Sizer 2002a I nnnS. ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Load3 Dead Point 3082 2.75 No Load4 Live Point 3096 2.75 Yes Load5 Dead Partial Area 24.00 (7.50)* 0.00 9.25 No Load? Dead Partial Area 15.00(10.00)* 0.00 1.75 No Load8 Dead Point 1260 9.25 No LoadO Dead Point 576 9.25 No Load2 Dead Point 1924 15.75 No Load4 Dead Full Area 15.00 (0.67)* No Load5 Live Full Area 40.00 (0.67)* Yes Load6 Dead Partial Area .. 10.00(10:00)* 1.75 9.25 No Loa17 Dead Point 167 5.00 No Loa18 Live Point 40 5.00' No Loa13 Wind Po_i-ntw MQ,2-71 5.00 No xTrioucary wiacn trci MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. 17' Dead 5994 Design Value 4384 Live 2850 Vr = 18620 739 Total' 8844 Mr =' 54324 5123 Bearing: negligible Length 1.7 0.57 = L/360 1.0 PSL, 2.012, 2900Fb, 7x14" Self Weight of 30.62 pif automatically included in loads; Load combinations: ICBO-UBC; SFCTInN vs_ DESIGN CODE NDS -1997: ( lbs. lbs -ft. or in) Criterion Anal sis Value Design Value Anal sis/Desi n Shear V @d = 8380 Vr = 18620 V/Vr 0.45 Bending(+) M = 26212 Mr =' 54324 M/Mr = 0.48 Dead Defl'n negligible Live Defl'n 0.29 = L/715 0.57 = L/360 0.50 Total Defl'n 0.04 = <L/999 0.85,= `L/240 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV ^Cfu Cr LC# Fb'+= 2900 1.00 1..00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 4 Bending(+): LC# 2 = D+L, M = 26212 lbs -ft - Shear : LC# 2 = D+L, V = 8844, V@d.= 8380 lbs Deflection: LC# 4 = .67D+W EI=3201.33eO6 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) 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. a 'COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WO.OdWorks75-153 Merle Drive, Suite B PROD# 4598 Palm D - ATesert, CA 92211 BM20C AT POWDER sgFnvnRefOeliooDMSGN' Feb. 16, 2007,04.41:09 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load?, Load3 Dead Point 3082 2.75 No Load4 Live Point 3096 2.75 Yes Load5 Dead Partial Area 24.00 (7.50)* 0.00 9.25 No Load? Dead Partial Area 15.00(10.00)* 0.00 1.75 No Load8 Dead Point 1260 9.25 No LoadO Dead Point 576 9.25 No. Load2 Dead Point 1924 15.75 No Load4 Dead Full Area 15.00 (0.67)* No Load6 Dead Partial Area 10.00(10.00)*, 1.75 9.25 No Load? Dead Point. 167 5.00 No Loa13 Wind's Point 421- ' 5.00 No "TrlDutary wiatn (Itl MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 17' Dead 5994 Design value 4384 Live 2595 Vr = 18620 501 Total 8589 Mr ,= 54324 4885 Bearing: 1.6 1.0 Length PSL, 2.OE, 290OFb, 7x14" Self Weight of 30.62 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (Ibs, Ibs=ft, or In) Criterion Analysis Value Design value Anal sis/Desi n - Shear V @d = 8156 Vr = 18620 V/Vr = ,0.44. Bending(+) M_= 25174 Mr ,= 54324 M/Mr = 0.46 Dead Defl'n negligible Live Defl'n 0.29 = L/715 0.57 _ L/36d. 0.50 Total Defl'n 0.04 = <L/999 0.85 = L/240 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF. CV •• Cfu Cr- LC#' Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00. 1.00 2 Fv' = 285 1.00 1:00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 4 Bending(+): LC# 2 = D+L, M = 25174 lbs -ft, Shear LC# 2 =.D+L, V 8589, V@d = 8156 lbs Deflection: LC# 4 = .67D+W EI=3201.33eO6 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)_ DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCC selection is for preliminary design only. For final member design contact your local SCL manufacturer. _COMPANY PROJECT ® _R F Structural Consultants, Inc. KRUGER RESIDENCE Q)Wood Works 75'153 Merle Drive, Suite B PROJ# 4598 Palm Desert, CA 92211 BM21 - RIGHT OF KITCHEN wNov: 24, 2006.10:27:55 Design Check Calculation -Sheet Sizer 2002a t nOnS. ( Ibs: psf, or ptf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern 'Load? Load3 Dead Point 530 8.00 No Load4 Constr. Point 530 8.00 Yes Load? Dead Full Area 15.00(10.00)* No Load5 Dead Partial Area 15.00 (6.00)* 0.00 7.25 No. Load6-Live jPartial Area 40.00 (6.00)* 1 0.00 7.25 -Yes "Tr1DULary wlurn 11L) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : n- 6'-97 S' Dead Live 712 810 Value 17181 1563 Value 1 Total 1522 87 3281- 95 fv/E v' = Bearing: Len th 1.0 fb = fb = 1.5 Fb' = Fb' = 0.0 Lumber -soft, D.Fir-L, No.2, 4x8" 6� >� `i, ,� Y-+ Self Weight of 6:03 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=osl. and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 87 Fv' = 95 fv/E v' = 0.91 Bending(+) Bending(-) fb = fb = 933 582 Fb' = Fb' = 1162 1461 fb/Fb' = fb/Fb' = 0.80 0.40 Deflection: Interior Dead 0.04 = <L/999 Live 0.06 = <L/999 0.23 = L/360 0.28 Total 0.11 = L/766 0.34 = L/240 0.31 Cantil. Dead 0.01 = <L/999 Live 0.04 = L/401 0.08 = L/180 0.45 Total 0.05 = L/299 0.13 = L/120 0.40 ADDITIONAL DATA: -FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 0.993 1.30 1.000 1.00 1.00 5 Fb'-= 900 1.25 1.00 1.00 0.999 1.30 1.000 1.00 1.00 3 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 5 Bending(+): LC#'5 = D+L (pattern: I-), M'=` 2385 lbs -ft Bending(-): LC# 3 = D+L+C, M = 1488 lbs -ft Shear LC# 2 = D+L,. V = 1763, V@d = 1469 lbs Deflection: LC# 5 = D+L (pattern: L_) EI= 177.83e06 lb-in2 Total Deflection = I.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) DESIGN NOTES: 1. Please verify that'the defaultdeflection 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. COMPANY PROJECT oD ,.> R F Structural Consultants, Inc. KRUGER RESIDENCE.. 75-153 Merle Drive, Suite B PROD#4598 Woodworks Palm Desert, CA 92211 BM22 -RIDGE AT MORNING SOFT WARFFOQWOODDESIGN Nov. 24, 2006 07:51:17 , Design Check Calculation Sheet Sizer 2002a LOADS: Ibs, psf, or pif) M Load Type Distribution Magnitude Location [ft] Pattern SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) 595 Total Start End Start End Load? Loadl Dead Full Area 24.00 (7.00)* 1441, No Load2 Constr. Full Area 20.00 (7.00)* No --rr1DULary-WluLn tLL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 8'-6" Dead 740 Self Weight of 6.03 plf automatically included in loads; 740 Live 595 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) 595 Total 1335 �. 1335 Bearing: Length 1.0 1110 1.0 Lumber -soft, D.Fir-L, No.2, 4x8" b'Ej"tT }`' ,/ r -v Self Weight of 6.03 plf automatically included in loads; t Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) fv @d = Criterion Analysis Value Design Value Analysis/Design Bending(+) fb = 1110 Fb' = 1441, fb/Fb' _ '0.77 Dead Defl'n 0.11 = L/887 Live Defl'n 0.09 = ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu j Cr LC#` Fb'+= 900 1.25 1.00 1.00 0.985 1.30 1.000 1.00 1.00 2 Fv' = 95 1.25 1.00 1.00 2 Fcp'= -625 1.00 1.00: - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 2836 lbs -ft Shear LC# 2 = D+C; V = 1335, V@d = 1145 lbs Deflection: LC# 2 = D+C EI= 117.83e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live.Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output)' DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Shear fv @d = 68 Fv' _ -119 _ fv/Fv' _ .0.57 Bending(+) fb = 1110 Fb' = 1441, fb/Fb' _ '0.77 Dead Defl'n 0.11 = L/887 Live Defl'n 0.09 = <L/999 0.28 L/360- 0.33 Total Defl'n 0.21 = L/491 0.43 =' 'L/240 0.49 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu j Cr LC#` Fb'+= 900 1.25 1.00 1.00 0.985 1.30 1.000 1.00 1.00 2 Fv' = 95 1.25 1.00 1.00 2 Fcp'= -625 1.00 1.00: - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 2836 lbs -ft Shear LC# 2 = D+C; V = 1335, V@d = 1145 lbs Deflection: LC# 2 = D+C EI= 117.83e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live.Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output)' DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ■ Load Wood Wo r ks° Distribution COMPANY R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT KRUGER RESIDENCE PROJ# 4598 Pattern Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; 653 Palm Desert, CA 92211 BM23 - SLOPE BM AT MORNING Start End SOFFW4RF FOR WOOD nFSICN .. Nov. 24, 2006 07:59:25 - - 740 Design Check Calculation Sheet No Load2 Constr. Sizer 2002a , 595 LOADS: ( lbs, psf, or pif ) No Load3 Load Type Distribution Magnitude Location [ft] Pattern Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; 653 Total Start End Start End Load? Loadl Dead Point 740 '11.75 No Load2 Constr. Point 595 ' 11.75 No Load3 Dead Full Area 24.00 (1.00)*. = L/360 No Load9 Constr. Full Area 20.00 (1.00)* = L/240 No - rinucary wiaLn lrc� MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) Ll 0' 13'-6" 1 Dead 299 847 Live 212 Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; 653 Total 511 = 119 1500 Bearing: fb = 1023 Fb' 1423 fb/Fb' = 0.72 Dead Defl'n Len th 1.0 1.0 ADDITIONAL DATA: FACTORS: 'F CD CM Ct CL CFV CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 0.973 .1.30 1.000 1.00 1.00 2 FV, = 95 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M 2614 lbs -ft Shear LC# 2 = D+C, V = 1459, V@d = 1436 lbs „ Deflection: LC# 2 = D+C EI= 177.83e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D" -dead L=live S=snow W=wind I=impact 'C=construction " CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: ' 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. V Lumber -soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically Included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design = 119 fv Fv'.= 0.71 ' Bending(+) fb = ADDITIONAL DATA: FACTORS: 'F CD CM Ct CL CFV CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 0.973 .1.30 1.000 1.00 1.00 2 FV, = 95 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M 2614 lbs -ft Shear LC# 2 = D+C, V = 1459, V@d = 1436 lbs „ Deflection: LC# 2 = D+C EI= 177.83e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D" -dead L=live S=snow W=wind I=impact 'C=construction " CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: ' 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. V Shear fv @d = 85 Fv' = 119 fv Fv'.= 0.71 ' Bending(+) fb = 1023 Fb' 1423 fb/Fb' = 0.72 Dead Defl'n 0.27 L/608 Live Defl'n 0.20 L/823 0.45 = L/360 0.44 Total Defl'n 1 0.46 L/349 0.67 = L/240 0.69 ADDITIONAL DATA: FACTORS: 'F CD CM Ct CL CFV CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 0.973 .1.30 1.000 1.00 1.00 2 FV, = 95 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M 2614 lbs -ft Shear LC# 2 = D+C, V = 1459, V@d = 1436 lbs „ Deflection: LC# 2 = D+C EI= 177.83e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D" -dead L=live S=snow W=wind I=impact 'C=construction " CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: ' 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. V COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE Wood Wo r ks® 75-153 Merle Drive, Suite B PROD 4598 REAR Palm Desert, CA 92211 BM24 -REAR OF KITCHEN SOFTWARE FOR WOOL) DESIGN Nov. 25, 2006 13:17:15 Design Check Calculation Sheet Sizer 2002a Lnq. 1 lbs. osf. or Of ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full Area 25.00 (3.50)* 106 No Load2 Live Full Area. 60.00 (3.50)* 1653 Yes Load3 Dead- Point 2124 5.00 No Load4 Constr. Point 1459 5.00 Yes Load5 Dead Point 479 11.50 No Load6 Constr. Point 182 11.50. Yes Load7 Dead Full Area 15.00(10.00)* No Load8 Dead Full Area 10:00 (5.00)* No Load9 Constr. Full Area 10.00 (5.00)* Yes LoadO Dead Full Area 15.00 (1.33)* No Loall Live Full Area 40.00 (1.33)* Yes Loa12 Dead Point 380 12.75 No Lo 13 Live jPoint 230• 12.75 Yes -'i'riDucdry rviuLIJ t I MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' S• 14'-3" 1 Dead Live Total 1556 1468 3025 L?,- DJf f 5178 4272 9450 Value -Analysis/Design 881 1123 2004 Bearing: Length 1.0 101 2.7 106 1.0 Timber -soft, D.Fir-L, No. 1, 6x14" �' V , '� �I `�' y�� ✓ Self Weight of 17.64 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBG -UBC; CPCTInN vQ_ DESIGN CODE NDS -1997: 1 stress=osi. and in 1 Criterion Analysis Value Design Value -Analysis/Design Shear fv @d = 101 Fv' = 106 fv/Fv' = 0.95 Bending(+) fb = 515 Fb' = 1653 fb/Fb''= 0.31 Bending(-) fb = 561 Fb' = 1667 fb/Fb' = 0.34 Dead Defl'n0.02 = <L/999 Live Defl'n 0.02 = <L/999 0.27 = .L/360 0.07. Total Defl'n1 0.04 = <L/999 1 0.40 = L/2410 0:10 . ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV .Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 0.990, 0.99 1.000 1'.00 .1.00 11 Fb'-= 1350 1.25 1.00 1.00 0.998 0°.99 1.000 3.00 1.00' 3 Fv' = 85 1.25 1.00 1.00 .3 Fcp'= 625 1.00 1.00 E' 1.6 million 1.00 1.00 11 Bending(+): LC#11 = D+L+C (pattern: X ), M = 7168 lbs -ft Bending(-): LC# 3 = D+L+C, M = 7809 lbs -ft Shear : LC# 3 = D+L+C, V = 5683,.V@d = 5005 lbs Deflection: LC#11 = D+L+C (pattern: X') EI=1804.25eO6 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 Woodwor'kso Distribution COMPANY R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT KRRESIDENCE PROJ# OJ# 4598 Pattern Load? Loadl Dead Palm Desert, CA 92211 BM25 - FRONT OF KITCHEN 5.25 SOFMARFFORWOD DESIGN ' O Load2 Nov. 24, 2006 10:18:41 Point 1985 Design Check Calculation Sheet No Load3 Dead Sizer 2002a 621 - LOADS: Ibs, psf, or plf ) No Load4 Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Point 1767 5.25 No Load2 Live Point 1985 5.25 No Load3 Dead Point 621 - 3.50 No Load4 Constr. Point 548 3.50 No Load5 Dead Partial Area 24.00 (5.50)* 3.50 10.00 No Load6 Constr. Partial Area 20.00 (5.50)* 3.50 10.00 No Load7 Dead Partial Area 15.00(10.00)* 3.50 10.00 No Load8 Dead Full Area 15.00 (0.67)* No Load9 Live Full Area 40.00 (0.67)* No xrrinucary wiar.n k1L) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 10, Dead 1950 Value 2494 Live 1665 -Analysis Shear 1850 Total 3615 7481 4344 Bearing: Len th 1.4 13696 1.7 PSL, 2.0E, 2900Fb, 3-1/2x11-1/4". Self Weight of 12.3 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs, Ibs-ft, or In) Criterion Value Design, Value Analysis/Design -Analysis Shear V @d = 3321 Vr = 7481 V/Vr = -,0.44 Bending(+) M = 13696 Mr = 17970 M/Mr = 0:76 Dead Defl'n .0.16 = L/741 Live Defl'n 0.14 = L/885 0.33 = L/360 0.41 Total Defl'n 0.30 = L/403 0.50 = L/240 0.59 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 i:000 1.01 1.000 1.00• 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 13696 lbs -ft., Shear : LC# 2 = D+L, V = 3608, V@d = 3321 lbs. Deflection: LC# 3 = D+L+C EI= 830.57e06 lb-in2' Total Deflection = 1.00(Dead-Load Deflection) + Live Load Deflection: (D=dead L=live S=snow W=wind I=impact C=construction •CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT WoodWo rks® R F Structural Consultants, Inc. KRRESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4598 Palm Desert, CA 92211 BM24A - REAR OF KITCHEN fOFnVARE FOR WOOD DEMN Feb. 16, 2007.04:53:28 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location.(ft] Start End Pattern Load? Loadl Dead Full Area 25.00 (3.50)* P,,) 3t f�� No Load2 Live Full Area 60.00 (3.50)* Mr = Yes Load3 Dead Point 2124 5.00 No Load5 Dead Point 479 11.50 No Load7 Dead Full Area 15.00(10.00)* Live Defl'n No Load8 Dead Full Area 10.00 (5.00)* 0.09 No LoadO Dead Full Area .15.00 (1.33)* No Loadl Live Full Area 40.00 (1.33)* Yes Load2 Dead Point 380 12.75 No Load3 Live Point. 230 12.75 Yes Loa14 Wind Point 10506 13.50 No Loa15 wind jPoint -10506 1 11.50 No *Tributary wiatn (rt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 8' 14'-3" 1 Dead 1573 Value 5226 Value 892 Live Uplift Total Bearing: 939 2512 fe ��--� 2448 763 76744520 P,,) 3t f�� 3628 0.28 Bending(+) M = 5178 Mr = Length 1.0 0.13 1.9 M 1.1 PSL, 2.OE, 290OFb, 5-1/4x14" Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 6247 Vr = 22344 V/Vr = 0.28 Bending(+) M = 5178 Mr = 40743' M/Mr = 0.13 Bending(-) M = 6176 Mr = 40743 M/Mr = 0.15 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.02 = <L/999 0.21 = L/360 0.09 Total Defl'n 0.02 = <L/999 0.31 = L/240 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00. 1.00 5 Fb'-= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 ' Fv' = 285 1.60 1.00 1.00 4 . Fcp'= 750 1.00 1.00 - E' 2.0 million 1.00 1.00 4 Bending(+): LC# 5 = D+L (pattern: L_), M = 5178 lbs -ft Bending(-): LC# 2 = D+L, M = 6176 lbs -ft Shear : LC# 4 = .67D+W, V = 4473, V@d = 6247 lbs Deflection: LC# 4 = :67D+W EI=2401.00e06 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) COMPANY PROJECT Woodworkso R F Structural Consultants, Inc. KROJ# 4 RESIDENCE75-153 Merle Drive, Suite B PROJ# 4598 Palm Desert, CA 92211 BM24B - REAR OF KITCHEN wIFeb. 16, 2007 04:54:39 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full Area 25.00 (3.50)* e1 t S No Load2 Live Full Area 60.00 (3.50)* .r; -F2 �y, Yes Load3 Dead Point 2124 5.00 No, Loads Dead Point 479 11.50 No Load? Dead Full Area 15.00(10.00)* No, Load8 Dead Full Area 10.00 (5.00)* No LoadO Dead Full Area 15.00 (1.33)* No Loadl Live Full Area 40.00 (1.33)* Yes Load2 Dead Point 380 12.75 No Load3 Live Point 230 12.75 Yes Loal4 Wind Point -10506 •13.50 No Loa15 Wind Point 10506 11.50 No "1'r1DUCary W1ULI1 %IL1 MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8'. 14'-3" 1 Dead 1573 Design Value 5226 Shear 892 Live Uplifts 905 Bending(+) 5086 e1 t S 896 3294 Total Bearing: 2478,. a ,•y _ 10312 .r; -F2 �y, 1788 Live Defl'n 0.02 = <L/999 0.21 = L/360 Length 1.0 0.02 = <L/999 2.6 0.06 1.0 PSL, 2.OE, 290OFb, 5-1/4x14" Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or In) Criterion Analysis Value Design Value Anal sis/Desi n Shear v @d = 6952 Vr = 22344 V Vr = 0.31 Bending(+) M = 10773 Mr = 65189 M/Mr = 0.17 Bending(-) M = 6176 Mr = 40743 M/Mr = 0.15 Dead Defl'n negligible Live Defl'n 0.02 = <L/999 0.21 = L/360 0.09 Total Defl'n 0.02 = <L/999 0.31 = L/240 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.60 . 1.00 1.00 1.000 0.98 1.000 1.00 1.00 4 •Fb'-= 2900 1.00 1.00 •1.00 1.000 0.98 1.000 .1.00 1.00 .2 Fv' = 285 1.60 1.00 1.00 4 Fcp'= 750 1.00 1.00 - - E' = 2.0 million 1.00 1.00 4 Bending(+): LC# 4 = .67D+W, M 10773 lbs -ft Bending(-): LC# 2 = D+L, M 6176 lbs -ft Shear LC# 4 = .67D+W, V = 3341, V@d = 6952 lbs Deflection: LC# 4 = .67D+W EI=2401.00e06 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) *Tributary wiatn (rt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8' 14'-3" Dead 1573 Value COMPANY PROJECT Pattern Load? WoodWlbIrks' Dead R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B KRUGER RESIDENCE , PROD# 4598 k1's'+15�._,t No Load2 Palm Desert, CA 92211 BM24C =REAR OF KITCHEN . SOMVARE EOR WOOD DESIGN Yes Feb. 16, 2007 04:56:46 , Point -Design Check Calculation Sheet 5.00 No Load5 Sizer 2002a Point LOADS: ( lbs, psf, or plf ) 11.50 No Load Type Distribution Magnitude Location [ft] 15.00(10.00)* No > Load8 Dead *Tributary wiatn (rt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8' 14'-3" Dead 1573 Value Start End Start End Pattern Load? Loadl Dead Full Area 25.00 (3.50)* k1's'+15�._,t No Load2 Live Full Area 60.00 (3.50)* Dead Defl'n Yes Load3 Dead Point 2124 5.00 No Load5 Dead Point 479- 11.50 No Load7 Dead Full Area 15.00(10.00)* No > Load8 Dead Full Area 10.00 (5.00)* No LoadO Dead Full Area 15.00 (1.33)* No 4oad2 Dead Point 380 12.75 No Load4 Wind Point -10506. 13.50 No Load5 Wind Point 10506 11.50 No *Tributary wiatn (rt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8' 14'-3" Dead 1573 Value 5226 Shear 892 Live 722 Bending(+) 4669 k1's'+15�._,t 584 3294 Uplift M = 5752 Mr = 40743 M/Mr = 0.1.4 Dead Defl'n negligible Total 2295 Live Defl•n 9895 a3' • Imo, 1476 Bearing: 0.02 = <L/999 0.31 = L/240 0.06 Length 1.0 2.5 1.0 PSL, 2.OE, 290OFb, 5-1/4x14" ' Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or in) Criterion Anal sis Value Desian ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF'CV Cfu Cr LC# Fb'+= 2900 1.60' 1.00 1.00 1.000 0.98 1.000 1.00 1.00 4 Fb'-= 2900 1.00 1.00 1.00 1.000' 0.98 1.000 1.00 .1.00 2 Fv' = 285 1.60 1:00 1.00 4 Fcp'= 750 1.00, 1.00 - E' = 2.0 million 1.00 1.00 - 4 Bending(+): LC# 4 = .67D+W, M 10773 lbs -ft Bending(-): LC# 2 = D+L, M = 5752 lbs -ft Shear LC# 4 = .67D+W, V_= 3341, V@d =, 6952 lbs Deflection: LC# 4 = .67D+W EI=2401.00e06 bb -int ' Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. - (D= eflection. (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) 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. , Value Anal sis/Desi n Shear V @d = 6952 Vr = 22344 V/Vr = 0.31 Bending(+) M = 10773 'Mr = 65189 M/Mr•= 0.17 Bending(-) M = 5752 Mr = 40743 M/Mr = 0.1.4 Dead Defl'n negligible Live Defl•n 0.02 = <L/999 0.21 = L/360 0.09 'Total Defl'n 0.02 = <L/999 0.31 = L/240 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF'CV Cfu Cr LC# Fb'+= 2900 1.60' 1.00 1.00 1.000 0.98 1.000 1.00 1.00 4 Fb'-= 2900 1.00 1.00 1.00 1.000' 0.98 1.000 1.00 .1.00 2 Fv' = 285 1.60 1:00 1.00 4 Fcp'= 750 1.00, 1.00 - E' = 2.0 million 1.00 1.00 - 4 Bending(+): LC# 4 = .67D+W, M 10773 lbs -ft Bending(-): LC# 2 = D+L, M = 5752 lbs -ft Shear LC# 4 = .67D+W, V_= 3341, V@d =, 6952 lbs Deflection: LC# 4 = .67D+W EI=2401.00e06 bb -int ' Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. - (D= eflection. (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) 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. , LOADS: ( lbs, psf, or plf ) COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE r ks° 75-153 Merle Drive, Suite B PROJ# 4598 Palm Desert, CA 92211 BM24D - REAR OF KITCHEN OR WOOD Mica Feb. 16, 2007 04:57:45 ' Design Check Calculation Sheet Sizer 2002a Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load. Loadl Dead Full Area 25.00 (3.50)* Uplifttt Total No Load3 Dead Point 2124 5.00 No Load5 Dead Point 479 11.50 No Load7. Dead Full Area 15.00(10.00)*, No Load8 Dead Full Area 10.00 (5.00)* L/360 No LoadO Dead Full Area 15.00 (1.33)* L/240 No Load2 Dead Point 380 12.75 No Load4 Wind Point 10506 13.50 No Load5 Wind Point -10506 11.50 No xTriourary wiucn tic) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 8' 14'-3" 1 Dead 1573 FACTORS: F CD CM Ct CL . CF CV .Cfu Cr 5226 892 Live Shear V @d = 6247 3628 Uplifttt Total 1573 � '" " 763 5226 4520 Bearing: Length 1.0 M/Mr = 0.10 1.3 1.1 PSL, 2.OE, 290OFb, 5-1/4x14" Self Weight of 22.97 plf automatically included in loads; . Load combinations: ICBO-UBC; - SECTION vs. DESIGN CODE NDS -1997c (lbs, Ibs-ft, or In), Criterion Anal sis Value Design Value Analysis/Design ADDITIONAL DATA: FACTORS: F CD CM Ct CL . CF CV .Cfu Cr LC# Fb'+= 2900 0.90 1.00 .1.00 1.000- 0.98 1.000 1.00 1.00, . Shear V @d = 6247 Vr = 22344 V/Vr = 0.28• Bending(+) M = 3751 Mr = 36669 M/Mr = 0.10 Bending(-) M = 9763 Mr = 65189 M/Mr .0.15. Dead Defl'n 0.00 = <L/999 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. Live Defl'n 0.02 = <L/999 0.21 = L/360 0.09 Total Defl'n 1 0.02 =.<L/999 0.31 = L/240 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL . CF CV .Cfu Cr LC# Fb'+= 2900 0.90 1.00 .1.00 1.000- 0.98 1.000 1.00 1.00, 1 ' Fb'-= 2900 1.60 1.00 1.00 1.000. 0.98 1.000. 1.00 1.00 2 Fv' = 285 1.60 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' - 2.0 million 1.00 1.00 2 Bending(+): LC# 1 = D only, M = 3751 -16s -ft Bending(-): LC# 2 = .67D+W, M = 9763 lbs -ft Shear : LC# 2 = .67D+W; V = 4473, V@d = 6247 lbs Deflection: LC# 2 = .67D+W EI=2401.00e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind i=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Point Loads #1 #2 #3 � r To specify your title block on 1.716 Title : ,lob # L Live Load 2.800 2.379 Dsgnr Date: 10:13AM, 1 DEC 06 these five lines, use the SETTINGS 68.066 k Deescription 14.400 ksi main menu selection, choose the 7.250 17.250 17.250 ' Printing & Title Block tab, and ent -0.00 Scope Max. M @ Left your title block information. 6.76 k -ft Max. M @ Right Rev: 550100 User.KW-0604868, Ver 5.5.0, 25-Sep-2001 k Steel Beam Design Page 1 c:1ec55\4598 kru er.ecw:CalCUlations ; (c)1983-2001 ENERCALC Engineering Software eeaxswaar o.�e«.�a,w.�srs%=ri,..r� . , _ w,�c>m;a - �:s.ac�.,s•.-.:.+x�r :_ -. •-• .,s�� vamn,��;,'r.� ami.;:�xrra�ae:x+,�::rr,:adti+.,�,,:va.•;.�+r�;..sx:tis..nrrsrr. �. Description BM26 - AT KITCHEN 6.48 11.13 ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements FY 36. Steel Section: W1 2X66 Pinned-Pinned Load Duration Factor 1.00.00 Center Span 24.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 It LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads WCtCsrOwSri�� YiTiana±a/✓R.i,entis]Td1:.�ws'kL-i?�.:it3�'lY�SvY "' #1 #2 "i'ze-4 titi4s'�•i3l+Kilck'JS ..,-•-- e...:a..iiYu:Xav'.ia:�t�>YF'aPa}�:'a=tiC 4tl.SG -. -__,hi+tikYmJlsikittlK::Ybkiraie�i.Y3yX�:fir.Y,eiw'Y:.rSe+Ywii::eetRihWix #3 #4 #5 #6 #7 DL 0.168 0.156 0.132 0.150 k/ft LL 0.140 0.130 0.110 k/ft ST k/ft ' Start Location 7.250 17.250 7.250 7.250 ft End Location 17.250 24.000 17.250 .17.250 It Point Loads #1 #2 #3 #4 #5 Dead Load 2.861 1.716 0.847 0.712 Live Load 2.800 2.379 0.653 0.810 Short Term 68.066 k fv : Shear Stres: 2.567 ksi 14.400 ksi Location 7.250 7.250 17.250 17.250 Using: W12X65 section, Span = 24.00ft, Fy = 36.Oksi #7 End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.000 k Actual Allowable Moment 88.662 k -ft 174.148 k -ft fb : Bending Stress 12.097 ksi 23.760 ksi fb / Fb 0.509 : 1 Maximum Shear 12.136 k 68.066 k fv : Shear Stres: 2.567 ksi 14.400 ksi fv / Fv 0.178 :1 Length/DL Defl #6 #7 -0.588 k 0.000 k <- These columns are Dead + Live Load placed as noted k DL ft LL+ST Maximum Only Beam OK Static Load Case Governs Stress Max. Deflection -0.588 in Length/DL Defl 863.0 :1 Length/(DL+LL Defl) 490.0 :1 Force & Stress Summary' -0.334 -0.588 _ 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 0 Center Center A Cants Cants Max. M + 88.66 k -ft 50.18 88.66 k -ft Max. M - -0.00 -0.00 k -ft Max. M @ Left Reaction @ Left 12.14 6.76 k -ft Max. M @ Right k k -ft Shear @ Left 12.14 k 6.76 12.14 k Shear @ Right 11.13 k 6.48 11.13 k Center Defl. -0.588 in -0.334 -0.588 -0.588 0.000 0.000 in Left Cant Defl 0.000 in 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 12.14 6.76 12.14 12.14 k Reaction @ Rt 11.13 6.48 11.13 11.13 k Fa calc'd per 1.5-1, K•L/r < Cc I Beam Passes 1.5.1.4.1, Para 1, 2, 4, & 5, Fb = 0.66 Fy Iv� o �f- 1ti• 1� To specify your title block on <<- r ME Title : Job # v these five lines, use the SETTINGS A Center Dsgnr: Date: 5:18AM, 16 FEB 07 Max. M - -0.00 -0.00 Description 0.000 main menu selection, choose the 0.000 in 0.000 ...Query Defl @ Printing & Title Block tab, and ent 0.000 : Scope: 13.01 your title block information. Reaction @ Rt 11.51 6.48 Rev: W-06 K User. KW -0604868, Ver 5.5.0, 25 -Se 2001 K•L/r < Cc Steel Beam Design Page 1 (c)1983-2001 ENERCALC Engineering Software 0.000 0.000 in C:1eC55\4598 kru er.ecw Calculations -.6.'W9aTiadaCas6rikJii`.�Yti�.ri"t'e'•I�i'N�i-cai. Yftt+4f`i'Wt+i. .. ik4�%?�I!!'Cti4s?_�.+:d aic'Jr.L'Mg4Y.iX'%Y.-s.cuJiWtiG�Me::�G4+.',iVf Y;tiYr'iwbr'+.t'A'cv,4ilw�kNra.'3�1eiFtia'ra'riKJi'+viCa'•WBai Description BM26A - AT KITCHEN 0.000 in 13.01 General Information k Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements i`U.Toa'.'a`MAYv�i6�L' 4isWln'Mb'k,Lss3#-- .cwS.i.•`ti in- - ... Steel Section : W12X65 -. . • .. .'t".�XK i4>iN�Gfi .._. FY. 3CFdktiN�a•4ro'd+Ni __sR:d�dS+k- - _ 'tc+wv+•r+-+ N XM i'+ '.t :dPG'e0tiai nva'.idw'/E sc' ' .r+L+oiis-/ lHle,'✓+. t+dvni 36. Pinned -Pinned Load Duration Factor 1.00.00 Lo Center Span 24.00 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 Lu : Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.168 0.156 0.132 0.150 k/ft LL 0.140 0.130 0.110 k/ft ST k/ft Start Location 7.250 17.250 7.250 7.250 ft End Location 17.250 24.000 17.250 17.250 ft Point Loads' .Tm.vtl4K/dic."ik car.WmW +uYxu..•#i 2it9rcru'A..aL�XTt!'t .Z...._S. #1 #2 43 #4 VS.�._ #5 #6 #7 Dead Load 2.866 1.716 0.847 0.712 k Live Load 4.052 2.379 0.653 0.810. k . Short Term k Location 7.250 7.250 17.250 17.250 ft Summary Beam OK ' Static Load Case Governs Stress Using: WM65 section, Span = 24.00ft, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.000, Actual Allowable Moment 94.169 k -ft 174.148 k -ft Max -Deflection -0.620 in fb : Bending Stress 12.848 ksi 23.760 ksi Length/DL Defl 862.7 : 1 fb / Fb 0.541 : 1 Length/(DL+LL Defl) 464.4 :1 Shear 13.013 k 68.066 k fv : Shear Stres: 2.753 ksi 14.400 ksi fv / Fv 0.191 :1 Force & Stress Su Max. M @ Left Max. M @ Right Shear @ Left <<- r ME DL LL Maximum Only A Center - Max. M + 94.17 k -ft 50.20 94.17 Max. M - -0.00 -0.00 Max. M @ Left Max. M @ Right Shear @ Left 13.01k 6.77 Shear @ Right 11.51 k 6.48 Center Defl. -0.620 in -0.334 Left Cant Defl 0.000 in 0.000 Right Cant Defl - 0.000 in 0.000 ...Query Defl @ 0.000 ft ' 0.000 Reaction @ Left 13.01 6.77 Reaction @ Rt 11.51 6.48 Fa calc'd per 1.5-1, K•L/r < Cc 0.000 I Beam Passes 1.5.1.4.1, Para 1, 2, 4, & 5, Fb = 0.66 Fy 13.01 11.51 -0.620 0.000 0.000 0.000 13.01 11.51 columns are Dead + Live Load placed as noted -» LL+ST• LL LL+ST (a. Center . Cants Cants k -ft k -ft k -ft k -ft k k -0.620 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 13.01 k 11.51 k COMPANY AT K PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks® 75-153 Merle Drive, Suite B PROD# Palm Desert, CA 92211 BM27 - AT KITCHEN SORWARf FOR WOOD DESiCN Nov. 24, 2006 12:40:39 Design Check Calculation'Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start I End Location (ftl Start End Pattern Load? Loadl Dead Point 1950 6.75 No Load2 Live Point 1665 6.75 No Load3 Dead Full Area 15.00(12.50)* No Load4 Live Full Area 40.00(12.50)* L/360 No Load5 Dead Full Area 24.00 (4.50)* L/240 No Load6 Constr. Full Area 20.00 (4.50)* No Load? Dead Full Area 10.00(10.00)* lNo -rrlDuzary W1aLn tiL) . MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. T-6" Dead 1716 - 3276 Live 2379 Shear 3711 Total 4095 $)-� ��r -@ VN 6987 Bearing: 1.6 7794 2.7 Len th PSL; 2.OE, 290OFb, 3-1/2x9-1/4" v( Self Weight of 10.12 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: fibs. lbs -ft, or In)- .Criterion n)- .Criterion Analysis Value Design value Analysis/Design Shear v @d = 3059 yr = 6151 v/Vr = 0.50 Bending(+) M = 7794 Mr = 12416 M/Mr = Dead Defl'n 0.08 = <L/999 Live Defl'n 0.11 = .L/839 0.25 L/360 0.43 Total Defl'n 0.19 = L/476 0.38 = L/240 0.50 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 1.03 1.000 1..00 1.00 2 Fv' = 285 1.00 1.00 1.00 2, Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 7794' lbs -ft Shear : LC# 2 = D+L, v = 3758, v@d = 3059 lbs Deflection: LC# 3 = D+L+C EI= 461.68e06 lb-in2 .Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. ` Load WoodWo rks® Distribution COMPANY R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT KRUGER RESIDENCE, PROJ# 4598 Pattern Load? Loadl Dead Palm Desert, CA 92211 BM27A - AT KITCHEN 6.75 SOFMARF FOR WOOD DESIGN Load2 Feb. 16, 2007 04:45:47 - 1665 Design Check Calculation Sheet No Load3 Dead Sizer 2002a 15.00(12..50)* LOADS: ( Ibs, psf, or plf ) No Load4 Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Point 1950 6.75 No Load2 Live Point 1665 6.75 No Load3 Dead Full Area 15.00(12..50)* No Load4 Live Full Area 40.00(12.50)* L/360 No , Load5 Dead Full Area 24.00 (4.50)* L/240 No Load? Dead Full Area 10.00(10.00)*. No Load8 Wind Point 1389 3.50 No xrriour-ary wiar.n k1L) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 0. . , T-6" Dead 1736 Value 3296 Live 2087 a 3373 Total 3822 ;� v, ,) ` +' 6669 Bearing: M = 7830 Mr = Len th 1.5 Dead Defl'n 2.5 PSL, 2.OE, 290OFb, 3-1/2x14" Self Weight of 15.31,plf automatically included in loads; .Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or in) Criterion Analysis Value Design Value Anal sis/Desi n Shear V @d = 2714 Vr = 9310 V Vr = 0.29 Bending(+) M = 7830 Mr = 27162 M/Mr = 0.29 . Dead Defl'n 0.02 = <L/999 Live Defl'n 0.03 = <L/999 0.25 = L/360 .0.12 Total Defl'n 0.05 = <L/999 • 0.38 = L/240 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct. - CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 ,1.000 '0.98 1.000 -1.00 1.00 2. Fv' = 285 1.00 1.00 1.00 2 Fcpl= 750 1.00 1.00 ' E' = 2.0 million 1.00 1.00 ; 3 Bending(+) LC# 2 = D+L, M = 7830 lbs -ft Shear LC# 2 = D+L, V = 3777, V@d = 2714 lbs q Deflection: LC# 3 = D+,75(L+W) EI=1600.67e06 lb'in2 Total Deflection = 1.00(Dead Load Deflection)" + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT V V 40 R F Structural Consultants, Inc. KRUGER RESIDENCE Wood o tk - AT 75-153 Merle Drive, Suite B PROD# J Palm Desert, CA 92211 BM276 AT KITCHEN somswero^:voonocsrcu Feb. 16, 200704:46:50 Design Check Calculation Sheet Sizer 2002a nADS. ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location (it] Start End Pattern Load? Loadl Dead Point 1950 6.75 No Load2 Live Point 1665 • -, 6.75 No Load3 Dead Full Area 15.00(12.50)* w No Load4 Live Full Area 40.00(12.50)* L/360' No . Loads Dead Full Area 24.00 (4.50)* L/240 No Load? Dead Full Area 10.00(10.00)* No ; Load8 Wind Point -1389. 3.50 No -KZ1L)UlQLy .1U- %+ 1 MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 0' 7'-b•' I Dead 1736 3296 Live 2042 3373 Total 3777 6669 Bearing: 9310 V/Vr = 0.29 Length 1.4 2.5 PSL, 2.OE, 2900Fb, 3-1/2x14" Self Weight of 15.31 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs. lbs -ft. or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 2714 Vr = 9310 V/Vr = 0.29 Bending(+) M = 7830 Mr = 27162 M/Mr = 0.29 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.03 = <L/999 . 0.25 = L/360' 0.11 Total Defl'n 0.05 = <L/999 0.38 = L/240 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL -.CF CV Cfu ..Cr', LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 7830 lbs -ft" Shear LC# 2 = D+L," V = 3777,,V@d = 2714 lbs Deflection: LC# 2 = D+L EI=1600.67e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction" CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WoOdWorks 75-153 Merle Drive, Suite B PROJ# 4598 Palm Desert, CA 92211 BM27C -*AT KITCHEN Feb. 16, 200704:47:47 'Design Check Calculation Sheet Sizer 2002a LOADS: lbs, psf, or pif ) Load Type Distribution Magnitude Start, End Location [ft] Start End Pattern Load?. Loadl Dead Point 1950 6.75 No Load3 Dead Full Area 15.00(12.50)* Live Defl'n No " Load5 Dead Full Area 24.00 (4.50)* 0.38 = L/240 No Load? Dead Full Area 10.00(10.00)* No Load8 Wind IPoint =1389 3.50 No *Tributary Wlatn (rt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I 0' Dead 1736 Design Value 3296 Live` Total 1736 . 3296 Bearing: Length 1.0 Mr.= 24496 1.3 PSL, 2.OE, 290OFb, 3-1/2x14" Self Weight of'15.31 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs, Ibs-ft, or in) ' Criterion Analysis Value Design Value Analysis/Design Shear V @d = 1256 Vr = 8379 V/Vr =• 0.15 Bending(+) M = 3665 Mr.= 24496 M/Mr 0.15 Dead Defl'n negligible Live Defl'n 0.02 =•<L/999 0.25 = L/360 0.08' Total Defl'n 0.00 = <L/999 0.38 = L/240 0.01' ADDITIONAL DATA: FACTORS: F CD CM 'Ct CL CF CV Cfu Cr 41,C# Fb'+= 2900 0.90 1.00 1.00 1.000 0.'98 1.000 1.00• 1.00 1 Fv' 285 0.90 1.00 1.00" 1 Fop'= 750 1.00 1:00 a _ E' - 2.0 million 1.00 1.00. 2 Bending(+): LC# 1 = D only, M = 3665 lbs=ft Shear LC# 1 =.D only, V = 1736, V@d 1256 lbs'' Deflection: LC# 2 .67D+W EI=1600.67e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. ,(D=dead L=live S=snow W=wind "I=impact C=construction" CLd=concentrated) (All LC's are listed in the Analysis output)' DESIGN NOTES: 1. Please verify that the default deflection limits"are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact .your local SCL manufacturer. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWo rks® 75-153 Merle Drive, Suite B PROD# 4598 Palm Desert, CA 92211 BM28 -REAREAR OF MORNING SOFrWARF rOR WOOD DFSMY Dec. 1, 2006 09:48:12 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Point 1586 2.00 No Load2 Live Point 1393 2.00 No Load3 Dead Point 299 12.00 No Load4 Constr. Point 212 12.00 No Loads Dead Trapezoidal 180.0 120.0 0.00 17:00 No Load6 Constr. Trapezoidal 150.0 100.0 0.00 17.00 No Load? Dead Trapezoidal 120.0 0.0 17.00 . 20.50 No Load8 Constr. Trapezoidal 100.0 0.0 17.00 20.50 No Load9 Dead Partial Area 24.00 (3.50)* 0.00 2.00 No LoadO Constr. Partial Area 20.00 (3.50)* 0.00 2.00 No Loall Dead Partial Area 24.00 (7.00)* 2.00 12.00 No Loa12 Constr. Partial Area 20.00 (7.00)* 2.00 12.00 No Loa13 Dead Partial Area 24.00 (6.00)* 12.00 20.50 No Loa14 Constr. Partial Area 20.00 (6.00)* 12.00 20.50 No Loal5 Dead Full Area 15.00 (2.00)* INO 'Trinutary wi.atn tit) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 20'-6" I Dead 5272 Value 3665 Live 3934 Shear 2531 Total 9207 22444 6196 Bearing: Len th 2.3 37236 1.6 PSL, 2.OE, 290OFb, 5-114x18" Self Weight of 29.53 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( Ibs, Ibs-ft, or In) Criterion Analysis Value Design Value Anal sis/Desi n Shear V @d = 8400 Vr = 22444 V Vr = 0.37 Bending(+) M = 37236 Mr = 81871 M/Mr = 0.45 Dead Defl'n 0.32 = L/758 Live Defl'n 0.23 = <L/999 0.68 = L/360 0.34 Total Defl'n 0.55 = L/443 1.02 = L/240 0.54 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 0.96 1.000 1.00 1.00 3 Fv' = 285 1.25 1.00 1.00 3 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 3 = D+L+C, M = 37236 lbs -ft Shear : LC# 3 = D+L+C, V = 9207, V@d = 8400 lbs Deflection: LC# 3=.D+L+C EI=5103.00eO6 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind i=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT WoodWorks® R F Structural Consultants, Inc. KRRESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4598 Palm Desert, CA 92211 BM29 - AT KITCHEN soF11VARF FOR WOOD nfACN Dec. 1, 2006 09:23:37 Design Check Calculation Sheet Sizer 2002a I In Ana - r Ihs_ esf_ or olf ) Load .Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Load/ Dead Point 881 7.00 No Load2 Live Point 1123 7.00 No Load3 Dead Partial Area' 15.00 (7.75)* 7.00 14.00 No Load4 Live Partial Area 40.00 (7.75)* 7.00 14.00 No Load5 Dead Partial Area 24.00 (5.00)* 5.00 14.00 No Load6 Constr. Partial Area 20.00 (5.00)* 5.00 14.00 No Load? Dead Partial Area 15.00(10.00)* 5.00 14.00 No;.� x EripuLary wiuLIL l L U J MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 14' Dead Live Total 1586 1393. 2979 `;.` 2861 2800 5660 Bearing: Length 1.0 F' 1.4 4103 Vr = 13965 V/Vr = 0.29 w• M = 17726,' Mr ,= 40743 M/Mr = 0.44 14' Dead Live Total 1586 1393. 2979 `;.` 2861 2800 5660 Bearing: Length 1.0 F' 1.4 Self Load combinations: ICBO-UBC; CFCTIAN vc- nFSIGN CODE Nns.199' 2.OE, 290OFb, 5-1/4x14" 22.97 plf automatically included in loads; . lbs. lbs -ft. or In I Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear V @d = 4103 Vr = 13965 V/Vr = 0.29 Bending(+) M = 17726,' Mr ,= 40743 M/Mr = 0.44 Dead Defl'n 0.14 = <L/999r Live Defl'n 0.13 = <L/99,9 . 0.47 = L/360 0.27 Total Defl'n 0.26 = L/637 0.70 = L/240 0.38 ADDITIONAL DATA: r' FACTORS: F CD CM ,f Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.001.00 1.000 _0.98 1.000'. 1.00 1.00 2 Fv' = 285 1.00 140 .1.00 2 Fcp'= 750 100 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 2 /D+L, M = 17726 lbs -ft Shear LC# 2 D+L, V = 4889, V@d = 4103 lbs Deflection: LC# 3/= D+L+C EI=2401.00 06 lb -int Total Deflection/= 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=1 ve S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's a listed'in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS,(Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL(manufacturer. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks75-153® Merle Drive, Suite B PROD# AT K Palm Desert, CA 92211 BM29 - AT KITCHEN SOFTWARE FOR WOOD DFSIcv Feb. 16, 200705:05:36 , Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude, Start End Location [ft] Start End Pattern Load? Loadl Dead Point 892 7.00 No Load2 Live Point 3628 7.00 No Load3 Dead Partial Area 15.00 (7.75)* 7.00 14.00 No Load4 Live Partial Area 40.00 (7.75)* 7.00 14.00 No Load5 Dead Partial Area 24.00 (5.00)* 5.00 14.00 No Load6 Constr. Partial Area 20.00 (5.00)* 5.00 14.00 No Load? Dead Partial Area 15.00(10.00)* '5.00 14.00 lNo xTrioutary wiatn,trt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. 14' Dead Live Total 1591 2646 4237 �'. �J` e' �. , J g ; `�� .� 2866 4052 6918 Bearing: Length Anal sis/Desi n Shear V @d = PSL, 2.OE, 290OFb, 5-1/4x14". Self Weight of 22.97 pif automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -9997: ( lbs. Ibs-ft.•or in) Criterion Analysis Value Design Value Anal sis/Desi n Shear V @d = 5361 Vr = 13965 V/Vr = 0.38 Bending(+) M = 26532 Mr = 40743 M/Mr = 0.65 Dead Defl'n 0.14 = <L/999 Live Defl'n 0.23 = L/727 0.47 = L/360 0.49 Total Defl'n 0.37 = L/457 0:70 = L/240. 0.52 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 .1.000 1.00 1:00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 26532 lbs -ft Shear : LC# 2 = D+L, V = 6147, V@d = 5361 lbs Deflection: LC# 3 = D+L+C EI=2401.00e06 lb-in2 Total.Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite_ Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Load Wood Wo r ks® Distribution COMPANY R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT KRUGER RESIDENCE PROD# 4598 Pattern Load? Loadl Dead Palm Desert, CA 92211 BM29A- AT KITCHEN 7.00 SOFRVARE FOR WOOD DFS/CN Load2 Feb. 16, 2007 05:31:36 Point 3628 Design Check Calculation Sheet No Load3 Dead Sizer 2002a 15.00 (7.75)* LOADS: ( lbs, psf, or plf ) No Load4 Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Point 892 7.00 No Load2 Live Point 3628 7.00 No Load3 Dead Partial Area 15.00 (7.75)* 7.00 14.00 No Load4 Live Partial Area 40.00'(7.75)* 7.00 14.00 No Load5 Dead Partial Area 24.00 (5.00)* 5.00 14.00 No Load6 Constr. Partial Area 20.00 (5.00)* 5.00 14.00 No Load? Dead Partial Area 15.00(10.00)* 5.00 14.00 No Load8 Wands jPoint l�01 1 7 - 0` 1 No -Tr.LouLary wiaLn \ZL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 14' 1 Dead 1591 Value 2866 Live 2646 -Analysis .Shear 4052 Total 4237 13965 6918 Bearing: Length 1.1 26532 1.8 PSL, 2.OE, 290017b, 5-114x14" Self Weight of 22.97 pif automatically included in loads; Load combinations: ICBO-UBC; . SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or in) Criterion Value Design Value Anal sis/Desi n -Analysis .Shear V @d = 5361 Vr = 13965 V/Vr = 0.38 Bending(+) M = 26532 Mr =• 40743 M/Mr = '0.65 Dead Defl'n 0.14 = <L/999 Live Defl'n 0.23 = L/727 0.47 = L/360 0.49 Total Defl'n 0.37 = L/457 0.70 = L/240 -0.52 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 26532 lbs -ft Shear : LC#'2 = D+L, V.= 6147, v@d = 5361 lbs Deflection: LC# 3 = D+L+C EI=2401.00e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind i=impact C=construction 'CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCC manufacturer. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE v ood Wo r ks° 75-153 Merle Drive, Suite B PROD# 4598 Palm Desert, CA 9221AT.1 BM29B- AT KITCHEN SOFMAREFoa WOOD DFvcv Feb. .16. 2007 05:33:36 Design Check Calculation Sheet Sizer 2002a [LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ft). Start End Pattern Load? Loadl Dead Point 892 7.00 No Load2 Live Point 3628 7.00 No Load3•Dead 1.8 Partial Area 15.00 (7.75)* 7.00 14.00 No Load4 Live Partial Area 40.00 (7.75)* 7.00- 14.00 No Loads Dead Partial Area 24.00 (5.00)* 5.00 14.00 No Load6 Constr. Partial Area 20.00 (5.00)* 5.00 14.00 No Load? Dead Partial.Area 15.00(10.00)* 5.00 14.00 No Load8 Wind Bo4.nt -1389 7.50 No 'Trioucary wiacn k1L/ MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 0' 14' Dead 1591 Value 2866 Live 2646 Shear 4052 Total 4237 13965 6918 Bearing: M = 26532 Mr = Length 1.1 Dead Defl'n 1.8 PSL, 2.0E, 2900Fb; 5-114x14" Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d =. 5361 Vr = 13965 V/Vr = 0.38 Bending(+) M = 26532 Mr = 40743 M/Mr = 0.65 Dead Defl'n 0.14 <L/999 Live Defl'n 0.23 = L/727 0.47 = 0360 0.49 Total Defl'n 0.37 = L/457 0.70•= L/240 0.52 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.•00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 26532 lbs -ft Shear : LC# 2 = D+L, V = 6147, V@d = 5361 lbs Deflection: LC# 3 = D+L+C EI=2401.00e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the. Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT ' ®, R F Structural Consultants, Inc. KRUGER RESIDENCE OW o75-153 Merle Drive, Suite B PROD# odWo rks Palm Desert, CA 92211 BM29C- AT AT KITCHEN SOE7WARE FOR,N'OOD DESIGN Feb. 16, 2007 05:35:13 Design Check Calculation Sheet Sizer 20024 LOADS: (Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Point 892 7.00 No Load3 Dead Partial Area 15.00 (7.75)* 7.00 14.00 No Load5 Dead Partial Area 24.00 (5.00)* 5.00 14.00_' No Load6 Constr. Partial Area 20.00 (5.00)* 5.00 14.00 No " Load7 Dead Partial Area 15.00(10.00)* 5.00 14.00.- No Load8 Wind Point -1389 7.50 No Load9 Live Point -3294 7.00 No -1LLL1LLlGLy W4Ul11 MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in),: 0, 14' Dead 1591 2866 Live Uplift 289 A,.. 128 611 Total 1881 3977 Bearing: M = 10036 Mr = 36669 Len th 1.0 1.0 PSL, 2.OE, 290017b, 5-114x14" Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs. Ibs-ft, or In) Criterion Value Design value Analysis/Design -Analysis Shear V @d = 2281 Vr = 12568 V/Vr = 0.18, Bending(+) M = 10036 Mr = 36669 M/Mr = 0.27 Bending(-) M = 1493 Mr =' 40743 M/Mr = ` 0.04 Dead Defl'n negligible Live Defl'n 0.14 = <L/999 0.47 L/360 0.31 Total Defl'n 0.01 = <L/999 1 0.70 L/240 1, 0:01 ADDITIONAL DATA: FACTORS: F CD CM Ct CL �CF CV Cfu Cr- LC# Fb'+= '2900 0.90 1.00 '1.00 1.000 0.98 '1.000 1.00 1.00 1• Fb'-= 2900 1.00 1.00 1.00 1.000 0.98:•1.000 1.00:. .1.00 •,2 Fv' = 285 0.90 1.00 1.00 1 Fcp'= 750 1.00 1.00 E' = 2.0 million 1.00 1.00 5 • Bending(+): LC# 1 = D`only, M = 10036 lbs -ft Bending(-): LC# 2 = D+L, M = 1493 lbs -ft �. Shear : LC# 1 =-D only, V = 2705, V@d = 2281 lbs Deflection: LC# 5 = D+,75(L+W) EI=2401.00e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.- (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your.local SCL manufacturer. 1 COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESID NCE WoodWorks75-153 Merle Drive, Suite B PROD# Palm Desert, CA 92211 BM30 -RIGRIGHT OF BALCONY SOFMARE FOR WOOF? DESIGN Nov. 25, 2006 13:07:10 - Design Check Calculation Sheet. Sizer 2002a I nonS. ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft) Start. End Pattern. Load? Loadl Dead Point 1586 0.00 No Load2 Live Point 2136 0.00 Yes Load3 Dead Trapezoidal 108.0 186.0 3.50 10.50 No Load4 Constr. Trapezoidal 70.0 155.0 3.50 10.50 Yes Loads Dead Full Area 15.00 (4.00)* No . �TriouLary wlaLn tLL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 3,-6„ 17' Dead Anal sis Value 3587 Value 380 -Live V @d = 3922 3247 11845 230 Uplift M = 2276 Mr = 37317 174 Total M = 13514 6834 29854 610 Bearing: Length 0.0 1.7 1.0 PSL, 2.OE, 290OFb, 5-1/4x11-7/8". Self Weight of 19.48 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS4997: ( lbs, Ibs-ft, or In) Criterion Anal sis Value Design Value Analysis/Design Shear V @d = 3922 Vr =. 11845 V/Vr = 0.33 Bending(+) M = 2276 Mr = 37317 M/Mr = 0.06 Bending(-) M = 13514 Mr = 29854 M/Mr = 0.45 Deflection: Interior Dead negligible Live 0.10 = <L/999 0.45 = L/360 0.22 Total 0.10 = <L/999 0.67 = L/240 0.15 Cantil. Dead 0.07'= L/615 Live 0.17 = L/240 0.23 = L/180 0.75 Total 0.24 = L/172 0.35 = L/120 1 0.69 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 4 Fb'-= 2900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 FV ' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 4 = D+C, M = 2276 lbs -ft Bending(-): LC# 2 = D+L, M = 13514 lbs -ft , Shear LC# 2 = D+L, V- 4000, V@d = 3922 lbs Deflection: LC# 2 = D+L EI=1465.24e06 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) 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. COMPANY PROJECT d� R F Structural Consultants, Inc. KRUGER RESIDENCE Woodworks75-153 Merle Drive, Suite B PROJ#BM31 - 4598 REAR Palm Desert, CA 92211 BM31 -REAR OF BALCONY SOFTWARE FOR WOOD DESIGN Nov. 25, 2006 11:52:26 " Design Check Calculation Sheet Sizer 2002a Fin nc• ( Ibs. Dsf. or Dlf ) -1"110uLCLLy -U-1 ;-1 MAXIMUM REACTIONS (lbs) and BEARING LENGTH$ (in) : 0' 12'-9" 1 Dead Type Distribution Magnitude Location [ft] Pattern Shear 2136 Total Start End Start End Load? ELLad3 Dead Trapezoidal 156.0 131.0 0.00 12.75 No Dead Defl'n Live Trapezoidal 375.0 315.0 0.00 12.75 No Live Defl'n Dead Full Area 15.00 (6.00)* L/360 No -1"110uLCLLy -U-1 ;-1 MAXIMUM REACTIONS (lbs) and BEARING LENGTH$ (in) : 0' 12'-9" 1 Dead 1639. Value 1586 Live 2263 Shear 2136 Total 3902 11845 3722 Bearing: M = 12157 1.0 Length 1.0 Dead Defl'n 0.10 = PSL, 2.OE, 290OFb, 5-114x11-718" Self Weight of 19.48 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (Ibs. Ibs-ft, or In) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 3272 Vr = 11845 V/Vr = 0.28 Bending(+) M = 12157 Mr = '29854 M/Mr = 0.41 Dead Defl'n 0.10 = <L/999 Live Defl'n 0.14 = <L/999 0.43 = L/360 0.33 Total Defl'n 0.24 = L/630 0.64 = L/240 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 1.00 1.000 1.00, 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 12157 lbs -ft Shear : LC# 2 = D+L, V = 3902, V@d = 3272 lbs Deflection: LC# 2 =•D+L EI=1465.24e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Load WOOd Wo ks® Distribution COMPANY R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B PROJECT KRUGER RESIDENCE ' PROJ# 4598 Pattern r 1826 Palm Desert, CA 92211 BM32 - RIGHT OF BALCONY Start End SDFnVARE FOR. WOOD DESIGN Loadl Nov. 25, 2006 13:13:34 Point 3587 Design Check Calculation Sheet' No Load2 Live Sizer 2002a 3247 LOADS: (lbs, psf, or plf ) Loads Dead Load Type Distribution Magnitude Location [ft] Pattern Shear 1826 Total Start End Start End Load? Loadl Dead, Point 3587 9.00 No Load2 Live Point 3247 9.00 No. lNo Loads Dead Full Area 15.00 (4.00)* L/360 .0.37 -Tributary wiatn lrtJ MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 16' Dead 2233 2681 Live 1421 Shear 1826 Total 3654 13965 4508 Bending(+) M = 29513 Mr = Bearing: M/Mr = 0.72 Dead Defl'n 0.27 = Len th 1.0 1.1 PSL, 2.OE, 290OFb, 5-1/4x14" Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or In) Criterion Analysis Value Design 'Value ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1:00 1.00 1.000 0.98 i.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 D+L, M = 29513 lbs -ft - Shear LC# 2 = D+L, V = 4324, V@d = 4281 lbs Deflection: LC# 2 = D+L EI=2401.00 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) 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. , Anal sis/Desi n Shear V @d = 4281 Vr = 13965 V/Vr = 0.31 Bending(+) M = 29513 Mr = 40743 M/Mr = 0.72 Dead Defl'n 0.27 = L/720 Live Defl'n 0.19 = L/984 0.53 = L/360 .0.37 Total Defl'n 0.46 = L/416 0.80 = -L/240 0.58, ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1:00 1.00 1.000 0.98 i.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 D+L, M = 29513 lbs -ft - Shear LC# 2 = D+L, V = 4324, V@d = 4281 lbs Deflection: LC# 2 = D+L EI=2401.00 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) 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. , COMPANY PROJECT ;�q WoodWorksR F Structural Consultants, Inc. KRRESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4598 Palm Desert, CA 92211 BM33 - REAR OF MORNING SOFTWARE FOR WOOD DESIGN Nov. 25, 2006 13:37:00 _ PATIO Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 913 Total 2270 Start End Start End Load? 1.0 • Loadl Dead Trapezoidal 156.0 240.0 0.00 2.50 No Load2 Constr. Trapezoidal 130.0 200.0. 0.00 2.50 No L/939 Load3 Dead Trapezoidal 240.0 216.0 2.50 9.75 No 0.49 = Load4 Constr. Trapezoidal 200.0 180.0 2.50 9.75 No Loads Dead lFull Area 1 15.00 (4.00)* No , TriDuuary wiuLn SIL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 9'-9" I Dead 1393 Value' 1436 Live 877 Shear 913 Total 2270 1 6 2349 Bearing: Len th 1.0 • 1348 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" kAS 0 Self Weight of 9.8 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis Value' Desi n Value Analysis/Desi n Shear fv @d = 74 Fv' = 1 6 fv/Fv' = 0.70 Bending(+) fb = 1348 Fb' = 1500 fb/Fb' = 0.90 Dead Defl'n 0.20 = L/598 Live Defl'n 0.12 = L/939 0.32 = L/360 0.38 Total Defl'n 0.32 = L/365 0.49 = L/240 0.66 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1:000 1.00 1.000 1.0.0 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00' , 2 Bending(+): LC# 2 = D+C, M = 5791 lbs -ft Shear LC# 2 = D+C, V = 2270, V@d 2032 lbs Deflection: LC# 2 = D+C EI= 309.37e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 1 , WoodWorks R F Structural Consultants, Inc. KRRESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4598 Palm Desert, CA 92211 BM34 - REAR OF MORNING SOMMARE FOR WOOD OEMN Dec. 3, 200607:31:37 PATIO ' Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start" End Pattern Load? Loadl Dead Trapezoidal 216.0 180.0 0.00 9.75 No Load2 Constr. Trapezoidal 180.0 150.0" 0.00 9.75 No Load3 Dead Full Area 15.00 (4.00)*. No Load4 Dead Point 4085 '8.75 No Loads Live Point 4085` 8.75 No Trioutary Wlatn (rt/ MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 9,-9„ Dead 1796 Value 4985 Live 1248 Shear . 4446 Total 3044 ` 9431 Bearing: Len th 1.0 8609 2.4 PSL, 2.0E, 2900Fb, 5-1/4x11-114" Self Weight of 18.46 plf automatically included in loads Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (Ibs. Ibs-ft, or In) Criterion Anal sis Value Desi n Value Analysis/Design Shear . V.@d = 8351 Vr = 11222 V/Vr = 0.74 Bending(+) M = 8609 Mr =` 26955 M/Mr =. 01.32 Dead Defl'n 0.08 = <L/999 Live Defl'n 0.06 = <L/999 0.32 = L/360 0.18 Total Defl'n 0.14 = 1;/845 0.49 = L/240 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 11.00 1.00 1.00 1.4000 1.01 1.000 1.00 1.00 2 Fv' = 285 . 1.00 1.00 1.00 2 Fcp'= 750 140 1.00 E' = 2.0 million -1.00 1.00 •3 Bending(+): LC# 2 = D+L, M = 8609 lbs -ft Shear LC# 2 = D+L, V = 8561, V@d = 8351 lbs Deflection: LC# 3 = D+L+C EI=1245.85e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction` CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT WoodWorks' R F Structural Consultants, Inc. KROJ# 4 RESIDENCE 75-153 Merle Drive, Suite B PROJ# 4598 Palm Desert, CA 92211 BM35 - REAR OF MORNING ` Nov. 25, 2006 13:44:46 PATIO Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Trapezoidal 180.0 156.0 0.00 3.00 No Load2 Constr. Trapezoidal 150.0 130.0 0.00 3.00 No Load3 Dead Trapezoidal 156.0 324.0 3.00 9.75 No Load4 Constr. Trapezoidal 130.0 270.0 3.00 9.75 No Loads Dead Full Area 15.00 (4.00)* L/240 No -iriDucary wiuui ktt.) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' Dead 1264 Value 1541 Live 770 Shear 1000 Total 2034 106 2541 Bearing: Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" IA � C. �}�' l �1✓ Na ) Self Weight of 9.8 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; . SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 76 Fv' = 106 fv/Fv' = 0.72 Bending(+) fb =.1258 Fb' = 1500 fb/Fb' = 0.184 . Dead Defl'n 0.18 = L/636 Live Defl'n 0.11 <L/999 0.32 = L/360 0.35 Total Defl'n 0.30 = L/391 0.49 = L/240 0.61 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1-.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 5404 lbs -ft Shear : LC# 2 = D+C, V = 2493, V@d = 2102 lbs Deflection: LC# 2 = D+C EI= 309.37e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection., (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits+are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorkse R F Structural Consultants, Inc. KRRESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4598 Palm Desert, CA 92211 BM36 - REAR OF MORNING SOFTVARE FOR WOOD DESIGN Nov. 25, 2006 13:46:18 PATIO Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Total 3142 3142 Start End Start End Load? Loadl Dead Full Area 24.00(13.00)* 1.0 No Load2 Constr. Full Area 20.00(13.00)* 1 No Load3 Dead Full Area 15.00 (4.00)* L/360 No -TrIDULdry WIULn �LLJ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 9'-9„ Dead 1874 1874 Live 1267 1267 Total 3142 3142 Fv' = 106 fv/Fv' = 0.71 Bearing: fb = 1111 Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" l� S ie �' ✓ 9F'� t`)' Self Weight of 12.41 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 76 Fv' = 106 fv/Fv' = 0.71 Bending(+) fb = 1111 Fb' = 1687 fb/Fb' = 0.66 Dead Defl'n 0.12 = L/941 Live Defl'n 0.08 = <L/999 0.32 = L/360 0.26 Total Defl'n 0.21 = L/561 • 0.49 = L/240 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV 'Cfu Cr LC# ' Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00. 2 Fv' = 85 1.25 1.00 1.00 2 ` Fcp'= 625 1.00 1.00 - E' = 1.6 million .1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 7657 lbs -ft Shear LC# 2 = D+C, V = 3142, V@d = 2631 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. .(D=dead L=live S=snow W=wind I=impact C=constriction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are. appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESI ENCE r k s° 75-153 Merle Drive, Suite B PROD# 4598 Palm Desert, CA 92211 BM37 - FRONT OF MORNING roe w000 DESIGN Nov. 25, 2006 13:54:08 PATIO Design Check Calculation Sheet Sizer 2002a ' Load Type Distribution Magnitude Location [ft] Pattern 1267 Total Start, End- Start End Load? Loadl Dead Full Area 24.00(13.00)* No Load2 Constr. Full Area 20.00(13:00)* No Load3 Dead Full Area 15.00 (4.00)* L/360 No -tLLVuUaLy rvLuu+ , k -l. . ,. MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0, Dead 1874 1874 Live 1267 1267 Total 3142 ., 3142 Bearing: Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" U S A�(Y 9th 00i Self Weight of 12.41 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)'- Criterion n)'Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 76 Fv' _.106 fv/Fv' _. 0.71 Bending (+) fb = 1111 Fb' = 1687 fb/Fb" ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF `CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1:000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00` 1.00 2 Fcp'= 625 1.00 1.00 - E' _ 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 7657 lbs -ft Shear LC# 2 = D+C, V = 3142, V@d = 2631 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb -int Total Deflection = 1.00(Dead Load Deflection) +Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) _ DESIGN NOTES: 1. Please verify that the default 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. f = 0'.66 Dead Defl'n 0.12 = L/941 _ Live Defl'n 0.08 = <L/999 0.32 = L/360 0.26 Total Defl'n 0.21 = 'L/561 0.49 = L/240 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF `CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1:000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00` 1.00 2 Fcp'= 625 1.00 1.00 - E' _ 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 7657 lbs -ft Shear LC# 2 = D+C, V = 3142, V@d = 2631 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb -int Total Deflection = 1.00(Dead Load Deflection) +Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) _ DESIGN NOTES: 1. Please verify that the default 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. f General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 10:28AM, 1 DEC 06 Load Duration Factor 1.00' Description 22.75 ft main menu selection, choose the Elastic Modulus 29,000.0 ksi Left Cant. Printing & Title Block tab, and ent Scope Al Cants your title block information. 0.00 ft 42.77 Rev: 550100 User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Steel Beam Design Page 1 (c)1983-2001 ENERCALC Engineering Software k -ft c:1ec5514598 kru er.emCalculations ::uo-ri.:,ri�w".4..ur�+ra+..x»,uri+,e. >--.�:yncwr�i.�exms�r' ,:a, . - .... .,, +c�:i.:.: Description BM38 - RIGHT OF MORNING sz:.easa�;wsa.c::.s - .. , .,.a:u�., - ,wa»..cv;w::w.uaec +.oat:-.. _ ... �..:_,i,�uvra �.a�.m:a,wwnu..•ems;aiwa�. General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section: W1 2X40 Fy 3s.00ksi DL LL Pinned -Pinned Load Duration Factor 1.00' Center Span 22.75 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 It LL & ST Act Together Al Cants Right Cant 0.00 ft 42.77 64.17 Lu : Unbraced Length 0.00 ft,d k -ft Max. M - Distributed Loads -0.00 -0.00 ~r ....' IIfeve4ti6+:hits..L/SsysllKYaa1'df�i+_LSL+SrtaiL.._--">•-� #1 .�iNN::tidil+rNi. �w .u.�ay. -. �. .:.:-.a .•yG4siff •. _.-''-ivFra=s- •,-,-'.-•... .�l4isGii3iti:_4J... - %++.Gu7re #2 #3 #4 #5 a* #6 #7 DL 0.045 k/ft LL k -ft k/ft ST k/ft Stag Location k -ft Shear @ eft ft End Location 8.17 °d ft Trapezoidal Loads Shear @ ight 9.20 k 5.92 9.20 k #1 DL @ Left 0.120 LL @ Left 0.100 ST eft Wit Start ft DL @ Right LL @ Right S� @ Right k/ft End 9.500 ft #2 DL @ Left LL @ Left T @ Left Wit Start ft DL @ Right 0.252 LL @ Right 0.210 ST @ Right k/ft End 22.750 ft Point Loads 0.000 0.000 0.000 .. �. ... ..... ..: ssslyd.., JC.. .,mss. ... . -.a. #1 ..., ... ..-...... #2 _ .. � ... .. ...... #3 #4 x ....a. �B.„cv: .... _ ;,�: #5 #6y #7 Dead Load 3.665 1.193 .408 0.740 k Live Load 2.531 8.17 0.595 k Short Term k k Location 9.500 10.750 9.500 21.500 ft Summary Beam OK y = 36.Oksi Using: W12X40 section, S/0.00 Static Load Case Governs Stress End Fixity = Pinned-PinnDF = 1.000 tual Allowable Moment170 k -ft 102.814 k -ft Max. Deflection -0.597 in fb : Bending Stre29 ksi 23.760 ksi Length/DL Defl 685.0 :1 fb 24 : 1 Length/(DL+LL Defl) 457.3 :1 Shear00 k 50.721 k fv : Shear Stres:612 ksi 14.400 ksi fv 181 : 1 Force & Stress Sum ry Fa calc'd per 1.5-1, K•Ur < Cc ?.v"'; --4 el-ia it «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only A Center A Center A Cants Al Cants Max. M + 64.17 k -ft 42.77 64.17 k -ft Max. M - -0.00 -0.00 k -ft Max. M @ L k -ft Max. M @fight k -ft Shear @ eft 8.17 k 5.46 8.17 k Shear @ ight 9.20 k 5.92 9.20 k Center . fl. -0.597 in -0.399 -0.597 -0.597 0.000 0.000 in Left ' t Defl 0.000 in 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 O.OQO in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 8.17 5.46 8.17 8.17 k Reaction @ Rt 9.20 5.92 9.20 9.20 k Fa calc'd per 1.5-1, K•Ur < Cc ?.v"'; --4 el-ia it To specify your title block on Title : Job these five lines, use the SETTINGS Dsgnr: Date: 5:45AM, 16 FEB 07 main menu selection, choose the Description ' Printing & Title Block tab, and ent Scope: Center Span your title block information. Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Rev 550100 User. KW -0604868, Ver 5.5.0. 25 -Sep 2001 (c)1983-2001 ENERCALC Engineering Software Steel Beam Design Page 1 c:\ec55\4598 kru er.ecw:Calculations (a) Center Right Cant 0.00 ft Description BM38 - RIGHT OF MORNING Max. M + General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section: W1 2X40 Fy 36.00ksi *a�.aw sece .wWuw.��a_.xr. .>v.zG �.u»:wws....�.araxkczmr ,}rsroea.a,..�Rex+.ro.c'w+�� w.senra,.aaaay.c•�.e,.. , >n 1„y,,,,3r� «- These columns are Dead + Live Load placed as noted -» Pinned -Pinned Load Duration Factor 1.00 Center Span 22.75 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi ' Left Cant. 0.00 ft LL & ST Act Together (a) Center Right Cant 0.00 ft Cants Max. M + Lu : Unbraced Length 0.00 ft 68.24 Distributed Loads k -ft Max. M : #1 #2 #3 #4 #5 #6 #7 DL 0.045 k -ft k/ft LL k/ft ST k -ft Max. M @ Right k/ft Start Location ft End Location ' Shear @ Left 8.60 k ft Trapezoidal Loads k #1 DL @ Left 0.120 LL @ Left 0.100 ST @ Left k/ft Start ft DL @ Right LL @ Right ST @ Right k/ft End 9.500 ft #2 DL @ Left LL @ Left ST @ Left k/ft Start ft DL @ Righi 0.252 LL @ Right 0.210 ST @ Right k/ft End 22.750 ft Point Loads 0.000 0.000 } 'A�1wYn•M.%scWw;NMsus'�-+�.ir?/FM/(�.�iMe'S" .• •. .. #1 .. fczuc•.r4ye.�yr+'Y+Rtf:W�MF>W�WY+MI:ldY-Rd^.:IN}"vttA�fiuM?cVNt 14:: YFCJt. di #2 #3 #4 .v'W+!_"M.�Y:tw+V3!Y-._�'#5gni�1•.�.Nuyyvn'-"�s+*nMyPav+ ' #5 #6 #7 Dead Load 3.665 1.193 0.682 0.740 k ' Live Load 2.531 0.000 in 0.465 0.595 k Short Term 0.000 0.000 k Location 9.500 10.750 9.500 21.500 ft 1 Summa ry 8.60 OK ' Reaction @ Rt 9.51 6.04 Static Load Case Governs Stress Using: W12X40 section, Span = 22.75ft, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.000 Actual Allowable. ' Moment 68.242 k -ft 102.814 k -ft Max. Deflection -0.631 in fb : Bending Stress 15.770 ksi 23.760 ksi Length/DL Defl 664.3: 1 fb / Fb 0.664:1 Length/(DL+LL Defl) 432.9 :1 Shear 9.508 k .50.721 k ' fv : Shear Stress 2.699 ksi 14.400 ksi fv / Fv 0.187 : 1 Force & Stress Summary �.v-n,e,=+oww .ws+s» innww.>Wn«>.• *a�.aw sece .wWuw.��a_.xr. .>v.zG �.u»:wws....�.araxkczmr ,}rsroea.a,..�Rex+.ro.c'w+�� w.senra,.aaaay.c•�.e,.. , >n 1„y,,,,3r� «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only (a) Center (ED Center Cants Cants Max. M + 68.24 k -ft 44.28 68.24 k -ft Max. M : -0.00 -0.00 k -ft Max. M @ Left k -ft Max. M @ Right k -ft ' Shear @ Left 8.60 k 5.62 8.60 k Shear @ Right 9.51 k 6.04 9.51 k Center Defl. -0.631 in -0.411 -0.631 -0.631 0.000 0.000 in Left Cant Defl 0.000 in 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 8.60 5.62 8.60 8.60 k ' Reaction @ Rt 9.51 6.04 9.51 9.51 k Fa calc'd per 1.5-1, K"L/r < Cc and ent block WOMOdon, User: 1 '1.''�'00 W4868, Ver 5.5.0, 25 -Sep -2001 (0)1983.2001 ENERCALC Engineering Software ...... . . . . . . Description AT SM36 Information General In Steel S TS5X5X3/16 Column Height 12.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Loads D6ic4fidn scope: Steel Column Date.. 10. 46AM, Jot DEC 0b# +�-Ctk 6 Page 1 Edition ASD and J997 UBC Requireme nts AISC 9th Calcukations are designed to X . _X Si 11 deswa sway Allowed Sway Allowed .60 ksi y -Y SideswaY FY Duration Factor 1.330 Elastic Modulus 29,000.00 ksi 1.000 X -X Unbraced 12.000 It KXK 1.000 Y -Y Unbraced 12.000 ft Kyy Axial Load_ I Dead Load 5.92 k Ecc. for X -X Axis Moments Live Load 3.28 k Ecc.for y- . Y Axis Moments Short Tom Load k 0.000 in 0.000 in Column Design OK ' y� Summary � , Section TS . 5X5X - 3 . /16, Height= i 2.00ft, Axial Loads: DL = 5.92" LL = 3. . 28, ST = 0.00k, Ecc. = o.000 in Unbraced Lengths: X -X= 12.00ft, Y -Y= 12-00ftST _Chosen) Combined Stress Ratios Dead _Live _DL- LL _ DL-__ . LL L *11 0.1630 AISC Formula H1 -1 0.1210 AISC Formula HI - 2 0.0581 0.1226 AISC Formula H1 - 3 0.1049 XX Axis : Fa calc'd per 1.5-1, K*Ur < Cc YY Axis: Fa calc'd per 1.5-1, K*Ur < Cc I -Stresses Allowable & ctual Stresses Fa: Allowable fa : Actual Fb:x'x: Allow IF3.11 fb : xx Actual Fb:yy: Allow IF3.11 fb -. yy Actual Analysis Values Z"DL+LL 1 27,415 psi F'ey: DL+LL 271415 psi pax : DL+LL+ST 36,462 psi F'ey: DL+LL+ST 36,462 psi Max X_x Axis Deflection 0.000 in at [-------- - - --------- S-e--c--t-i-o---n--P--r-o--perties TSSXSX3/16 ........... Cm:xDL+LL�_;,.'..._. Cb'x DL+LL m-.y,DL+LL' 5 Cb:y DL+LL DL- LL _Short Dead Live 16.03 ksi 21.32 ksi 16.03 ksi 16.03 ksi 2.61 ksi 2.61 ksi 1.68 ksi 0.93 ksi 23.76 ksi 23.76 ksi 31.60 ksi 23.76.ksi 0.00 ksi 0.00 ksi 0.00 ksi ..0.00 ksi 23.76* ksi 23.76 ksi 31.60 ksi 23.76 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Z"DL+LL 1 27,415 psi F'ey: DL+LL 271415 psi pax : DL+LL+ST 36,462 psi F'ey: DL+LL+ST 36,462 psi Max X_x Axis Deflection 0.000 in at [-------- - - --------- S-e--c--t-i-o---n--P--r-o--perties TSSXSX3/16 ........... Cm:xDL+LL�_;,.'..._. Cb'x DL+LL m-.y,DL+LL' 5 Cb:y DL+LL Cm:x DL+LL+ST . v 85 Cb:x DL+LL+ST C;m-y DL -1 LL --6T OAS Cb,.y DL+LL+ST 0.000 ft Max y -y Axis Deflection 0.000 in at Depth 5.00 in Weight Iffidth- 5.000 in Area 0.188 in 11.96 Vtt 3.52 in2 I -XX I-yy S-xx S -YY T -)U V-'" .66. • 1.75 1.75 1.75 1.75 0.000 ft 13.40 in4 13.40 in4 5.360 in3 5.360 in3 ... Job # ' To specify your title block on. Title Dsgnr: r Date: 7:15AM, 3 DEC O6 these five lines, use the SETTINGS Description : . main menu selection, choose the . Printing & Title Block tab, and ent Scope your title block inforrnation. Page 1 Rev: 550100 User. KW -0604868, Ver 5.5.0,25 -Sep -2001 Steel Column Base Plate cAEC55k1598 kru er.ec, Calculations (c)1883-2001 ENERCALC Engineering Software _ ,_,; -, „ _ ..• ... _,,, , v „ - , • „ _ _ .. . - - _�.�. Description AT BM38 �' Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements id General Information � •„�..._ .Steel Section T 5x 5x3116 . S Loads Section Length 5.000 in _ Axial Load 9.20 k Section Width 5.000 in ' X -X Axis Moment. 0.00 k -ft Flange Thickness 0.188 in Web Thickness 0.188 in Plate Dimensions Allowable Stresses Plate Length 12.000 in Concrete fc 3,000.0 psi ' Plate Width 12.000 in I . `��l✓ Base Plate Fy 36.00 ksi Plate Thickness 0.250 in Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data 2.000 in Pier Length 48.000 in Dist. from Plate Edge, ' Pier Width 48.000 in Bolt Count per Side 2 5.500 k Tension Capacity Bolt Area 0.442 in2 Baseplate OK Summary Concrete Bearing Stress Bearing Stress OK ' Actual Bearing Stress 63.9 psi 3,570.0 psi Full Bearing; No Bolt Tension Allow per ACI 10.17 Allow per AISC J9 2,793.0 psi, Plate Bending Stress Thickness OK - ' Actual fb 33,433.6 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k ' Allowable 5.500 k ' TNov. NY PROJECT WOod Wo rksctural Consultants; Inc. KRUGER RESIDENCE erle Drive, Suite B PROD# 4598 sert, CA 92211 BM39 - RIGHT OF GREAT RM SOFTWARE FOR WOOAOFS,G,V2006 07:30:22 PATIO ' Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Location [ft] Pattern Load' Type D19tsibution startitudEnd Start End Load? „ 1639 5.75 No ' Loadl Dead Point Point 5.75 a No „ 2263 No Load2 Live Full Area 15.00 (5.00)* Load3 Dead 5:75 9.25 No.: Load4 Dead Trapezoidal 162.0 125.0 5.75 9.25 No 130.0 Load5 Live Trd ezoidal 100.0 ' *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' Dead 1136 Live 929 ' Total 2065 Bearing: Len th 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" ' Self Weight of 15.02 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) i Anal ss Value Desi n Value Anal sis/Desi 89 Criterion , = 85 fv/Fv' = fv @d = 76 Fb' = 1338 fb/Fb' = 0.77 Shear fb = 1028 ' Bending(+)' 0.19 Dead Defl'n 0.06 _ <L�999 0.31 - L/3A60 0.25 Live Defl'n 0.06 0.46 L/240 Total Defl'n 0.12 = L/950 ADDITIONAL DATA: Ct CL CF CV Cfu '.Cr LC# CD CM .. 2 FACTORS: F .00 1.00 0.991 '1.00 1.000 1.00 1.00 2 Fb'+= .1385 1.00 1.00 1.00 - Fv' = 1.00 1.00 2 ' EIFcp'= 625 1.00 1.00 Bending(+): LC# 2 E 1.6 million = D+L, M - 10399 lbs -ft 3202 lAs LC# 2 = D+L, V = 3505, ' Shear = D+L EI=1115.29e06 lb -int Deflection LC# 2 + Live Load Deflection. ' Total Deflection = 1.00 (Dead Load Deflection) (D=dead L=live S=snow W=wind Ifimpact C=construction CLd=concentrated (All LC's are listed in the Analysis Out ' DESIGN NOTES: for your application. 1. Please verify that the default deflection limits are appropriaterted according to the provisions of NDS Clause 4.4.1. 2. Sawn lumber bending members shall be laterally supp 9'-3" 1 1838 1736 3575 1.0 I COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE ® 75-153 Merle Drive, Suite B PROJ# 4598 WoodWorks Palm Desert, CA 92211 BM40 - REAR OF GREAT RM SOfltS'ARFFOA{YODDOF5IGN Nov. 26, 2006 07:42:08 PATIO - Design Check Calculation Sheet Sizer 2002a LOADS: l lbs, psf, or plf ) Location [ft) Pattern Magnitude Load Type Distribution Start End Start End Load? ' No Loadl Dead Full Area 24.00 (8.00)* No 20.00 (8.00)* No Load2 Full Area 15.00 (4.00)* ' Dead'Constr. Full Area Load3 Dead *Tributary Width (ft) REACTIONS (Ibs) and BEARING LENGTHS (in) : MAXIMUM 8 '. 0' 1047 640 Dead 1047 1687 ' Live 640 Total 1687 1.0 Bearing: Len th 1.0 Timber-soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Load combinations: ICBO-UBC; 'Lateral support: top= full, bottom= at supports; DESIGN CODE NDS4997: ( stress=psl,'and in ) SECTION vs. Valuen/Des AfvyFvso 49 Shear Criterion Anal sis Value. DesFv'i n= 106 ' fv @d = 52 fb/Fb' = 0.52 785 Fb' = 1500 Bending(+) fb = 0.08 = <L/999 0.18 Dead Defl'n 0,31 Live Defl'n 0.05 = <L/999 0.27 = L/360 0.40 = L/240 L/76 ' Total Defl'n 0.13 = 4 ' 1 CL CF CV Cfu Cr LC# ADDITIONAL DATA' CM Ct F 1.00 .00 .1.000 1.00 1.00 2 FACTORS: D 1.000 1 1.00 Fb'+= 1200 1.25 - 85 1.25 1.00. 1.00 Fv' = 2 Fcp'= 625 1.00 1.00 1.00 1.00 E' 1.6 million Bending(+): LC# 2 = D+C, M = 3374 lbs-ft 1681, V@d = 1424 lbs . ' Shear, : LC# 2 = D+C, V = = D+C EI= 309.37e06 lb-int' Deflection: LC# 2 + Live Load Deflection. Load Deflection) W=wind I=impact C=construction CLd=concentrated) Total Deflection = 1.00(Dead (D=dead L=live S=snow the Analysis output) (All LC's are listed in DESIGN NOTES:lication. for your app accordingto the provisions of NDS Clause 4.4.1. verify that the default deflection limits are appropriate 1. Please be laterally supported lumber bending members shall 2. Sawn 1 COMPANY PROJECT ® R F Structural.Consultants, Inc. KRUGER RESIDENCE WoodWorks. 75-153Merle Drive, Suite B BM41PROJ#-4598 Palm Desert, CA 92211 BM41 -REAR OF GREAT RM SOM"ANE.FOR WOOD DEE .1rN' Nov. 26, 2006 07:45:11 Design Check Calculation Sheet Sizer 2002a n w nc- I Ihs_ nsf. or Dlf ] *Tributary.width (Lt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Ll 17'-3„ 0' 3251 Dead 3251 1897 Live 1897 5149 Total 5149 Bearing: 1.3 Len th 1.3 PSL, 2.OE, 290OFb, 5-114x14" Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBO-UBC; eGCTlnN vc_ DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In ) v `Criterion Anal sis Value Distribution Magnitude. Location [ft] Pattern Shear V @d = 4452 Load Type Start End Start End Load? Mr Loadl Dead Full Area 24.00(11..00)* 0.57.= L/360 No No Load2 Constr. Full Area 20.00(11.00)* No Load3 Dead Full Area 15.00 (6.00)* *Tributary.width (Lt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Ll 17'-3„ 0' 3251 Dead 3251 1897 Live 1897 5149 Total 5149 Bearing: 1.3 Len th 1.3 PSL, 2.OE, 290OFb, 5-114x14" Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBO-UBC; eGCTlnN vc_ DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In ) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr. LC# Fb'+= 2900 1.25 1.00 1.00 1.000 `0.98, 1.000 1.00 1.00 .. 2 Fv' 285 1.25 1.00 1.00 - Fcp'= 750 1.00 1.00 2 E' = 2.0 million 1.00 .1.00 Bending(+): LC# 2 = D+C, M 22204 lbs -ft Shear LC# 2 = D+C, V = 5149, V@d 4452 lbs Deflection: LC# 2 = D+C EI=2401.00e06 lb -int " Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow w=wind I=impact C=constructionCLd=concentrated) (All LC's are listed.in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. v `Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear V @d = 4452 Vr = 17456 = 50929 V/Vr = 0.26 M/Mr = 0.44 Bending(+) M = 22204 Mr Dead " Defl'n Live Defl'n 0.31 = L/661 0.18 = <L/999 0.57.= L/360 0.32 Total Defl'n 0.50 = L/417 0.86 = L/240 0.57 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr. LC# Fb'+= 2900 1.25 1.00 1.00 1.000 `0.98, 1.000 1.00 1.00 .. 2 Fv' 285 1.25 1.00 1.00 - Fcp'= 750 1.00 1.00 2 E' = 2.0 million 1.00 .1.00 Bending(+): LC# 2 = D+C, M 22204 lbs -ft Shear LC# 2 = D+C, V = 5149, V@d 4452 lbs Deflection: LC# 2 = D+C EI=2401.00e06 lb -int " Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow w=wind I=impact C=constructionCLd=concentrated) (All LC's are listed.in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE woodWorks ® 75-153 Merle Drive, Suite B PROJ# 4598 Palm Desert, CA 92211 BM42 - REAR OF GREAT RM SOFnVARE FOR WOOD DESIGN Nov. 26, 2006 07:51:28 Design Check Calculation Sheet ' Sizer 2002a LOA Dg• ( Ibs psf or plf ) ' Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Fv':- Fb' Load Dead Dead Full Area Full Area 15.00 (6.00)* 10.00 (5.00)* No No Loadl Load2 *Tributary Width (Lt) ' MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) I 17'-3„ 0' 1315 Dead 1315 Live 1315 Total 1315 Bearing: 1.0 Len th 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; FLa.teral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; `Tinkt va IIFSIGN CODE NDS -1997: ( stress=psi, and In) criterion Anal sis Value Desi n Value Analysis/Desi n 0.45 hear fv @d 34 822 Fv':- Fb' 76 1215 fv Fv' = fb/Fb' = 0:68 ending(+) fb ead Defl'n 0.48 = L/428 ive Defl'n negligible 0.48 = L/428 0.86 = L/240 0.56 otal Defl'n ADDITIONAL DATA: ' FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 i Fv' = 85 0.90 1.00 1.00 _ Fcp'= '625 1.00 1'.00 1 E' = 1.6 million 1.00 1.00 Bending(+): LC# 1 = D only, M = 5669 lbs -ft. Shear : LC# 1 = D only, V = 1315, V@d = 1194 lbs .Deflection: LC# 1 = D only EI= 628.73e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. ' (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) ' DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R -Structural Consultants, Inc. KRUGER RESIDENCE 75-153 Merle Drive, Suite B PROJ# 4598 WoodWorks' Palm Desert, CA 92211 BM43 - RIDGE AT GREAT RM SOFTWARE FOR WOOD DE'ST6N Nov. 26, 200608:20:02 ' Design Check Calculation Sheet Sizer 2002a r nenc• 1 Ibs. osf. or Of ) *Tributary Width (tt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 23'-9„ Load Type Distribution S�agnitudrt End End[ft) Start End Loadern 3088 fb/Fb' = 0.60 Live Loadl Load2 Dead Constr. Full Area Full Area 24.00 (9.50)* 20.00 No *Tributary Width (tt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 23'-9„ Timber -soft, D.Fir-L, No. 1, 7-112x18" V � Self Weight of 32.07 pif automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; WARNING: this CUSTOM SIZE is not in the database. Refer to online help. SFCTIf)N vs. DESIGN CODE NDS -1997: (stress=psi, and in) V Analysis Value Design Value fv @d = 52 Fv' = 106 3088 2256 Dead 3088 fb/Fb' = 0.60 Live 2256 Dead Defl'n Live Defl'n 5345 0.29 Total 5345 0.55= L/515 1.19 = L/240 0.47 Bearing: 1.1 Length 1.1 Timber -soft, D.Fir-L, No. 1, 7-112x18" V � Self Weight of 32.07 pif automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; WARNING: this CUSTOM SIZE is not in the database. Refer to online help. SFCTIf)N vs. DESIGN CODE NDS -1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL' CF Cv Cfu Cr LC#- Fb'+= 1350 1.25 1.00 1.00 0.971 0.96 1.000 1.00• 1.00 2- Fv' = 85 1.25 1.00 1.00: Fcp'= 625 1.00 1.00 2 E' = 1.6 million 1.00 1.00 Bending(+): LC# 2 = D+C, M = 31733 lbs -ft Shear : LC# 2 = D+C, V = 5345, V@d = 4669 lbs,. Deflection: LC# 2 = D+C . EI=5831.9le06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the.provisions of NDS Clause 4.4.1. OuI Criterion Shear Analysis Value Design Value fv @d = 52 Fv' = 106 Anal sis/Desi n fv/Fv' = 0.49 Bending(+) fb = 940 Fb' = 1566 fb/Fb' = 0.60 Dead Defl'n Live Defl'n 0.32 = L/892 . 0.23 = <L/999 0.79 = L/360 0.29 Total Defl'n 0.55= L/515 1.19 = L/240 0.47 ADDITIONAL DATA: FACTORS: F CD CM Ct CL' CF Cv Cfu Cr LC#- Fb'+= 1350 1.25 1.00 1.00 0.971 0.96 1.000 1.00• 1.00 2- Fv' = 85 1.25 1.00 1.00: Fcp'= 625 1.00 1.00 2 E' = 1.6 million 1.00 1.00 Bending(+): LC# 2 = D+C, M = 31733 lbs -ft Shear : LC# 2 = D+C, V = 5345, V@d = 4669 lbs,. Deflection: LC# 2 = D+C . EI=5831.9le06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the.provisions of NDS Clause 4.4.1. OuI COMPANY PROJECT ® R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks 75-153 Merle Drive, Suite B PROD# 4598 Palm Desert, CA 92211 BM44 -RIGHT OF GREAT RM f0MVARf 1011 W00D nEstrN Nov. 26, 2006 08:45:39 Design Check Calculation Sheet Sizer 2002a nnnc• ( Ihs_ oafor olf ) *Tributary Width (it) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in).: 15' Load Type Distribution Magnitude Start End Location Ift] Start End Pattern Load? 2802 Shear Loadl Dead Point 3088 9.25 9.25 No No Total Load2 Constr. Point 2256 8.25 No, 1.5 0.26 = L/686 0.19 = L/958 Bearing: Load3 Dead Point 714 8:25 No 10.75 = L/240 0.60 . Load4 Live Point 1650 No Loads Dead Full Area 15.00(10.00)* *Tributary Width (it) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in).: 15' PSL, 2.OE, 290OFb, 6-114x14" Self Weight of 22:97 plf automatically included in loads; Load combinations: ICBO-UBC; ' SFCTIC1N vs. DESIGN CODE NDS -1997: (lbs, lbs -ft, or in) Criterion , 3594 2299 Analysis/Design Dead 2802 Shear Live 1607 V Vr 5893 Total 4410 Mr = 50929. M/Mr 0.61 1.5 0.26 = L/686 0.19 = L/958 Bearing: 0.38 Length 1.1 Total Defl'n 0.45 = L/399 10.75 = L/240 PSL, 2.OE, 290OFb, 6-114x14" Self Weight of 22:97 plf automatically included in loads; Load combinations: ICBO-UBC; ' SFCTIC1N vs. DESIGN CODE NDS -1997: (lbs, lbs -ft, or in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV` Cfu Cr LC# Fbl+= 2900 1.25 1.00 1.00 1.000 0.98 1.000 1.00 1.00 3 Fv' = 285 1.25 1.00 1.00 ' 3 Fcp'= 750 1.00 1.00 E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 3 = D+L+C, M = 31042 lbs -ft Shear : LC# 3 = D+L+C, V = 5721, V@d = 5572 lbs Deflection: LC# 3 = D+L+C EI=2401.00e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact• C=construction CLd=concentrated) (All LC's are listed in the Analysis. -Output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Criterion Analysis Value Desi nValue Analysis/Design Shear V @d = 5572 Vr = 17956 V Vr Bending(+) M = 31042 Mr = 50929. M/Mr 0.61 Dead Defl'n Live Defl'n 0.26 = L/686 0.19 = L/958 0.50 = L/360 0.38 Total Defl'n 0.45 = L/399 10.75 = L/240 0.60 . ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV` Cfu Cr LC# Fbl+= 2900 1.25 1.00 1.00 1.000 0.98 1.000 1.00 1.00 3 Fv' = 285 1.25 1.00 1.00 ' 3 Fcp'= 750 1.00 1.00 E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 3 = D+L+C, M = 31042 lbs -ft Shear : LC# 3 = D+L+C, V = 5721, V@d = 5572 lbs Deflection: LC# 3 = D+L+C EI=2401.00e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact• C=construction CLd=concentrated) (All LC's are listed in the Analysis. -Output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT Woodworks R F Structural Consultants, Inc. PRO J# 4 RESIDENCE 75-153 Merle Drive, Suite B PROJ# 4598 Palm Desert, CA 9h2211 BM45 - FRONT OF BAR SOEFWARE FORWOOD DESIGN Nov. 26, 2006 08:382'.3 Design Check Calculation Sheet Sizer 2002a Ln -q. ( lbs. psf, or plf ) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? Loadl Load2 714 Dead Live Full Area Full Area 25.00(10.00)* 60.00(10.00)* No No *Tributary Width (ft) MAXIMUM. REACTIONS (Ibs) and BEARING LENGTHS (in) : 5,-6„ Timber -soft, D.Fir-L, No'. 1, 6x8" Self Weight of 9.8 pif automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) ICriterion V Desi n- Value 714 Dead 714 F; - 85 1650 Live 1650 Fb' = 1200 2364 Total 2364 Bearing: 0.04 = <L/999 0.18 = L/360 1.0 Length, 1.0 0.28 = L/240 0.21 Timber -soft, D.Fir-L, No'. 1, 6x8" Self Weight of 9.8 pif automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) ICriterion Anal sis Value Desi n- Value Anal /Resign . Shear fv @d = 66 F; - 85 fv Fv' = 0.78 Bending(+) fb = 757 Fb' = 1200 fb/Fb' = ,0.63 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.04 = <L/999 0.18 = L/360 0.22 Total Defl'n 0.06 = <L/999 0.28 = L/240 0.21 ADDITIONAL DATA: - FACTORS: F CD CM Ct CL CF Cv Cfu., Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2'= D+L, M = 3251 lbs -ft Shear : LC# 2 = D+L, V = 2364, v@d = 1827 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ® R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks. 75-153 Merle Drive, Suite B PROD# 4598 Palm Desert, CA 92211 BM46 -LEFLEFT OF GREAT RM SOFTWARE FOR IVOOn DESIGN - Nov. 26, 2006 08:55:24 Design Check Calculation Sheet Sizer 2002a FInAn-q. ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern ILoad? Shear Loa dl Load2 Load5 Vr = 17456 - Dead Constr. Dead Point Point Full Area 3088 2256 15.00 (9.00)* 9.25 9.25 No No INO *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 18 PSL, 2.OE, 290OFb, 5-1/4x14" Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs, lbs -ft, or In) Criterion Anal lysis Value Desi2n= Value 3009 Shear Dead2923 Vr = 17456 - 1159 Bending(+) M =. 30423 Mr 50929 Live 1097 4168 Dead Defl'n 0.43 = L/508 Total 4019 Live Defl'n .0.20 <L/999 0.60 =. L/360 Bearing: Total Defl.'n 1.1 0:90 L/240 Length 1.0 PSL, 2.OE, 290OFb, 5-1/4x14" Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs, lbs -ft, or In) ADDITIONAL DATA: FACTORS: F CD CM Ct r CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.25 1.00 1.00 2. Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2. Bending(+): LC# 2 = D+C, M = 30423 lbs -ft Shear : LC# 2 = D+C, V = 4019, V@d =' 3835 lbs Deflection: LC# 2 = D+C EI=2401.00p06 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 L•C's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Criterion Anal lysis Value Desi2n= Value Anal sis/Desi n Shear V @d = 3835 Vr = 17456 V Vr = 0.22 Bending(+) M =. 30423 Mr 50929 M/Mr 0_.610 Dead Defl'n 0.43 = L/508 Live Defl'n .0.20 <L/999 0.60 =. L/360 0.33. Total Defl.'n 0.62 = L/347 0:90 L/240 0.69 ADDITIONAL DATA: FACTORS: F CD CM Ct r CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.25 1.00 1.00 2. Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2. Bending(+): LC# 2 = D+C, M = 30423 lbs -ft Shear : LC# 2 = D+C, V = 4019, V@d =' 3835 lbs Deflection: LC# 2 = D+C EI=2401.00p06 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 L•C's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks R Palm Merle Drive, Suite B PROJ#4598 Palm Desert, CA 92211 BM47 - RIGHT OF MASTERBED 50MVARE FOR WOOD DESIGN , Nov. 26, 2006 09:01:08 -------------- Design Check Calculation Sheet Sizer 2002a It nenQ. f lbs. osf, or [)If) ' *Tributary Width (it) Load Type Distribution Magnitude Location [ft] Start End Start End pLoad?�j 17'-9„ Loadl Dead Full Area 10.00 (7.00)* *Tributary Width (it) Criterion MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Desi n Value Anal sis/Desi n 17'-9„ Shear fv @d = 24 708 708 ive708 Bending(+) Dead otal708 Fb' 1080 Bering: 1.0 Len th 1.0 Dead Defl'n Timber -soft, D.Fir-L, No.1; 6x8" Self Weight of 9.8 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; Live Defl'n -QPCTInN vs. DESIGN CODE NDS -1997: (stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 i Fv' = 85 0.90 1.00 1.00 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M = 3143 lbs -ft Shear : LC# 1 = D only, V = 708, V@d = 658 lbs Deflection: LC# 1 = D only EI= 309.37e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv @d = 24 Fv' = 76 fv/Fv' = 0.31 Bending(+) fb = 731 Fb' 1080 fb/Fb' = 0.68 Dead Defl'n 0.58 = L/369 Live Defl'n negligible 0.65 Total Defl'n 0.58 = L/369 0.89 = L/240 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 i Fv' = 85 0.90 1.00 1.00 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M = 3143 lbs -ft Shear : LC# 1 = D only, V = 708, V@d = 658 lbs Deflection: LC# 1 = D only EI= 309.37e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ® R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks /� o r ks 75-153 Merle Drive, Suite B PROD# 4598 v V Palm Desert, CA 92211 BM48 - RIDGE AT MASTERBED ' SOFTWARE FOR WOOD DEMN Nov. 26, 2006 09:36:47 Design Check Calculation Sheet Sizer 2002a nwnc. I lhs_ nsf. ocolf ) *Tributary Width (zt) MAXIMUM REACTIONS (lbs) and BEARING. LENGTHS (in) : 20'-3" 0' 2654 Dead 2743 2021 Live 2044 4676 Total 4787 Bearing: 1:2 Len th 0.0 1.2 PSL, 2.OE, 290OFb, 5-1/4x16" Self Weight of 26.25 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) Criterion. Load Type Distribution Value Anal sis/Desi n ern V @d - 3892 Vr = 19950 V/Vr = 0.20 S�aagnitudrt End rt End[ft] Start End Load? Mr = 65540 Load/ Dead Partial Area 24.00 (6.00)* 0.00 4.00 0.00 9.00 No Yes M/Mr = 0.01 Deflection: Load2 Constr. Partial Area 20.00 (6.00)* 24.00(11.00)* 4.00 20.25 No 0.21 = 0.16 = <L/999 <L/999 Load3 Load4 Dead Constr. Partial Area Partial Area 20.00(11.00)* 4.00 20.25 Yes 0.92 = *Tributary Width (zt) MAXIMUM REACTIONS (lbs) and BEARING. LENGTHS (in) : 20'-3" 0' 2654 Dead 2743 2021 Live 2044 4676 Total 4787 Bearing: 1:2 Len th 0.0 1.2 PSL, 2.OE, 290OFb, 5-1/4x16" Self Weight of 26.25 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) Criterion. Anal sis Value Design= Value Anal sis/Desi n Shear V @d - 3892 Vr = 19950 V/Vr = 0.20 Bending(+) M = 21422 Mr = 65540 M/Mr = 0.33 Bending(-) M = 444 Mr = 65540 M/Mr = 0.01 Deflection: Interior Dead Live 0.21 = 0.16 = <L/999 <L/999 0.62 = L/360 0.26 Total 0.37 = L/605 0.92 = L/240 0.40 Cantil. Dead Live 0.06 = 0.05 = L/340 L/439 0.12 = L/180 0.91 Total 0.11 = L/191 0.18 = L/120 0.63 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1-.25 1.00 1.00 1.000 0.97 1.000 1.00 1.00 4 Fb'2900 1.25 1.00 1.00 1.000 0.97 1:000 1.00 1.00 2 - Fv' = 285 1.25 1.00 1.00 Fcp'= 750 1.00 1.00 4 E' = 2.0 million 1.00 1.00 Bending(+): LC# 4 = D+C (pattern: C), M 21422 lbs -ft Bending(-): LC# 2 = D+C, M = 444 lbs -ft Shear LC# 2 = D+C, V = 4279, V@d 3892 lbs Deflection: LC# 4 = D+C (pattern: C) EI=3584.00eO6 lb-iri2 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) 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. COMPANY PROJECT ® R F Structural Consultants, Inc. KRUGER RESIDENCE ' WoodW'orks BM49 - 75-153 Merle Drive, Suite B 4598 Palm Desert, CA 92211 BM49 -REAR OF MASTERBED SOMVARE FOR WOOD 01SXN Nov. 26, 2006,09:44:51 PATIO Design Check Calculation Sheet Sizer 2002a none• r Ihs_ nsf. or Dlf 1 *Tributary Widtn (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 18 01 1323 Dead 1323 990 Live 990 2313 Total 2313 Bearing: 1.0 Len th 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" ��t g' t / 9", (/ cAci Self Weight of 15.02 plf automatically included in loads;. . Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; CFCTIAN vs_ DESIGN CODE NDS -1997: (stress=psi, and in) Load Type Distribution Desi n Value Anal sis/Desi n Shear Tv -@d = 49 Fv' = 106 SMaagnitudend StartLocation End[ft] Load?rn Bending(+) fb = 1030 Fb' 1687 fb/Fb' = 0.61 Loadl Dead Full Area 24.00 (5.50)* Dead Defl'n Live Defl'n No NO 0.60 _. L/360 Load2 Constr. Full Area 20.00 550)_(. Total Defl'n 0.54 = L/396- 0.90 = L/240 *Tributary Widtn (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 18 01 1323 Dead 1323 990 Live 990 2313 Total 2313 Bearing: 1.0 Len th 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" ��t g' t / 9", (/ cAci Self Weight of 15.02 plf automatically included in loads;. . Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; CFCTIAN vs_ DESIGN CODE NDS -1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV, Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 .1.000 1.00 1.00 2 F"F= 85 1.25 1.00 1.00` Fcp'= 625 1.00 1.00 2.. E' = 1.6 million 1.00 1.00 Bending(+): LC# 2 = D+C, M = 10409 lbs -ft Shear LC# 2 = D+C, V = 2313, V@d 2067 lbs Deflection: LC# 2 = D+C EI=1115.29e06 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) t DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application.. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear Tv -@d = 49 Fv' = 106 fv/Fv' = 0.46 Bending(+) fb = 1030 Fb' 1687 fb/Fb' = 0.61 Dead Defl'n Live Defl'n 0.31 = L/693 0.23 = L/927 0.60 _. L/360 -0.39. Total Defl'n 0.54 = L/396- 0.90 = L/240 0.60 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV, Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 .1.000 1.00 1.00 2 F"F= 85 1.25 1.00 1.00` Fcp'= 625 1.00 1.00 2.. E' = 1.6 million 1.00 1.00 Bending(+): LC# 2 = D+C, M = 10409 lbs -ft Shear LC# 2 = D+C, V = 2313, V@d 2067 lbs Deflection: LC# 2 = D+C EI=1115.29e06 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) t DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application.. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT '{ R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks 5-153 Merle Drive, Suite B PROJ# 4598 Palm Desert, CA 92211 BM50 - RIGHT OF MASTERBED SOFlLVA4f FOR WOOD aFs Nov. 26, 2006 10:10:13 PATIO Design Check Calculation Sheet Sizer 2002a nw ne. r Ihs- nsf- or olf 1 *Tributary Width (it) Criterion MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Distribution Magnitude_ Location [ft] Pattern 575 Dead 1584 Load Type 809 Start • End Start End Load? 1.0 Loadl Dead Point 1323 2.25 2.25 No No Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; p,44 eer►Tirw wa r1Fi4ir.N CODE NDS -1997: (stress=psi, and in ) Load2 Constr. Point 990 15.00 (9.00)* 0.00 5.50 No Load3 Dead Partial Area *Tributary Width (it) Criterion MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Anal sis/Desi n 9,-6„ 0 575 Dead 1584 234 Live 756 809 Total 2339 Bearing: 1.0 Len th 1.0 .14 = L/799 .06 - <L/999 0.32 = L/360 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 pif automatically included in loads; Total Defl'n Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; p,44 eer►Tirw wa r1Fi4ir.N CODE NDS -1997: (stress=psi, and in ) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV •Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 ,.1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 Fcp'= 625 1.00 1.00 2 E' = 1.6 million 1.00. 1.00 Bending(+): LC# 2 = D+C, M = 4900 lbs -ft Shear : LC# 2 = D+C, V = 2339, V@d 2249 lbs Deflection: LC# 2 = D+C EI= 309.37e06 lb-in2 Total Deflection— 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion -1 sis Value Desi n Value. Anal sis/Desi n Shear !Ana @d = 82 Fv' = 106 = 1500 fv Fv' = 0.77 fb/Fb' = 0.76 Bending(+) fb = 1140Fb' Dead Defl'n Live Defl'n .14 = L/799 .06 - <L/999 0.32 = L/360 0.21 Total Defl'n 0.21 = L/549 .0.48 = L/240 p,44 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV •Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 ,.1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 Fcp'= 625 1.00 1.00 2 E' = 1.6 million 1.00. 1.00 Bending(+): LC# 2 = D+C, M = 4900 lbs -ft Shear : LC# 2 = D+C, V = 2339, V@d 2249 lbs Deflection: LC# 2 = D+C EI= 309.37e06 lb-in2 Total Deflection— 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ® R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks BM51 - 75-153 Merle Drive, Suite B 4598 Palm Desert, CA 92211 BM51 RIGHT OF HER CLOSET SOFMA NF FON WOOD DFSICK Nov. 26, 2006 10:24:48 -Design Check Calculation Sheet Sizer 2002a Lns- ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 0' Loadl Load2 Load3 Fv' = 106 Dead Constr. Dead Full Area Full Area Full Area 24.00 (6.50)* 20.00 (6.50)* 15.00 (3.00)* 0 1280 No No No *Tributary Width (tt) Criterion MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) Desi n Value Analysis/Desi n 12' 0' fv @d = 51 Fv' = 106 fv Fv' = 0.48 Bending(+) 0 1280 Fb' = 1687 fb/Fb'.= 0.53 Dead 1280 Dead Defl'n 78 Live 780 Live Defl'n 2060 0.40 = L/360 0.24 Total 2060 Total Defl'n 0.25 = L/565 0.60 = L/240 0.42 Bearing: 1.0 Length 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 E' 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 6181 lbs -ft Shear : LC# 2 = D+C, V = 2060, V@d = 1789 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) +.Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Anal sis Value Desi n Value Analysis/Desi n Shear fv @d = 51 Fv' = 106 fv Fv' = 0.48 Bending(+) fb = 897 Fb' = 1687 fb/Fb'.= 0.53 Dead Defl'n 0.16 = L/909 Live Defl'n 0.10 = <L/999 0.40 = L/360 0.24 Total Defl'n 0.25 = L/565 0.60 = L/240 0.42 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 E' 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 6181 lbs -ft Shear : LC# 2 = D+C, V = 2060, V@d = 1789 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) +.Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks75-153 Merle Drive, Suite 6 PROD# Palm Desert, CA 92211 BM52 - RIGHT OF HER BATH s4AA9af FOR WOOD nCStAr-V Nov. 26, 2006 10:27:55 Design Check Calculation Sheet Sizer 2002a =nQ1 or ulf 1 *Tributary width (Lt). MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 12, 0' 1978 Een 1478 720 720 2198 2198 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; act-rinti vc nFRIGN CODE NDS -1997: (stress=psi, and In) yr Criterion Anal sis Value Distribution. Magnitude Location .[ft] Pattern Shear fv @d = 55 Load Type Start • End Start End Load? Fb' = 1687 fb/Fb' = 0.57 Loadl Dead Full Area 24.00 (6.00)* 0.40 = L/360 No. No Load2 Constr. Full Area 20.00 (6.00)* No Load3 Dead Full Area 15.00 (6.00)* *Tributary width (Lt). MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 12, 0' 1978 Een 1478 720 720 2198 2198 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; act-rinti vc nFRIGN CODE NDS -1997: (stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 .1.000 1.00 1:000 1.00 1.00 .2 ' Fv' = 85 1.25 1.00 1.00 - Fcp'= 625 1.00 1.00 2 E' = 1.6 million 1.00 1.00 Bending(+): LC# 2 = D+C, M = 6595 lbs -ft Shear : LC# 2 = D+C, V = 2198,` V@d = 1908 -lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection: (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. yr Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv @d = 55 Fv' = 106 fv/Fv' = 0.52 Bending(+) fb = 957 Fb' = 1687 fb/Fb' = 0.57 Dead Defl'n Live Defl'n 0.18 = L/787 0.09 = <L/999 0.40 = L/360 0.22 Total Defl'n 0.27 = L/529 0.60 = .L/240 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 .1.000 1.00 1:000 1.00 1.00 .2 ' Fv' = 85 1.25 1.00 1.00 - Fcp'= 625 1.00 1.00 2 E' = 1.6 million 1.00 1.00 Bending(+): LC# 2 = D+C, M = 6595 lbs -ft Shear : LC# 2 = D+C, V = 2198,` V@d = 1908 -lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection: (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R F Structural Consultantsi Inc. KRUGER RESIDENCE Woodworks® 75-153 Merle Drive, Suite B PROD# 4598 Palm Desert, CA 92211 BM53 -FROFRONT OF HER BATH sOMVAPEFQa WGOD DESICN Nov. 26, 2006 10:41:04 Design Check Calculation Sheet It Sizer 2002a Hent. (Ibs. Dsf, or Of) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Load2 Load3 fv @d = 45 Dead Constr. Dead Point Point Full Area 1478 720 15.00 (4.00)* 10.00 10.00 No No No *Tributary Width (rt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 12• 0° 1666 Dead 681 600 Live 120 2266 Total 801 Bearing: 1.0 Length 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" \ Self Weight of 12.41 pif automatically included In loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and In), ADDITIONAL DATA:. „ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000' 1.00 1.00 1 Fv' = 85 0.90 1.00. 1.00 1 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 1 = D only, M = 3187 lbs -.ft, Shear : LC# 1 = D only, V = 1592, V@d = 1554 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2. Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated). (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Anal sis Value Desicrn Value Anal sis/Desi n Shear fv @d = 45 Fv= 76 fv Fv' = 0.58 Bending(+) fb = 462 Fb' = 1215 fb/Fb' = '0.38 Dead Defl'n 0.12 = <L/999 Live Defl'n 0.03 = <L/999 0.40 = L/360 0.09 Total Defl'n 0.16 = L/908 0.60 = L/240 0.26 ADDITIONAL DATA:. „ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000' 1.00 1.00 1 Fv' = 85 0.90 1.00. 1.00 1 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 1 = D only, M = 3187 lbs -.ft, Shear : LC# 1 = D only, V = 1592, V@d = 1554 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2. Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated). (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. a( J a( COMPANY PROJECT ® R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWo rks Palm Merle Drive, Suite B PROD# 4598 Palm Desert, CA 92211 BM54 -LEFLEFT OF HIS BATH SOMYANE FOR WOW nES#GN Nov. 26, 2006 10:48:22 , Design Check Calculation Sheet Sizer 2002a nAr%Q ! 1hc_ nsf. or olf 1 '*Tributary Width (rt) Load Type Distribution Magnitude Start End Location [ft) • Start End Pattern Load? 8 Loadl Dead Partial Area 24.00 (9.50)* 0.00 4.75 No Total 2082 Load2 Constr. Partial Area 20.00'(9.50)* 0.00 4.75 No Total Defl'n Self Weight of 9.8 plf automatically included in loads; Load3 Dead Partial Area 24.00(14.00)* 4.75 8.00 No Load4 Constr. Partial Area 20.00(14.00)* 4.75 8.00 No Loads Dead Full Area 15.00 (4.00)* INo '*Tributary Width (rt) Criterion MAXIMUM REACTIONS (lbs) and BEARING.LENGTHS (in) : Desi n Value Analysis/Design Shear 8 o' 1471 Dead 1262 993 Live 819 2464 Total 2082 Bearing: 1.0 Len th 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Total Defl'n Self Weight of 9.8 plf automatically included in loads; 0.40 = L/240 0,42 Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; Ci=CTlnN vc_ DESIGN CODE NDS -1997: (stress=psi, and in ) .. Criterion Anal sis Value Desi n Value Analysis/Design Shear fv @d = 73 Fv' _ .106 fv/Fv' _ -0.69 Bending(+) fb = 1034 Fb' = 1500 fb/Fb' _. 0.69 Dead Defl'n Live Defl'n 0.10 = L/959 0.07 - <L/999 0.27 = L/360 0:25 Total Defl'n 0.17 = L/577 0.40 = L/240 0,42 ADDITIONAL DATA: FACTORS: F CD CM Ct. CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 •1.00 2 Fv' _ 85 1.25 1.00 1.00 Fcp'= 625 1.00 1.00 2 E' = 1.6 million 1.00 1.00 Bending(+): LC# 2 = D+C, M = 4443 lbs -ft Shear LC# 2 D+C, V = 2425, V@d = 2008 lbs Deflection: LC# 2 = D+C EI=,309.37e06 lb -int. Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ® R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks 7Merle Drive, Suite B PROD# 4598 Palmalm Desert, CA 92211 BM55 -LEFLEFT-OF T OF MECH. SOM'WAREsouWOOD arsie'V Nov. 26, 2006 10:56:41 Design Check Calculation Sheet Sizer 2002a , f% w r%q. 11ha ncf_ eir nif ) - *Tributary Widtn (Lt) Load Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? 1289 Loadl Load2 Load3 Dead Constr. Dead Full Area Full Area Full Area 24. 0(13.00)* 20.00(13.00)* 15.00 (4.00)* Total 2166. No No No *Tributary Widtn (Lt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 6,-9„ 0. 1289 Dead 1289 877 Live 877 2166 Total 2166. Bearing: 1.0 Len th 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psl, and In) Criterion Analysis Value Desi n Value Anal sis/Desi n fv/Fv' = 0.60 Shear fv @d = 64 Fv' = 106 fb = 851 Fb' = 1500 fb/Fb' = 0.57 Bending(+) Dead Defl'n 0.06 = <L/999 0.17 Live Defl'n' 0.04 = <L/999 0.22 = L/360 Total Defl'n 0.10 = L/835 0.34 = L/240 0 29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr .LC# 1200 1.25 1.00 1.00 1.000, 1.00 1.000 .1.00 11.00 2 Fb'+= Fv' = 85 1.25 1.00 1.00. - Fcp'= 625 1.00 1.00 _ 2 E' = 1.6 million 1.00 1.00 Bending(+): LC# 2 = D+C, M = 3655 lbs -ft Shear LC# 2 = D+C, V = 2166, V@d = 1765 lbs Deflection: LC# 2 = D+C EI= 309.37e06 lb-in2 = 1.00(Dead Load Deflection) + Live Load Deflection. Total Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Title: Job #� To specify your title block on Dsgnr: Date: 11:23AM, 26 NOV 06 these five lines, use the SETTINGS Description main menu selection, choose the Printing & Title Block tab, and ent Scope your title block information. Page I Rev: 550'00 Steel Beam Design user: Kw -0604868, ver 5.5.0, 25 -Sep -2001 c:�ec55k1598 kru er.ecw:Calculations (c)1983-2001 ENERCALC Engineering Software Description BM56 - BENT BM AT FOYER General Information Steel Section : W10X15 Max. Deflection -0.271 in Center Span 15.50 ft Left Cant. 0.00 ft Right Cant 0.00 it Lu : Unbraced Length 0.00 It Point Loads - #1 #2 Dead Load 1.950 k -ft Live Load 1.950 Short Term Location 7.750 k Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 36.00 ksi Pinned -Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together #3 Using: WlOX15 section, Span = 15.50ft, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.000 Actual Moment 15.562 k -ft fb : Bending Stress 13.539 ksi fb / Fb 0.570 : 1 Shear 2.066 k fv : Shear Sires: 0.899 ksi fv I Fv 0.062 : 1 Force & Stress Su DL Maximum Only 801 #4 #5 #6 t k k k ft Beam OK Static Load Case Governs Stress Allowable 27.312 k -ft Max. Deflection -0.271 in 23.760 ksi Length/DL Defl 1,323.2 :1 Max. M - Length/(DL+LL Defl) 685.3 : 1 33.087 k 14.400 ksi k -ft <<- These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST Center Center Cants Cants 15 56 k -ft Max. M + 15.56 k -ft k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k Shear @ Left 2.07 k 1.09 2.07 k Shear @ Right 2.07 k 1.09 2.07 Center Defl. -0.271 in -0.141 -0.271 -0.271 0.000 0.000 0.000 0.000 in 0.000 in Left Cant Defl 0.000 in in 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft Reaction @ Left 2.07 1.09 1.09 2.07 2.07 2.07 2.07 k k Reaction @ Rt 2.07 Fa calc'd per 1.5-1, K•L1r < Cc I Beam Passes 1.5.1.4.1, Para 1, 2, 4, & 5, Fb = 0.66 Fy Section Properties W10X15 Depth 9.990 in s Weight - 14.98 #/ft r-xx 3.953 In 0.810 in Width 4.000in I -XX 68.90 in4 2.89 in4 Rt Rt 0.990 in Web Thick 0.230 in 0.270 in I-yy S-xx 13.794 in3 Flange Thickness in2 S-yy 1.445 in3 Area 4.41 COMPANY PROJECT WoodWorks R F Structural Consultants, Inc. KRRESIDENCE 75-153 Merle Drive, Suite B PROJ# OJ# 4598 . Palm Desert, CA 92211 BM57 - FRONT OF MASTERBED SOFIWARF FORIY000 �FS/GN Nov. 26, 2006 11:29:02 Design Check Calculation Sheet Sizer 2002a I nenQ. ( tbs. nsf. or olf ) Load Type Distribution Magnitude Location (ft] Pattern fv @d = 49 1419 Total Start End Start End Load? Loadl Dead Full Area 24.00 (6.00)* Length No Load2 Constr. Full Area 20.00 (6.00)* 0.16' No Load3 Dead Full Area 15.00 (4.00)* No -rzIIJULaLy rvluu, 1-1 MAXIMUM REI 01 PIONS (lbs) and BEARING LENGTH5 (in): 8'-s° 1 Dead 909 Desi n, Value 909 510 Live 510 fv @d = 49 1419 Total 1419 fb = 702 Fb' = 1500 Bearing: Dead Defl'n 1..0 Length 1.0 Live Defl'n Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; . SECTION vs. DESIGN CODE NDS -1997: ( stress=Dsl. and In) Criterion Anal sis Value Desi n, Value Anal sis/Desi n Shear fv @d = 49 Fv' 106 fv/Fv'.= 0.41 Bending(+) fb = 702 Fb' = 1500 fb/Fb' = 0.47. Dead Defl'n 0.08 = <L/999 Live Defl'n 0.05 = <L/999 0.28 = 'L/360 0.16' Total Defl'n 0.13 = L/804 0.43 = L/240 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+=1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= .625 1.00 1.00 - E' 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M 3015 lbs -ft Shear LC# 2 = D+C, V = 1419, V@d 1210,lbs,, Deflection: LC# 2 = D+C EI= 309.37e06 lb -int Total Deflection = 1.00(Dead Load. Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ® R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks 75-153 Merle Drive, Suite B PROD# 4598 Palm Desert, CA 92211 BM58 -FRONT OF GREAT RM SOFMARF FOR WOOD DESIGN Nov. 26, 2006 11:35:47 ' Design Check" Calculation Sheet Sizer 2002a Fln ns• 1 Ibs. osf. or alf ) Load v. Type Distribution Magnitude Start End Location [ft] Start End Pattern Loadl Load2 Load3 fv @d = 62. Dead Constr. Dead Full Area Full Area Full Area 29.00 (5.00)* 20.00 (5.00)* 15.00 (7.00)* No No No ; *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and. BEARING LENGTHS (in) 20'-3" 0' 2957 gTotaill3469 957 ', 1013 013 3469 .0 . Timber -soft, D.Fir-L, No. 1, 6x14 IIA J Self Weight of 17.64 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV,.Cfu Cr LC# Fb'+= 1350 1.25 1.00 ,1.00 1.000 0.99 .1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 E'" = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 17563 lbs -ft - Shear LC# 2 = D+C, V = 3469, V@d = 3084 lbs Deflection: LC# 2 = D+C EI=1804.25e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact. C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Anal sis Value Desi n Value Analysis/Design Shear fv @d = 62. Fv' = 106 fv/FV' = 0.59 ; Bending(+) fb = 1262 Fb' = 1671, fb/Fb' = 0.76 Dead Defl'n 0.51 = L/477 Live Defl'n 0.21 = <L/999 0.68 = L/360 0.31 Total Defl'n 0.72 = L/338 1.01 = L/240 0.71 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV,.Cfu Cr LC# Fb'+= 1350 1.25 1.00 ,1.00 1.000 0.99 .1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 E'" = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 17563 lbs -ft - Shear LC# 2 = D+C, V = 3469, V@d = 3084 lbs Deflection: LC# 2 = D+C EI=1804.25e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact. C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks75-153 Merle Drive, Suite B PROD# 4598 Palm Desert, CA 92211 BM59 - HIP AT FOYER " SOPMARC FOR WOOD OES$GN Nov. 26, 2006 15:07:56 " Design Check Calculation Sheet Sizer 2002a i nAnc• Ibs- osf. or Of 1 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 7'-6- 0. 252 Dead 492 200 Live 400 452 Total 892 Bearing: 1.0 Len th 1.0 Lumber -soft, D.Fir-L, No.2, 2x10" Self Weight of 3.3 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; , cr-(,TInN vs- DESIGN CODE NDS -1997: (stress=psi, and in ) Load Type Distribution Magnitude Location (ft] Pattern Shear fv @d = 69 Fv' _ 119 fv/Fv' = 0:58 Start End Start End Load? Fb' = 874 fb/Fb' = 0.83 Loadl Dead Trapezoidal 192.0 0.0 0.00 7.50 7.50 No No Load2 Constr. Trezoidal 160.0 0.0 0.00 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 7'-6- 0. 252 Dead 492 200 Live 400 452 Total 892 Bearing: 1.0 Len th 1.0 Lumber -soft, D.Fir-L, No.2, 2x10" Self Weight of 3.3 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; , cr-(,TInN vs- DESIGN CODE NDS -1997: (stress=psi, and in ) ADDITIONAL DATA: FACTORS: F CD CM Ct ..CL CF CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 0.706 1.10 1.000 1.00 1.00 2 Fv' = 95 1.25 1.00 1.00 - Fcp'= 625 1.00 1.00 2... E' = 1.6 million1.00 1.00 G Bending(+): LC# 2 = D+C, M.= 1297 lbs -ft . Shear LC# 2 = D+C; V = 892, V@d = 634,lbs Deflection: LC# 2 = D+C EI= 158.29e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) .(All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. t. W v Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv @d = 69 Fv' _ 119 fv/Fv' = 0:58 Bending(+) fb = 728 Fb' = 874 fb/Fb' = 0.83 Dead Defl'n 0.04 = <L/999 0.04 = <L/999 0.25'= L/360 O,22 Live Defl'n Total Defl'n . 0.08 = <L/999 0.38 =. L/240 . ADDITIONAL DATA: FACTORS: F CD CM Ct ..CL CF CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 0.706 1.10 1.000 1.00 1.00 2 Fv' = 95 1.25 1.00 1.00 - Fcp'= 625 1.00 1.00 2... E' = 1.6 million1.00 1.00 G Bending(+): LC# 2 = D+C, M.= 1297 lbs -ft . Shear LC# 2 = D+C; V = 892, V@d = 634,lbs Deflection: LC# 2 = D+C EI= 158.29e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) .(All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. t. W COMPANY PROJECT ® R F Structural Consultants, Inc. KRUGER RESIDENCE Woodworks' 75-153 MerlDrive, Suite B PROD#4598 Palm Desert,, CA 92211 BM60 -RIGHT OF FOYER SOFTWARE EOR WOOD"SIG,V Nov. 26, 200615:20:19 Design Check Calculation Sheet Sizer 2002a Ln--,. (Ibs. Dsf, or pif ) *Tributary Width (it) Load Type ::Distribution Magnitude Start End Location (ft) Start End Pattern Load? Shear Loadl Dead Point 252 1.00 No No Total 2656 Load2 Constr. Point 200 1.00 No Self Weight of 9.8 plf automatically Included in loads; Load3 Dead Full Area 24.00(15.00)* 0.20 = L/360 0.15 Load4 Constr. Full Area 20.00(15.00)* No Loads Dead Full Area. 1 15.00 (6.00)* No *Tributary Width (it) Criterion MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Desi n Value Anal sis/Desi n 6' 0 ' Shear fv @d = 79 1421 Dead 1589 933 Live 1067 2355 Total 2656 Fb' = 1500 Bearing: 1.0 Len th 1.0 Dead Defl'n Timber -soft, D.Fir-L, No. 1, 6x8" . Self Weight of 9.8 plf automatically Included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; Live Defl'n SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) 0.20 = L/360 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25. 1.00 1.00 2 Fcp'= 625 1.00 1.00 ` E' = 1.6 million 1.00 1.00'. 2 Bending(+): LC# 2 = D+C, M = 3649 lbs -ft Shear : LC# 2 = D+C, V = 2656, V@d = 2181 lbs Deflection: LC# 2 = D+C EI= 309.37e06 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) t f DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2: Sawn lumber bending members shall be laterally, supported according to the provisions of NDS Clause 4.4.1. Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv @d = 79 Fv' = 106 fv/Fv' = 0.75 Bending(+) fb = 849 Fb' = 1500 fb/Fb' = 0.57 Dead Defl'n 0.05 = <L/999 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.15 Total Defl'n 0.08 = L/934 0.30 = L/240 0.26 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25. 1.00 1.00 2 Fcp'= 625 1.00 1.00 ` E' = 1.6 million 1.00 1.00'. 2 Bending(+): LC# 2 = D+C, M = 3649 lbs -ft Shear : LC# 2 = D+C, V = 2656, V@d = 2181 lbs Deflection: LC# 2 = D+C EI= 309.37e06 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) t f 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. • A COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDE7FOYER WoodWorks 98 75-153 Merle Drive, Suite B PROJBM61 - 4598 FRO Palm Desert, CA 92211 BM61 -FRONT OF SOMIARF FOR WOOD ORSICN Nov. 26, 200615:30:23 Design Check Calculation Sheet Sizer 2002a i nenc• ! Ihs_ nsf_ or nif 1 *Tributary Width (rt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 29'-3" O; i Load Type Distribution Magnitude Location [ft] Pattern Dead 44 757 106 Live Bending(+) Start End Start End Load? 1687 908 Bending(-) Loadl Dead Partial Area 24.00 (5.00)* 0.00 12.50 0.00 12.50 No Yes Load2 Constr. Partial Area 20.00 (5.00)* 24.00 (3.00)* 12.50 29.25 No L/360 0.17 Live. Total Load3 Dead Partial Area Area 20.00 (3.00)* . 12.50 29.25 Yes 0.01 = 0.02 = L/862 L/691 0.07 = Load tr. Partial 0.03 = L/383 0.10 = L/120 0.31 *Tributary Width (rt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 29'-3" O; i Anal sis 1 811 Desi n 501 407 Analysis/Desi n Shear Dead 44 757 106 Live Bending(+) 660 424 1331 3142 1687 908 Bending(-) fb = Total Fb' = 1417 fb/Fb' = 0.38 Deflection: 1 0 Interior Dead 1.0 <L/999 Bearing: L/360 0.17 Live. Total 0.16 = Length 0.0.1.0 L/240 0.21 Cantil. Dead Live 0.01 = 0.02 = L/862 L/691 0.07 = Timber -soft, D.Fir-L, No. 1, 6x1Oil 6't✓� Self Weight of 12.41 plf automatically included in loads;'f' Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs DESIGN CODE NDS -1997: ( stress=psi, and In) Criterion. Anal sis Value Desi n Value Analysis/Desi n Shear fv @d = 44 Fv' = 106 fv/Fv' = 0.41 Bending(+) fb = 424 Fb' = 1687 fb/Fb' = 0.25 Bending(-) fb = 647 Fb' = 1687 fb/Fb' = 0.38 Deflection: Interior Dead 0.08 ='<L/999 0.09 = <L/999 0.53 = L/360 0.17 Live. Total 0.16 = <L/999. 0.79 = L/240 0.21 Cantil. Dead Live 0.01 = 0.02 = L/862 L/691 0.07 = L/180 0.26 Total 0.03 = L/383 0.10 = L/120 0.31 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr ` LC# Fb'+= 1350 1.25' 1.00 1.00 1.000 1.00 1.000 1.00 1.00 4 Fb'-= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 28 Fv' = 85 1.25 1.00 1.00 _ Fcp'= 625 1.00 1.00 4 E' = 1.6 million 1.00 1.00 Bending(+): LC# 4 = D+C (pattern: C ), M = 2926 lbs -ft Bending(-): LC# 2 = D+C, M = 4461 lbs -ft Shear : LC# 8 = D+C (pattern: -CC), V = 1618, V@d = 1523 lbs Deflection: LC# 4 = D+C (pattern: C ) EI= 628.73e06 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) 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 213 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. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks. Palm Merle Drive, Suite B PROD# 4598 Palm Desert, CA 92211 BM62 -FROFRONT OF DINING SOFTWARE FOR WOOD DESIGN Nov. 26, 2006 15:36:03 - Design Check Calculation Sheet Sizer 2002a 1 nenc- ! lbs. osf. or Of ) *Tributary Width (tt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 14'-6" 0' 898 Dead 898 145 Live 145 1043 Total 1043 Bearing: 1.0 Len th 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; CFCT1nN vs. DESIGN CODE NDS -1997: (stress=psi, and in) Load Type Distribution S�aagnitudert End[ft] Start End LoadPat ? fv @d = 30 76 fv/Fv' = 0.39 Loadl Load2 Load3 Dead Constr. Dead Full Area Full Area Full Area 24.00 (1.00)* 20.00 (1.00)* 15.00 (6.00)* No No No *Tributary Width (tt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 14'-6" 0' 898 Dead 898 145 Live 145 1043 Total 1043 Bearing: 1.0 Len th 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; CFCT1nN vs. DESIGN CODE NDS -1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 0.90 1.00 1.00 1.000 11.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 Fcp'= 625 1.00 1.00 2 E' = 1.6 million 1.00 1.00 Bending(+): LC# 1 = D only, M = .3254 lbs -ft Shear : LC# 1 = D•only, V= 898, V@d = 820 lbs Deflection: LC# 2 = D+C EI= 309.37e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv @d = 30 76 fv/Fv' = 0.39 Bending(+) fb = 757 Fb' = 1080 fb/Fb' _ 0.70 Dead Defl'n 0.40 = L/437 0.13 Live Defl'n 0.06 = <L/999 0.48 = L/360 Total Defl'n 0.46 = L/376- 0.73 = L/240 0.64 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 0.90 1.00 1.00 1.000 11.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 Fcp'= 625 1.00 1.00 2 E' = 1.6 million 1.00 1.00 Bending(+): LC# 1 = D only, M = .3254 lbs -ft Shear : LC# 1 = D•only, V= 898, V@d = 820 lbs Deflection: LC# 2 = D+C EI= 309.37e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE woodWorks. 75-153 Merle Drive, Suite B PROJ# 4598 Palm Desert, CA 92211 BM63 - LEFT OF GARAGE Nov. 26, 2006 15:52:13 Design Check Calculation Sheet Sizer 2002a Lnq. ( lbs. osf. or Of) *Tributary Width (tt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 18--6" 0' 3739 Dead 3739 2683 Live 2683 6422 Total 6422 Be'ring: 1.6 __Len,th 1.6 PSL, 2.OE, 290OFb, 5-114x16" • Self Weight of 26.25 plf automatically Included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or in) Type Distribution Magnitude End Location [ft]Start Start EndDead Foad V @d = 5496 Constr. Dead Full Area Full Area Full Area 24.00(14.50)* 20.00(14.50)* 15.00 (2.00)* No *Tributary Width (tt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 18--6" 0' 3739 Dead 3739 2683 Live 2683 6422 Total 6422 Be'ring: 1.6 __Len,th 1.6 PSL, 2.OE, 290OFb, 5-114x16" • Self Weight of 26.25 plf automatically Included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 0.97 1.000 1.00 1.00 2 Fv' = 285 1.25 1.00 1.00 2 Fcp'= 750 1.00 1.00 E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 29701 lbs -ft Shear : LC# 2 = D+C, V = 6422, V@d = 5496 lbs- Deflection: bs -Deflection: LC# 2 = D+C EI=3584.00eO6 lb-in2 Total Deflection- 1.00(Dead Load Deflection) + Live'Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Criterion Anal sis Value Design Value Anal sis/Desi n Shear V @d = 5496 Vr = 19950 V/Vr = 0.28 Bending(+) M = 29701 Mr = 65540 M/Mr = 0.45 Dead Defl'n 0.30 = L/746 Live Defl'n 0.21 = <L/999. 0.62 = L/360 0.35 Total Defl'n 0.51 = L/434 0.92 = L/240 0.55 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 0.97 1.000 1.00 1.00 2 Fv' = 285 1.25 1.00 1.00 2 Fcp'= 750 1.00 1.00 E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 29701 lbs -ft Shear : LC# 2 = D+C, V = 6422, V@d = 5496 lbs- Deflection: bs -Deflection: LC# 2 = D+C EI=3584.00eO6 lb-in2 Total Deflection- 1.00(Dead Load Deflection) + Live'Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT ® R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks 75-153 MerDrive, Suite B PROD# 4598 Palm Desert,, CA 92211 BM64 -LEFLEFT OF GARAGE SOFTWARE FOR WOOD DESIGN Nov. 26, 2006 15:57:55 Design Check Calculation Sheet Sizer 2002a Lnq. ( lbs. psf, or plf ) *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 18'-9" 0 373 Dead 373 Live 373 Total 373 Bearing: 1.0 Length 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Load Type Distribution Magnitude Start End Location [f t] Start End ;No;;�] Shear Loadl Dead Full Area *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 18'-9" 0 373 Dead 373 Live 373 Total 373 Bearing: 1.0 Length 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD CM - Ct CL CF. CV Cfu Cr _ LC# Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 l Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 l Bending(+): LC# 1 = D only, M = 1749 lbs -ft Shear : LC# 1 = D only, V - 373, V@d = 348 lbs Deflection: LC# 1 = D only EI= 309.37e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)- (All LC's are listed in the Analysis output) DESIGN NOTES: . 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. t Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv @d = 13 Fv' = 76 tv/Fv' = 0.17• Bending(+) fb = 407 Fb' = 1080 fb/Fb' = 0.38 Dead Defl'n 0.36 = L/628 Live Defl'n negligible r Total Defl'n 0..36 = L/628 0.94 = L/240 0.38 ADDITIONAL DATA: FACTORS: F CD CM - Ct CL CF. CV Cfu Cr _ LC# Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 l Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 l Bending(+): LC# 1 = D only, M = 1749 lbs -ft Shear : LC# 1 = D only, V - 373, V@d = 348 lbs Deflection: LC# 1 = D only EI= 309.37e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)- (All LC's are listed in the Analysis output) DESIGN NOTES: . 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. t 1 COMPANY' PROJECT ® R F Structural Consultants, Inc. KRUGER RESIDENCE �l/oodWorks 75-153 Mer Drive, Suite B PROD# 4598 RIG Palm Desert, CA 92211 BM65 -RIGHT OF DINING SOFnVARF FOR WOOD OFSIGN .Nov. 28, 2006 15:31:35 Design Check Calculation Sheet Sizer 2002a I I nenQ. ( lbs. osf. or ulf ) Load Type Distribution Magnitude Location [ft] Pattern Shear fv @d = 49 Fv' = 106 Start End Start End Load? Loadl Dead Point 2164 3.00 No Load2 Constr. Point 990 3.00 No Load3 Dead Full Area 15.00 (2.00)* No -irinuLacy W-11 k-1 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) n' )ead 1157 1' .ive 473. 'otal 1630 1 firing: 'n th 1.0 1 Timber -soft, D.Fir=L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SFCTI0N vs. DESIGN CODE NDS -1997: ( stress=asi, and in) ' ADDITIONAL DATA: .FACTORS: F CD CM Ct CLCF `CV Cfu" Cr LC# Fb'+= 1350 1.25 1.00. 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'.= 625 1.00- E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 4700 lbs -ft Shear LC# 2 = D+C, V = 1732, V@d = 1718 lbs Deflection: LC# 2 = D+C Ei= 628.7.3e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind i=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv @d = 49 Fv' = 106 fv/Fv' = 0..46 Bending(+) fb = 682 Fb' = 1687 fb/Fb' = 0.40 Dead Defl'n 0.03 = <L/999 Live Defl'n . 0.01 = <L/999 0.19 = L/360 0.06 Total Defl'n 0.04 = <L/999 0.29 = .L/240 0.12 ADDITIONAL DATA: .FACTORS: F CD CM Ct CLCF `CV Cfu" Cr LC# Fb'+= 1350 1.25 1.00. 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'.= 625 1.00- E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 4700 lbs -ft Shear LC# 2 = D+C, V = 1732, V@d = 1718 lbs Deflection: LC# 2 = D+C Ei= 628.7.3e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind i=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 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. Load Type Distribution. COMPANY PROJECT I Pattern Shear 64 R F Structural Consultants, Inc: KRUGER RESIDEN Start End Load? Loadl 75-153 Merle Drive, Suite B PROD# 15.00 (3.00)* WoodWorks No Palm Desert, CA 92211 BM66 - AT POWDER HALL AT P Partial Area SORWARF FOR WOOD DEMN 0.00 2.00 Nov. 29, 200613:39:08 Live Defl'n 0.09 = Design Check Calculation Sheet 0.33.= L/360 0.27. Sizer 2002a 0.23 = LOADS: ( Ibs, psf, or pif ) L/240 0.45 Load Type Distribution. Magnitude Location [ft] Pattern Shear 64 Live Start End Start End Load? Loadl Dead Partial Area 15.00 (3.00)* 2.00 10.00 No Load2 Live Partial Area 40.00 (8.00)* 0.00 2.00 No -- rioucdry w.Lut.,, i-i MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : E__ Ll 10, PSL, 2.OE, 290OFb, 2-11116x5-1/2" kl \ ', �' t Self Weight of 4.62 plf automatically included in loads; Load combinations: ICBO-UBC; CFCTmN vs_ DESIGN CODE NDS -1997: ( lbs. Ibs=ft. or In 1 Criterion v167 Value 239 Dead Anal sis/Desi n Shear 64 Live 576 2808 303 Total 743 927 Mr = Bearing: M/Mr = '-0.26 Dead Defl'n 1.0 .Length 1.0 PSL, 2.OE, 290OFb, 2-11116x5-1/2" kl \ ', �' t Self Weight of 4.62 plf automatically included in loads; Load combinations: ICBO-UBC; CFCTmN vs_ DESIGN CODE NDS -1997: ( lbs. Ibs=ft. or In 1 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear V @d 594 Vr 2808 V Vr 30.21 Bending(+) M = 927 Mr = 3571 M/Mr = '-0.26 Dead Defl'n 0.14 = L/875 Live Defl'n 0.09 = <L/999 0.33.= L/360 0.27. Total Defl'n 0.23 = L/527 0.50 = L/240 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 1.09 1.000 1.00 1.00 2 - Ell ' = 285 1.00 1.00 1.00 ` 2 Fcp'= 750 1.00 1.00 2.0 million 1.00 1.00 2 Bending(+):.LC# 2 = D+L, M = 927 lbs -ft Shear LC# 2 = D+L, V = 743, V@d 594 lbs Deflection: LC# 2 = D+L EI= 74.52e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Load Type COMPANY PROJECT ® wOWo ks Pattern R F Structural Consultants, Inc. 75-153 Merle Drive; Suite B KRUGER RESIDENCE PROD# od r Start. End Palm Desert, CA 92211 BM67 - AT POWDER HALL . AT P ' SOFMAMEFOP WOOD DESlLN Dead Nov. 29, 2006 13:44:15 _ Design Check Calculation Sheet' No Load2 Sizer 2002a Point I nenc• ( lbs. osf. or olf 1 ^ No Load Type Distribution Magnitude Location (ft) Pattern Shear 201 Total Start. End Start, End Load? Loadl Dead Point 239 0.75 No Load2 Live Point 64 0.75 No Load3 Dead Full Area 15..00 (1.30)* L/360 No Load4 Live Full Area 40.00 (1.30)* L/240 No . "rriuu Ld Ly W1UL11 %r_L/ MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 01 T-6" 1 Dead 306 Value 114 Live 253 Shear 201 Total 558 2808 316 Bearing: M = 654. 1.0 Length 1.0 Dead Defl'n 0.04 = PSL, 2.OE, 280OFb, 2-11/16x5-112' 1 t ke YC Self Weight of 4.62 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE Nis -1997: ( lbs, Ibs-ft, or In) Criterion Analysis Value Desi n Value Analysis/Design Shear V @d = 523 Vr = 2808 V/Vr = 0.19 Bending(+) M = 654. Mr = . 3571 M/Mr'= 0.18 Dead Defl'n 0.04 = <L/999 ' Live Defl'n 0.05 = <L/999 0.25 = L/360 0.21 Total Defl'n 0.09 = L/989 0.38 = L/240 0.24" ADDITIONAL DATA: FACTORS: F CD CM Ct CL . CF CV Cfu Cr LC#. Fbl+= 2900 1.00 1.00 1.00 1,000 - 1.09 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750' 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 654 lbs -ft Shear : LC# 2 = D+L, V = 558, V@d = ' 523 lbs Deflection: LC# 2 = D+L EI= 74.52e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection: (D=dead L=live S=snow' W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Load Type Distribution Magnitude T Wo ks® Fv' = 76 COMPANY R F Structural Consultants, Inc. "Suite 75-153 Merle Drive,Suite B PROJECT KRUGER RESIDENCE PROD# 619 r Start End Palm Desert, CA 92211 BM68 -REAREAR OF MORNING Loadl SOFMARF FOR WOOD OFSICN _ Dec. 1, 2006 10:01:14 No Design Check Calculation Sheet Dead Point 636 Sizer 2002a No LOADS: lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Pattern Fv' = 76 fv/Fv' = 0.39 Total 619 StartEnd Start End Load? 0.41 = L/602 Loadl Dead Full Area 15.00 (3.00)* No Load2 Dead Point 636 19.50 No -'rriouLary wrucn kLL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A. 20'-6° I Dead 619 Desi n Value 1193 Live fv @d = 30 Fv' = 76 fv/Fv' = 0.39 Total 619 Fb' =-1215 1193 Bearing: 0.41 = L/602 Len th 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Anal sis Value Desi n Value Analysis/Design Shear fv @d = 30 Fv' = 76 fv/Fv' = 0.39 Bending(+) fb = 485 Fb' =-1215 fb/Fb' = 0.40 Dead Defl'n 0.41 = L/602 Live Defl'n 'negligible Total Defl'n 0.41 = L/602 1.02 =. L/240 0.40 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M = 3345 lbs -ft, Shear LC# 1 = D only, V = 1066, V@d = 1040 -lbs Deflection: LC# 1 = D only EI= 628.73e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction, CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1: Load Type Distribution Magnitude COMPANY PROJECT Shear WoodWorks75-153 Start End R F Structural Consultants, Inc. Merle Drive, Suite B KRUGER RESIDENCE PROD# 4598 Loadl Dead Full Area 15.00 (6.00)* Palm Desert, CA 92211 BM69 -RIGRIGHT OF MORNING 1.0 SOFMARE EOR WOOD DESIGN 1.0 Nov. 30, 2006 04.21:02 Live Defl'n negligible Design Check Calculation Sheet Total Defl'n Sizer 2002a 0.64 = L/240 LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear fv @d = 21 Start End Start. End Load? Loadl Dead Full Area 15.00 (6.00)* No -irinucary riu u+ % -I MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 12'-9" I Dead 636 Desi n Value 636 Live Shear fv @d = 21 636 Total 636 fb = 472 Fb' = 1080 Bearing: Dead Defl'n 1.0 Length 1.0 Live Defl'n Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value nal sis/Desi n Analysis/Des 1 Shear fv @d = 21 Fv' = 76 fv Fv' = 0.27 Bending(+) fb = 472 Fb' = 1080 fb/Fb' = 0.44 Dead Defl'n 0.19 = L/797 Live Defl'n negligible Total Defl'n 0.19 = L/797 0.64 = L/240 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 . 0.90 1.00 1.00 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M = 2028 lbs -ft Shear : LC# 1 = D only, V = 636, V@d = 574 lbs Deflection: LC# 1 = D only EI= 309.37e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WOodWo rks Palm Merle Drive, Suite B PROD# 4598 ' Palm Desert, CA 92211 BM70 -REAR OF MORNING SOFFIVARF FOR WOOD DESIGN Dec. 1, 200610:21:47 Design Check Calculation Sheet M1 Sizer 2002a . LOADS' l Ibs, psf, or plf ) ry - *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in):� 20`-6n 0 n. 408 ' . Dead 408 Live .408 Total 408 Bearing: �O 1.0 'L1229th 1.0 - Timber-soft, D.Fir-L, No. 1, 6x8" �g-y" ^ Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full; bottom= at supports; Load combinations: ICBG-UBC; SECTION vs. DESIGN CODE NDS-1997: (stress=psi, an a In) Criterion Anal sis Value Design Value Anal sis/Desi n ' Shear Tv—@d = 14 Fv' = 76 fv/Fv' 0.18 Bending(+) fb = 487 Fb' = 10/6 fb/Fb' - 0.45 Dead Defl'n 0.51 = L/481 ' Live Defl'n negligible ' Total Defl'n 0:51 = L/981 1.02 L/240 0.50 ADDITIONAL DATA. . FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.'000 1.00 1.00 1 ' ' Fv' = 85 0.90 1.00 1.00< Fcp'= 625 1.00 1.a0 t 1 E' = 1.6 million 1.00 1{60 Bending(+): LC# 1 = D only, M =.. 2091 lbs-ft ' Shear LC# 1 = D only./ V, = 408, V@d = 383 lbs Deflection: LC#. 1 = D only EI= 309.37e06 lb-int Total Deflection = 1.00(,6ead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are-listed/in the Analysis output). DESIGN NOTES: 1. Please verify that the fault deflection limits are appropriate for. your application. 2. Sawn lumber bendin members shall be laterally supported according to the provisions of NDS Clause 4.4.1. •r Load LOADS: Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full Area 15.00 (2.00)* No COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE WoodWorks75-153 Merle Drive, Suite B PROD# 4598 Palm Desert, CA 92211 BM70 -REAREAR OF MORNING SOFTWARE FOR WOOD nmrw Feb. 16, 2007 05:23:06 Design Check Calculation Sheet Sizer 2002a FlnAn4;- ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear @d = Bearing: Start End Start End Load? Loadl Dead Full Area 15.00 (2.00)* 37317 No Load2 Dead Point 1591 2.25 No Load3 Constr. Point 4237 2.25 No -11iQULaiy "Y UUJL 1-1 u MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : II n' 20'-6° 1 Dead 1924 Value 682 465 Live Total 3772 5696__.__ Shear @d = Bearing: Vr = 14806 1.0 Length 1.4 12602 Mr = PSL, 2.OE, 290OFb, 5-114x11-718" Self Weight of 19.48 plf automatically included in loads; Load combinations: ICBO-UBC; SFCTI0N vs_ DESIGN CODE NDS -1997: ( lbs. lbs -ft. or In ) Criterion Anal sis Ar Value Design Value Anal sis/esi n 2 Shear @d = 5647 Vr = 14806 V/Vr 0.38 Bending(+) M = 12602 Mr = 37317 M/Mr = 0.34 Dead Defl'n 0.24 = <L/999 Live Defl'n 0.29 = L/846 0.68 = L/360 0.43 Total Defl'n 0.53 = L/460 1.02 = L/240 0.52 . ADDITIONAL DATA: , FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fbl+= 2900 1.25 1.00 1.00 1.000, 1.00 1.0001. 1.00 1.00 2 Fv' = 285 1.25 1.00 1.00 _ 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 .2 Bending(+): LC# 2 = D+C, M = 12602 lbs -ft Shear LC# 2 = D+C, V = 5696, V@d 5647 lbs Deflection: LC# 2 = D+C EI=1465.24e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT R F Structural Consultants, Inc. KRUGER RESIDENCE (D WoodWorks® 75-153 Merle Drive, Suite B PROJ#4598 Palm Desert, CA 92211 BM70A - REAR OF MORNING WFeb. 16, 2007 05:41:29 Design Check Calculation Sheet Sizer 2002a I 1 nuns. ( lbs. osf, or Of ) Load Type Distribution Magnitude Location (ft) Pattern Vr = 10660 V/Vr = 0.04 Bending(+) Start End Start End Load? LoadlDead 0.13 = <L/999 Full Area 15.00 (2.00)* Live Defl'n No 1 Load2 Live Point -128 2.25 No x-rriDur.ary wiuu, kLui MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : n 20'-6" Dead 507 5 Live Total 507 5 aring: en th 1.0 1' PSL, 2.OE, 290OFb, 5-114x11-7/8" Self Weight of 19.48 plf automatically included in loads; Load combinations: ICBO-UBC; CF('_TInN vs_ nFSIGN CODE NnS-1997-( Ibs. Ibs-ft. or in ) Criterion Anal sis Value Desi n - Value Anal sis/Desi n Shear V @d = 458 Vr = 10660 V/Vr = 0.04 Bending(+) M = 2599 Mr = 26.869 M/Mr = 0.10 Dead Defl'n 0.13 = <L/999 Live Defl'n negligible Total Defl'n 0.13 = <L/999' 1.02 = L/240 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 0.90 1.00 1.00 1.000 1.00 1.000 •1.00 1.00 1 Fv' = '285 0.90 1.00 1.00 1 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1•.00 1.00 1 Bending(+): LC# 1 = D only, M = 2599 lbs -ft Shear LC# 1 = D only, V = 507, V@d =' 458 lbs Deflection: LC# 1 = D only EI=1465.24,e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. MAX LENGTH F/J AT 16" O/C y3 / ® A �' " Number. B"``" 14" TJI® 360 @ 16`' o/c TJ -Beam® 6.25 Serial Number. ' User..2 11/22/2006 6:20:48 AM Papel Engine version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED. Elm.a ' A 23' 1 Product Diagram is Conceptual. LOADS: ' Analysis is for a Joist Member, Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: ' Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25". 613 / 230 / 0./ 843 A3: Rim Board 1 Ply 1 1/4" x 14" 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50" 2.25" 613 / 230 / 0 / 843 A3: Rim Board 1 Ply 1 1/4" x 14" 0.8E TJ -Strand Rim Board® ' -See TJ SPECIFIER'S /BUILDERS GUIDE for detail(s): A3: Rim Board ' DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 828 -822 . 1955 Passed (42%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 828 828 1202 Passed (69%)' Bearing 2 under Floor loading Moment (Ft -Lbs) 4675 4675 7335 Passed (64%) MID Span 1 under Floor loading ' Live Load Defl (in) 0.487 0.565 Passed (U557) MID Span 1 under Floor loading Total Load Defl (in) 0.669 1.129 Passed (U405) MID Span 1 under Floor loading TJPro 30 30 Passed Span 1 '-Deflection Criteria: STAN DARD(LL:U480,TLU240). -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 4' 2".o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of ' the deck has not been performed by the program. Comparison Value: 1.77 ADDITIONAL NOTES: -IMPORTANT! .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 speck 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 Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: KRUGER RESIDENCE' ' #4598 ' Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business Tileand TJ -Beam® are registered trademarks of Trus Joist. e -I Joist",Pro"' and TJ -Pros are trademarks of Trus Joist. ��C MAX LENGTH F/J AT 16" O/C AV(Cycrhacuscrlivainccc 14" TJI® 230 @ 16" o/c ' TJ -Beam® 6.25 Seriel Number. • Pagee; Engine version: THIS. PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED nU 21'6" Product Diagram is Conceptual. LOADS: ' Analysis is for a Joist Member. ; Primary Load Group - Residential -Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: ' Input Bearing Vertical Reactions (lbs) Detail " Other Width Length Live/Dead/Upliff/Total 1 Stud wall 3.50" 2.25" 573 / 215 / 0 / 788, A3: Rim Board 1 Ply 1 1/4" x 14" 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50" 2.25" 573 / 215 /0/788. A3: Rim Board 1 Ply 1 1/4" x 14" 0.8E TJ -Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 773 -767 1945 Passed (39%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 773 773 1157 Passed (67%) Bearing 2 under Floor loading Moment (Ft -Lbs) 4075 4075 4755 Passed (86%) MID Span 1 under Floor loading 'Live Load Defl (in) 0.475 0.527 Passed (U53,3) MID Span 1 under Floor loading Total Load Defl (in) 0.653 1.054 Passed (U388) MID Span 1 under Floor loading TJPro 31 30 Passed Span 1 '-Deflection Criteria: STANDARD(LL:U480,TL:U240). r -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 3'10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ' TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Parcels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of 'the deck has not been performed by the program. Comparison Value: 1.53 ADDITIONAL NOTES: -IMPORTANT! 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 Distribution product listed above. ' PROJECT INFORMATION • .OPERATOR INFORMATION KRUGER RESIDENCE - #4598 a 'Copyright ® 2006 by Trus Joist, a WeyerhaeuserBusiness, TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pro" and TJ -Prod are•trademarks of Trus Joist. - - ,� MAX LENGTH F/J AT 16" O/C yk o "® "" � ./`LLM`Bns,°ms TJ-Beart14" TJI® 210 @ 16" o/c � 6.25 Serial Number. '. P a ; Engine Verson:6 5 ; THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED El" s 21' Product Diagram is Conceptual.. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 560 / 210 /0 / 770 A3: Rim Board .1 Ply.1 1/4" x 14" 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50" 2.25" 560./210/0/770 A& Rim Board 1 Ply 1 1/4" x 14" 0.8E TJ -Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A& Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 755 -749 1945.. Passed (38%) - . Rt end Span 1 under Floor loading Vertical Reaction (Ibs) 755 755 1110 Passed (68%) Bearing 2 under Floor loading Moment (Ft -Lbs) 3884 3884 4280 Passed (91%) MID Span 1 underfloor loading Live Load Defl (in) 0.465 0.515 Passed (U531) MID Span 1 under Floor loading Total Load Defl (in) 0.639 1.029 Passed (U386) MID Span 1 under Floor loading TJPro 31 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:U240). -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 34" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value'provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.47 ADDITIONAL NOTES: -IMPORTANT! 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 are 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 Distribution product listed above. PROJECT INFORMATION: KRUGER RESIDENCE ' #4598 1 Copyright O 2006 by TrusJoist, 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. - OPERATOR INFORMATION: MAXIMUM LENGTH F/J AT 16"O/C - m 7'-O - 14" TJI®110 @ 16" o/c TJ-Bearn® 6.25 Serial Number. Pagel EngineVVerson:62571 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED b 20' Product Diagram is Conceptual. LOADS ' Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead' SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Uplift/Total _ 1 Stud wall 3.50" 2.25" 533 / 200 / 0 / 733 A3. Rim Board 1 Ply 1 1/4" x 14" 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50" 2.25" 533 / 200 / 0 / 733 A3: Rim Board 1 Ply 1 1/4" x 14" 0.8E TJ -Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location ' Shear (lbs) 718 -712 1860 Passed (38%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 718 718 1018 Passed (71 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 3515 3515 3565 Passed (99%) MID Span 1 under Floor loading Live Load Defl (in) 0.438, 0.490 Passed (0537) MID Span 1 under Floor loading ' Total Load Defl (in) 0.602 0.979 Passed (L/390) MID Span 1 under Floor loading TJPro 32 30 Passed Span 1 '-Deflection Criteria: STANDARD(LL:U480,TL:U240). -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 2 9' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM ' . -The TJ -Pro Rating System value provides additional floor performance info rmation and is based on a GLUED 8 NAILED 19/32" Panels (20 Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of ' the deck has not been performed by the program. Comparison Value: 1.38 . 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 speck 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 Distribution product listed above. PROJECT INFORMATION: KRUGER RESIDENCE #4598 Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of True Joist. e -I Joist -,Pro- and TJ -Pro- are trademarks of Trus Joist. ' . ll MAXIMUM LENGTH F/J AT 24" O/C - s m TJ -Beam® 6.25 Serial Number. nvcc dr c".,B«sin. 14" TJI®110 @ 24" o/C User. I EnnineVas ion: 6.5 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pepe 1 Engine Version: 6.25.71 CONTROLS FOR THE APPLICATION AND LOADS LISTED 0. d 16' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): •40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Uplift(Total 1 Stud wall 3.50" 2.25" 640 / 240 / 0 / 880 A3: Rim Board 1 Ply 1 1/4" x 14" 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50" 2.25" 640 / 240 / 0 / 880 A3: Rim Board 1 Ply 1 1/4" x 14" 0.8E TJ -Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 857 -848 1860 Passed (46%) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 857 857 1018. Passed (84%) Bearing 2 under Floor loading Moment (Ft -Lbs) 3339 3339 3565 Passed (94%) MID Span 1 under Floor loading. Live Load Defl (in) 0.263 0.390 Passed (1-610) MID Span 1 under Floor loading Total Load Defl (in) 0.362 0.779. Passed (U516) MID Span 1 under Floor loading TJPro 41 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:U240). . -Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'.9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for, this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.18 ADDITIONAL NOTES: -IMPORTANT! 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 Distribution product listed above. PROJECT INFORMATION: 'KRUGER RESIDENCE #4598 1 Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pros and TJ -Pros are trademarks of Trus Joist. Load Type Distribution COMPANY PROJECT Pattern ' 1.0 - R F Structural Consultants, Inc. 75-153 Merle Drive, Suite B KRUGER RESIDENCE PROD# 4598 'Start "End WoodWorks® Loadl Palm Desert, CA 92211 TYP DECK JOIST DECK 25.00 (16.0)* SOFFIVAREFOR 6'000DESIGN No Nov. 21, 2006 15:35:46 Live IFull Area Design Check Calculation Sheet - No Live Defl'n Sizer 2002a <L/999 LOADS:'( lbs, psf, or plf) 0.33 Total Defl'n 0.19 = L/749 0.60 = L/240 0.32 Load Type Distribution Magnitude Location [ft] Pattern ' 1.0 - 53 Start End- 'Start "End Load? Loadl Dead IFUll Area 25.00 (16.0)* 1035 No Load2 Live IFull Area 60.00 (16.0)* No - riDuLdry MAXIMUM REPr_TinNs 11hs1 and BEARING LENGTHS (in) : 12' Dead Live Total V 224 480 704 Value 224 480 704 Bearing: —Length 1.0 Shear 1.0 - Lumber -soft, D.Fir-L, N6.2, 2x12" Spaced at 16" c/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICBO-UBC; SFCTinN vs. DESIGN CODE NDS -1997: ( stress=psi, and In ) Criterion Anal lysis Value Desi n Value Anal sis/Desi n Shear fv @d = 53 FU = 95 fv/Fv' = 0.56 Bending(+) fb = 801 Fb' = 1035 fb/Fb' =. 0.77 Dead Defl'n 0.06 <L/999 Live Defl'n 0.13 = <L/999 0.40 =- L/360 0.33 Total Defl'n 0.19 = L/749 0.60 = L/240 0.32 ADDITIONAL DATA: FACTORS:'F CD CM Ct CL CF CV Cfu - Cr - LC# Fbl+= 900 1.00. 1.00 1.00 1.000 1.00, 1.000, 1.00 1.15 2 Fv'= 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 i 2. Bending(+): LC# 2 = D+L, M = 2112 lbs -ft Shear c LC# 2 = D+L, V = 704, V@d'= 594 lbs Deflection: LC# 2 = D+L E1= 284.76e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind i=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis.output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. mmmom ED CIS r z l Proj#:.4598 LATERAL,ANALYSIS Section 1 - Longitudinal Plate height = 10' Roof average height = 14.5' Wind force _ (70 .mph) = 17_36 psf, Wind load = 17.36*(14.5 `- 10/2) = 165 plf Seismic load = 0.175*[24*22+ 15*2*5 + 10*0*5] = 119 plf Wind governs = 165 plf ; Max shear = (165*15)./(2*22) =-56;plf, Chord force = (16.5*15,^2)/(8*22)'= 211# Use 5/8" CDX 24/0 UNBLOCKED W 1OD's at 6",• 12" o/c Use 12-16D's per top plate splice,.U.N.O. Section 2 - Longitudinal Plate height = 10' Roof average height = 16.5' Wind force (70 mph):= 18.51 psf Wind load = 18.51*,(16.5 - 10/2) _: 213 plf Seismic load= 0.175*[24*46+.15*2*5 +•10*4*5]'= 254 plf,. Seismic governs = 254 plf Max shear = (254*19)/(2*46) _ 52 plf Chord force =.(254*19^2)/(8*46) = 249# Use 5/8" CDX 24/0 UNBLOCKED w/ 10D's at•6", 12" o/c Use 12-16D's per top plate splice, U.N.O. Section 3 -.Longitudinal Plate height = 16' Roof average height = 20' ' Wind force (70 mph) 18.51 psf, Wind load `= 18.51*,(20, - 16/2) =.222 plf Seismic load = 0:175*[24*54,+ 15*2*8 + 10*1*8] = 283 plf Seismic governs 283 plf Max shear = (283*26)/(2*54) = 68 plf Chord force` =. (283*26^2)./ (8*54) _ 443#. ' Use 5/8" CDX 24/0 UNBLOCKED w/ 1OD's at 6"; 12" o/c .Use 12-16D's per top plate splice, U.N.O. Section 4 - Longitudinal Plate height = 10' Roof average height _',16' Proj#. 4598 { Wind force (70 mph) = 18.51 psf Wind load = 18.51*(16 - 10/2) = 204 plf ..Seismic load = 0.175*[24*23.5 +•15*2*5.+ 10*0*51 = 125 plf Wind governs = 204 plf Max shear = (204*26)/(2*23.5)= 113 plf Chord force = (204*26^2)/(8*23.5) = 734# Use 5/8" CDX 24/0 UNBLOCKED w/-10D's.at 6",,12" o/c Use 12-16D's per top plate splice, U.N.O. Section 5 - Longitudinal Plate height = 10' Roof average height = 13' Wind force (70 mph) = 17,36 psf Wind load = 17.36*(13 - 1012) = 139 plf-' S Seismic load 0.175*[24*9 + 15*2*5 + 10*0*5] = 64 plf Wind governs.= 139 plf Max shear = (139*15)/(2*9)_.= 116 plf'-•. Chord force = (139*15^2)/(8*9) =A34# Use 5/8" CDX 24/0 UNBLOCKED.w/ 10D's at 6", 12" o/c Use 12-16D's per top plate.splice, U.N.O. Section 6 - Longitudinal Plate height = 13' Roof average height'= 17' Wind force (70 mph) = 18.51 psf Wind load = 18.51*(17 - 13/.2) = 194 plf, 'Seismic load 0.175*.[24*24 + 15*2*71 + '10*1*7] = 150 plf Wind governs 194 plf Max shear = (194*38)/(2*24) = 154 plf Chord force = (194*38^2)/(8*24) = 1459# Use 5/8" CDX 24/0 UNBLOCKED w/ 10D's-at 6", 12" o/c Use 12-16D'.s;per top plate splice, U.N.O. Section 7 - Longitudinal 1st floor height =.101; 2nd floor height = 21' Roof average height = 24' Wind force (70 mph) 19.49'psf Wind load roof 19.49*,(24 - 10 - 11/2) = 166 plf Wind load floor = 17.36* (15.5 - -10/2) .=. 182 plf Seismic roof = 0.175*.[24*52 + 15*2*5 + 10*5*51 = 288 plf r f_ ' Proj#: 4598 '.Seismic floor,= 0.17.5*L25*61.+ 15*2*5 +.10*7*51 354 plf, Total seismic load 642 plf Redistribute shear: 288*21 + 354*10 = 9588# Shear roof = 288*21*642/9588. = 405 plf ' Shear floor 642 -:405 = 237 plf Roof: seismic governs 405 plf .Floor: seismic governs.= 237 plf , Roof: ' Max shear = (405*20)/(2*52) = 78 plf Chord force =.(405*20^2)/(8*52) = 389# Use 5/8" CDX UNBLOCKED 24/0 w/ 10D's at 6", 12" o/c ' Use 12-16D's per top-plate splice, U.N.O. Floor: Max shear (237*.33)/(2*61) =i64 plf Chord force = (237*33^2)/(8*61) = 529# ' Use 3/4" CDX 48/24 UNBLOCKED w/ 10D's at 6",,12" o/c. Use 12--16D's per top,plate splice, U.N.O. Section 1 - Transverse Plate height.= 10' Roof average height 14.51: Wind force (70 mph)'= 17.36.psf Wind load _ 17.36*(14.5 - 10/2)..= 165 plf Seismic load .0.175*[24*1.6 + 15*2*5 + 10*0*51. = 93 plf ' Wind governs 165 plf Max shear = (165*22)/(2*16) = 113 plf Chord force = (165*22^2)/(8*16)-= 6244 Use 5/8" CDX 24/0 UNBLOCKED w/ 10D's at 6", 12" o/c ' Use 12-16D's per top plate splice, U.N.O. Section 2 - Transverse ' Plate height = 10' Roof average height.= 16.5' Wind force (70 mph) = 18.51 psf ' Wind load = 18.51*(16.5 - 1G/2)1= 213 plf` Seismic load = 0.175*[24*34 +,15*2*5 + 10*2*51 = 181 plf Wind governs =.,213 plf. Max shear = (213*34)/(2*34) ='107 plf ' Chord force,= (213*34^2)/(8*34) = 905# Use 5/8" CDX 24/0 UNBLOCKED w/ 10D's-at 6", 12" o/c Proj#: 4598 Use 12-16D's per top plate splice, U.N.O. Section 3 = Transverse Plate height = 16' Roof average height = 20' Wind force (70 mph) = 18.51 psf Wind load = 18.51*(20 16/2) = 222 plf Seismic load = 0.175*[24*24:.+ 15*2*8 +.10*1*8] 157 plf Wind governs = 222 plf Max shear = (222*21)/(2*24) = 97 plf Chord force (222*21^2)/(8*24j. 510# .Use 5/8" CDX 24/0 UNBLOCKED.w/ 10D's.at.6", 12" o/c Use 12-16D's per top plate splice, U.N.O. Plate height = 10' Roof average height= 16' Wind force (70 mph) 18.51.psf Wind load = 18.51*(16 - 10/2) =,204 plf - Seismic load = 0..175*[24*26 + 15*2*5 + 10*0*51 135 plf wind governs = 204 plf Max shear = (204*23)/(2*26).= 90 plf Chord force (204*23^2)/(8*26) = 519# Use 5/8" CDX 24/0 UNBLOCKED w/ 10D's at 6", 12" o/c Use 12-16D's per top plate splice, U.N.O. Section5 - Transverse Plate height = 10' Roof average height = 13' Wind force (70 mph) 17.36 psf Wind load = 17.36*(13 - 10/2) = 139 plf ■ Seismic load ,= 0.175*[24*15 + 15*2*5 +-10*0*5] = 89 plf ' Wind governs = 139 plf Max shear = (139*10)/(2*15) = 46 plf Chord force = (139*10^2)/(8*15) = 116# ' Use 5/8" CDX 24/0 UNBLOCKED w/ 10D's.at 6",, 12" o/c Use 12-16D's per.top plate .splice, U.N.O. ' Section 6 - Transverse Plate height = 13' Roof average height = 17' ■ Proj#: 4598 Wind force (70 mph) = 18.51 psf Wind,load = 18.51*(17'- 13/2) = 194 plf Seismic - load =. 0.175* [24*38 .+ 15*2*7 .+`..10*1*71 = 209 plf Seismic governs =.209 plf Max shear =.(209*21)/(2*38) = 58 plf Chord force = (209*21^2)/(8*38).= 303# , Use 5/8" CDX 24/0 UNBLOCKED w/ 10D's at 6",,12" o/c Use 12-16D's per top plate splice, U.N.O.: Section 7 - Transverse 1st floor height =.10'; 2nd floor height 21' Roof average height 24' Wind force (70 -mph) =.19.49 psf , Wind load roof = 19.49*(24 =-10,.-'11/2) = 166 plf Wind load floor = 17.36*(15.5 - 10/2).=.182 plf Seismic roof = 0:175* [,24*25 .+ 15*2*5 +. 10*2*51 = 149 plf , Seismic floor = 0.175*[25*27 + 15*2*5 + 10*3*51 = 171 plf Total .seismic load = 320 plf Redistribute shear: 149*21 + 171*10 _ 4839# Shear roof = 149*21*320/4839 = 207 plf lf° Shear floor = 320 - 207'=-113 plf-- 'Roof: 'Roof: seismic governs = 207 plf Floor: floor governs _ 182'plf ti Roof: Max shear = (207*20)/(2*25) = 83 plf Chord force = (207*20^2)/(8*25) 414# Use 5/8" CDX UNBLOCKED 24/0 w/ 10D's at 6', 12" o/c Use 12-16D's per top plate splice, U.N.O. Floor: Max shear = (182*24)/(2*27) = 81 plf .Chord force _ (182*24^2)/(8*27) = 485# Use 3/4" CDX 48/24 UNBLOCKED w/ 10.D's at 6", 12" o/c Use 12-16D's per top,plate.splice,',U.N.O. Proj#: 4598 SW DESIGN (UBC 1997/CBC 2001) SWI - LEFT ELEV (2ND FL) Total load= 0`.4*405.plf-x X7.5' + 0.3*405*12.5 + 0.3*405*8 3706# SW length = 25.5 + 14.5 40' . SW shear =:3706/40 = 93 plf <<< 260:plf Use SW Type 10 w/ 2x sill plate ,& 16D's @ 4" o/c S.-P.N. Max drag -load = 470#. Use 12-16D's por top plate splice.. Max uplift load = 0# No holdown needed. SW2 RIGHT ELEV (2ND FL) Total load 0.4*405 plf x 7.51. + 0.3*405*9.•5 + 0.3*405*8 + 0.15*405*5 = 3645#- SW length 13 + 8.5,+ 10 = 31:5' SW shear = 3645/31.5 = 116 plf Use SW Type 10 w/ 2x sill plate-& 16D's,@ 4" o/c S.P.N. Max drag load= 601#." Use.12=16D's per.top plate splice. Max uplift "load = 496# 11, Use CS16/2x6,for holdown. r SW3 - RIGHT OF BATH (2ND FL) t Total load 0.15*405 plf x 2.5' = 152# SW length = 4.5' ; SW shear = 152/4.5 =`34 plf <<< 260 plf Use SW Type 10 w/ 2x sill plate & 16D's @ 4" o/c'S.P.N. Max drag load = 192#.• Use 12-16D's per top plate splice. Max uplift load = 0# No holdown needed. SW4 - LEFT OF STAIRS (2ND FL) Total load = 0.31*.405 plf•x 3.51 439# SW length = 8' SW shear = 439/8 "55 plf <<< 260 plf Use SW Type 10 w/ 2x sill plate &` 16D's @ 4" o/c S.P.N. Max drag load = 192#. Use 12-16D's per top plate splice. Max uplift load.= 0# No holdown needed. SW5 - REAR OF BEN (2ND FL) Total load.= 207 plf x 4' + 0.175*10*14*4.5 938# Use HF8x24.7/8 w/ total capacity = 3410# Max drag load = 787#.• Use 12-16D'.s'.per top plate splice. Max uplift - 3752#. See plan for holdown: Proj#: 4598 SW6 - REAR OF BATH4 (2ND FL) .Total load = 1.1*207 plf,x 3.5' + 0.7*207*3.5 = 1304# SW length =-91 SW shear = 130.4/9 145 plf Use SW Type 10 w/ 2x sill plate & 16D's @ 4"'o/c S.P.N. .Max drag load = 812#.,Use 12-16D'.s per top plate splice. Max uplift load = 357# Use Simpson HTT22 holdowns. SW7 - FRONT OF BEN (2ND FL) Total load = 1.1*207 plf x 3.5'.+ 207*8'= 2453# SW length = 6 + 6 = 13' SW shear = 2453/12 = 20.4 plf Use SW Type 10 w/ 2x sill.plate & 16D's @ 4" o/c S.P.N. Max -drag load = 961#: Use 12716D's per top plate spli-ce. Max uplift load = 1511# Use CS16/2x6 for"holdown SW8 REAR OF BED3 (2ND FL) Total load = 207.plf x 8'-+-0.6*207*7 + 0.3*207*3.5 = 2743#. SW length = 9.751 . SW shear = 2743/9.75'w= 281 plf Use SW Type 11 w/ 2x sill plate & 16D's'@ 3" o/c S.P.N. Max drag load ,= 1237#.. Use 12-16D's per top plate.splice. Max uplift load =-1042# Use CS16/2x6 for holdown." SW9 - FRONT OF BED3 CLOSET (2ND FL) Total load = 0.6*207 plf.x 7' + 0.3*207*3.5 = 1087# SW length = 5.75' SW shear = 1087/5..75,= 189 plf Use SW Type 10 w/ 2x sill plate & 16D's @ 4'" o/c S.P.N. Max drag load = 652#. Use 12-16D'.s per top plate splice. Max uplift load 1386# Use CS16/2x6 for'holdown'. SW10 - FRONT OF GOLF Total load.= 165"plf x 11' = 1815# Use HF10x24 7/8 w/ total capacity 2700# Max drag load = 1500#. Use 12716D's per top plate splice. Use 18" x 18" ftg w/ 2-#5 bars 8'-0 past HD E/W., U.N.O: SWll - REAR OF GOLF Total load = 93 plf x 11' + 187*6.5 = 2239# SW length =.101 SW shear = 2239/10 224.plf Use SW Type 10 w/ 2x sill plate & 5/8" x 12"'A.B. @ 48" o/c Proj#: 4598 Max drag load = 933#., Use 12-16D's per top plate splice. Max uplift load = 1489# Use Simpson HTT22 holdown: SW12 - FRONT OF MASTERBEWBATH Total load '= 0.4*187 plf x 23' + 0._6*187*18.5 =13796# SW length 9.5 + 8 = 17.5' r .= SW shear =.3796/17.5 = 217 plf Use SW Type 10 w/ 2x sill plate & 5/8" x-12" A.B. @ 48" o/c Max drag load— 917#. Use-12-16D's per top plate splice. Max uplift load = 1489# Use Simpson HTT22, HPA35 holdowns, SW13 - REAR OF HER CLOSET.. Total load = 0.4*187`plf x 17' + 0.6*187*3.5 1664# SW length =.8' SW shear = 1664/8,= 208'plf Use SW.Type 10 w/ 2x sill plate & 5/8" x 12" A.B. @ 48" o/c Max drag load = 1008#: 'Use 12-16D Is per top plate splice. Max uplift load = 1480# Use Simpson HTT221HPAHD22 holdowns. SW14 - REAR OF MASTERBED r Total load 0.6*187 plf x 14.51'`+-157*15.5 =_4.060# SW length = 8' SW shear =.4060/8 = 508 plf Use SW Type 13 w/ 3x sill plate '& 5/8"..x 12" A.B. @ 16" o/c Max drag load = 1669#. Use-18-16D's per top plate. splice. Max uplift load =- 6056#` Use Simpson Hp8A holdowns. ' SW15 - FRONT OF GREAT RM -, Total load = 187 plf x 20' 3740# Use HF10x24 1-1/8 w/ total capacity = 4400# Max drag load = 3195#: 'Use 24716D's per top plate splice. Use 18" x,18" ftg w/ 4-#'5 bars 10'-0" past HD E/W., U.N.O. SW16 - FRONT OF STORAGE Total load = 1.1*13-9 plf x 4.51.= 688# SW length 8' SW shear = 688/8 _ 86 plf <<< 260 plf Use SW Type 10 w/ 2x sill plate-& 5/8". x 12" A.B. @ 48" o/c Max drag load = 255#. Use 12-16D's per top plate splice. Max uplift load =.O#- .0#No Noholdown needed.. ,. Proj#: 45 8 Total load = 204P if x 11.5' +.139*4 = 2902# µ SW length = 8' SW shear 2902/8 363 plf Use SW Type 12 w/ 2x sill.plate & 5/8" x 12" A.B. @ 12" o/c Max drag load— 1935#. Use 18-16D's per top plate splice.. Max uplift load = 3028#_ ',Simpson Use HTT22.holdowns.. SW18� - REAR OF GARAGE .._ Total load = 204 plf x11.5' = 2346# SW length = 10' SW shear =.2346/10 = 235 plf ' Use SW Type.10 w/ 2x sill plate & 5/8" x 12" A.B.•@ 48" o/c ' Max drag load = 1242#. Use 12-16D's per top plate splice., ' Max 'uplift load = 1596# Use-Simpson HTT22 holdowns. SW19 - FRONT OF LAUNDRY Total load = 113 plf x 11' + 0.55*1087 = 1841# SW length 8' .. SW shear = 1841/8 = 230 plf ' Use,SW Type 10 w/ 2x sill plate & 5/8" x 12" A.B. @ 48" o/c Max .drag load = 537#. Use-12-16D's per top plate splice.* Max uplift load = 1700# ' Use Simpson HTT22, HPAHD22 holdowns. SW20 - FRONT OF BED2 ' Total load = 113 plf x 21' + 0.45*1087 + 0.61*2743 = 4535# SW length = 12.5' SW shear 4535/1245 = 363 plf Use,SW Type 12 w/ 2x sill plate '&,5/8"'x 12"-A.B. @ 12" o/c Max°drag load ='2173#.'- Use 18-16D's_per top plate splice. Max uplift load = 2691# ' Use-Simpson HTT22, HPA35 holdowns. SW21 - LEFT OF STORAGE ' Total load = 139 plf x 7' =,973# ti SW length = 5. SW shear = 973/5 = 195 plf ' Use,SW Type 10,w/ 2x sill plate & 5/8" x 12" A.B. @.48" o/c' Max drag load— 460#. Use,12-16D'sper top plate splice. Max'uplift load = 1571# ' Use Simpson HTT22, HPAHD22.holdowns. l. SW22 - REAR OF PANTRY ' Total load 0.56*113 plf 'x 18' + 0.69*113*5.5 + 1.1*209*7 + 0.39*2743 + 2453`+ 0.33*1304 _ 7130# Proj#: 4598 SW length = 6 + 8.5 = 14.5' SW shear 7130/14.5= 492 plf Use SW Type 13 w/ 3x sill plate & 5/8" x 12" A.B. @ 16" o/c Max drag load = 2604#. Use 24-16D's per top plate splice. Max uplift load = 4470 + 1511 = .5981# Use Simpson HD8A holdowns. SW23 - REAR OF WINE Total load = 0.56*113 plf x 11.5' + 0.5*2453*0.14 + 0.67*1304 + 0.82*938 ='2542# SW length = 6.25' SW shear = 2542/6.25 = 407 plf Use SW Type 12 w/ 2x sill plate .& 5/8" x 12" A.B. @ 12" o/c Max drag load = 1312#. Use 12-16D's per top plate splice. Max uplift load = 3598# Use Simpson HPA35 holdowns. SW24 - REAR OF KITCHEN Total load = 0.56*113 plf x 10.5' + 1.1*209*14.5 + 0.18*938 + 0.33*1304 = 4765# SW length = 7.25' SW shear = 4765/7.25 = 657 plf Use SW Type 14 w/ 3x sill plate & 5/8;' x 12"•A.B. @ 12" o/c Max drag load = 2960#. Use 24-16D's per top plate splice. Max uplift load = 5304# Use Simpson HD8A holdowns. SW25 - RIGHT OF PANTRY Total load = 0.39*237 plf x 17' + 1.1*209*5 + 0.45*1160 +. 0.75*152 = 3357# SW length = 5.5' SW shear = 3357/5.5 = 610 plf Use SW Type 14 w/ 3x sill plate & 5/8" x 12" A.B. @ 12" o/c Max drag load = 2220#. Use 18-16D's per top plate splice. Max uplift load 5691# Use Simpson HD8A holdowns.. SW26 - RIGHT OF BED2 Total load = 0.33*237 plf x 13.5' + 0.79*986 + 0.5*0.60*1508 = 2287# Use HF10x24 7/8 w/ total capacity = 2700# Max drag load = 1400#. *Use 12-16D's per top plate splice. Use 18" x 18" ftg w/ 2-#5 bars 8'-0" past HD E/W., U.N.O. SW27 - RIGHT OF BATH2 Total load = 0.23*237 plf x 10' + 0.5*0.74*1508* ='1103# SW length = 5.5' 1 Pro'J #: 498 _ SW shear = 1103/5.5 201 plf Use SW Type 10 w/ 2x sill plate & 5/8" x 12" A.B. @ 48" o/c Max drag load = 525#. Use 12=16D'.s per top plate splice. Max -uplift load = 1593# Use Simpson.HPAHD22 holdowns. SW28 - RIGHT OF LAUNDRY Total load 0.15*237 plf x 61' 213# SW length = 4.5' SW shear = 213/4.5 = 47'plf <<< 260 plf Use SW Type 10 w/ 2x sill plate & 5/8".x 12" A.B. @ 48" o/c Max drag load = 94#.- Use 12-16D',s per top plate splice. Max uplift load = 136# Use Simpson HPAHD22, HTT22 holdowns. 1 SW29 - LEFT OF LAUNDRY/HALL/WINE Total load 0.39*237 pif x 17' + 0.32*237*12-+ 0.23*237*10 ' + 0.13*237*6 +.0.55*1160 + 0.25*152 + 0.21*986 + 0.5*0.40*1508 + 0.5*0.26*1508 + 125*12:.5 + 0.75*283*12.5 = .8808# , ' SW length = 8 + 19 + 6.25 + 5.5 .38.75' SW shear = 8808/38.75 = 227 plf Use SW Type 12 w/ 2x sill plate & 5/8" x 12" A.B. @ 12" o/c ' Max drag load = 2182#. Use 18-16D's per top plate splice. Max uplift load = 1858# Use Simpson HTT22, HPA35 holdowns. SW30 - LEFT OF STAIRS Total load = 0.23*237 plf x 2.5' +-439 = 575# ' SW length = 8' SW shear = 575/8 =-72 plf <<< 260 plf Use SW Type 10 w/ 2x sill plate.& 16D's @ 4" o/c S.P.N. ' Max drag load = 0#.` Use 12716D's per top plate splice. Max uplift load = 0# No holdown needed. SW31 - LEFT OF GARAGE Total load .= 204 plf x 12'.5' = 2550# ' Use HF8x24-7/8 w/ total capacity = 3410# Max drag load = 2273#. Use 18-16D's per top plate splice. Use 18" x 18" ftg w/ 2-#5 bars 8'-0" past HD E/W., U.N.O. 1 8W32 - LEFT OF GREAT'RM.; Total load = 0.52*283 plf x 12.5,' + 0.65*254*9 = 3325# ' SW length = 17.25.' SW shear 3325/17"25'= 193 plf Use SW Type 10.w/ 2x sill plate & 5/8" x 12" A.B. @ 48" o/c : Proj#: 4598 Max drag load = 1000#. Use 12-16D's per top plate splice. Max uplift.load = 951# Use.Simpson,HPA35'holdowns. SW33 - LEFT OF DINING ' Total load = 0.25*283 plf x 12.51. + 0.35*254*9 =.1684# Use HF13x24 7/8 w/ total capacity = 2080#' Max drag load = 1404#. Use 12-16D's per top plate splice. Use.18" x 18" ftg w/ 2-#5 bars 8'-0".past HD E/W., U.N.O. SW34 - LEFT OF GREAT RM'PATIO. Total load = 0.25*283 plf x 13' + 0.17*254*9 = 1308# Use HF12x24 7/8 w/ total capacity,= 2240# Max drag load = 1090#. Use 12-16D's per top -plate splice. Use 18" x 18",,ftg w/•2-#5 bars 8'-0" past HD E/W.; U.N.O. SW35 -'LEFT OF MASTERBED Total load = 0.57*254 plf x 17.,5' 2534# SW length 121. SW shear = 2534/12 211 plf, Use SW Type 10 w/ 2x sill plate & 5/8" x 12" A.B. @.48" o/c. Max drag load = 1267#..Use 12-16D's per top plate splice. Max uplift -load =2000#' Use Simpson HPA35 holdowns. SW36 - RIGHT OF GARAGE/CLOSET Total load = 0.43*254 plf x 16.5' + 119*7.5 = 2695# SW length 12 + 12 241: SW shear = 2695/24.=.112.plf Use SW Type 10 w/ 2x sill plate &15/8 x 12" A.B. @ 48" o/c Max drag load =.395#.° Use 12-16D's per top plate splice. Max uplift,load 0# No holdown needed.- SW37 - LEFT OF GARAGE " Total load = 0.43*254 plf-x 8.5' + 119*7.5 =..1821# Use 2-HF10xl8.7/8 w/ -total capacity = 3824# Max drag load = 835#. Use"12-16D's.per top plate splice. Use 12" x 12" ftg w/ 2-#5 bars 8'-0".past HD E/W., U.N.O.- SW38 - LEFT OF HER CLOSET . Total load. 0.57*254 plf x,8.5'.= 1231# SW length = 9.25' SW shear ='1231/9.25 133 plf Use SW Type'10`w/"2x sill plate & 5/8" x12" A.B. @ 48" o/c Max drag load ='710#. Use 12-16D's-per.top plate splice. Max uplift load =:637# Proj#: 4598 Use SimP son'HTT22 holdowns.' SW39 - FRONT OF DINING Total load = 222 plf x 10.5' _ 2331# „ Use HFlbx24 7/8.w/ -total capacity = 2700# ' Max drag load = 2077#.. Use 18-16D's per top plate splice. Use 18" x 18" ftg w/ 27#5 bars 8'-0" past HD E/W., U.N.O._ SW40 - RIGHT OF MORNING PATIO 1 Total load 1.1*150 plf x 5' 825# Use cantilever steel column w/ R = 2.2 V = (825*4.5/2.2)/2'= 844# per_ -column.• SW44 governs. ',. Max drag load = 393#. Use 12,16D's.per top plate splice. See steel calcs. SW41 - LEFT OF MORNING PATIO Total load = 1.1*150 plf. x 5' 825# Use cantilever steel,.column w,/ R = 2.2 V = (825*4.5/2.2) = 798#.' SW44 governs. Max drag load = 800#. Use 12-16D's per top'plate splice.. ' See steel calcs, SW42 REAR OF MORNING PATIO: Total load = 0.53*1.1*209 plf x 8' + 0.47*1.1*209*10.5 + 0.5*113*6 = 2448# Use cantilever steel column w/•R - 2.2 V = (2448*4.5/2.2)/5 =.1001# per column. SW44 governs. Max drag load= 1882#. Use 12-16D's'per top plate splice. See steel talcs. ' SW43 - FRONT OF MORNING PATIO Total load = 0.29*1.1*209 plf x 10.5' =,700# Use cantilever steel column w/ R = 2.2 V = (700*4.5/2.2) -1432#. SW44 governs. Max drag load = 663#. Use 12-16D's per'top plate splice. ' See'steel.calcs. SW44 =RIGHT INTERIOR OF MORNING PATIO Total load =.1.1*150 plf x 4.75' + 0.58*1.1*150*4.75 = 1238# Use cantilever steel column w/ R 2.2 V = (1238*4.5/2.2) 2532#. Governs. ' Max drag load = 1209#':',,Use •12=16D'.s per top plate splice. See steel calcs. SW45 - MID INTERIOR OF"'MORNING PATIO NC Proj#: 4598 Total load = 0.54*1.1*150 plf x 4.75' + 0.58*1`.1*150*4.75. 878# Use cantilever steel column w/ R,= 2.2 V = (878*4.5/2.2) = 1796#.• SW44 governs: Max drag load 832#. Use 12-16D's per top plate splice: See steel calcs. SW46 - LEFT INTERIOR OF MORNING PATIO Total load,= 0.58*1.1*150 plf x 9.75' 933#° Use cantilever steel column w/ R = 2.2 V = (933*4.5/2.2) = 1908#. SW44 governs'. Max drag load =897#. Us'e 12-16D's per -top plate splice. See steel calcs. SW47.- RIGHT OF GREAT RM-PATIO/INTERIOR Total load = 0.2*283 plf x 8' = 453# governs Use cantilever steel column w/. *R = 2.2 V = (453*4.5/2.2) = 927#. Gov.erns. Max drag load = 429#. Use 12-16D's per top plate splice. See steel calcs. SW48.- REAR OF GREAT RM PATIO, Total load = 157 plf x 5.75' = 903# governs Use cantilever steel column w/ R = 2.2 V = (903*4.5/2.2)/2 = 924# Max drag load = 429#. Use 12-16D',s per top plate splice.: See steel calcs: SW49 - RIGHT OF STORAGE Total load 139 plf x 7' = 973# SW length = 5' SW shear = 973/5='195.plf Use SW Type 10 w/ 2x sill plate &-5/8" x 12" A.B. @ 48" o/c Max drag load = 460#. Use 12-16D's',per top plate splice.. Max uplift load =,157141i Use Simpson HTT22, HPAHD22 holdowns'. ' Pro,J#: 4598' REDUNDANCY FACTOR CALCULATIONS ' R(max) _ (LOAD@SW/TOTAL,LOAD)*(10/L) with (10/L) <= 1.00 p = 2 - (20/.(r(max)A^0.5) ) Total area = 5055 sq ft. Total seismic load in:one direction '-.53751# LONGITUDINAL TRANSVERSE r( 1) = C,> r(S) r(�) _ ��O'� r(C�) _ 0' 0'2'3 .r (�t(�) = �, o"� t6 tom" ' r( ) = r( rho longitudinal = ' rho transverse _ . 0 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent vour title block information. Title: IJob it dy Dsgnr: Date. 7:12AM 2 DEC 06 Description Scope: Rev: 550100 User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Steel Column t,m:X UL+LL Page 1 0 (c)1983-2001 ENERCALC Engineering Software ,c:\ec55\4598 kru er.emCalculations tj Description SW44 - RIGHT INTERIOR OF MORNING M PATIO c' 0.85 Cb:y DL+LL 1.75 General information Calculations are designed to AISC 9th Edition AS and 1997 UBC Requirements Steel Section P8XS Fy 36.00 ksi X -X Side'sway : Sway Allowed Pey : DL+LL+ST Duration Factor 1.330 Y -Y Sidi sway : Sway Allowed Column Height 10.500 ft Elastic Modulus 29,000.00 ksi 1.75 Max X -X Axis Deflection End Fixity Fix -Free X -X Unbraced 10.500 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 10.500 ft Kyy 2.000 Loads Axial Load... I Dead Load 2.00 k Ecc. for X -X Axis Moments 0i.000 in Live Load 2.00 k Ecc. for Y -Y Axis Moments 0.000 in ShortTerm Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 2.532 k 10.500 ft Along X -X ( y moments) k ft Summary Column Design OK Section: P8XS, Height= 10.50ft, Axial Loads: DL = 2.00, LL = 2.00, ST = 0.00k,. Ecc. = 0.0001 n Unbraced Lengths: X -X = 10.50ft, Y -Y = 10.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 -2 AISC Formula H1 - 3 0.0108 0.0108 0.0216 0.4269 XX Axis : Fa caic'd per 1.5-1, K*L/r < Cc YY Axis : Fa calc'd per 1.5-1. K*Llr < Cc Stresses LJtufY:..lJu6ia8'ly+tr..'tL' a:."ti'iL-s,`---..."^`--. ..�.. ' -.. • . •. • ..� • _ .. ..__ ... .,_ ..... � .... ..... _ gaybiJlf.i JWI.SGIWfadW Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 14.49 ksi 14.49 ksi 14.49 ksi . 19.27 ksi fa : Actual 0.16 ksi 0.16 ksi 0.31 ksi 0.31 ksi Fb:xx : Allow [F3.11 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 12.98 ksi Fb:yy : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values V cR . Li1--" i Z1,1414 Psi t,m:X UL+LL U.tl9 Gb:X UL+LL 1.75 F'ey : DL+LL19,474 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 25,900 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 Pey : DL+LL+ST 25,900 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.549 in at 10.500 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft To specify your title block on Title : Job # J ' these five lines, use the SETTINGS ' Dsgnr: Date: 7:24AM, 2 DEC 06 Description main menu selection, choose the ' Printing & Title Block tab,'and ent Scope _ your title block information. Rev: 550100 User: KW-0604868,�er5.5.o,25SeP-2001. Pole Embedment in Soil Page (c)1983-2001 ENERCALC Engineering Software c:\ec55\4598 kru er.ecw:Calculations +1 Description AT SW44 General Information Allow Passive 300.00 pcf Applied Loads... Max Passive 1,500.00 Psf Point Load 2,532.00 lbs ' Load duration factor . 1.330 distance from base . 10.500 ft Pole is Rectangular Width 60.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 ft ' distance to bottom 0.000 ft - Summary Moments @`Surface... •. Point load 26,586.00 ft-# Total Moment 26,586.00 ft-# Distributed load 0.00 Total Lateral 2,532.00 lbs Without Surface Restraint... Required Depth 4.623 ft:, ' Press @ 1/3 Embed... Actual ' 631.75 psf Allowable 614.91, psf Z y �• a ' •' . . r - To specify your title block on Tltie : Job # •%�'' Dsgnr: Date; 6:01AM, 3 DEC 06 these five lines, use the SETTINGS Description main menu selection, choose the Printing & Title Block tab, and ent Scope your title block information. Rev: 550100 user: KW -0604868. Ver 5.5.0.25 -Sep -2001 Pole Embedment in Soil (c)1983-2001 ENERCALC Engineering Software Description AT SW42t7 .�'®1`C General information Allow Passive 300.00 pcf Applied Loads... Max Passive 1,500.00 Psf Point Load 1,001 00 lbs Load duration factor 1.330 distance from base 10.500 ft Pole is Rectangular Width , 42.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 ft distance to bottom 0.000 ft Summary > _ Moments @ Surface... Point load 10,510.50 ff # Total Moment 10,510.50 ft-# n nn '' Total Lateral 1,001.00 lbs Page 1 1 To specify your title block on - Title: .lob # Date: 6:14AM, 3 DEC 06 t' these five lines, use the SETTINGS Dsgnr: Description main menu selection, choose the- hePrinting Printing& Title Block tab, and ent Scope your title block information. v: KW -06 P_ �(U�-�er: KW -0604868, Ver 5.5.0, 25 -Se 20011983-2001 Pole Embedment in Soil Page 1 c \ec55\4598 kru er.ecw:Calculations ENERCALC Engineering Software '..m -...3.. -. ...vap,Lin -_. ... �.... - .. .:..... . N :3"��rwaG3.YY�'.9,'.fuS'✓'n�_�,�..�v-r::LJ'c-_ Description • AT SW46 General Information - • . ...r...eWR.[6 "G_-.�„ch ..a.. ..� .. ...•... :... ......-.ilYL::iiySYyu..;.. Allow Passive .��.�:...... mom..--.....x-.:N'T.4tlEv�.' 300.00 pcf :.-�..�...W:ti .:^.Y6:.YwrBT�Ss�Nd3M-J.<fit:Y9155 Applied Loads:.. Max Passive 1,500.00 Psf Point Load 1,908.00 lbs Load duration factor 1.330 distance from base 10.500 ft Pole is Rectangular ' Width 60.00.0 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 ft ' distance to bottom 0.000 ft Ego Summary •< Moments @ Surface... Point load 20,034.00 ft-# Total Moment 20,034.00 ft-# Distributed load 0.00 " Total Lateral 1,908.00 lbs Without Surface Restraint... Required Depth 4.185 ft ' i Press @ 1/3 Embed... ' Actual 565.25 psf Allowable 556.56 psf �D� To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 6:07AM, 3 DEC 06 Description main menu selection, choose the tPrinting & Title Block tab, and ent Scope your title block information. Rev: 550100 P User: KW-0604868, Ver 5.5.0, 25-Se -2001 Pole Embedment in Soil -Page 1 (c)1983-2001 ENERCALC Engineering Software c:\ec55\4598 kru er.ecw:CalculationS Description AT SW43 General information Allow Passive- 300.00 pcf Applied Loads... Max Passive 1;500.00 Psf Point Load 1,432.00 lbs ' Load duration factor, 1.330 distance from base 10.500 ft Pole is Rectangular, Width 48.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 ft ' distance to bottom . 0.000 ft Summa Moments @ Surface... ' Point load 15,036.00 ft-# Total Moment 15,036.00 ft-# Distributed load 0.00 Total Lateral 1,432.00 lbs ' Without Surface Restraint... Required Depth 4.080 ft Press @ 1/3 Embed... 'Actual 554.17 psf _ Allowable 542.60 psf 'ti • � fid' ' To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 6:06AM, 3 DEC 06 Description: main menu selection, choose the ' Printing & Title Block tab, and ent Scope your title block information. Rev:550100 User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Pole Embedment in Soil Page 1 kru er.ecw Calculatlons i (c)1983-2001 ENERCALC Engineering Software c:\ec55\4598 �;.._.:_..�.r •mom. ' .ate ,�• .. .�: eay a,... Description AT SW45 General Information 171 1 Allow Passive 300.00 pcf Applied Loads... • V „ . Max Passive 1,500.00 PSf Point Load 1,796.00 lbs ' Load duration factor 1.330 " _ '• distance from base 10.500 ft . Pole is Rectangular Width 60.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 It ' distance to bottom 0.000 ft Summary Moments @ Surface... Point load 18,858.00 ft-# -Total Moment 18,858.00 ft-# Distributed load 0.00 Total Lateral 1,796.00 lbs ' Without Surface Restraint... Required Depth 4.088 ft Press @ 1/3 Embed... ' Actual 554.17 psf Allowable 543.65 , psf To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 6:20AM, 3 DEC 06 main menu selection, choose the Description Printing & Title Block tab, and ent Scope your title block information. Rev: - Steel Column Page 1 KW -06 User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 (c)1983-2001 ENERCALC Engineering Software Oec5514598 kru er.ecw:Calculations Description K SW47 - RIGHT OF GREAT ROOM PATIO General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements .:. .... .. _ _. _..... ... ... _--..yL.y dmy - _ _ ,. -+w..s - ..i`liy.�.-'.c�..+v iG�..i.d'uiYc:ubi�-.'._.�. Steel Section P8STD ,....'�::yYy..•.i'vly Fy 36.00 ksi X -X Sidesway : Sway Allowed K*L/r < Cc Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 10.500 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 10.500 ft Kxx 2.000 Live 8r Short Term Loads Combined Y -Y Unbraced 10.500 ft Kyy 2.000 Loads 14.70 ksi 14.70 ksi Axial Load... 19.55 ksi fa: Actual Dead Load 2.00 k Ecc. for X -X Axis Moments. 0.000 in Live Load 2.00 k Ecc. for Y -Y Axis Moments. 0.000 in ShortTerm Load k 31.60 ksi fb : xx Actual Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 0.927 k 10.500 ft Along X -X ( y moments) 23.76 ksi 31.60 ksi k ft immary I Column Design OK Section : P8STD, Height = 10.50ft, Axial Loads: DL = 2.00, LL = 2.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 10.50ft, Y -Y = 10.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 -I AISC Formula H1 - 2 AISC Formula H1 - 3 0.0162 0.0162 0.0324 0.2442 XX Axis : Fa calc'd per 1.5-1, K*L/r < Cc YY Axis : Fa calc'd per 1.5-1. K*L/r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short ' Fa: Allowable 14.70 ksi 14.70 ksi 14.70 ksi 19.55 ksi fa: Actual 0.24 ksi 0.24 ksi 0.48 ksi 0.48 ksi ' Fb:xx : Allow [F3.11 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 6.95 ksi ' Fb:yy : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi ' Analysis Values F'ex : DL+LL 20,296 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 20,296 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 Pex : DL+LL+ST 26,994 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 ' Fey: DL+LL+ST 26,994 psi . Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.294 in at 10.500 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft ' To specify your title block on Title Job # these five lines, use the SETTINGS Dsgnr Date: 6:26AM, ,- 3 DEC 06 main menu selection, choose the Description ' Printing & Title Block tab, and ent your title block information. Scope 868,Ver5.5.0,25-Sep-200, NERCALC Engineering Softw Pole Embedment in Soil Page 1*[(=Rov .. - - •�^ c:\ec5514598 kru er ecw C2cuations Description AT S 7 ,.,..,...-irwWs..sww;s�r�-•r=...az:;�::acm-.a.x�i,.u,�.a..ix.,- ,s.:�:+..,.. General Information —Applied Allow Passive 300.00 pcf Loads... ' Max Passive 1,500.00 psf - Point Load 927.00 lbs Load duration factor . 1.330 distance from base 10.500 ft Pole is Rectangular Width 48.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 ft ' distance to bottom 0.000 ft Summary Moments @ Surface... Point load 9,733.50 'ft-# Total Moment 9,733.50 ft-# Distributed load 0.00, - Total Lateral 927.00 lbs Without Surface Restraint... Required Depth 3.469 ft Press @ 1/3 Embed... Actual 476.58 psf Allowable 461.41 psf Y ' To specify your title block on Title: Job # k r Dsgnr: Date: 8:57PM, 29 NOV 06 d these five lines, use the SETTINGS Description main menu selection, choose the ' Printing & Title Block tab, and ent Scope your title block information. v:55ofooPage �(ce-)Ver 5.5.0.2Sse�2oo� Combined 1er:KW-0604868, Footing ®esign�:�e�s5�asgs kn, er.ecw:Calculations1983-2001 ENERCALC Engineering Software .._. _ Description AT SWI 5 ' General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements ... . -..... ._ ueam, ,,;mss_. ,.. .,...... - - _ .. ,. vrn.nawu& ,,.•r, , »- r Allow Soil Bearing 1,500.0 psf . 'Allow S fc 2,500.0 psi Seismic Zone 4 Fy 40,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 ' Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined Dimensions t.'s.._ti� - > ,,. M.,,.,.resn� .. xsri._ -' ' u.�.�.•a. u a vac _ r _ Footing Slze... o„ . , Column Support Pedestal Sizes Distance Left 10.00 ft #1 : Square Dimension 0.00 to Dist. Betwn Cols 10.00 ft ...Height 0.00 in Distance Right. 0.00, ft #2: Square Dimension 0.00 in Footing Length 20.00 ft ...Height 0.00 in Width 1.50 ft 18.00 in r ckness Loads Vertical Loads... 91)Left Column ft Riaht Column k Dead Load k k ' Live Load k k k Short Term Load ' Applied Moments... k -ft k -ft Dead Load k -ft k -ft ' Live Load Short Term Load ' 37.400 k -ft k -it Summary r Footing Design OK tLength = 20.00ft, Width = 1.50ft, ,Thickness = 18.00in, Dist. Left = 10.00ft, Btwn - 10.00ft, Dist. Right = 0.00ft ' Maximum Soil Pressure Allowable 679.44 psf 1,995.00 psf Steel Req'd @ Lef 0.466 in2/ft Max Shear Stres<. 14.84 psi Steel Req'd @ Cente 0.799 in2/ft ' Allowable 85.00 psi Steel Req'd @ Righ 0.244 in2/ft Min. Overturning Stabilit " 1.745:1 , Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 217.5 1,500.0 psf - Eq. 9-1 304.5 psf 0.000 ft " Dead+Live+Short Term 0.0 1,995.0 psf Eq. 9-2 0.0 psf 5.732 It Eq. 9-3 0.0 psf ' Soil Pressure � Right End Dead + Live 217.5 1,500.0 psf Eq. 9-1 304.5 psf 0.000 ft Dead+Live+Short Term 679.4 ;1,995.0 psfEq. 9-2 951.2 psf 5.732 ft Stability Ratio . Eq. 9-3 611.5 psf ' t � To specify your title block on Job # P,r these five lines, use the SETTINGS Dsgne Date: 8:51 PM, 29 NOV 06 main menu selection, choose the. _ Description Printing & Title Block tab, and ent _ your title block information. Scope Rev: 550100 User KW0'01E 68, ERCA CEngi Engineering (c)1983-2001 ENERCALC Engineering Software Combined Footing Design 9 9 Page 1 ' „ . c: 1ec55\4598 kru er.ecw:Calculatrons Description AT SW10 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allow Soil Bearing 1,500.0 psf fc 2,500.0 psi Seismic Zone 4 • Fy 40,000.0 psi Concrete Wt " 145.0 pcf Min As Pct 0.0014 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0:00 psf Live & Short Term Load Combined Dimensions Footing Size... M L --Column Support Pedestals Size - Distance Left 8.00 It Dist. Betwn Cols 8.00 It #1 : Square Dimension 0.00 in Distance Right 0.00 ft Height 0.00 in ' Footing Length 16.00 ft #2: Square Dimension 0.00 in ...Height 0.00 in Width 1.50 ft Thickness ' 18.00 in , tLoads Vertical Loads... CrD Left Column CrD Right Column Dead Load k k Live Load k k ' Short Term Load k k Applied Moments... Dead Loadk-ft r k -ft Live Load k -ft k -ft Short Term Load x 10.870 k -ft k -ft Summary Footing Design OK ' Length = 16.00ft, Width = "1.50ft, Thickness = 18.00in, Dist. Left = 8.00ft, Btwn. = 8.00ft, Dist. Right = 0.00ft Maximum Soil Pressure 387.34 psf Allowable 1,995.00 psf Steel Req'd @ Lef 0.244 in2/ft ' Max Shear Stress 5.34 psi Steel Req'd @ Cente 0.244 in2/ft Allowable 85.00 psi Steel Req'd @ Righ 0.244 in2/ft Mina Overturning Stabilit 3.842:1 Soil Pressures ' Sol[ Pressure @ Left Actual Allowable ACI Factored Eccentricity " Dead + Live. 217.5 Dead+Live+Short Term 47.7 1,500.0 psf Eq. 9-1 304.5 psf 1,995.0 psf Eq. 9-2 66.7 0.000 ft psf 2.082 It ' Soil Pressure @ Right End Eq. 9-3 42.9 psf Dead +Live 217.5 Dead+Live+Short Term 387.3 1,500.0 psf Eq. 9-1 304.5 psf 1,995.0 Eq. 0.000 It ' Stability Ratio 3.8 :1 psf 9-2 542.3 psf Eq. 9-3 348.6 psf 2,082 ft To specify your title block. on Title : Job # 4 o - these five lines, use the SETTINGS Dsgne Date: 9:12PM, 29 NOV 06 c3fel Description main menu selection. choose the ' Printing & Title Block tab, and ent Scope : _ your title block information. Rev: 550100 W-06 User: KW -0604868,Combined Page 1 Footing Design 3-201 ENE CALLVer Engineering ft (c)1983-2001 ENERCALC Engineering Software C:1eC55\4598 krU er.ecw:Calculations w . Description AT SW26 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allow Soil Bearing 1,500.0 psf fc 2,500.0 psi Seismic Zone 4 Fv 40,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 ' Short Term Increase 1.33 DistanrA in CL of Rehar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 8.00 It #1 : Square Dimension 0.00 in Dist. Betwn Cols 8.00 ft ...Height . 0.00 in ' Distance Right 0.00 It #2: Square Dimension 0.00 in Footing Length. 16.00 ft ...Height 0.00 in Width 1.50 ft Thickness 18.00 in Loads Vertical Loads... Cra Left Column (@- Right Column Dead Load k k Live Load k k Short Term Load k k Applied Moments... Dead Load k -ft k -ft Live Load k -ft k -ft Short Term Load 22.870 k -ft k -ft Summary.,,�. Footing Design OK Length = 16.00ft, Width = 1.50ft, Thickness = 18.00in, Dist. Left = 8.00ft, Btwn. = 8.00ft, Dist. Right = 0.00ft Maximum Soil Pressure 641.10 psf Allowable 1,995.00 psf Steel Req'd @ Lef 0.292 in2/ft Max Shear StresE 11.24 psi Steel Req'd @ Cente 0.477 in2/ft Allowable 85.00 psi Steel Req'd @ Righ 0.244 in2/ft Min. Overturning Stabilit 1.826:1 ' Soil Pressures .... yaq u'Wa'.Yw-:•J..._ ... ... .. ... .. .. :::.:,,s:; ._-, ..- ._.. ..-- .--• - ". w/abi�tia1.},:Y�x:,uff:�UaW:V:�dYi,Ati4:SYo.wle,SG•-,F.:a�,:.�.a��.ab:..'I:o.:aiab::.kv3 Soil Pressure @ Left • Actual Allowable ACI Factored Eccentricity Dead + Live 217.5 1,500.0 psf Eq. 9-1 304.5 psf 0.000 ft Dead+Live+Short Term 0.0 1,995.0 psf Eq. 9-2 0.0 psf 4.381 It ' Soil Pressure @ Right End Eq. 9-3 0.0 psf Dead + Live 217.5 1,500.0 psf Eq. 9-1 304.5 psf 0.000 ft Dead+Live+Short'Term 641.1 1,995.0 psf Eq. 9-2 897.5 psf 4.381 It ' Stability Ratio 1.8 :1 '.. 1 - Eq. 9-3 577.0 psf + ' To specify your title block on Title: .lob # these five lines, use the SETTINGS Dsgnr: Date: 9:16PM, 29 NOV 06 Description main menu selection, choose the ' Printing & Title Block tab, and ent Scope _. your title block information. Rev: 550100 user. KW -0604868, Ver 5.5.0.25-Sep4001 Combined Footing Design Page 1 ' (c)1983-2001 ENERCALC Engineering Software c:\ec55\4598 kru er.ecmCalculations Description AT SW31 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allow Soil Bearing 1,500.0 psf fc 2,500.0 psi Seismic Zone 4 Fy 40,000.0 psi Concrete Wt 145.0 pd Min As. Pct 0.0014 ' Short Tenn Increase 1.33 . Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 8.00 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 8.00 It ...Height 0.00 in Distance Right 0.00 It #2: Square Dimension 0.00 in Footing Length 16.00 It ...Height 0.00 in Width 1.50 It Thickness 18.00 in ' Loads ,�11.w:itiCZ:13k- .. .. - Y...-:... .-.v._-.-...3t«..azY=:Y?`.,.. .._ w. Vertical Loads... .... ., ., a. „-,.... .'xS°n'-�l: 1:-' •'u�<YaL:t�=�.�'m'kai.,1i.'4.' CcD Left Column A Right Column Dead Load k k Live Load k k Short Term Load k k Applied Moments... _- Dead Load k -ft k -ft Live Load k -ft k -ft ' ShortTerm Load 20.400 k -ft k -ft Summary Footing Design OK Length = 16.00ft, Width = 1.50ft, Thickness = 18.00in, Dist. Left = 8.00ft, Btwn. = 8.00ft, Dist. Right = 0.00ft Maximum Soil Pressure 566.97 psf Allowable 1,995.00 psf Steel Req'd @ Lef 0.275 int/ft Max Shear Stres: 10.14 psi Steel Req'd @ Cente 0.414 in2/ft Allowable 85.00 psi Steel Req'd @ Righ 0.244 in2/ft Min. Overturning Stabilit 2.047:1 Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 217.5 1,500.0 psf Eq. 9-1 304.5 psf 0.000 ft Dead+Live+Short Term 0.0 1,995.0 psf Eq. 9-2 0.0 psf '3.908 ft ' Soil Pressure @ Right End Eq. 9-3 0.0 psf Dead + Live 217.5 1,500.0 psf Eq. 9-1 304.5 psf 0.000 It Dead+Live+Short Term 567:0 1,995.0 psf Eq. 9-2 793.8 psf 3.908 ft Stability Ratio 2.0 :1 _ Eq. 9-3 510.3 psf To specify your title block on Title Job # these five lines, use the SETTINGS Dsgnr: Dater 9:18PM, 29 NOV 06 E Description main menu selection, choose the Printing & Title Block tab, and ent scope: your title block information. Rev: 550100 Page 1 User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Combined Footing Design (c)1983-2001 ENERCALC Engineering Software Oec55\4598 krU er.ecw:Calculations aa.:z -- .. -._a..,.s,w..w,,,...::,a-..n:+.:.wrtA.:w.c.ni�a.�^:�+uwrre -.u.ne..w,. -,vueua:,zw�a.�:wews::..s:�Je'e. ,...ms.,,y...,+ea.'.uau..•a,au.o.�ar,' ,nW Description AT SW33 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements . -., vvY9Y'i`bilYu..:✓4s" r .- W,uiJWiYMJJ 4f:nYi'ii:A� Allow Soil Bearing 1,500.0 psf kF4:.hY ...;. ...fWY,..1'FWY5.W/Al:iF?I�.'K'�O,L'Y).. - '+liYNRYK-0t:irWitW+SWi'/nvW,/F++ti'ilru`hTw151Mud:iJ.iw.1'W.'w�?tsbYta'3�: 4%tl>3iY++.hWW+' fc 2,500.0 psi Seismic Zone 4• Fy 40,000.0 psi . Concrete Wt 145.0 pcf Min As Pct 0.0014 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Terre Load Combined Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 8.00 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 8.00 ft ...Height 0.00 in Distance Right 0.00 ft #2: Square Dimension 0.00 in Footing Length16.00 ft. ;..Height 0.00 in Width 1.50 ft Thickness 18.00 in Loads IAV - eis. r+>R'::3.r•`3^,�S�:iaV.ti:Y .-.., ..- •, _ . . _ -,:v. ...r Vertical Loads... "y;:a?Y". •e.. .. r. a. � .. -.. ... - - ^::iLil�o� 0 Left Column fcil Right Column Dead Load k k Live Load k k ShortTerm Load k k Applied Moments... Dead Load k -ft k -ft Live Load k -ft k -ft Short Term Load 21.892 'k -ft k -ft Summary Footing Design OK Length- 16.00ft, Width =• 1.50ft, Thickness = 18.00in, Dist. Left = 8.00ft, Btwn. = 8.00ft, Dist. Right = 0.00ft Maximum Soil Pressure 609.54 psf Allowable 1,995.00 psf Steel Reta'd @ Lef 0.286 in2/ft Max Shear Stres: ' 10.84 psi . Steel Req'd @ Cente 0.451 in2/ft Allowable 85.00 psi Steel Req'd @ Righ 0.244 in2/ft Min. Overturning Stabilit 1.908:1 Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 217.5 1,500.0. psf !Eq. 9-1 304.5 psf 0.000 ft Dead+Live+Short Term 0.0 1,995.0 psf Eq: 9-2 0.0 psf 4.194 ft Soil Pressurea@D.Right End ., Eq 9-3 0.0 psf' Dead +Live 217.5 1,500.0 psf Eq: 9-1 304.5 psf _ 0.000 ft Dead+Live+Short Term 609.5 1,995.0 psf Eq. 9-2 853.4 psf 4.194 ft Stability Ratio 1.9.:1 Eq. 9-3 '548.6 psf ' To speci fy your title block on Title: Job # Cta these five lines, use the SETTINGS Dsgnr: Date: 9:22PM, 29 NOV 06 main menu selection, choose the Description ' Printing 8r Title Block tab, and ent Scope your title block information. Rev: 550100 User: KW -0604868, Ver 5.5.0,25 -Sep -2001 Combined Footing Design Page 1 (01983-2001 ENERCALC Engineering Software c:\ec55\4598 kru er.ecw:Calculations K.+f .S i- - .• utltxVfi[i'!uv uY�e.ulMiLeuY=tus.�AiPbISa"VC: ."6TPMittiti ..._. .S'�:. .iq 6v.`.3]S'dYiCu6�-'i ..... ___-.__:C.,,�.:u'+ti.Paf+d".w.u�Ye:.+YViPAte. ti'a�d "mwlmsvnu�a.�wk craVimeuM��a-w .�.¢!G Description AT SW34 ' summary Footing Design OK Length = 16.00ft, Width = 1.50ft, Thickness = 18.00in, Dist. Left = 8.00ft, Stwn. = 8.00ft, Dist. Right = 0.00ft Maximum Soil Pressure 464.64 psf Allowable 1,995.00 psf Steel Req'd @ Lef 0.244 in2/ft Max Shear Stress 7.73 psi Steel Req'd @ Cente 0.309 in2/ft Allowable 85.00 psi Steel Req'd @ Righ 0.244 in2/ft Min. Overturning Stabilit 2.661 :1 ' Soil Pressures ' General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allow Soil Bearing 1,500.0 psf fc 2,500.0 psi Seismic Zone ' 4 Fy 40,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 Short Tenn Increase t 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined Dimensions ' Soil Pressure @ Right End ' -#:. ... `lw's' -.,+Y.."x1.t9^]�.'3ifniNS�'1P✓�.}idkvYskioN:.•9i�l wi'niF.J'i'Z c'2"�uufi'N:da::c_ n. .^....K{S4u�3if'uHSin46L�iSSisurifL�ma"iSi.r1,::6i5(&ti�+ts"W'N:SG::8ik6ait.faW^1L.u.Neffa3aa'aJeRaiiLihcii'bd�+�.LYY:«•:i. 4}r�:Yw+b Footing Size... Column Support Pedestal Sizes Distance Left 8.00 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 8.00 It ...Height 0.00 in ' Distance Right 0.00 ft #2: Square Dimension 0.00 in Footing Length 16.00 ft ...Height 0.00 in Width 1.50 ft Thickness 18.00 in „ ' Loads ,.. ..•..a _..-lYl '. 1Y84K itiiakiL.N.'_•�^*^._<r; Vertical Loads... ti .Y.m3rRia`tlL-2iit.�d4 A ""'a.l��ic�3iwiBYuv S'GYi`f3ily{:i'di�Ck:Fiie'eE: .. •.. 'ril2F iL.GSFtir.'.4]1."a�Mu"WuT.i'filis4 :lniifllL - 1ffi..`iL'lnflx6:Jita:fl Left Column (02 Riaht Column Dead Load k k Live Load k k Short Term Load k k Applied Moments... Dead Load k -ft k -ft hort oad__..__.. k -ft k -ft S Short Term Load � _... __.__... 15.696 k -ft k -ft ' summary Footing Design OK Length = 16.00ft, Width = 1.50ft, Thickness = 18.00in, Dist. Left = 8.00ft, Stwn. = 8.00ft, Dist. Right = 0.00ft Maximum Soil Pressure 464.64 psf Allowable 1,995.00 psf Steel Req'd @ Lef 0.244 in2/ft Max Shear Stress 7.73 psi Steel Req'd @ Cente 0.309 in2/ft Allowable 85.00 psi Steel Req'd @ Righ 0.244 in2/ft Min. Overturning Stabilit 2.661 :1 ' Soil Pressures ' w+at&13.e.WY.1 ,d.e..�-id ,�.x.tlaJ...da•.�sa'a Y.dwu4.ca.� Soil Pressure @ Left Actual 4- 'L.,....... Allowable JkY..r X6dLinYV'.,.5&lAdSa..s. ys6a5.VY.YUF.a4W?/�H+auY+v�b.w.w ACI Factored +1o].edi...._.-.r'�,n.Axl Eccentricity Dead + Live 217.5 1,500.0 psf Eq. 9-1 304.5 psf 0.000 ft Dead+Live+Short Term 0.0 1,995.0 psf Eq. 9-2 0.0 psf 3.007 ft ' Soil Pressure @ Right End Eq. 9-3 0.0 psf Dead + Live 217.5 1,500.0 psf Eq. 9-1 304.5 psf 0.000 ft Dead+Live+Short Tenn 464.6 1,995.0 psf Eq. 9-2 650.5 psf 3.007 ft ' Stability Ratio 1 2.7 :1 Eq. 9-3 418.2 psf 1 To specify your title block on Title : these five lines, use the SETTINGS Dsgnr: Job # Date: 9:25PM, 29 NOV 06 main menu selection, choose the Description ' Printing & Title Block tab, and ent your title block information. Scope Rev: 550100 User: 3-201ENE,Ver ALCEQ2eeringSoft (c)1983-2001 ENERCALC Engineering Software Combined Footing Design ' c:1ec55\4598 kru cw:Cac91ations Description AT SW37 -� ' General Information +.4 R'•uY cs3'�itltivxY�.a2aiYi"- ' 'i d�n.+LLUG •Mr.w•+tiroi.+lwaaclmfHAL^�Y� Calculations are designed to ACI 318-95 and 1997 UBC Requirements AllSoil Bearing 1,500.0 psf .i`:.+L+uFw?C'nw9 wG:+t4M1L•tWWGAt:e,rr.. -.. _ _, ta»'ahnW :s' isP:..tWGr�4'v.NYa%Wu'.v+nuY.:i4n'tidaa:UA:YW:tc4rew'tme rc 2,500.0 psi Seismic one 4 Concrete Wt 145.0 pcf Fy 40,000.0 psi Min As Pct 0.0014 Short Term Increase 1.33 ' Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined Dimensions ;.••".•1Ltl%{+i1eFY.t'�.We"AY!'/4i'L'YRkAPrtA.1WJC0•r•;""... Footing Size... 1".SFr"-`S"r26SY•"G:ECuk'`u'LWCY.vtiW.�.�..LYC""'YM•l.Vdti4)NL. ..._.. a`DS"w4"ii'ii+b).E-:'i#r'iv4,P'.W+..uv1Y.J:t'1:Jt6..VA�'.NiRkilnJ.w..:5:11' Column Support Pedestal Sizes . •o1:N� Distance Left 8.00 ft Dist. Betwn Cols 8.00 ft #1 : Square Dimension 0.00 in Distance Right 0.00 ft ...Height 0.00 in. ' Footing Length 16.00 ft #2: Square Dimension 0.00 in ...Height 0.00 in Width 1.00 ft Thickness 12.00 in - ' Loads .. Vertical Loads... ' •o-)li'uad�W. `aa` zeA:sYlla:k,5(.iFtB✓•xi:�1'�2htIS/..II4tiesi"u:•'• ,• K"J3itY,Ye-4:tNi:.G4d�+:A21A.WYar.2'1.Y'dMSLoNlRi41R.. - k'.eat2.y'G:.+!s:7Nw't151 Cad Left Column � Rtght Column Dead Load k Live Load k k ' Short Term Load k k, k Applied Moments.:. . Dead Load k -ft k -ft ' Live Load k -ft k -ft ShortTerm Load 9.105 k -ft k -ft Summary .- Footing• Design OK Length = 16.00ft, Width = 1.00ft, Thickness = 12.00in, Dist: Left = 8.00ft, Btwn. = 8.00ft, Dist. Right = 0.00ft Maximum Soil Pressure 379.51 psf Allowable v 1,995.00 psf Steel Req'd @ Lef 0.317. in2/ft Max Shear StresE .11.88 psi Steel Req'd @ Cente 0.481 in2/ft Allowable 85.00 psi Steel Req'd @ Righ 0.143 in2/ft Min. Overturning Stabilit 2.038:1 Soil Pressures ' Soil Pressure @ Left Actual Allowable Dead + Live 145.0 ACI FactoredV"" 1,500.0 psf Eq. 9-1 203.0 Eccentricity 0.000 Dead+Live+Short Term 0.0 psf 1,995.0,psf Eq. 9-2 0.0 psf ft 3.925 ft ' Soil Pressure @ Right End Eq. 9-3 0.0 psf Dead + Live 145.0 Dead+Live+Short Term 379.5 1,500.0 psf Eq. 9-1 .203.0*psf 0.000 ft ' Stability Ratio 2.0 :1 - 1,995.0 psf Eq. 9-2 531.3 psf Eq. 9-3 341.6 psf 3.925 ft To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 9:28PM, 29 NOV 06 tLg q Description : d.r main menu selection, choose the Printing & Title Block tab, and ent Scope your title block information. Rev: 550100 User: KW -0604868, Ver 5.5.0,25 -Sep -2001 Combined Footing Design Page 1 ` (c)1983-2001 ENERCALC Engineering Software c:1ec5514598 kru er.ecmCalculations ,�. .. Description AT SW39 _.. - ,ia,..wR.ns'x.w,.. -sic.wwmw++aaa'.w:ae,�•-..-:•_-..waxi�<swcw.a..+. General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements 61CiVz'.wiK+lx% r.ee _ aY¢AVti�lulaWAYuu'.al'1'.Hu:Yeftr.Y •F4•lMs.."'•`Ya/ M1tL'i u4vulw'.4a4iM.iao+rv' ii4aiLI.aK9Y'liuP,Sitivi�:k1'vt.�.nYKi' '. vinrAlLlviNA,a:'il-a4arc:kltiU4i✓Xti+i,lr+FwrniraAM.V'Y4t "Wp - :,. Allow Soil Bearing 1,500.0 psf fc 2,500.0 psi Seismic Zone 4 Fy 40,000.0 psi Concrete Wt 145.0 pcf Min As Pct.,0.0014 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in _ Overburden 0.00 psf Live 8 Short Term Load Combined Dimensions ..... .-....�..,r, . - • .,y20zy�Ai3:d _-e:'F6�: tsL:.LY.J:RL'^s....., Footing Size... Column Support Pedestal Sizes Distance Left 8.00 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 8.00 ft ...Height 0.00 in Distance Right 0.00 ft #2:Square Dimension 0.00 in Footing Length 16.00 ft ...Height 0.00 in' Width 1.50 ft Thickness 18.00 in _ Loads _,..;.a.w Vertical Loads... _. 'hRu;yYue .. ..a.�:y;�`b•n.: x.-_dGkSu: -'-' ti4JrtiaSLrrli:RblZ.GltutCUfrl:i,4-..i" .,. 4• •. A Left Column A Right Column Dead Load k k Live Load k k Short Term Load k k Applied Moments... Dead Load k -ft k -ft Live Load k -ft k -ft Short Term Load 23.310 k -ft k -ft Summary Footing Design OK Length = 16.00ft, Width = 1.50ft, Thickness = 18.001n, Dist. Left = 8.00ft, Btwn. = 8.00ft, Dist. Right = 0.00ft Maximum Soil Pressure 656.39 psf Allowable 1,995.00 psf - Steel Req'd @ Lef 0.294 in2/ft Max Shear Stres: 11.40 psi Steel Req'd @ Cente 0.488 in2/ft Allowable 85.00 psi Steel Req'd @ Righ 0.244 in2/ft Min. Overturning Stabilit 1.792:1 Soll Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 1. 217.5 _1,500.0 psf 'Eq. 9-1 304.5 psf 0.000 ft Dead+Live+Short Term 0.0 1,995.0 psf Eq. 9-2 0.0 psf 4.466 ft Soil Pressure @ Right End Eq. 9-3 0.0 psf Dead + Live 217.5 1,500.0 psf Eq. 9-1. 304.5 psf 0.000 ft Dead+Live+Short Term 656.4 1,995.0 psf, Eq. 9-2 918.9 psf 4.466 ft Stability Ratio 1.8 :1 Eq. 9-31 590.8 psf Proj#: 4598 FOUNDATION DESIGN Soil bearing pressure = 1500 psf assumed At'1-story: Roof: 44 psf_x 29/2 638 plf Wall: 15 psf x 10 _ 150 .Footing: 150 pcf x 1 x.1 150 Total = 938 plf Width required:= (938/1500), x 12 7.5" Use 12 x 12" continuous footing with, 1-#4 bar at top and bottom Footing capacity (1500.x 40 x 12)/(144) 5000# At 2-story:,,-''� Roof: 44 psf x 16/2 = 35?✓p'1f Floor: 55 psf x .15/2 = 4'13 Wall: 15 psf x 21" = 315 Footing: 150 pcf x 1.25. x 1.5 281 Total. 1361 plf Width required q = (1361/1500) x ;1�2 _ 10.9" Use 15" x 18" continuous..footing with 1-#4 bar top.and bottom Footing capacity (1500 x'52 x 15)/(144) = 8125# PAD DESIGN { B12M = 8.6K Use 3'-0" sq x 12" deep pad w/ 3-#4.bars each way B14L 12.1K Use 3'-6" sq x 12" deep pad.w/ 4-#4 bars each way B18 + /B62HDR 5.2KUse 2'q x 12" deep pad w/ 3-#4 bars each way B19 +9.7K Use 3'sq x 12" deep pad w/,3-#4 bars each way B20 `'+ B65 = 12.4K . K Us. 3'-6" sq x 12" deep pad w/ 4-#4 bars each way B20 + B27 14.6K Use 3'-6 sq x.12" deep pad w/.4-#4 bars each way Proj#: 4598 FOUNDATION DESIGN• Soil bearing pressure= 1500 psf assumed At 1 -story: ' Roof: 44 psf x 29/2 = 638 plf Wall: 15 psf x 10 = 150 Footing: 150 pcf,x 1 x_1 = 150 ' Total = 938 plf Width required = (938/1500) x 12 = 7..5" ' Use 12" x 12" continuous footing with 17#4 bar at top and bottom Footing capacity=.(1500 x'40 x 12)/,(144.) = 5000#- ' At 2 -story: Roof: 44 psf x 16/2 = 352 plf ' Floor: 55 psf x 15/2 = 413 Wall: 15 psf x 21 = 315 Footing: 150 pcf x 1.25 x 1.5 = 281 ' Total _ 1361 plf Width required= (1361/1500) x 12 = 10.9" ' Use 15" x 18" continuous footing with 1-#4 bar top and bottom Footing capacity ='(1500 x 52 x 15)/(144) = 8125# PAD DESIGN ' B12M = 8.6K Use 3'70" sq x 12" deep pad w/ 3-#4 bars each way ' B14L = 14 4K Use 3'-6" sq x 12"-deep.pad w/ 4-#4 bars each way ' B18 + B62 + HDR = 5.2K. Use 2'-6" sq x 12" deep pad w/ 3-#4 bars each way ' B19 + B58 9.7K Use 3'-0" sq x 12" deep pad w/ 3-44 bars each way ' B20 + B65 = 12..4K Use 3'-6" sq x 12" deep pad w/ 4-#4 bars each way ' B20 + B27 = 14.6K Use 3'-6" sq x 12" deep pad w/ 4-#4.bars each way - Proj#: 4598 1 B21.+ B25 = 7.7K Use 3'-0" sq x 12" deep pad w/,3-#4 bars each`way >B24M = 9.5K ' Use 3'-0" sq x 12" deep pad w/,3-7#4 bars each' ,way B26L 12.2K ' Use 3'-6" sq x 12" deep pad w/14-#4 bars each way B26 + B38 + B69 = 21.OK` 1 Use 4 ,V' sq x 12" , deep pad w/ 4-#4 bars each way B28 + B32 + B68 = 14.4K Use 3'-6" sq x 12" deep pad w/ 4-#4 bars each �way B32 + B33 = 6.OK Use 21-6" sqx 12" deep pad w/ 3-#4 bas each way w 1 B34 + B35. 12.OK ' Use 3'-6" sq x 12" deep pad w/_3-#4 bars each way B35 + B36 = 5.7K Use 21-6" sq x 12" deep pad w/ 3-#4 bars each way B39 + B40 = 5.3K Use 2'-6" sq x 12"deep pad w/ 3-#4.bars each way 1 B44 + B39 + B41 +YB�42 = 14.5K Use 3'-6" sq x 12" deep pad w/ 4-#4 bars each way 1 4r B63 = 6.5K` Use 2'-6" sq`x 12" deep pad w/ 3-#4 bars each.way i 1 1 Proj#: 4598 B21 + B25 7.7K Use �1 3'-0." sq x 12" deep pad w/ 3-#4 bars each way B2.4M =, 104K Use 3'-0" sq x 12" deep pad w/ 3-#4 bars each way B26L = 13.1K Use 3'76" sq x 12" deep pad-w/.,4-#4 bass each way B26 + B38 + BG9 + B37 -24.8K ' Use 4'-6" sq x 12" deep pad`w/ 6-#4 bars each way B28 +..B32 + B68 = 14.4K ' Use ' 3' -6" sq x 12"deep pad w/ 4-#4 ,bars each way B32 + B33 =. 6. OK Use 2'-6" sq x 12" deep pad w/ 3-#4 bars each way B34 + B35 = '12. OK ' Use 3'-6" sq x 12" deep pad,w/ 3-#4 bars each way. B35 + B36 = 5.7K Use 21-6" sq x .12" deep pad w/ 3=#4 bars each way B39 + B40 = 5.3K Use 2'=6" sq x 12",deep pad w/ 3-#4, bars each way B44 + B39 + B41 + B42.= 14.5K . 'Use-31-6" sq x,12" deep pad w/ 4-#4 bars each.way B63 = 6.5K ' Use 1 2'-6" sq ,x 12" deep pad w/ 3-#4 bars each way . 'w*PFje4m.v. 1. S -I RUC & I, ZAI CONSFULTANTS;'INC. ' S"HEEL 2XLEOGEROVER57OS': 12=7 -PLT REVIEWED 0 ;U\I5E A. D RESUBMIT ' -7HEEL10-71 81 e m •: m 1 FC 1hIJ COMUCTED91 L 900 A" HEEL' . :•. LAI I I=1•112 TCB or comments made .on the shop draw= � - W 4 .� q� s I 1,2 7"BOT 20 n, $ R O • R�FFRAM/NGBYOTHfRSj�;}; r�a::il? f \.e �O?:L ' - �:s �•r. ' du lot relie;+e 'rsctor from \ a, .:;Cc V..—h t'�e r�quOrec;ents of the drawings ,_. .--Isis only f:>r review of check p .._... �QQ�QQ—`-?/4n �^^o�q Yw w ~ t?i,:•;'.;i•�; . rl _U_; i i .( u• 1 T ' ,• 1175 PLT d. Ii /Ies_gn ept of the H s ie cone --'� 01/z" EEL ,nd �,�: A OO nj moo l r c C V'+':ih tl]e information docu nents. Th �� \ m • �. c c contractor is _ �A2-0RAG , J .iT]It c�J�.Vlating all quan= ut: ,: r a, , W 4 j R�FFRAM/NG BYOTHERS 4 M/NG O t! ti ¢` ri " i Ms S ' il.�s.Ii. fabrication processes 2 Q ROOFFRA BYOTHERS ! i>..(: C:. i3 3C , esses \ a ]cl tcrhiq=,cs . c,i`' c.cr to lc C n; cocrciinati7g his c •' n ROOFFRAM/NGBYOTHE S 12A?14"B 'ao 10-03/4"BOB ` < 10-03/4"BOB p 1 /4 BOT v,p;.'Y %Ii, that o a i other traiCS; End performing - l� v.Dn a s_ L. s,. 1319"PILT 1,2 J� t;;ry / manner. I 10-0314 I I m icni T� p X S1D9 t 4 -a $ \ 1 ro ROOF FRA M/NG'BYOTHERS a _ -0aaG W J �h Cd •. O = 4 ` O 9=63 4"PCT r• \ \ - - • F2 . CU � UN F UPPER P 44 �. N O' Ca r z oa _\ r M m REO 81/2"HEEL .. 139"SOT I ate![ p-0aaG s 4q +iy 10-03/4"BOB Y i, 21 a F' 0 d. 9.63 4'EPLT y.' \ 1 ' O N - - m \ /4" 10'-03/4"B 0 " 3• PL ~ � - . .. n � s - �. ---- — - — 9�3Td�LT i � � O 90'-03/4"PLT J 3-7-1/B"HEEL �31A 10, PLT iii _ 93:-03/4"BOT ,u i 9'�s3 "BOT z• D, 10-0BOT $ ry m t ti T r c of 93 03/4�PLT1 93 0.?14"PLT r W02 4 W m I ` , 10'O3 4 80 'm / BM s_ L 4 _ O QIQ oz \ R 13 Lr (zoo -0a �� 01/2 HEE ooaac 9'63/,4"PLT 10' /4"BOBS^ m I, I, 90 0 ' n 02 O .1309. 10' /4"BOT ---- ----- -W� oz - V o 9=8,? 4"BOT \\ 4 OPEN TO SKY a / .. ' < ` 02 x Jt D2 N I 11q HEEL ttt \ cy -- �• 1 . < QQ _ �.. SOO J' � � O 4� Q I.—�iU.�/ _ .0 F - - • .008E - • . '750-0 2XLEOGER $7i727C4 � J2 Y _ • 10' /4"PLT .. 1 J2 , o' _ II\ qq qq.� L, I J2 -08L THE KRUGER RES®l�Elill�E � Lz _ QQ ,I ' O7-0BL . . � • . /' ' 511-0 � • I E � - 35-035 VIA CH/ANTE L2 - _ 2�-0 -LA QU/NTA CA. W a L2 10-0,9iadr . o ( S/MPSON HARDWARE, JOB # 699776Y 10'' 14"BOT \ _ _ _ _ _ _ _ — _ _ _ _ _ _ :01 412007 1 _ 951/9'i/EEL MODEL # TRUSS # ,o ' DESIGNED 8YM/CHAEL E. HO YD L3 : W m \ fc LUS24 - H,J�,J2,K�,K2,fC3, ' ' • FOR REVIEW': • - LUS26 A 1,C2,01,H9, L2 i - . MUS26 C5,E2EI2,FI-DRAGF6,i2,Ll, THASR14- G- G13 -G96 . ' I 1003/4"PLT � as-s� • I HHUS26 SKEW 21.DEG.LEFT—G3-G12 ' - •. ` �•�' w. �25.40 - '� `.� ,J � � - - • ..• MiTek POWER r0 PERFORM.-. MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1906 Re: 6991-6Y Fax 916/676-1909 ' 00 The truss drawing(s)�referenced below have.been prepared.by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Foxworth-Galbraith-Yuma, AZ. ' Pages or sheets covered by thisaeal: 824098524 thru R24098626 My license renewal date for the state of California is March 31, 2007. �oQRpFESS/pN9` ��Q��R S. TjNc�F2c • LU C 04643.3 * EXF.3- 7 January 24,2007• Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss.components shown. The•suitability and use of this component for any particular• building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2: Job Truss Truss Type Ory 00 R2409852 6991-6Y Al COMMON 6 [ly 1 Job Reference (optional) ruxwunn oaiorann, ruma, tsnzona 00,100 . 7-0-.12 4x8 = 3' 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:13 2007 Page 1 120 4.11.4 - .. Scale = 1:20.3 6x6 11 3x4 % 3x4 - 6. 3x5 = 5 2x4 II 6.0.0. .. - 12-0-0 6.0.0 6-0-0 maie VTisels jAj): I1:U-1-t$.0-U-IUI LOADING (psf) SPACING 2-0-0 CSIDEFL ` in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase - 1.15 TC 0.73 Vert(LL). -0.04 1-6 >999 360 MT20 197/144 TCDL 20.0 Lumberincrease 1.15 - BC 0.29 Vert(TL) -0,10 1-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.01 5 n/a - n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 1'-6 >999 240 Weight: 44 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 SPF 165OF 1.5E 3-8-0 REACTIONS (Ib/size) 1=593/Mechanical, 5=593/Mechanical Max Horz1=53(LC 5) a r , FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-905/0,2-3=-810/0,3-4=85610,4-5=-554/0 BOT CHORD 1-6=01778,5-6=1/148 WEBS 4-6=0/684, 3-6=-27/124 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.5 psf top chord dead , load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 , 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ~ oQEtOFESS/GO ONq CD LU_ C 04 33 � * EX - 1-07 } rS OF lF January 24,2007 WARN AV - Vertry design parameters and READ NOTS3 ONTNI3 AND INCLUDED MrrSR RSPSRSNCS PAGE mu -7473 BSPORB USS, R�!� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. E/7ii Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek•. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,o nresrow..: fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drtve, Madison, WI 53719. - Citrus Heights, CA, 95610 Job Truss Truss Type ty Ply 00 (loc) I/defl • PLATES GRIP TCLL 20.0 824098525 8991 -BY A2 MONO TRUSS -0.03 7-8 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 Job Reference o tional —1W 5-11-4 12.0-0 6-0-13 u 3x4 II Scale: 12'-t' 5 3x10 II 3x8 = 5-11-4 12-0-0 5-11-4. 6-0-13 LOADING (psf) ..yes SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.03 7-8 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress [nor YES WB 0.70 Horz(TL) 0.02 7 n/a . n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 1-8 >999 240 Weight: 47 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 SPF 1650F 1.5E 3-0-15 REACTIONS (Ib/size) 1=586/0-5-8, 7=603/Mechanical v Max Horz 1=119(LC 3) r FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-990/0, 2-3=-862/0, 3-4=-125/4, 4-5=-3/0, 4-7=218/12 BOT CHORD 1-8=0/868, 7-8=0/868, 6-7=0/0 WEBS 3-8=0/239, 3-7=-872/0 NOTES 1) This truss has been designed for the Wind loads generated by 70 mph winds at 25 it above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1,33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard �OQRpFESS/pNgl G) �2-��ER S. TjNc�F� - w m WARNLYO • Ve7dr 7Parameters and READ NOTES ON TRW AND DJCLUDED M7TER REFERENCE FAGS AW 7473 BEFORE USE Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design poromenten and proper incorporation of component Is responsibility of building designer- not inns designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719.. _ � C 04633 � * EXP 07 OF1 ` , January 24,2007 MiTek• 7777 Greenback Lane, Suite 109 Citrus Heiahts. CA. 95610 Job ' Truss Truss Type City Ply 00 6991bY A2 -DRAG MONO TRUSS - 1 1 R2409852 BC 0.49 Vert(TL) -0.08 8 >999 360 BCLL 0.0 Rep Stress Incr NO Job Reference (optional) b.5uu s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:14 2007 Page 1 5.11-4 8-0.13 3x4 11 Scale = 1:26.2 A 5 5x8 II r a 2x4 11 . 3x8 = 5114 6-0-13 LOADING(psf) SPACING 2-0-0 CSI DEFIL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.05 8 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.08 8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 8 >999 240 Weight: 47 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 4-11-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF SLud/Std SLIDER Left 2 X 6 SPF 165OF 1.5E 3-0-15 REACTIONS (Ib/size) 1=586/0-5-8, 7=603/Mechanical Max Horz1=151(LC 9) Max Upliftl=-440(LC 9), 7=-3(LC 10) Max Grav 1 =1 108(LC 8), 7=651 (LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2276/1160.2-3=1868/813.3-4=-854/679,4-5=3/0,4-7=-233/27 BOT CHORD 1-8=1215/2134, 8-9=1215/2134, 7-9=1215/2131, 6-7=71/71 WEBS 3-8=0/239, 3.7=-1068/147 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss Connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 Ib uplift at joint 1 and 3 Ib uplift at joint 7. 5) This truss has been designed for a total drag load of 120 plf. Connect truss to resist drag loads along bottom chord from 6-6-0 to 12-0-0 for 261.8 plf. LOADCASE(S) Standard OQESSION9 CO CD aP F� m w C 046A33 T. ' 4 WARMNG • Vert fr design parameters and READ NOTES ON THIS AND INCLUDED MITER REPERENCS PAGE MU 7473 ESPORS uS& Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSII Building Component 'lately Intormallon ovaloble from Inns Plata Institute. 583 D'Onofrio Drive. Madison, WI 53719. '. . *\ EXV,3,,;�K17 /* January 24,2007 Wek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 SPACING 2-0-0 CSL ' PLATES GRIP TCLL 20.0 R2409852 6991-6Y A -GBL GABLE 1 1 BC 0.55 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.08 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:16 2007 Page 1 i 6-10-12 13.11.8 , i . 6.1D-12 - 7-0-12 Scale = 1:22.8 axe = 5x8 11 4x4 44 % 4x4 Z�- 44 C 5x8 11 - 6.10.12 _ _ . _ 13-11-8 6-10.12 7-0-12 reale vnseTs (R,T): 11:u-su u-u-bh Ib:U-b-1z,aZ-61 - LOADING(psf) SPACING 2-0-0 CSL DEFIL - in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.60 Vert(LL) We n/a 999 MT20 197/144 TCDL 20.0 Lumber Increase 1115 BC 0.55 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.02 6 n/a " n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 58 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 SPF 1650F 1.5E 3-7-2, Right 2 X 6 SPF 16,50F 1.5E 3-8-0 REACTIONS (Ib/size) 1=544/13-11-8, 5=543/13-11-8, 9=246/13-11-8, 10=47/13-11-8, 11=-43/13-11-8, 12=161/13-11-8, 8=51/13-11-8, 7=-58/13-11-8, 6=185/1311-8 _ Max Horz1=-34(LC 16) Max Upliftl=-362(LC 9), 5=-498(LC 12),9-77([-C 9), 11=-100(LC 19), 12=-50(LC 14), 7=-125(LC 22), 6=-65(LC 15) Max Gravl=933(LC 8), 5=1066(LC 7), 9=370(LC 8), 10=69(LC 2),11=55(LC 14), 12=268(LC 19), 8=72(LC 2), 7=64(LC 15), 6=306(LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1713/898.2-3=-896/389,3-4=-12131758,4-5=-2091/i277 BOT CHORD 1-12=-836/1605, 11-12=-836/1605, 10-1.1=-836/1605, 10-19=-836/1605, 9-19=-815/1481, 8-9=-591/1360, 7-8=-242/1011, 6-7=-398/1167,5-6=-1200/1959 WEBS 39-356194 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1-2002. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. � 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. W 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 Ib uplift at joint 1, 498 Ib uplift at joint 5, Ib uplift at joint 9, 100 Ib uplift at joint 11, 50 Ib uplift at joint 12, 125 Ib uplift at joint 7 and 65 Ib uplift at joint 6. 9) Beveled plateOr shim required to provide full bearing surface with truss chord at joint(s) 5. 10) This truss has been designed for a total drag load of 150 pH. Connect truss to resist drag loads along bottom chord from 5-11-8 to 1311-8 for 261.8 pet. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 WARNING - 7erO design parameters and READ NOTES ON THIS AND LNCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USS. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicablity, of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Q �pFESSION S T7Ncl F.� m C 0460033 EXP 07 OF January 24,2007 _MiTek- 7777 Greenback Lane, Suite 109 Citrus Helahts, CA, 95610 Job � Truss - Truss Type - city Ply 0 0 ' R2409852 6991-6Y A -GBL GABLE 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:16 2007 Page 2 LOAD CASE(S) Standard ' 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) Vert: 1-5=-20 Trapezoidal Loads (plf) 1 Vert: 11=90(F=110) -to -3=1 110(F=30), 3=-110(F=-30}to-5-90(F=10) Job � Truss - Truss Type - city Ply 0 0 ' R2409852 6991-6Y A -GBL GABLE 1 1 Job Reference (optional) 1 r ' WARNM 9•er j& dea/gn parameters and READ NOTES ON TEM AND INCLUDEDW= REFERENCE PADS MH 7473 BEFORE US& Design valid for use only with MTek connectors. This design is based only upon porometers shown.. and is for an individual building component. Applicability of design paromenters and proper incorporation of component B responsibility of building designer -not tans designer. Bracing shown T u for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing; consult ANSI/TPll Quality Criteria, DSB•89 and BCSII Building Component ' Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison, WI 53719. , MiTek- m nisroaI.- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job - Truss ITruss Type Qty DEFL 0 0 . Vdefl t/d PLATES GRIP TCLL 20.0 R24098528 6991-6Y A-GRDR COMMON 1 112ty, 1 >999 360 MT20 187/144 TCDL 20.0 Lumber Increase 1.15 Job Reference (optional) raxwonn aararann, r uma, hrszana oaaoa o.auu 5 Sep tr tuuo Mi r ea snausmes, snc. r ue aan [o ue:ua:ie [uur rage i 3-7-2 6-10-12 10-3.6 13-11-8 3-7-2 3-3-10 3-4-10 3-8-2 Stale = 1:22.6 4x6 4 5x8 = 1002 = 4-9-5 9-0-4 13-11.8 ........ ....... ...�.__ 4-9-5 .... � .....�............ 4-2-15 . 4-114 . LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl t/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.06 7-8 >999 360 MT20 187/144 TCDL 20.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.15 7-8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 7-8 >999 240 Weight: 69 lb LUMBER 'BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-7-0 oc purlins. BOT CHORD 2 X 6 LSL Truss Grade BOT CHORD Rigid ceiling directly applied or 9-6-0 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 1-9-13, Right 2 X 6 SPF 165OF 1.5E 1-10-2 REACTIONS (Ib/size) 1=95310-5-8,7=2263/0-5-8 Max Horz 1=32(LC 14) Max Uplift 1=452(LC 9),7-317(1-C 12) Max Gray 1=1524(LC 8), 7=2833(LC 7) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3129/1024, 2-3=2683/660, 3-4=2227/326, 4-5=-3270/273, 5-6=-3845/601, 6-7=-4233/898 BOT CHORD 1-9=892/2830, 8-9=-192/2188, 8-10=-476/3615,7-10=-867/4006 WEBS 3-9-1198/193,4-9=452/258, 4-8=-62/1562, 5-8=-428/148 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If ' porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 Ib uplift at joint 1 and 317 Ib uplift at joint 7. 5) This truss has been designed for a total drag load of 200 plf. Conned truss to resist drag loads along bottom chord from 0-0-0 to ' 13-11-8 for 200.0 ptf. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1820 Ib down at 12-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert. 1-4=-80, 4-7=80, 1-7=20 ' Continued on page 2 ' Y WARNING - VerVy design parameters and READ NOTES ON TND3 AND LNCZ UDED WTER REFERENCE PAGE AM 7473 EEFORE USE. Design valid for use only with Milek connectors. This design is based only upon parometers shown, and isfor on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional pennonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. January 24,2007 AVM MiTek• ,o nxwma...- 7777 Greenback Lane, Suite 109 Citrus HeiOhts. CA. 95810 Fox rth Galbraith, Yuma, Arizona 85385 - 0.500 s Sep 27 2008 MITek Industries, Inc. Tue Jan 23 09:02:10 2007 Page 2 LOAD CASE(S) Standard ' Concentrated Loads (Ib) Vert: 10=1820(F) i WARNING - Ver j& design paromebsn and READ NOTES ON TMS AND LVCLUDED MURK REFERENCE PAGE ASD-7473 BEFORE US& Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of balding designer - not truss designer. Bracing shown Welk Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fabrkation, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB-89 and 8CS11 Building Component 7777 Greenback Lane, Suite 109 Safeh Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison, WI 53719. Citrus Heights, CA, 95810 Job Truss Truss Type Ply loo = 824098528 8991-8Y A-GRDR COMMON 1 • Job Reference (optional) Fox rth Galbraith, Yuma, Arizona 85385 - 0.500 s Sep 27 2008 MITek Industries, Inc. Tue Jan 23 09:02:10 2007 Page 2 LOAD CASE(S) Standard ' Concentrated Loads (Ib) Vert: 10=1820(F) i WARNING - Ver j& design paromebsn and READ NOTES ON TMS AND LVCLUDED MURK REFERENCE PAGE ASD-7473 BEFORE US& Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of balding designer - not truss designer. Bracing shown Welk Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fabrkation, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB-89 and 8CS11 Building Component 7777 Greenback Lane, Suite 109 Safeh Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison, WI 53719. Citrus Heights, CA, 95810 Job Truss Truss Type Ply loo = 824098528 8991-8Y A-GRDR COMMON 1 • Job Reference (optional) Job' Truss Truss Type Qty Ply 00 R2409852 6991-6Y B -GBL GABLE 1 y I Job Reference (optional) ur uaiurath, Yuma, rvszona 85365 4-8-4 350 3 t b.ouu s Jan T o zuut MI Tek, Industries, Inc. Tue Jan 23 08:46:19 2007 Page 1 4.8-4 4x5 = - Scale = 1:16.4 3x10 II 4x4 % •2x4 II 2x4 II 2x4 II 4x4 �z 3x10 II 4-8.4 - 4-&4 c —1—LJ In 1). I LV-J-a,CaJel la:V-O-4 CDOeI LOADING(psf) SPACING 2-0-0 CSl DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.42 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 Lumber increase 1.15 BC 0.36 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 35 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 SPF 165OF 1.5E 2-5-3, Right 2 X 6 SPF 165OF 1.5E 2-5-3 REACTIONS (Ib/size) 1=357/9-4-8,5=357/9-4-8,7=190/9-4-8.8=100/9-4-6.6=100/9-4-8 Max Horz 1=25(LC 13) Max Upliftl=554(LC 9), 5-557(LC 12),8-16(1-C 14), 6-16(1-C 15) Max Gravl=934(LC 8), 5=934(LC 7), 7=190(LC 8), 8=160(LC 19), 6=160(LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1692/1311, 2-3=-988/688, 3-4=988/682,4-5=1692/1305 BOT CHORD 1-8=-1197/1581, 7-8=-324/709, 6-7=-324/708, 5-6=-1196/1581 WEBS 3-7=231/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Gable requires continuous bottom chord bearing.. 5) Gable studs spaced at 1-4-0 oc. QRQFESS/pN 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (`� 9( S. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 554 Ib uplift at joint 1, 557 Ib uplift at joint 5, 1 Ib uplift at joint 8 and 16 Ib uplift at joint 6. �, �i G) 8) This truss has been designed for a total drag load of 260 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-4.8 m 260.1 pif. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). C 046433 A LOAD CASE(S) Standard * E 47 Continued on page 2 TFOF January 24,2007 A WARNMO - VerYjj design pwwnetera and READ NOTES ON TN[S AND INCLUDED ESTER RSPBRENCB PAGE MV 7473 DBPORB USS. L}� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building ding component. Applicability of design paromenters and proper incorporation of component b responsibility of building designer- not truss designer. Bracing shown Is MiTe k• ' for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding >o niwr=ww: fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available Greenback Lane, Suite 109 able from Truss Plate Institute, $83 D'Onofrlo Drive, Madison. WI 53719. 7777CitruHeights, CA, Lane. S ' Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:19 2007 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=20 Trapezoidal Loads (plf) ' Vert: 1=90(F=10}to-3=105(F=25), 3= -105(F= -25) -to -5-90(F=-10) n t ' WARNING - Vert& design ja m w srs and READ NOTES ON THM AND INCLUDED MITES REFERENCE PADS MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicablity of design paromenters and proper incorporation of component Is responsibility of budding designer- not trsas designer. Bracing shown iTe k• is for lateral support of individual web members only. Additional temporary brocing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding - rowsw m aswro fabrication, quality control, storage. delivery, erection and bracing, consult . ANSI/1111 Quality Cdterfa, DSB-89 and SCS11 Building Component 7777 Greenback Lane, Suite 10B Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 7777CitruHeights, CA, Lane, S Job Truss Truss Type Qty Ply 0 0 R2409852 6991�fiY B -GBL GABLE 1 1 Job Reference (optional) Job Truss Truss Type Qty Ply 0 0 R2409853 6991-6Y B-GRDR COMMON 1 1 Job Reference (optional) ruxwur ur toaiurnun, rums, qr ¢una oaxa 48.4 a tnr—,i 45 = 3 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:20 2007 Page 1 9-48 4-8-4 Scale= 1:16.4 48.4 48.4 7x8 = h'lale VTrSe1S (A T): 11:U -3-11,U-3-61 1t1:1J.3-1ZXU4-41 - LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.05 1-6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.10 1-6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 1-6 >999 240 Weight: 35 ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-5-2 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 2-4-10, Right 2 X 4 SPF Stud/Std 2-4-10 REACTIONS (Ib/size) 1=1875/0-5-8,5=1875/0-5-8 Max Horz1=23(LC 13) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift1=-201(LC 9), 5=201(1-C 12) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav 1 =2284(LC 8), 5=2284(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3893/691, 2-3=3332/223, 3-4=-3307/197, 4-5=-3867/666 BOT CHORD 1-7=0/3589, 6-7=612/3565, 5-6=612/3565 WEBS 3-6=0/1509 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. if porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 Ib uplift at joint 1 and 201 Ib uplift at joint 5. 5) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for FESS 937.7 pH. OQRO In 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). S % �2 LOAD CASE(S) Standard�� Q �� 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 CD m Q Uniform Loads (plf) w rn Vert: 1-3=-80, 3-5=-80,11-5-320(F=-300) * E 0� 3 0 January 24,2007 Y WARNING • VerY)W design p—hetero and READ NOTES ON THIS AND INCLUDED 6f17•ER REFERENCE PAGE AM 7473 BEFORE USE. Design valid for use only with MJ7ek connectors. This design is based only upon parameters shown, and D for an Individual building component. Applicoblity of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown M iTe k• h for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, OSS -89 and BCSII Building Component Safety Information available Greenback Lane, Suite 109 able from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7777 Heights, CA, Lane. S Job Truss Truss Type Qty Ply '0 0 (loc) Vdefl Ud PLATES GRIP TCLL 20.0 R24D98531 6991-6Y C1 -DRAG COMMON 1 1 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 Job Reference (optional) i-oxwonn Galbraith, Yuma, Arizona 65365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:21 2007 Page 1 8-0-14 6.2.6 48 = 3 2-313 3x8. 11 3x10 6x8 = 2x4 11 1 6.0.14. '12-3-3 { 13.5.0 I 15-1-0- 6-0-14 6-2-6 1.1-13 1-8-0 Scale = 1:38.7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.04 6-7 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.08 6-7 >999 360 BCLL , 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 6-7 >999 240 Weight: 75 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-0-13 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-1-7 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except' WEBS 1 Row at midpt 2-6 1-8 2 X 4 SPF 165OF 1.5E, 1-7 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 8=627/0-5-8, 6=853/0-5-8 Max Horz8=253(LC 14) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift8=1289(LC 9), 6=-740(LC 10) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav8=2012(LC 21), 6=1681(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2761/1995, 2-3=-1936/1779, 3-4=-539/613, 1-8=-1942/1314, 4-5=-38/0 BOT CHORD 8-9=-1101/3024,7-9=-3004/3024,6-7=-928/1517,5-6=7/1 WEBS 2-7=843/834, 2-6=-1654/1031, 1-7=-2019/2630, 4-6=-49/52, 3-6=-711/301 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load,. in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load noncohcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1289 Ib uplift at joint 8 and 740 Its uplift at joint 6. 1 51 This truss has been designed for a total drag load of 200 If Connect truss toresist drag loads along bottom chord from 0-0-0 t0 2-0 0 for 1508.3 pit /PROFESSIQ,y9� LOAD CASE`S.. S) Standard �Q`�GR cD LU C 0"433 ST ©MsrA212UMa January 24,2007 WARNM - Verj/tj design parameters and READ NOTES ON TMS AND DJC7.DDBD MITER REFERENCE PADS M77.7473 ESPORS USS. � Design valid for use only with MITek connectors. This design is based only upon parameters shown, and b for an individual building component. Nei Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction Is the responsbillity, Mi Te�- of the e+ erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Crtterfo, DSB-89 and BCS11 Building Component - Safety Information available Greenback bene, Suite 108 able from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7777CitruHeights, CA, Lane, S Job Truss Truss Type - ,_ Oty Ply • 82409853 6991.6Y C2 COMMON 2 1 ' ' Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:22 2007 Page 1 l _ 6-0-14 l 1233 ,. 8•a14 6.2.6 .2.9-12 ' - 4x6 = Scale = 1:38.7 ^ - - - 3 - - ' - 3.50 12 - 3x4 ZZ 4 Job Truss Truss Type - ,_ Oty Ply • 82409853 6991.6Y C2 COMMON 2 1 ' " 3x4 2 4x8 - - • 3x4 11 3x4 = 3x8 = 2x4 11 6a14 _ + _ 1233 - 151-0 ' ' 6.0-14 6-2-6 - 2.9-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.03 6-7 • >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANS195. (Matrix) Wind(LL) 0.01 6-7 >999 240 Weight: 7514, LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ' WEBS 2 X 4 SPF Stud/Std - REACTIONS (Ib/size) 8=739/0-5-8, 5=739/Mechanical Max Horz8=92(LC 5) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-821/0,2-3=-403/0,3-4=-334/0.1-8=-677/6,4-5=727/0 BOT CHORD 7-8=-82/102, 6-7=0/729, 5.6=-1/4' WEBS 2-7=-126/58,2-6=-50210,3-6=-228118,1-7=0/673, 4-6=0/676 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not ' exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard oQ�pFESS/pNq D C - 0-P Fes. Uj C 04 3 - * E ' WARNING - Verj& desrgn parameters and READ NOTES ON THIS AND LNCLUDED MITER REFERENCE PAGE AID -7473 BEFORE US& • . Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and a Yom for an individual building component. a Applicablity of design pommenters and proper incorporation of component is responsibility of building designer -not tens designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the M iTe k• erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding ro eceroa.•: fabrication, quality control, storage. delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and SCSII Building Component 7777 Greenback Lane. Suite 109 ' Safety Information available from Truss Plate Institute,. 583 O'Onofrio Drive. Madison, WI 53719. - Citrus Heights, CA, 95610 r January 24,2007 Job Truss Truss Type Qty Ply (loc) Vdefl L/d -PLATES GRIP TCLL 20.0 R2409853 6991-6Y C3 COMMON 1 1 �00 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 Job Reference (optional) �a 6.500 s Jan 15 2007 Mi rek Industries, Inc. Tue Jan 23 08:46:22 2007 Page 1 6-0.14 - 1233 1 18.33 1 24-10.8 6-0.14 6-2-6 - 680 - 6.1.5 4x8 = Scale = 1:42.4 'AsnFil— 3 11 lu S a 7 8 3x4 II 3x10 = 3x4 = 3x8 = 3x10 = 3x4 II 8.0.14 12-3-3 18-33 24-10.8 6-014 6-2-6 680 6-1-5 LOADING(psf) SPACING 2-0-0 CSIDEFL in (loc) Vdefl L/d -PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.04 7-8 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.13 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 7-8 >999 240 Weight: 107 Ib . LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-4-7 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except 1-11 2 X 4 SPF 165OF 1.5E, 5-6 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 11=1229/0-5-8.6=1229/0-5-8 Max Horz11=-48(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1558/0, 2-3=-1474/0, 3-4=-1479/0, 4-5=-1603/0, 1-11=-1161/0, 5-6=1161/0 BOT CHORD IG -11=31/123,9-10=0/1433,8-9=0/1433,7-8=011478,6-7=0/127 WEBS 2-10=-407/2, 2-8=-214/58, 3-8=0/367, 4-8=-256/52, 4-7=-391/8, 1-10=0/1407, 5-7=0/1442 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard O9?po ESSI S. AZ co QQ F� m LU m C 04933 * 1-07 *� January 24,2007 WARNING - 9'erUf y deatgn parvmefe•a and R&W NOTES ON TNI3 AND INCLUDED 6AT'SR REFERENCE PADS MU -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component's responsibility of building designer - not tens designer. Bracing shown M iTe k - Is for lateral support of individual web members only. Addlfional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding vowe i nie•V fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TPII Quality Cdferla, DSB-89 and SCSII Building Component 7777 Greenback Lane, Suite 10B Safety Information available from Truss Plate Institute. 583 O'Onofrio Drive, Madison. WI 53719. 7777CitruHeights, CA, Lane, S Job Truss Truss Type Qty Ply0 0 (loc) Well Ud PLATES GRIP TCLL 20.0 R240985 6991-6Y C3 -DRAG GABLE 1 1 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 Job Reference o tional ru„w01u I wawram I, r uma, Au!Luria 65365 6.500 s Jan 152007 MiTek Industries, Inc. Tue Jan 23 08:46:23 2007 Pagel 8.0.14 12-3.3 18.9.3 24-10.8 6-0.14 6-2.6 6.60 61-5 " 4x8 = - Scale = 1:42.8 3.50117 3 10 9 15 , B 7 6 3x8 II - 3x10 = .44 = 3x8 = 4x8 = 3x8 II 6614 12-3.3 169-3 24-10-8 6414 62.6 6-60 61.5 N LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0,51 Vert(LL) -0.09 7-8 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.17 7-8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) .0.08 7-8 >999 240 Weight: 110 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-7-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 4-0-0 oc bracing. WEBS 2 X 4 SPF 165OF 1.5E 'Except 2-10 2 X 4 SPF Stud/Std, 3-8 2 X 4 SPF Stud/Std, 44 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 11=1229/0-5-8,6=1229/0-5-8 Max Horz 11 =-66(LC 15) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift11=996(LC 9), 6=-1017(LC 12) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Gravl1=2390(LC 8), 6=2410(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3328/1554, 2-3=-2742/1076, 3-4=2855/1180, 4-5=-3450/1625, 1-11=-2317/1027, 5-6=-2336/1046 BOT CHORD 10-11=3126/3214, 9-10=-2715/4327, 9-15=-2834/4341, 8-15=-3042/4654, 7-8=-1555/3249, 6-7=-11/145 WEBS 2-10=-1067/662, 2-8=-1057/899, 3-8=0/368, 4-8=1130/923, 4-7=-1052/668, 1.-10=158113207.5-7=-1647/3312 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Gable studs spaced at 1-4-0 oc. FESS 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QFi� /Ojv 6) joint 6. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 996 Ib uplift at joint 11 and 1017 Ib uplift at �!`� �� S 7) This truss has been designed for a total drag toad of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-6-0 f 523.7 plf. LOAD CASE(S) standardC 04933rn * E -07 *. January 24,2007 Y WARNING • Ver(r design parameters and READ NOTES ON THIS AND LWL UDBD WTSK REFERENCE FAGS MU 7473 BEFORE USS. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Y � Applicability of design paromenters and proper incorporation of component B responsibility of building designer- not fens designer. Bracing shown MiTek' is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component rne, Safety Information available Greenback LeSuite 109 able from Truss Plate Institute, 583 D•Onofrio Drive. Madison. WI 53719. Citrus eenba, CA, ne, S Job Truss Truss Type Qty Ply 0 0 R2409853 6991-6Y C4 COMMON- 1 _ 1 Job Reference (optional) s.500 s Jan 15 2007 Mi -Tek Industries, Inc. Tue Jan 23 08:46:24 2007 Page 1 5.1-1 10$11 1641.12 22-2-8. 5.1-1 "5.5.11 &2-1 5.5.12 .. 4X8 = - Scale = 1:43.7 3.50 f12 3 - n 10 9 8 7 6 2x4 11 3x5 - 3x4 = 4x4 = 3x4 11 3x8 = 5-1-1 ". 10-&11 1e-8-12 22-2-8 5.1-1 6-5.11 6-2-1 5.5.12 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.03 7-8 >999 , 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC - -0.31 Vert(TL) -0.10 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 7-8 >999 240 Weight: 100 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1,5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 11=1096/0-5-8,6--1096/0-5-8 Max Horz11=48(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1127/0, 2-3=-1178/0, 3-4=-1189/0, 4-5-1261/0, 1-11=1040/0, 5-6=-1038/0 BOT CHORD 10-11=-27/62,9-10=0/1032,8-9=0/1032,7-8=0/1158,6-7=0179 WEBS 2-10=-462/0, 2-8=-63/149, 3-8=0/259, 4-8=-192/51, 4-7=-399/4, 1-10=0/1117, 5-7=0/1192 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard 2 N - O0ROFESS1 co . w 4 ,L cm fr C 046 3 * EXP F0F ' January 24,2007 Y WARNING • Verj/j/ deergn parameters and READ NoTS3 oN TRW AND INCLUDED MITER REFSRENCE PACS MH 7473 BEFDRS USE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Appiicablity of design paramenters and proper incorporation of component is responsibility of building designer - not tans designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Intormation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek- owrs n orwros.r.- 7777 Greenback Lane. Suite 109 Citrus Heights. CA. 95610 Job Truss Truss Type - Qty Ply 0 0 . R240985 6991.6Y CS COMMON 2 1 � Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:25 2007 Page 1 - 5-1-1 {. 10$11 1841.12 21.3-4 . ' 5.1.1 5-5-11- 62-1 4-68 _ 4x8 = Scale = 1:43.4 3.50 12 - 3 - .3x4 3x4 - 2 4x8 4 • d 11 10 " f 9 8 .. 7 6 .2x4 II - 3x5 =. 3x4 = 3x5 = - 2x4 II 3x8 _. 8 5-1-1 I 1011 '+ 16612 + -21-3-4 ' ' - - 5-1-1 5-5-11 - 62-1 488 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid, PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.03 7-8 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.09 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.02 6 n/a n/a ' BCOL 10.0 Code UBC97/ANSl95 (Matrix) Wind(LL) 0.02 8 >999 240 Weight: 98 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 11=1049/0-5-8, 6=1049/Mechanical Max Horz 11 =-40(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=1070/0, 2-3=-1091/0, 3-4=-1101/0, 4-5=-1041/0, 1-11=-993/0, 5.6=1004/0 BOT CHORD 10-11=32/62, 9-10=0/977, 8-9=0/977, 7-8=0/960, 6-7=0/40 WEBS 2-10=-431/0, 2-8=-87/118, 3-8=0/218, 4-8=-66/127, 4-7=-479/0, 1-10=0/1054,5-7=0/1088 NOTES ' ' 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il; condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ESSI0N9 oQRpF LU C 046 33 X0 ' * EXP. 7 FOF FpEL January 24,2007 ' WARNING - V-(& design parameter AD and RENOTES ON THIS AND INCLUDED MZTSR REFERENCE PADS MU -7473 BEFORE U3& saw, Design valid for use only with MTek connectors. This design Is based only upon porometers shown, and is for on Individual building component. law Applicability of design poramenters and proper incorporation of component h responsibility of building designer - not truss designer. Bracing shown - h id for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsblllity, of the o Te k' erector. Additional permanent bracing of the overall structure h the responsibility of the building designer. For general guidance regarding _� fabricatbn, quality control, storage. dellvery, erection and bracing, consult ANSI/TPII Quality Criteria, DSII -89 and BCSII IIullding Component 7777 Greenback Len., Suite 109 Safety InformatIon available from Truss Plate Institute, 583 D'Onofrio DrNe, Madison. WI 53719. Citrus Heights, CA, 95610 ' Job Truss Truss Type Qty Ply0 0 824098537 6991-6Y C6 COMMON 1 1 Job Reference (optional) f•oxwortn Galbrartn, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:25 2007 Page 1 5.1-1 10811 .I • 16.612 2232 5.1-1 5.5.11 62.1 - - 5.6.8 4x8 = - Scale = 1:43.7 3.50 ri2 3 2x4 II 3x5 3x4 = - 4x4 3x4 II - 3x8 = .. 5.1-1 10811 16612 22-3.2 5.1-1 5.5.11 62-1 586 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.78 Vert(LL) --0.03 7-8 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.10 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.02 7-8 >999 240 Weight: 101 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E, BOT CHORD Rigid ceiling directly applied or 113.0-0 oc bracing. WEBS '2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1111=1099/0-5-8.6=1099/0-5-8 Max Horz 11 =-49(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension , TOP CHORD 1-2-1130/0, 2-3=-1182/0, 3-4=-1193/0, 4-5=1274/0, 1-11=1042/0, 5-6-1039/0 BOT CHORD 10-11=27162,9-10=0/1035.8-9=0/1035,7-8=0/1170,6-7=0/81 WEBS 2-10=-464/0, 2-8=62/151, 3-8=0/261, 4-8=-199/50, 4-7=-394/5,,1-10=0/1120, 5-7=0/1198 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: LOAD CASE(S) Standard o0?,OFESS/ON9 y��R S. Tj�yc��yc c� m Of C 6433 x * P. r-07 0 January 24,2007 WARMNO - Vel(& design parameters and READ NOTES ON THIS AND INCLUDED WTER RSPERENCE PAGE MU.7473 BEFORE USS. Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design paramentersand proper incorporation of component B responsibility of building designer- not trans designer. Bracing shown p A ��w a for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is Me respombillity of the 'y, C erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding aowiw m Pffsra fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component 7777 Greenback Lane, -Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Citrus Heights, CA, 95610 Job Job Tru s Qty Truss Type 0 0 Qty DoFoxworth R2409853 69916Y C7 COMMON 1 1 Job Reference (optional) [ly Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:26 2007 Page 1 5.1-1 - -10-&11 1&&12 - 23.9-6 I ' 5.1-1 - - 5-5.11 &2-1 - - 7-0-10 4x6 = Scale = 1:44.8 Job Truss. Truss Type Qty Ply 0 0 R2409853 69916Y C7 COMMON 1 1 Job Reference (optional) 3.50 12 .3 - - , 3x4 % 3x4 Z- ' 2 4 4x6 ' 1 8x10 5 ' 11 - 10:. 9 B .7 - 6 2x4 II 4x4 = 3x4 = 3x10 = 3x4 II 3x8 = 5-1-1 - I 11}&11. .1&812 - 23.9.8 1 5.1-1 5-5-11. 6.2-1 7-&10 - Plate Offsets (X,Y): 15:0-2-10,Edge], (7:0-3-8.0-1-81 LOADING(psf) SPACING 2-0-0 CSI' DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.05 6-7 >999' 360 MT20 197/144 TCDL. 20.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.12 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.03. 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 7-8 >999 240 Weight: 105 Ib LUMBER BRACING ' TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-1-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except 5-6 2 X 4 SPF 1650F 1.5E ' REACTIONS (Ib/size) 11=1175/0-5-8,6=1175/0-5-8 Max Horz 11 =62(1-C 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1223/0, 2-3=-1321/0, 3-4=-1335/0, 4-5=-1636/0, 1-11=1118/0,.5-6=1095/0 ' BOT CHORD 10-11=19/74.9-10=0/1124,8-9=0/1124,7-8=0/1496,6-7=0/199 WEBS 2-10=-514/0, 2-8=23/201, 3-8=0/329, 4-8=-414/23, 4-7=-265/29, 1-10=0/1222, 5-7=0/1353. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind e ind loads generated by 70 mph winds at 25 ft above level, using 13.5 psf top chord dead load and 6.5 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' LOAD CASE(S) Standard �O0 FESS/ON ' ��`�� (D a Uj C 04 433 E 7 T OF VO . ' & WARNNG - VerYll design parameters and READ NOTES ON TNIS AND INCLUDED TER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Maek connectors. This design is based only upon parameters shown. and is for an individual building component. frllNi a Applicability of design paromenters and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown B for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the iTe k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding vawrs n ns _ ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 583 D'OnoMLane, Suite 109 o Drive. Madison. WI 53719. CHWs Heights, CA, ne, 10S January 24,2007 Job Truss Truss Type Qty Ply 00 R2409853 6991.6Y C8 COMMON 1 1 Job Reference (optional) roxwonn oaloralln, Tuma, Arizona bases - - - i 51-1 1011 18-B•1' 51-1 5-5-11 6-2-1 . 4x6 = . 3.50 F12 3 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:27 2007 Page 1 7-6-8 3x4 3x4 2 4 4x8 . I 8x10 5 11 10 9 8 7 6 2x4 II 44 = 3x4 = 3x12 = 3x5 II ' 3x8 = 5-1-1 10$11. I` 16.8.12 24-3-4 5-1-1 5-5-11 6.2-1 7.6.8 Plate Offsets (X,Y): [5:0-2-10, Edge), 17:0-3-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.06 6-7 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.14 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) . 0.03 7-8 >999 240 Weight: 107 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-9-7 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing: WEBS 2 X 4 SPF Stud/Std 'Except - 5-6 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 11=1199/0.5.8, 6=1199/0-5-8 Max Horz 11 =66([-C 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-1253/0, 2-3=-1366/0, 3-4=-1380/0, 45=1754/0, 1-11=-1143/0, 5-6-1113/0 BOT CHORD 10-11=17/78.9-10=0/1153,8-9=0/1153,7-8=0/1603,6-7=0/253 WEBS 2-10-531/0, 2-8=12/217, 3-8=0/352, 4-8=-486/14, 4-7=-224/37, 1-10=0/1255, 5-7=0/1394 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard WARNING • Vert/jy design pa—rnetem and READ NOTES ON TNTS AND JENCLUDED AUTER REFSRBNCB PAGE AM 7473 EEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. consult ANSI/TPII quality Criteria. DSB-89 and BCSII Building Component Solely Information available from -Truss Plate Institute, 583 O'Onofrio Drive, Madison. WI 53719. Scale = 1:45.1 N �Ogpo ESS/pN9l S. TjNC F�� CO QQ F� m L C 046433 � January 24,2007 MiTek- > CR M cw•aro11.r.- 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95810 Job Truss Truss Type Qty Ply 00 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.92 R2409854 6991-6Y C8 -DRAG GABLE 1 1 Lumber Increase 1.15 BC 0.33 Vert(TL) n/a n/a 999 Job Reference (optional) roxwonn uaiorann, rums, Arizona ooaw ' 5-1.1 5.5-11 6-2-1 5x8 = 3.50 12 3 d 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:28 2007 Page 1 7-" Scale = 1:42.4 14 13 40 12 _ 11 10 9 41 8 7 6 3x8 11 3x6 = 3x4 = 3x10 = 6x6 = 3x4 II 5.1-1 I 10811 16.8.12 } 24-3-4- i 5.1-1 5-5.11 6.2-1 788 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.92 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.33 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with Weight: 149 Ib LUMBER QFE$S/ exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 BRACING 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable !� S ` TSN Fy End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. �� G, TOP CHORD 2 X 4 SPF 1650F.1.5E TOP CHORD Sheathed or 5-2-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud/Std 'Except 5-5-13 oc bracing: 9-11 2-9 2 X 4 SPF 165OF 1.5E, 1-12 2 X 4 SPF 165OF 1.5E 10-0-0 oc bracing: 6-7. 5-6 2 X 4 SPF 1650F 1.5E, 5-7 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 4-9 OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 14=227/24-3-4, 12=415/24-3-4, 9=682/2473-4,'7=613/24-3-4, 6=369/24-3-4, 11=41/24-3-4, 13=33/24-3-4, 8=19/24-3-4 Max Horzl4=125(LC 16) Max Upliftl4=-1227(LC 9), 12=-242(LC 13), 9=97(1-C 10), 7=672(1-C 16), 6=-658(LC 12), 8=-13(LC 12) Max Gravl4=1453(LC 8), 12=685(LC 21), 9=856(LC 7), 7=1378(LC 20), 6=1070(LC 20), 11=83(LC 2), 13=127(LC 2), 8=29(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1563/1434, 2-3=-1493/1461, 3-4=-1058/992, 4-5=-1518/1300, 1-14=1396/1188, 5-6=988/701 BOT CHORD 13-14=-101/145, 13-40=-101/145, 12-40=-478/521, 11-12=-924/989, 10-11=556/629, 9-10=1732/1797, 9-41=-911/1030, 8-41=1244/1379, 7-8=-1244/1379, 6-7=1/240 WEBS 2 -12= -1417/1047,2 -9= -1330/1272,3 -9= -620/138,4 -9=-1509/1412,4-7=-1564/1100,1-12=-1589/1613,5.7=1423/1313 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not QFE$S/ exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 QR ONq 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable !� S ` TSN Fy End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. �� G, 4) All plates are 2x4 MT20 unless otherwise indicated. co Q� G� 5) Gable requires continuous bottom chord bearing. 0 6) Gable studs spaced at 1-40 oc. LuM7) C 04 105433 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1227 Ib uplift at joint 14, 242 Ib uplift at joint E 7 , 97 Ib uplift at joint 9, 672 Ib uplift at joint 7, 658 Ib uplift at joint 6 and 13 Ib uplift at joint 8. * 9) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 4-0-0 to 14-0-0 for 485.4 plf. % LOAD CASE(S) Standard OF January 24,2007 WARNWG - Ver j& deafgn pa-unetero and READ NOTES ON THIS AND INCLUDED NITSR RSPSREWS PAGE MU.7473 BEFORE USB. �* Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design pammenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown iTe k Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding rowre .o ercnroa.e- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 5a3 D'Onofrio Drive. Madison, WI 53719. Citrus Heights, CA, 95610 Job - Truss Truss Type Qty Pty 0 0 TCLL 20.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.05 5-6 >999 360 824098541 6991-6Y D1 COMMON 2 1 BCLL 0.0 • WB -0.37 Horz(TL) 0.01 4 n/a n/a Job Reference (optional) BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 56 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E Foxworth Galbraith, Yuma, Arizona 85365 Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:29 2007 Page 1 Job - Truss Truss Type Qty Pty 0 0 TCLL 20.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.05 5-6 >999 360 824098541 6991-6Y D1 COMMON 2 1 BCLL 0.0 • WB -0.37 Horz(TL) 0.01 4 n/a n/a Job Reference (optional) Scale c 1:25.7 3x4 11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.05 5-6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.10 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB -0.37 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 56 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except* 1-6 2 X 4 SPF 165OF 1.5E, 3-4 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 6=71110-5-8, 4=71 1 /Mechanical ' Max Horz6=30(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-957/0, 2-3=-949/0, 1-6-630/0, 3-4=-637/0 BOT CHORD 5-6=-9/346,4-5=01265 -' WEBS 2-5=96/106,11-5=0/524, 3-5=0/612 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead ' load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1:33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 1 C C LL 0' ' WARNING - Ver yIip deargn parametero and READ NOTES ON THIS MI AND INCLUDED TER REFERENCE PAGE MII.7473 DEPDRB USE. Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controt, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critedo, DSB-89 and BCS11 Building Component ' Safety Information ovalable from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0 0 January 24,2007 _MiTek• wroaa - 7777 Greenback Lane, Suite 109 Citrus Heiahts. CA. 95610 Job Truss Truss Type pry Ply 0 0 R2409854 6991.6Y D2 COMMON 7 1 Job Reference (optional) ' Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:30 2007 Page 1 7-&0 15.0.0 780 7-&0 Scale = 1:26.0 Job Truss Truss Type pry Ply 0 0 R2409854 6991.6Y D2 COMMON 7 1 Job Reference (optional) 4x8 = 3.50112 2 3x4 II - 3x10 = 7$0 - 15-0-0 743-0 - 7�0 Plate Offsets (X,Y): [1:Edge,0-3-8), [3:0-2-10 Edae) LOADING (psf) SPACING 2-0-0 CSI ' DEFIL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.04 5-6 >999 360 MT20 197/144 ' TCDL 20.0 Lumber Increase 1.15 BC' 0.28 Vert(TL) -0.09 5-6 >999 360 BCLL 0.0 . Rep Stress Incr YES WB 0.35 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 58 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except 1-6 2 X 4 SPF 1650F 1.5E, 3-4 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 6=735/0-5-8, 4=735/0-5-8 Max Horz6=27(LC 5) t FORCES (lb)- Maximum Compression/Maximum-Tension TOP CHORD 1-2-1016/0,2-3-101610,1-6=655/0,34=655/0 BOT CHORD 5-6=-91343,4-5=0/343 WEBS 2-5=-80/124,1-5=0/589, 3-5=0/589 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the Wind loads generated by 70 mph Winds at 25 ft above ground level, using 13.5 psi top chord dead ' load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard �OQRpFESS/pNgl - _ ��ER S• t/iyc�c�ti m LU C 0 433 - C January 24,2007 WARNDf6 - Ver{ f� dealgn Pemmeters arsd R&W NOTES ON TNLS AND LWLUDBDWTBR RSPSRENCE PAGE MO -7473 BBPORS U8& . - Design valid for use only with MTek, connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component B responsibility of building designer- not tens designer. Bracing shown p i4� �• b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillify of the ' Y1 1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding J nowsa n n. - fabricafion, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 ' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. 7777CitruHeights, CA, Lane, S 3x4 11 Job Truss Truss Type Qty Ply -0 0 R2409854 6991-SY D2 -DRAG COMMON.` 1 1 Job Reference (optional). 4x8 = 2 5.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:31 2007 Page 1 15-0-0 780 Scale = 1:26.0 3x12 780 I S6C 780 Plate Lmsels (A.Y): [1:U -3 -0.U -1-121.[3:0-3-U,0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 ITC 0.74 Vert(LL) -0.04 4-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.09 5-6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 ` (Matrix) Wind(LL) 0.04•' 4-5 >999 240 Weight: 58 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-0-4 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-2-4 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E *Except* 2-5 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 6=735/0-5.8, 4=735/0.5-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT' Max Horz6=86(LC 13) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Uplift6=602(LC 9), 4=602(LC 12) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Grav6=1435(LC 8), 4=1435(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2--255611385,2-3=-2546/1366,1-6=1355/647,3-4=-1346/638 BOT CHORD 5-6=-91/421, 5-7=-2897/3253, 7-8=-469/3253, 4-8-70/426 WEBS 2-5=-86/123,1-5=-1404/2074, 3-5=1328/1997 1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w[th any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 602 Ib uplift at joint 6 and 602 Ib uplift at joint 4. 5) This truss has been designed for a total drag load of 200 pili. Conned truss to resist drag loads along bottom chord from 12-6-0 to 14-6-0 FESS for 1500.0 ptf. O0 Ipy9 LOAD CASE(S) Standard y��R S T//yC�Ccy LU C 0444�i433 X WARMNG • VerfJy design parameters and READ NOTES ON THIS AND LNCLUDED MITER REFERENCE PAGE MD -7473 BEFORS USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction istheresponsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive.. Madison, WI 53719. .. January 24,2007 WeV >o P6aIapM ` 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 7bA 7-&0 4x8 = 2 5.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:31 2007 Page 1 15-0-0 780 Scale = 1:26.0 3x12 780 I S6C 780 Plate Lmsels (A.Y): [1:U -3 -0.U -1-121.[3:0-3-U,0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 ITC 0.74 Vert(LL) -0.04 4-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.09 5-6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 ` (Matrix) Wind(LL) 0.04•' 4-5 >999 240 Weight: 58 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-0-4 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-2-4 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E *Except* 2-5 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 6=735/0-5.8, 4=735/0.5-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT' Max Horz6=86(LC 13) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Uplift6=602(LC 9), 4=602(LC 12) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Grav6=1435(LC 8), 4=1435(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2--255611385,2-3=-2546/1366,1-6=1355/647,3-4=-1346/638 BOT CHORD 5-6=-91/421, 5-7=-2897/3253, 7-8=-469/3253, 4-8-70/426 WEBS 2-5=-86/123,1-5=-1404/2074, 3-5=1328/1997 1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w[th any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 602 Ib uplift at joint 6 and 602 Ib uplift at joint 4. 5) This truss has been designed for a total drag load of 200 pili. Conned truss to resist drag loads along bottom chord from 12-6-0 to 14-6-0 FESS for 1500.0 ptf. O0 Ipy9 LOAD CASE(S) Standard y��R S T//yC�Ccy LU C 0444�i433 X WARMNG • VerfJy design parameters and READ NOTES ON THIS AND LNCLUDED MITER REFERENCE PAGE MD -7473 BEFORS USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction istheresponsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive.. Madison, WI 53719. .. January 24,2007 WeV >o P6aIapM ` 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type QtyPly DEFL in 0 0 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.95 R24098544 6991-6Y D2 -GBL GABLE 1 1 0.36 Vert(TL) -0.10 5-6 >999 360 BCLL 0.0 Rep Stress Incr NO Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:32 2007 Page 1 l 7.6.0+ - 15-0-0 7.6.0 - 7.6.0 . 5x8 = Scale = 1:28.0 2 7-&0 3x12 = 7�0 LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.04 5-6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.10 5-6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) Ot01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 4-5 >999 240 Weight: 76 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E ` . TOP CHORD Sheathed or 3-5-14 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 5-11-4 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E *Except* 2-5 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std 0 REACTIONS (Ib/size) 6=956/0-5-8, 4=956/0-5-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Horz6=27(LC 13) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Uplift6=579(LC 9), 4=-579(LC 12) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Grav6=1656(LC 8); 4=1656(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-2886/1345,2-3=-2886/1345,1-6=1568/621,3-4=-1568/621 BOT CHORD 5-6=-1426/1855.4-5=-1399/1855 WEBS 2-5=-164/56,11-5-11353/2256. 3-5=-1354/2256 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psi top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per Mal" PI 1-2002. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 Ib uplift at joint 6 and 579 Ib uplift 4. 8) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to for 200.0 plf. 9) In the LOAD CASE(S) section, loads applied to the face of the.truss are noted as front (F) or back (B). . LOAD CASE(S) Standard Continued on page 2 WARNMO. 1ren(& design p-e[ers and READ NOTES ON THIS AND LI CWDED WTEE REFERENCE PAGE MU -7473 BEFORE USE. ■ Design valid for use only with Mitek connectors. This design is based only upon porometers shown, and b for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not tens designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, OSS -89 and BCSII Building Component ' Safety Information available from Truss Plate Institute. 583 D'Onofrto Drive, Madison, WI 53719. January 24,2007 Elm MiTek ♦v P6elaay.• 7777 Greenback Lane, Suite 109 Citrus Heiahts. CA. 95610 s. Job Truss Truss Type pry Ply 0 0 ' D2-GBL GABLE T 1 R24098 6991-6Y Job Reference o tional Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:32 2007 Page 2 LOAD CASE(S) Standard ' 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 4-6=-20 Trapezoidal Loads (plf) Vert: 1=100(F -20) -to -2=120(F=-40), 2= -120(F= -40) -to -3=100(F-20) ar ' WARNMO - 9jjy design Parcmete cnd READ NOTES ON TRW AND INCLUDED AUTBR REFERENCE PAGE M 11. BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is far an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown ` -- is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the aTe k erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guldonce regarding fabrication, quality control, storage*delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI1 Building Component 7777 Greenback Lane, Suite 108 ■ Safety Information available from Truss Plate Institute. 583 UCnofrio Drive, Madison, WI 57719. Citrus Heights, CA, 95610 s. D2-GBL GABLE T 1 Job Reference o tional Job Truss Truss Type Qty Ply 0 0 6991-6y E1 GABLE 1 1 R2409854 c..,,..,...u, r,.,r....:6� v —1— BC 0.58 Vert(TL) n/a n/a 999 Job Reference (optional) b.ouu s San i o zuur MI I eK Industries, Inc. .Tue Jan 23 08:46:33 2007 Pagel 7-3-.13 4.2.15 . 3x5 11 Scale = 1:23.3 ' 3 3x8 3x4 = 7313 11$1- " 7-3.13 4-2.15 Plate Offsets (X,Y): f1:0.0-9 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL" in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.65 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.58 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB -0.13 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 47 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. . BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=213/11-6-12, 3=88/11-6-12, 6=506/11-6-12, 4=49/11-6-12, 5=55/11-6-12,2=69/11-6.12, 8=118/11-6-12, 9=282/11-6-12 ` Max Horz1=102(LC 3) Max Uplift3=-6(LC 3), 6=-7(LC 3), 8=-118(LC 1) Max Grav1=213(LC 1), 3=88(LC 1), 6=506(LC 1), 4=62(LC 2), 5=108(LC 2), 7=87(LC 2), 8=13(LC 3), 9=282(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=132/40, 2-3=71/12, 3-4=0/0 BOT CHORD 1 -9=22/46,8-9=-22/46,7-8=22/46,6-7=-22/461,5-6=22/46,4-5=-22/46 WEBS 2-6=-500/16, 2-4=-47/26 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. ' 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 Ib uplift at joint 3, 7 Ib uplift at joint 6 and 1 Ib uplift at joint 8. LOAD CASE(S) Standard WARMNO - VerUis Qealgn paramerere and READ NOTES ON THIS AND LNCLUDBD MITER REFERENCE PAOB MZT-7473 BEFORE US& Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and Is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 O'Onofrio Drive, Madison, WI 53719. January 24,2007 MiTek rowca ,a nrcaraawr: - 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Truss Truss Type Oy Ply 0 0 TCLL 20.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.03 1-5 >999 360 R24098 546 6991-6Y E10 MONO TRUSS �1 1 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.01 4 We We Job Reference (optional) 5.9.3 5-93 6.500 s Jan 15 2007 MfTek Industries, Inc. Tue Jan 23 08:46:33 2007 Page 1 4.1.10 ' 2x4 11 Scale = 1:20:8 3 . 3x5 = - 2x4. II 3x4 — ' .5.9.3 c . rlvts� LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.03 1-5 >999 360 MT20 .197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.09 1-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.01 4 We We BCDL 10.0 Code UBC97/ANSI95 (Matrix). Wind(LL) 0.03 1-5 >999 240 Weight: 32 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-M oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=524/0-5-9, 4=524/Mechanical Max Horz1=87(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-94010,2-3=-79/9,3-4=-115/8 BOT CHORD 1-5=0/837, 4-5=0/837 WEBS 2-5=0/271, 2-4=891/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top Chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy Category Il, condition I enclosed building, With exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are no exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are rioted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80,14=30(F=10) WARNING - Verj fly design parameters and must ArpTgg oN THm AND LwLr1DSD wT'SS RSPSREl9CS pAGS MU -7473 BSPORS USX Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicoblli fy of design paromenters and proper incorporation of component's responsibility of building designer- not tens designer. Bracing shown u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 8CSI1 Building Component Safety Information available from Truss Plate Institute. 583 O'Onotdo Drive, Madison. WI 53719. - �OQtp,OFESSir CID I C 646433 *\ EAP.,W-07 Z* January 24,2007 MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type ' Qty Ply 0 0 - - 3 . . R2409854 6991.6Y E11 MONO TRUSS 1 1 Job Reference (optional) 5 2x4 11 _ 4 Foxworth Galbraith; Yuma, Arizona 85365. 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:34 2007 Page 1 3x4 = &5.2 ` 17-4 . i - 5.5.2 .. 4.2.2 17-0 .. - 2x4 II Scale = 1:20.2 Job Truss Truss Type ' Qty Ply 0 0 - - 3 . . R2409854 6991.6Y E11 MONO TRUSS 1 1 Job Reference (optional) LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=507/0-5-9, 4=507/Mechanical Max Horz1=84(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=927/0.2-3=-84/5,3-4=-1123/8 BOT CHORD 1-5=0/827,4-5=01827 WEBS 2-5=0/257, 2-4=864/0 ' NOTES truss This ss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. , 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ply Vert: 1-3=80, 1-4=-30(F=10) QRQFES LU C 046, -3 i S F C A WARMHO - Ver jfiv design pcicmetera and READ NOTES ON TAW AND DVCLUDBD XTTBR REFERENCE PAGE AM 7473 BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. t a Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown www o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the AiTe k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rowan ,y e. fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-69 and SC511 Bunding Component 7777 Greenback Lane, Suite 109 Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. citrus Heights, CA, 95610 January 24,2007 f r 3.46 12 2 3x4 - - 3 . • e 5 2x4 11 _ 4 3x4 % 3x4 = ` 5-5-2 - 17-0 .. - ... 5-5.2 4-2-2 LOADING (psf) SPACING 2-0-0 - CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.03 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.08 1-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.01 4 n/a n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 1-5 >999 240 , Weight: 32 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=507/0-5-9, 4=507/Mechanical Max Horz1=84(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=927/0.2-3=-84/5,3-4=-1123/8 BOT CHORD 1-5=0/827,4-5=01827 WEBS 2-5=0/257, 2-4=864/0 ' NOTES truss This ss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. , 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ply Vert: 1-3=80, 1-4=-30(F=10) QRQFES LU C 046, -3 i S F C A WARMHO - Ver jfiv design pcicmetera and READ NOTES ON TAW AND DVCLUDBD XTTBR REFERENCE PAGE AM 7473 BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. t a Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown www o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the AiTe k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rowan ,y e. fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-69 and SC511 Bunding Component 7777 Greenback Lane, Suite 109 Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. citrus Heights, CA, 95610 January 24,2007 Job Truss Truss Type Qty Ply Do .SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP R2409854 6991-6Y E12 MONO TRUSS 1 1 TCDL 20.0 Lumber Increase 1.75 BC 0.33 Vert(TL) -0.06 1-5 >999 360 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:34 2007 Page 1 51.2 9.3.10. • 51-2 - 4.2-8 } 2x4 11 Scale= 1:19.7 3 cl I 3x4 = - - 3x4 = 51-2 { 9.3.10 I 51.2 4.2.8 - N P-mie VrrseTs (Am: 11:U-1-72,U-1-tll LOADING(pso .SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.39. Vert(LL) -0.02 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.75 BC 0.33 Vert(TL) -0.06 1-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.01 4 n/a n/a BCDL. 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 1-5 >999 240 Weight: 31 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=491/0-5-9,4=49 1 /Mechanical Max Horz1=82(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=-9112/0,2-3=89/11,34=-1130/9 BOT CHORD 1-5=01816,4-5=0/816 WEBS 2-5=0/243, 2-4=-837/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 . 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ' LOAD CASE(S) Standard _ 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 1-4=-30(F=-10) Y WARNING - VerM destgn paramef:ere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BSPORS USA Design valid for use only with MtTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicablity of design pammenters and proper incorporation of component is responsibility of building designer - not friss designer. Bracing shown is for lateral support of individuol web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, D511-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. January 24,2007 MiTek wraa.r.- 7777 Greenback Lane, Suite 109 Citrus Helahts. CA. 95610 Job Truss Truss TypeQty Pty R24098546991 Fiobo -0Y E13 -DRAG GABLE 1 Reference (optional) i-oxwortn ualoraan, Yuma, Arizona 6535b 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:35 2007 Page 1 r 443-10 4-4-12 US II 3 3x4 % - 3x4 = 4.8-10 - 4-4-12 Scale = 1:19.6 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC . 0.37 ' Vert(LL) n/a We 999 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.17 Vert(TL), n/a n/a 999 BCLL 0.0. Rep Stress Incr NO WB 0.10 Horz(TL) -0.00.. 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 35 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud/Std 10-0-0 oc bracing: 5-6. OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=178/9-1-6, 3=136/9-1-6, 6=358/9-1-6, 4=34/9-1-6, 5=52/9-1-6, 7=139/9-1-6 Max Horz 1=81(LC 10) Max Upl'Iftl=-19(LC 9), 3=9(LC 10), 6=80(LC 9),.4= ' 26(LC 10) ' Max Gravl=226(LC 8), 3=136(LC 7), 6=422(LC 8), 4=70(LC 7), 5=112(LC 2), 7=175(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=250/11113,2-3=211/93,3-4=010 BOT CHORD 1-7=-171/189, 6-7=-71/90, 5-6=-37/56, 4-5=-110/136 WEBS 2-6=-463/80, 2-4=-111/123 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using, 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal.DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. pFESS/ 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QR O 7) Bearing at joint(s) 3 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of S q� bearing surface. �Q �� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 Ib uplift at joint 1, 9 Ib uplift at joint 3, 80 1 uplift at joint 6 and 26 Ib uplift at joint 4. co ( 9) This truss has been designed for a total drag load of 260 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-1-6 f W m 28.5 plf. C 046433 ;0 LOAD CASE(S) Standard * E -07 January 24,2007 WARMNG • Vent y deergn parametere and READ NOTES ON TNL9 AND LNC7.UbBD MITER REFERENCE PAGE MU -7473 BEFORE US& Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and Is for an individual building component. plum Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown M iTe k. h for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSONI Quality Criteria, DSB•89 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Citrus Heights, CA, 95610 Job TrussTruss Type Qty Ply Do R24098550 6991-6Y E1 -DRAG r MONO TRUSS 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 .6.500 s Jan 15 2007 MiTek Industries, Inc..Tue Jan 23 08:46:36 2007 Page 1 7.3-13 11812 I 7-3-13 .. 4.2-15 ` - 3x5 11 Scale = 1:23.3 3 1 d 6i 3x8 % _ 2x4 11` - 3x4 = N 7-313 4-2.15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.73 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.39 Vert(TL) n/a n/a" 999 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) • -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 38 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=311/11-&12, 3=78/11-6-12, 5=725/11-6-12, 4=29/11-6-12 Max Horz1=105(LC 9) Max Uplift3=-8(LC 10), 4=-22(LC 10) Max Gravl=357(LC 8), 3=78(LC 7), 5=763(LC 8), 4=53(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=286/90, 2-3=-135/46, 3-4=0/0 BOT CHORD 1-6=67/128, 5-6=-67/91.4-5=-67191 WEBS 2-5=563/48, 2-4=114/75 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Gable requires continuous bottom chord bearing. . 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1.angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss.to bearing plate capable of withstanding 8 Ib uplift at joint 3 and 22 Ib uplift at joint 4. 6) This truss has been designed for a total drag load of 200 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 100.0 plf. LOAD CASE(S) Standard o �QROFESS/ON9 ��R S. r,N��Fyc CD LU C 046433 X ,t E -07 OF January 24,2007 Y WARMNO . Fe> (ty design panameten and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE AM 7473 BEFORE USS. Design valid for use only with Mfrek connectors. This design is based only upon parameters shown,. and Is for an individual building component. Applicability of design paramenters and proper incorporation of component 4 responsibility of building designer - not Inns designer. Bracing shown M iTe k - Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,o nss.aw.r.- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component - 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type oty Ply 00 R24098551 6991.6Y E2 MONO TRUSS 1 1 SPACING 2-0-0 CSI DEFL in (loc) Vdefl Job Reference (optional) ' Foxworth Galbraith, Yuma, Arizona 85365 ' 3x5 = 639 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:37 2007 Page 1 3x4 11 Scale = 1:23.1 3 2x4 11 - 3x5 = 6-3.9 . 11-5-4' 6.3.9 - 5-1-11 Plate Offsets (X,1): .f1:0-2-0.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.05 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.13 1-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.65 , Horz(TL) 0.02 . 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 1-5' >999 240 Weight: 38 lb LUMBER BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-11-7 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD ` Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=608/0-5-8,4=608/Mechanical ' Max Horz 1=101(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1153/0.2-3=-105/6.3-4=-155/11 BOT CHORD 1-5=0/1035, 4-5=0/1035. WEBS 2-5=0/308, 2-4=-1070/0 ' NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the. face of the truss are noted as front (F) or back (B): ' LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 11-3=-80,11-4-30(F=-10) OQ�pFESS/pN9 - - ��ER S: TjNc�c��c U.1C 04�� t * EXP. . WARNING - Vert& design parameters and BEAD NOTES ON TN(8 AND LNCZ UDED MrTBR REFERENCE PAGE MZf 7473 BEFORE USE ■ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and 4 for an individual building component. Applicability of design paromenfers and proper incorporation of component is responsibility of building designer - not trans designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. January 24,2007 Welk [RIONN.- 7777 Greenback Lane. Suite 109 Citrus Heights. CA. 95610 Job Truss Truss Type Ory Ply Do R2409855 6991-6Y E3 MONO TRUSS 1 1 Job Reference (optional) r, Yuma, Arizona 65s65. 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:37 2007 Page 1 I 6-1-8 11-3.7 , I 61-8 _ 5.1-14 3x4 I I Scale = 1:22.9 . 3 d C 3x5 = - " 2x4.11 3x5 = 1137 61-8 - 5.1-14 Mtaie uiTSeTs (A,T): I1:1Y2-4 D-1-61 - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.04 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.12 1-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 1-5 >999 240 Weight: 37.1b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=600/0-5-8, 4=600/Mechanical Max Horz1=100(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1147/0,2-3=-108/4,3-4=159/11 BOT CHORD 1-5=0/1031, 4-5=0/1031 WEBS 2-5=0/302, 2-4=-1058/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80,1-4=-30(F=-10) OQ�()FESSILU ��q C 046433 X * E -07 January 24,2007 WARM G - 9erO design parvmeters and READ NOTES ON TNM AND DNCLUDED WT'ER REFERENCE PADS MU 7473 BEFORE USS. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for on individual building component. _ Applicability of design poromenters and proper incorporation of component a responsibility of building designer- not tens designer. Bracing shown M iTe k b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding M nsaroe..: fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrb Drive. Madison, WI 53719. _ Citrus Heights, CA, 95610 Job , Truss Truss Type Qty Ply Do PLATES GRIP TCLL 20.0 ~ 1.15 TC 0.59 R2409855 6991-6Y E4 MONO TRUSS 1 1 BC 0.43 Vert(TL) -0.11 1-5 >999 360 BCLL 0.0 Rep Stress Incr Job Reference (optional) 13 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:38 2007 Page 1 5-11-8 5.2-2 3x4 II Scale = 1:22.6 3 3x5 = - 20 I I , _ - 3x5 = 11-1-10 . - 5.2.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 _ Plates Increase 1.15 TC 0.59 Vert(LL) -0.04 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumberincrease 1.15. BC 0.43 Vert(TL) -0.11 1-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.02 4 n/a . n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 1-5 >999 240 Weight: 371b LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=592/0-5-8,4=592/Mechanical Max Horzl=98(LC 3) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1141/0,2-3=-110/2, 3-4=162/11 BOT CHORD 1-5=0/1026,4-5=0/1026 WEBS 2-5=0/295, 2-4=-1046/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 11-3=-80,11-4-30(F--10) oQ�OFESS/pN9 S. .. w a � cm C 046 3 * EXP FOF January 24,2007 Y WARNLNG - Ver jry deargn parameters and READ NOTES ON TNLS AND DFCWDSD MZTSR REFERENCE PAGE h!D-7473 BEFORE USS. �!� Design valid for use only with MITek connectors. This design is based only upon parameters shown, and B for an individual building component. ME Applicability of design poromenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown iTe k - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding — I -- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrItesfa, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type pty- y 00 ' R240985 6991�Y E5 MONO TRUSS 1 �Pl1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:38 2007 Page 1 5-38 - - 10-11-12 5-38 5-2-5 3x4 11 Style = 1:22.3 ' - 3.48 12 • 3 — ` ... _ -- Is 3x4 2 Job Truss Truss Type pty- y 00 ' R240985 6991�Y E5 MONO TRUSS 1 �Pl1 Job Reference (optional) 5 4 .3x5 = 2x4 It 3x4 = 5.38 -1411-12 ' 5-38 - - - 5-2-5 t LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.04 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.10 1-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0:63 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 1-5 >999 240 Weight: V lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 be bracing. ' WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=583/0-5-8,4=583/Mechanical Max Horz1=97(LC 31 FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2-1135/0,2-3=-113/0,3-4=165/11 BOT CHORD 1-5=0/1023,4-5=0/1023 WEBS 2-5=0/289, 2-4=-1035/0 ' NOTES 1) This truss has been designed for the -wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1-15 ' Uniform Loads (plf) Vert: 1-3=-80, 1-4=-30(F=10) OQ�pFESS/pv9 ��ER Q ,� 2 M LU M C O 433 * 1-q7 ' o - January 24,2007 ' WARMNG - V-jJy design p—eters and READ NOTSS ON THM AND MWDED MITER REFERWICS PAGE M117473 BSFORS U3& _ - Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and -s for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown A'�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the M erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding eawrw.o nr fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and SCSI I Building Component 7777 Greenback Lane, Suite 108 ' Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. - - 7777CitruTeen ba CA, Lane, S Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:39 2007 Page 1 i 5.8-14 10.17 . .. 5.6.14 5-2-9 3x4 11 Scale = 1:22.1 ,. 3 3.48 12 3x4 Lii d . 5 4 3x5 = 2x4 11 3x5 = .5814 -.. 1 10.17 5814 - 5.2.9 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.661. Vert(LL) -0.03 1-5 >999 360 - MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.09 1-5 >999 360 ' BCLL 0.0 Rep Stress Incr NO WB 0.62 Hoiz(TL) 0.02 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.03 1-5 >999 240 Weight: 36 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.' BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=573/0-5-8, 4=573/Mechanical Max Horz1=95(LC 3) ' FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1127/0, 2-3=-117/0, 3-4=-168/12 BOT CHORD 1-5=0/1017, 4-5=0/1017 WEBS 2-5=0/281, 2-4=-1020/0 ' NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.5 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (Fj or back (B). LOAD-CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) Vert: 1-3=80,1-4=30(F=110) oQ�oFESS1pN� _ y��a 1 � W C 0 433 ' * 1-97 ' January 24,2007 ' WARMNO • Vertl ij design Parameters and READ NOTES ON THM AND LNCLUDBD MITER RSPBRENCE PAGE MH 7473 DSPORS USB. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of balding designer - not Inns designer. Bracing shown We k• is for lateral support of Individual web members only. Additional temporary bracing to Insure stobTty during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component 7777 Greenback Lane, Suite 109 ' Safely Information available from Truss Plate Institute. 583 O'Onofrio Drive, Madison. WI 53719. - 7777Citrureenba, CA, Lane, S Job Truss Truss Type ; Qty PIF R24098556991.6Y E6MONO TRUSS1Joib Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:39 2007 Page 1 i 5.8-14 10.17 . .. 5.6.14 5-2-9 3x4 11 Scale = 1:22.1 ,. 3 3.48 12 3x4 Lii d . 5 4 3x5 = 2x4 11 3x5 = .5814 -.. 1 10.17 5814 - 5.2.9 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.661. Vert(LL) -0.03 1-5 >999 360 - MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.09 1-5 >999 360 ' BCLL 0.0 Rep Stress Incr NO WB 0.62 Hoiz(TL) 0.02 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.03 1-5 >999 240 Weight: 36 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.' BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=573/0-5-8, 4=573/Mechanical Max Horz1=95(LC 3) ' FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1127/0, 2-3=-117/0, 3-4=-168/12 BOT CHORD 1-5=0/1017, 4-5=0/1017 WEBS 2-5=0/281, 2-4=-1020/0 ' NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.5 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (Fj or back (B). LOAD-CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) Vert: 1-3=80,1-4=30(F=110) oQ�oFESS1pN� _ y��a 1 � W C 0 433 ' * 1-97 ' January 24,2007 ' WARMNO • Vertl ij design Parameters and READ NOTES ON THM AND LNCLUDBD MITER RSPBRENCE PAGE MH 7473 DSPORS USB. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of balding designer - not Inns designer. Bracing shown We k• is for lateral support of Individual web members only. Additional temporary bracing to Insure stobTty during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component 7777 Greenback Lane, Suite 109 ' Safely Information available from Truss Plate Institute. 583 O'Onofrio Drive, Madison. WI 53719. - 7777Citrureenba, CA, Lane, S Job Truss Truss Type ; Qty PIF R24098556991.6Y E6MONO TRUSS1Joib Reference (optional) Job Truss Truss Type Qty Ply 0 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in • (loc) ' Vdefl Ud R24098556 6991-6Y E7 MONOTRUSS 1 1 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.08 1-5 >999 360 Job Reference (optional) f=oxwoM Galbraith, Yuma, Arizona 85365 . 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:40 2007 Page 1 ' 548 _ + .10-7-3 • 5-48 5-2-12 3x4 11 Scale = 1:21.8 3 3x4 % - 2x4 11 3x5 = ' 5-48 10-7-3 548. .. 5-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in • (loc) ' Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.70 Vert(LL) , -0.03 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.08 1-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) • 0.02 1-5 >999 240 Weight: 35 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD. Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=562/0.5-8, 4=562/Mechanical Max Horz1=94(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1119/0,2-3=-12010,3-4=-171/12 BOT CHORD 1-5=0/1011, 4-5=0/1011 WEBS 2-5=0/274,2-4=-1005/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy Category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or Cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 I - 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) .Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 1-4-30(F-10) OQ�pFESS/pN9 GO LU C 046 33 � Of * EXP F � January 24,2007 WARMNO • Vert& design parameters and READ NOTES ON THM AND INCf,UDBD MITER REFERENCE PAGE MU -7473 BEFORE USE. - Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and D for an individual building component. Applicability of design paramenters and proper incorporation of component B responsibility of building designer- not tons designer. Bracing shown M iTe k - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure D the responsibility of the building designer. For general guidance regarding rovers m nreran.e• fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Cdteda, 0SB•89 and BCSII Building Component - - 7777 Greenback Le Safety Information availablene, Suite 10B able from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Citrus Heights, CA, Lane, S Job Truss Truss Type Qty Ply 0 0 Plates Increase 1.15 TC 0.73 Vert(LL)' -0.03 1-5 >999 360 MT20 197/144 TCDL 20.0 R2409855 6991�Y EB MONO TRUSS 1 1 WB 0.60 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) r-oxwonn ualorann, Tuma, Anzona aostu , 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:40 2007 Page 1 5-1-14 10-4-1, 5.1-14 5-3-0 3x4 11 Scale = 1:21.5 3 3x4 = - .2x4 II 3x5 = 5.1-14 5-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.73 Vert(LL)' -0.03 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.07 1-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 1-5 >999 240 Weight: 35 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=552/0-5-8,4=552/Mechanical Max Horz1=92(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-1110/0.2-3=-123/0.3-4=174/12 BOT CHORD 1-5=0/1005.4-5=0/1005 y WEBS 2-5=0/266, 2-4=-991/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-3=-80, 1-4=301F-10% �O??,0 t0S/CO ��9� ��R S. TjN lFti Q� CF C9 LU C 046433 I *k EX -R. -J3 -XI -07 /* January 24,2007 A WARNING - Ver{f J design parameters and BEAD NOTES ON TNIa AND INCLUDED 6TITBR REFERENCE PAGE MU 7473 BEFORE USB. Design valld for use only with Mlrek connectors. This design is based only upon parameters shown, and Is for an individual building component.' Applicability of design paromenters and proper incorporation of component B responsibility of building designer- not tens designer. Bracing shown 's for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsb/w�illity of the 1 r 1 i Te V erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro —R— fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00' R2409855 6991-6Y E9 MONO TRUSS 1 1 Job Reference (optional) 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:412007 Page 1 8.1.5 4.1-2 2x4 11 Scale = 1:21.1 3 3x5 = - 1 2x4 11 3x4 = 10-za 4-1-2 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.46 Vert(LL)-0.04 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.11 • 1-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB. 0.41 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 1-5 >999 240 Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) , 1=540/0-5-9, 4=540/Mechanical Max Horz1=90(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-958/0,2-3-60/19 BOT CHORD 1-5=0/852.4-5=0/852 WEBS 2-5=0/293, 2-4=943/0, 3-4-101/7 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 , 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=80,1-4=-30(F=10) WARNINO. 9erljlj design parameters and READ NOTES ON TNM AND DVCLUDED MITER REPERENCE PAGE MU 7473 EEPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not tuns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSIITP11 Quality Criteria, DSB-89 and BCSIt Building Component Safety InlormaBon available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, WI 53719. January 24,2007 Ewa MiTek 'owie.v oiwrcsw: 7777 Greenback Lane, Sufte 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.06 5-6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 R2409855 6991-6Y F10 GABLE 1 �ply�00 1 Horz(TL) 0.01. 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85355 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:41 2007 Page 1 i - 5.8.1 11.0.9 - 18.5.0 t 5-8-1 5.4-8 7-4.7 4x8 = Scale = 1:33.2 3 3x4 11 - 4x4 = 3x4 = 3x8 = - . .. 3x4 11 I 5.8-1 54-8 7-4.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.06 5-6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.11 . 5-6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.01. 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 6-8 >999 240 Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-11-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except 1-9 2 X 4 SPF 1650F 1.5E, 4-5 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 9=906/0-5-8,5=906/0-5-8 Max Horz9=59(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1306/0,2-3=1017/0.3-4=-1045/0,1-9=839/0.4-5=-826/0 BOT CHORD 8-9=-37/198,7-8=0/1193,6-7=0/1193,5-6=0/171 WEBS 2-8=-172/27, 2-6=-380/21, 3-6=-12/170, 4-6=0/805, 1-8=0/1029 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-40 oc. 61 This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent withany other live loads. QE$$JON LOAD CASE(S) Standard ��R Q� C� cm IX C 046433 r ffX1E9A��i'"© January 24,2007 WARNING -Vero design pmmnete and READ NOTES ON TAM AND INCLUDED WTSR REFERENCE PADS MU 7473 BEFORE USS. � Design valid far use only with MfTek connectors. This design is based only upon parameters shown• and is for an indlAdual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown M eTe k b individual for lateral support of web members only. Additional temporary tracing to insure stability during construction a the responsbilliy of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding Powis m Pis- fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Crtterla, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'OnoMo Drive. Madison. WI $3719. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 0 0 2-0-0 . DEFL in (loc) Vdefl L/d PLATES GRIP R2409856 6991-6Y F11 COMMON 1 1 TCDL 20.0 Lumber Increase '1.15 BC 0.33 , Vert(TL) -0.11 5-6 >999 360 Job Reference (optional) roxwonn uarprann, Tuma, rsnzona 00a00 4-10-8 4-10-8 n cnf 3S9 l 4-7.0 4x8 = 3 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:42 2007 Page 1 16.10-0 7-48 Scale: 3/8"=1' r n N mase s�rrsess ln,r/: I4ar[-ru,eagel, lo:u-ru,u-rut LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.76 Vert(LL) --0.06 5-6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase '1.15 BC 0.33 , Vert(TL) -0.11 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 6-7 >999 240 Weight: 72 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except' 4-5 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 8=827/0-5-8.5=827/0-3-8 Max Horz8=45(LC 5) } FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-973/0,2-3=-87210,3-4=913/0,1-8=-769/0,4-5=745/0 BOT CHORD 7-8=-33/103,6-7=01882,5-6=0/171 WEBS 2-7=-242/6, 2-6=188/41, 3-6=58/121, 1-7=0/840,4-6=0/667 NOTES , 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard WARNING - Ver{/y deefga parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT -7473 BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for on Individual building component. Applicability of design poramenters and proper incorporation of component's responsibility of building designer- not truss designer. Bracing shown h for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult. ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. January 24,2007 MiTek• nowra r0- nrcnroaw: 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type oty Ply 0 0 TC 0.65 TCDL 20.0 Lumber Increase 1.15 BC 0.62 R24098561 6991-6Y F12 -GBL GABLE 1 1 Code UBC97/ANS195 (Matrix) LUMBER TOP CHORD Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:44 2007 Page 1 4-10-8 9.59 _ 13.41 18-10.0 4-10-8 4-7-0 - 3$8 - 3.140 4x8 = a cnr.—'- 3x8 11 3x8 = 5x8 = 3x5 = 3x8 11 4-148 { 9-5.9. 13.41 16-10-0 4-148 .4-7.0 388 3.140 Plate Offsets ()I LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.65 TCDL 20.0 Lumber Increase 1.15 BC 0.62 ' BCLL 0.0 Rep Stress Incr NO WB 0.64 BCDL 10.0 Code UBC97/ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E Weight: 113 lb ' BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 'Except* 1-18 2 X 4 SPF 1650F 1.5E, 1-16 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud/Std DEFIL in (loc) Udefl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 197/144 Vert(TL) n/a n/a 999 Horz(TL) 0.05 6 n/a n/a Weight: 113 lb BRACING TOP CHORD Sheathed or 4-7-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-5-4 oc bracing. ' REACTIONS (Ib/size) 18=289/16-10-0,16=572/16-10-0,12=698116-10-0, 9=365/16-10.0, 6=286/16-10-0, 13=25/16-10-0, 14=32/16-10-0, 15=24/116-10-0,117=119/16-110-0, 11=28/16-10-0, 10=19/16-10-0,.8=41/16-10-0,7=58/16-10-0. Max Horz 18=225(LC 14) Max Uplift18=1471(1-C 9),116=34(!-C 14), 12=-17(LC 9), 9=-313(LC 16), 6=-908(LC 112),115=42(1-C 8), 17=-93(LC 8), 7=-122(LC 7) Max Grav18=1779(LC 21), 16=656(LC 19), 12=764(LC 8), 9=704(LC 20), 6=1207(LC 7), 13=51(LC 2), 14=63(LC 2), 15=7(LC 9), 17=150(LC 9), 11=56(LC 2), 10=36(LC 2), 8=72(LC 2), 7=77(LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2251/2074, 2-3=-1601/1539, 3-4=702/677, 4-5=-1032/911, 1-18=1637/1368, 5-6=1073/850 BOTCHORD 17-18=-2434/2484,17-39=-4251/3082, 16-39=-4251/4301, 15-16=230412370,14-15=-2304/2370,13-14=-2304/2370, 1 12-113=-2304/2370,1111-112=877/938, 10-11=877/938, 9-10=877/938, 8-9=-19/64, 7-8-19/64, 6-7=19/64 WEBS 2-16=-1168/670, 2-12=-977/872, 3-12=683/122, 4-12=1125/1033, 4-9=-1279/918,1-16=-2090/2101, 5-9=-1050/1067 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psi top chord dead load and 6.5 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or Cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 ' 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1471 Ib uplift at joint 18, 34 Ib uplift at joint 1 17 Ib uplift at joint 12, 313 Ib uplift at joint 9, 908 Ib uplift at joint 6, 42 Ib uplift at joint 15, 93 Ib uplift at joint 17 and 122 Ib uplift at joint 7. 9) This truss has been designed for a total drag load of 260 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-6-0 fo 1750.9 plf. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ' Continued on page 2 ' ,& WARMNO - FerVII design parmnetem and READ NOTES ON THIS AND DRWDED MITER REFERENCE PAGE MU -7473 BEFORE USR Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSI1 Building Component �lSafety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Scale: 318'=1' �OQ?,OFESSIpN9l S W C 0468,33 rn, *\ CAr4V';K-VI /* January 24,2007 MiTek* wowcw m wrcwroww: 7777 Greenback Lane, Suite 109 Citrus Helahts. CA. 95610 Job Truss Truss Type Qty Ply 0 0 824098561 6991-6Y F12 -GBL GABLE 1 1 " Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTels Industries, Inc. Tue Jan 23 08:46:44 2007 Page 2 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 0 0 824098561 6991-6Y F12 -GBL GABLE 1 1 " Job Reference (optional) ' 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 6-18=20 Trapezoidal Loads (plf) Vert: 1=105(F=25) -to -3=-130(F=-50), 3=130(F -50) -to -5=110(F=-30) ' WARNING - Ver1Jy design parameters and READ NOTES ON TMS AND DVCLUDED MITER REFERENCE PADS MU -7473 BEFORE U3& Design valid for use only with Mrrek connectors. This design Is based only upon porometers shown, and is for an individual building component.., Applicability, of design paromenters and proper incorporation of component b responsibility of building. designer - not truss designer. Bracing shown M iTe k• b for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding rowrn ro vrsr k 5fabrication, quality control. storage, delivery. erection and bracing, consult ANSIITPII Quality Criteria, DSO -89 and BCSII Building Component 77777 Greenback Lane, Suite 109 - Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 3719. - Citrus Heights. CA, 95610 b Truss ' Truss Type Qty Pl 00 91FI-DRAGR2409856Y L69 FI -DRAG SPECIAL 1 1 LOADING (psf) SPACING 2-0-0 CSI ' DEFLin (loc) Vdefl Ud Job Reference o tional a.auu s dan 10 20y/ Walk Industries, Inc. Tue Jan 23 08:46:45 2007 Page 1 3.10.14 .. 7-9-12 12-57 16.8-13 20.0.9 23-0-5 24-4-4 3-10.14 3.10.14 4-7-11 4-3-6 3.3.12 3-3.12 0.11.15 .. Scale = 1:44.1 3.50 12 4x8 = 0.23 12 4 2x4 II 16 17 15 14 13 v 12 11 10 9 3x4 11 4x12 = 2x4 II 5x8 WS= 3x8 = 2x4 II 4x12 = 3x5 = SA 6 3-10-14 7-9.12 - 12-5.7 ' 16$13 200.9 24.4.4 3.1014 3.1014 4-7-11 4.3-6 3-3.12 4311 LOADING (psf) SPACING 2-0-0 CSI DEFLin (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.1712-14 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.2912-14 >982 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.1412-14 >999 240 Weight: 110 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-11-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 3-2-10 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except 1-15 2 X 4 SPF 165OF 1.5E, 3-15 2 X 4 SPF 165OF 1.5E 7-10 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 16=1211/0-5-8, 9=1415/Mechanical QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Horz 16=204(LC 14) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Upliftl6=-487(LC 9), 9=-371 (LC 12) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Gravl6=1858(LC 8), 9=1968(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-1795/497, 1-2=-2435/715, 2-3=-2124/404, 3-4=-3079/722, 4-5=-2841/498, 5-6=-2189/378, 6-7=2295/429, 7-8=-212/167, 8-9=56/16 BOT CHORD 16-17=-783/3113, 15-17=-4807/4835, 14-15=2548/5359, 13-14=-2552/5356, 12-13=-2552/5356, 11-12=-1287/3980, 10-11=1284/3982,9-10-1 15/592 WEBS 1-15=-846/2872,2-15=-332/33. 3-15=-2369/1030, 3-14=0/162, 3-12=1382/651, 4-12=0/772, 5-12=1358/741, 5-11=0/130, 5-10=1957/796, 6-10=-287/16,7-10=-729/2467,7-9=1953/402 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It aboveground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 Ib uplift at joint 16 and 371 Ib uplift at joint 9. 7) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-0-0 f 1623.6 plf. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 Ib down at 23-4-5 on top cho The design/selection of such connection device(s) is the responsibility of others. t 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 ' Y WARNING. Ver(& design parcmetern and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE uSE. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for on Individual building component. Applicablity, of design poramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/]PII Quality Criteria, OSB -89 and BCSII Building Component ' Satety Inlormallon ovalable from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. . January 24,2007 iVliTek vawce .v oiwrowr.: 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 11 Job Truss Truss Type pry Ply R2409856 6991�Y F1 -DRAG SPECIAL 1 1 �00 Job Reference (optional) ' Foxworth Galbraith, Yuma, Arizona 85365 .6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:45 2007 Page 2 Job Truss Truss Type pry Ply R2409856 6991�Y F1 -DRAG SPECIAL 1 1 �00 Job Reference (optional) ' LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 f Un'lfoffn Loads (plf) Vert: 1-3=80, 3-4=-80, 4-5=80, 5-7=-80, 7-8=80, 9-16=20 Concentrated Loads (lb) ; Vert: 7=220(F) t f A ' WARMNO - Ver (& design parameter and READ NOTES ON TEO AND D�WDBD WT&K RBPBRBNCB PAOB EfII-7473 BEFORE USB. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and b for an individual building component. Applicability of design poromenters and proper Incorporation of component is responsibility of building designer- not tens designer. Bracing shown Is for laterol support of IndMdual�web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector.. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek rowrw A ewrceH: 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 + { 1 - 8-2-14 5.9-0 3.5-10 248-2 ' Plate Offsets (X,Y): [11:0-3-8,0-1-81 R2409856 6991-6t* F2 SPECIAL 1 1 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.54 ` Vert(LL) -0.11 9-11 >999 360 MT20 197/144 Job Reference (optional) Poxworth Galbraith, -Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:46 2007 Page 1 6-2-14- - F 12-5-7 _ , 18.2.7 21-8-21 24.4-4 6.2-14 - 6-2-9 5-9-0 3.5.10 2.8.2 Scale = 1:44.1 f 3.50 12 4x8 3 0.23 FIT A N 12 11 10 .. 9 8 7 3x4 11 3x10 = 4x5'= • - 3x8 = 4x8 = 3x5 = " 8-2-14 - 12-5.7 18.2-7 2143-2 2444 + { 1 - 8-2-14 5.9-0 3.5-10 248-2 ' Plate Offsets (X,Y): [11:0-3-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSL DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.54 ` Vert(LL) -0.11 9-11 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.57 Vert(TL) "-0.29 9-11 >990 360 ' BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 9-11 >999 240 Weight: 99 lb -LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-0-6 oc purlins, except end verticals. ' BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except* 1-12 2 X 4 SPF 165OF 1.5E, 1-11 2 X 4 SPF 1650E 1.5E REACTIONS (Ib/size) 12=1211/0-5-8,7=1415/Mechanical ' Max Horz12=39(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-1132/0, 1-2=2615/0, 2-3=-2092/0, 3-4=-2082/0, 4-5=-2453/0, 5-13=-98/0, 6-13=16/22, 6-7=-240/0 BOT CHORD 11-12=-19/164, 10-11=012669, 9-10=0/2669, 8-9=012497; 7-8=0/1249 ' WEBS 1-11=0/2606, 2-11=-795/0, 2-9=-831/0, 3-9=0/637, 4-9=-676/0, 4-8=749/0, 5-8=0/1469, 5-7=-1637/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category ll, condition I enclosed building, with ' exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. , 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated_ load(s) 220 Ib down at 23-4-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q��FE$$/O� LOAD CASE(S) Standard t`� S• T 9( 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (ply 07 Vert: 1-2=-80, 2-3=-80, 3-4=-80, 4-5=-80, 5-6=-80, 7-12=20 Concentrated1Loads a220(Fj CD � Ci 0 433 m * E -07 ,t Fo January 24,2007 WARMNO - Verify creat," p-etem and READ NOTES ON TRW AND D CWDBD MTBR RBFBRRNCB PAGE 8fD-7473 BEFORE USE. - ' Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown _ D for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibillity, of the iTe k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _� >o newton..: fabrication, quality control, storage. delivery, erection andbracing, consult ANSI/TPII Quality Crifeda, DSB-89 and SCS11 Building Component Safety Womna8on available from Truss Plate Insfitute. 583 D'Onofdo Drive. Madison, WI 53719. 7777 GenDaek LaSuite 109 reLane. ne. ■ Citrus eenba, CA, 10S t Job Truss Truss Type Qty Ply 0 0 1124098 69916Y F3 SPECIAL 1 1 Job Reference, (optional) I-oxwonn umoraltn, Yuma, Arizona 65365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:47 2007 Page 1 5.1-5 .311-3 I 17.3.11 I 21-10-0 5.1-5 4-314 - 7-47 48.5 Scale = 1:37.4 4x8 3.50F12 " 3 3x4 11 3x4 % > 5 -12 2 5x8 11 4 6x6 G - 1 - Js A i 3x4 11 4x12 = 3x4 = 3x8 = 2x4 11 3x8 = i 5.1=5 311-3 17-311 - 21-10-0 ` . 5.1.5 4-314 747 - 48.5 ■ Piaie Vnseis (A,T): 14:U-3-1 U,U-Z-61 IIU:U-3-6,U-Z-UI LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase . 1.15 ' TC 0.80 Vert(LL) -0.09 7-8 >999 360 MT20 197/144 ' TCDL 20.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.26 7-8 >984 360 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) .0.06 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05- 7-8 . >999 240 Weight: 88 Ib LUMBER BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD. Sheathed or 4-6-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1 65O 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except* WEBS 1 Row at midpt 4-8 4-6 2 X 4 SPF 165OF 1.5E, 1-112 X 4 SPF 1650F 1.5E ' REACTIONS (Ib/size) 6=1288/Mechanical, 11.=1086/0-5-8 Max Harz 11=70(LC 5) FORCES (Ib) -Maximum Compression/Maximum Tendon z TOP CHORD 1-2=1793/0, 2-3-1688/0, 3-4=1728/0, 4-12=-135/0, 5-12=-7/27, 5-6=300/0, 1-11-1014/0 BOT CHORD 10-11=-35/272,9-10=0/1662.8-9=0/1662,7-8=0/2329,6-7=0/2329 ' WEBS 2 -10= -25513,2 -8=226/81,3-8=0/461.4-8 839/0,4-7=0/238,4-6-2452/0,1-10=0/1424 NOTES 1) Unbalanced, roof live loads have been considered for this design:' 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead + load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. ' 5) Refer to girder(s) for truss to truss connections. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 220 Ib down at 20-9-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). OQ�OFESS, LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo C^i G1 t Vert: 1-3=-80, 3-4=80, 4-5=-80, 6-11=20 Q�C �.L m Concentrated ads 220(F) of C 046 ; WARIi i • Velth design parameters and READ NOTES ON TNL4 AND OVCLUDED MITES REFERENCE PAGE MU -7473 DEFORS USS. ■ . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, OSB -89 and BCSII Bunding Component ' Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. .. i rvul MiTek 7777 ry wr<srosr: - � 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply0 0 R2409856 6991-6Y F4 SPECIAL 1 1 Job Reference (optional) roxwor[n Ual0ral1n, TUma, Arizona aoaoo 4-9-9 9.3.9 4-9-9 481 48 = 3.50F12 3 7-4-8 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:48 2007 Page 1 4.8.5 Scale = 1:36.3 sA 3x4 It - 3x10 = 3x4 = 3x8 = - 2x4'II 4x4 = 4-9.9 I ': 9.3.9' - 16.9-1 21-2-8' -. 4-9.9 4.6.1 - 7-4-8 4.6.5 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.09 7-8. >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.25 7-8 >994 360 BCLL 0.0 Rep Stress Incr NO WB 0.79. Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 7-8 >999 240 Weight: 87 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-8-9 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except' WEBS 1 Row at midpt 4-8 4-6 2 X 4 SPF 1650F 1.5E, 1-11 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 6=1256/Mechanical, 11=1054/0-5-8 Max Horz11=64(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1589/0, 2-3=1582/0, 3-4=-1628/0, 4-12=134/0, 5-12=-7/27, 5-6=-300/0, 1-11=986/0 BOT CHORD 10-11-381202,9-10=0/1470,8-9=0/1470,7-8=0/2257,6-7=0/2257 WEBS 2-10=304/0, 2-8=-127/156, 3-8=0/421, 4.8=-855/0, 4-7=0/239,4-6=-2374/0, 1-10=0/1315 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead , load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 Ib down at 20-2-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). e�OFES$/ON LOAD CASE(S) Standard A !`� RST 9( 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p10 Vert: 1-3=-80, 3-4=-80, 4-5-80, 6-11=-20 Q Concentratedz=az� lzoj C 04 433 * E 7 ,t T OF January 24,2007 WARMNO - Verify deargn pmvmetera and READ NOTES oN TNffi AND. INCLUDED MITER REPERENCS PAGE MU 7473 BEPORS USS. �- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - - Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not tens designer. Bracing shown A /1 ��w �' h for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the - � y � e+ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information ovalable from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Citrus Heights, CA, 95610 Job Truss' Truss Type Qty Ply 00 ' R2409856133 6991-6y FS SPECIAL 1 1 Job Reference (optional) --i uamrann, Yuma, rvszona oases _ - ' 6.500 s Jan 15 2007 MTek Industries, Inc.- Tue Jan 23 08:46:48 2007 Page 1 45-1 8$10 1511-1 20.7-3 4-51 4-1-9 7.448 4-8-1 Scale = 1:35.3 4x8 =. 3, 50 12 3 2x4 11 3x5 = 3x4 _ 3x8 f - 2x4 II 3x5 — 4-5-1 - 8-6-10 - '1511-1 20-7-3 4-51 - 4.1.9 - 7-48 4.8-1 mate urrsels (C,Y): 14:U-3-1U,U1:1-UI LOADING(pso SPACING 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.08 7-8 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC.. 0.45. Vert(TL) -0.20 7-8 >999 360 BCLL 1 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.04• 6 n/a n/a , BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 7-8 >999 240 Weight: 90 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-4-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at mid pt 4-6 REACTIONS (Ib/size) 6=1226/Mechanical, 11=1025/0.5-8 Max Horz11=59(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1121/0, 2-3=-1257/0, 3-4=-1309/0, 4-12=121/0, 5-12=-8/43; 5-6=-303/0, 1-11-967/0 » BOT CHORD 10-11=-48/81,9-10=0/1027.8-9=0/1027,7-8=0/1636,6-7=0/1636 WEBS 2-10=-43610,2-8=0/275, 3-8=0/289, 4-8=548/0, 4-7=0/252, 4-6=1816/0, 1-10=0/1062 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition 1 enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 Ib down at 19-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard OQ�pFESS/p� 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=80, 3-4=80, 4-5=-80, 6-11=20 V Concentrated Loads (lb) COQQ Vert: 12=220(F) r LU C 04 33 * EX 1-07 LP OF lF� ' WARNING - Ver(/); design parvme[ers and BEAD NOTES ON THIS AND INCLUDED BOTSR REFERENCE PAGE MB -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719.. - January 24,2007 ME- MiTek •oww•n.o nieraay.- 7777 Greenback Lane, Suite 108 Citrus Heights, CA, 95610 Job Truss Truss Type QtyPly Do R2409856 ' 6991.6Y F6 GABLE 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:49 2007 Page 1 7-310 15-2-2 19.10.3 7-310 7-4.8 - 4.8-1 5x8 = Scale = 1:34.3 3.50 12 2 3x4 11 3x8 = 3x4 = V 3x5 = 7510 - 15.2-2 1310.3 7510 7-48 4.8-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Udefl L/d TCLL 20.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.06 6-8 >999 360 TCDL 20.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.17 6-8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 6-8 >999 240 LUMBER BRACING PLATES GRIP MT20 197/144 Weight: 98 Ib TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-7-3 cc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except _ 1-9 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 5=1190/Mechanical, 9=986/0-5-8 Max Horz9=52(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1232/0, 2-3-1227/0, 3-18=-11610,4-18=-6/48.4-5-320/0,1-9=-90510 BOT CHORD 8-9=-43/197, 7-8=0/1539, 6-7=0/1539, 5-6=0/1539 WEBS 2-8=0/202, 3-8=-544/0, 3-6=0/240, 3-5=1706/0, 1-8=0/968 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are no exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated.' 6) Gable studs spaced at 1-40 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 Ib down at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 3-4=-80, 5-9=20 IContinued on page 2 Y WARMNO -Vero design parameters and READ NOTES ON TRW AND INCLUDED WT&R REFERENCE PAGE MU 7473 BBFORS US$ Design valid for use only with M7ek connectors. Thisdesign is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper Incorporation of component b responsibility of building designer- not Inns designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'OnoMo Drive, Madison, WI 53719. Q,p,pFESS/pN LU C 046433 January 24,2007 ME MiTek nowrcw m Is -- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95810 Job Truss - Truss Type Qty �1�0 R24098561 6991.6Y F6 GABLE • � b Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:49 2007 Page 2 LOAD CASES) Standard ' Concentrated Loads (lb) Vert: 18=220(F) s 1 1 ' ,& WARMNO - Verjfy design parametere and READ NOTES ON THIS AND OVCLUDED mrTER REFERENCE FAGS MV -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual bWding,component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not trans designer. Bracing shown B for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillih' of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSII Building Component 'lately Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M 11tlliTeV m Is -- 7777 Greenback Lane, Suite 100 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply0 0 TC 0.24 Vert(LL) -0.05 9 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 R2409856 6991-6Y F7 SPECIAL 1 1 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 9 _ >999 240 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:50 2007 Page 1 3.3-10 - 1 - 7$11 i 11-310 14.11-2 3.3-10 4-3-1 4-2-15 31.8 4x5 = Scale = 1:31.4 3.50 12 3 . 3x4 = 2x4 II 2x4 II 3x4 = 1 &110 7-&10 - 11310 - {. - 14-11-2 3-110 4-10 4-3-0 11.8 LOADING (psf) SPACING 2-0-0 CSI DEFL ' in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.05 9 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.11 9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 9 _ >999 240 Weight: 73 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E - TOP CHORD Sheathed or 5-2-1 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-11 2 X 4 SPF Stud/Std, 4-7 2 X 4 SPF Stud/Std 6-0-0 oc bracing: 6-7. WEBS 2 X 4 SPF Stud/Std 6-0-0 oc bracing: 2-10, 4-8 REACTIONS (Ib/size) 12=732/0-5-8, 6=732/0-5-8 Max Horz12=29(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=-807/0,2-3=1818/0, 3-4=1816/0, 4-5-77010,1-112=70010'5-6-702/0 BOT CHORD 11-12=-6/14, 10-11=0/57, 2-10=-664/0, 9-10=0/879, 8-9=0/843, 7-8=0/53, 4-8=-670/0, 6-7=5/12 WEBS 2-9=0/915, 3-9=0/650,4-9=01945, 1-10=0/811, 5-8=01795,10-12=-19/30,.6-8=0/24 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone 'roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with'any other live loads. LOAD CASE(S) Standard _ OQikOFESS/pNgl y • co��ER s• T/�yc�Fy Q •� 2 Lu C 046 rn * EXP. • s C FC January 24,2007 WARMNG - lrer0y design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE AM 7473 BEFORE USB. ��• Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. its Applicability of design paromenters and proper Incorporation of component is responsibility of building designer - not buss designer. Bracing shown MiTek A for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Suite 109 S Greenback Lane, Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. - 7777 7777CitruHeight, CA, Lane, S Job Truss Truss Type Qty Ply R2409856 6991.6Y FS SPECIAL 1 1 Job Reference (optional) i-oxwonn ualoraitn, Yuma, Arizona 8b3bb 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:512007 Page 1 7$11 11-9.10 1411-2 0.10.1 3.3.10 - 43.1 .42-15 3-1-8 4x5 = Scale: 3/8"=1' 3.50 12 3 3x5 = 2x4 II' - 2x4 II 3x4 = ,6-10-11 3.3.10 7.610 l • 11-9-10 1411-2 0-10-1 3.3-10 43-0 43.0 3-1-8 reale Lmsels (A,Yr IWIJ-3-14,0-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.05 9 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.13 9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 9 >999 240 Weight: 76 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-11-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E 'Except BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 2-11 2 X 4 SPF Stud/Std, 4-7 2 X 4 SPF Stud/Std 6-0.0 oc bracing: 6-7. WEBS 2 X 4 SPF Stud/Std 6-0-0 oc bracing: 2-10, 4-8 REACTIONS (Ib/size) 12=774/0-5-8, 6=774/0-5-8 Max Horz 12=36(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1031/0, 2-3=-2007/0, 3-4=-2005/0, 4-5=-820/0, 1-12=735/0, 5-6=-744/0 BOT CHORD 11-12=0/26,10-11=0174,2-10=687/0.9-10=0/1099, 8-9=0/898,7-8=0/53, 4-8=720/0, 64=5/12 WEBS 2-9=0/897, 3-9=0!761, 4-9=0/1076, 1-10=0/951, 5-84/850,110-12=32/31' 6-8=0/24 -' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard January 24,2007 Y WARNWO - V-(& design paramaft- and READ NOTES ON THIS AND INCLUDED A/7TER REFERENCE PAGE Afff 7473 BEFORE USS. �- Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper incorporation of component B responsibility of building designer -not tens designer. Bracing shown iTe k• Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison. WI 53719. Citrus Heights, CA, 95810 Job Truss Truss Type ply Ply ' (loc) Udefl Ud PLATES GRIP TCLL 20.0 R2409857 6991-6Y F9 SPECIAL - 1 1 �00 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 Job Reference (optional) I-oxwortn ualbraitn, Yuma, Arizona 65355 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:512007 Page 1 i -2.2.3 3310 7.8.11 11.9-10 14-11-2 l 2-2-3 3.3.10 4.3.1 4-2.15 3.1-8 4x4 3 3x6 = t 3x4 If 2x4 11 3x4 = -2.2.3 3310 7.8.10 11-9.10 { 14.11-2 2-2-3 3.3.10 4-3-0 4-3.0 3.1-8 Scale = 1:32.9 n A N LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.07 9 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC, 0.41 Vert(TL) -0.18 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.14 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 9 >999 240 Weight: 82 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-6-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing, Except: 2-11 2 X 4 SPF Stud/Std, 4-7 2 X 4 SPF Stud/Std 6-0-0 oc bracing: 6-7. WEBS 2 X 4 SPF Stud/Std 5-8-0 oc bracing: 4-8 REACTIONS (Ib/size) 12=841/0-5-8, 6=841/0-5-6 6-0-0 oc bracing: 2-10 Max Horz 12=47(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1394/0, 2-3=2310/0, 3-4=-2306/0, 4-5=-901/0, 1-1 2=79 310, 5-6=-810/0 BOT CHORD 11-12=0/80, 10-11=0/100, 2-10=726/0, 9-10=0/1455, 8-9=0/987, 7-8=0/53, 4-8=-801/0, 6-7=5/13 WEBS 2-9=0/867, 3-9=0/941.4-9=0/1284. 1-10=0/1177,5-8=0/938,10-12=54176, 6-8=0/24 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard OQ�OFESS/py9 AsS. riNc�Fyc� COD m LU M C 046 * EXP. */ January 24,2007 Y WARNING . VerM design paramete and READ NOTES ON TRW AND INCLUDED NITER REFERENCE pAGB MU 7473 BEFORE USE. m Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and Is for an individual building component. • Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown iTe k. a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding now<n n P<wr fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSIt Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison. WI 53719. 7777CitruGree b a CA. Lane, S Job Truss Truss Type City Ply 00 d, 1 824098571 6991-0Y G10 COMMON 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:52 2007 Page 1 i - - 7-8-13 10.10.13 7-8-.13. - 3.2-1 Scale= 1:18.9 . 4x8 = ., 2 3.50 12 3x6 3 - 5 3x4 4 3x8 2x4 II 6.43 { 1010-13 B43 4841 LOADING (psf) SPACING' 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.08 1-5 .>999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.24 1-5 >520 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 . Code UBC97/ANS195 (Matrix) Wind(LL) 0.06 1-5 >999 240 Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP. CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=579/0-5-8, 4=579/Mechanical Max Horz1=56(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=884/0,2-3=492/0.3-4=-6111/0 BOT CHORD 1-5=0/766, 4-5-83/4 WEBS 2-5-127/53, 3-5=0/920 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 1=4=-30(F=-10) 4 WARMING • Ver jJy design parameters and READ NOTES ON TX7E AND D CWDED MITSR REFERENCE PAGE MU -7473 BEFORE US& Design valid for use only with MITek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult. ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 O'Onofdo Drive. Madison, WI 53719. January 24,2007 _MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 0 d, 1 sEll s - 5 3x4 4 3x8 2x4 II 6.43 { 1010-13 B43 4841 LOADING (psf) SPACING' 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.08 1-5 .>999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.24 1-5 >520 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 . Code UBC97/ANS195 (Matrix) Wind(LL) 0.06 1-5 >999 240 Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP. CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=579/0-5-8, 4=579/Mechanical Max Horz1=56(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=884/0,2-3=492/0.3-4=-6111/0 BOT CHORD 1-5=0/766, 4-5-83/4 WEBS 2-5-127/53, 3-5=0/920 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 1=4=-30(F=-10) 4 WARMING • Ver jJy design parameters and READ NOTES ON TX7E AND D CWDED MITSR REFERENCE PAGE MU -7473 BEFORE US& Design valid for use only with MITek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult. ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 O'Onofdo Drive. Madison, WI 53719. January 24,2007 _MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply ' R2409857 699i -6Y G11 COMMON 1 1 �00 r Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365' 6.500 s Jan 15 2007 MiTek Industries,. Inc. Tue Jan 23 08:46:52 2007 Page 1 • 7-8-13 7-8.13 2 4x8 -.. = Scale= 1:18.8 .. 2 ' 3.50 12 3x8 Z 3 m 4-4 5 3x5 = 4 3x8 % .. 2x4 II 1 6-43 - 10.2-0 6.4-3 -. 3.314 1 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.80 Vert(LL) >-0.08 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.23 1-5 >507 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.01 4 n/a n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 1-5 >999 240 Weight: 31 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ' WEBS 2 X 4 SPF Stud/St d REACTIONS (Ib/size) 1=53910.5-8, 4=539/Mechanical Max Horz1=59(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension - ' TOP CHORD 1-2=761/0,2-3=645/0,3-4=-61610 BOT CHORD 1-5=0/649,4-5=-8210 WEBS 2-5=231/48, 3-5=0/897 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition l enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) Vert, 1-2=-80, 2-3=80, 1-4=30(F=-10) oQ�pFESS/pN9 LU C 046433 ' 4 * EX -W ' TFOFC F January 24,2007 WARNM - Vert& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PADS MIT 7473 BEFORE USE. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown . - it for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i Te k• erector. Additional permanent bracing of the overall structure h the responsibility of the building designer. For general guidance regarding oonrw m owro - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drtve, Madison, Wit 53719. - 7777 Greenback Lane, Suite 108 Citrus Heights, CA, 95610 5 , Job Truss Truss Type Qty Ply 0 0 TCLL 20.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.08 1-5 >999 360 824098573 6991-6Y G12 COMMON' 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.01 1 4 n/a n/a Job Reference (optional) 3x8 5.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:53 2007 Page 1 7-8-13 9-4-14 . 7-8.13 _ 1-&2 4x8 = Scale = 1:18.6 2 LOADING (psf) SPACING 2-0-0 CSI DEFL ' in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.08 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.22 1-5 >493 360 . BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.01 1 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 1-5 >999 240 Weight: 29 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=497/0-5-8, 4=497/Mechanical Max Horz1=63(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-636/0, 2-3=-483/0, 3-4=-645/0 BOTCHORD 1-5=0/531,4-5=61/0 ' WEBS 2-5-386/45, 3-5=0/945 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist; they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 1-4=-30(F=-10) I t L 4 WARMNG - 17er0i design Parameters and READ NOTES ON TXIS AND LNCLUDED MITER R6FSRSNCS PADS AW 7473 BSPORS U3& Design valid for use only with MITek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design poromenters and proper Incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additfonol temporary bracing to insure stability during construction Is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 O'Onohto Drive: Madison. WI 53719. January 24,2007 Iff MiTek* IpWIP m PterCPN: 7777 Greenback Lane, Suite 108 Citrus Heights, CA, 95610 Job Truss Truss Type Qty :Ply 0 0 6991-6Y G13 'MONO TRUSS 1 1 R2409857 Foxwortn �^ �•�1"� —^ ^ Job Reference (optional) L T T B B LU T B WE R F T B N 1) 2) 3) 4) L 1) -- — ----- - o.auu s dan -I o zuur ml I eK Incustrles, Inc. 1 ue Jan 2308:46:542007 ,Page 1 5-3-4 5-3-4 - - _ . 2x4 11 Scale= 1:13.7 2 2x4 = • 2x4 11 OADING(psf) SPACING 2-0-0 CSI DEFL: in (loc) Vdefl L/d PLATES GRIP CLL 20.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.04 1-3 >999 360 MT20 197/144 CDL 20.0 Lumber Increase 1.15 BC 0.27 _ Vert(TL) -0.08 1-3 >761 360 CLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00' n/a n/a CDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) .0.00 1-3 >999 240 Weight: 14 lb MBER BRACING OP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 5-3-4 oc purlins, except end verticals. OT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS 2 X 4 SPF Stud/Std FACTIONS (Ib/size) 1=26910-5-8,3=269/Mechanical Max Horz1=48(LC 3) FO (lb) - Maximum Compression/Maximum Tension TO CHORD 1-2=-49149, 2-3=-196/14 OT CHORD 1-3=0/0 NC ; This truss has been designed for the wind loads generated by 70 mph winds at 25 ft aboveground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Refer to girder(s) for truss to truss connections. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - LO CASE(S) Standard Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 11-2=80,11-3=30(F=-10) ' WARNINO - V-% design p—ontebera and READ NOTES ON THIS AND INCLUDED MITSR REPERENCS PAGE Mlr 7473 BEFORE USS.. - Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and is for on individual balding component. Applicability of design paromenten and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. qualify control. storage. delivery: erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.. - I �O0�OFESS/ON9l �Q—��R s• G) LU C 046433 s * E 07 January 24,2007 r MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 - WARNDVO • Vesj/i✓ design parameters and READ NOTES ON THIB AND INCWDBD BfITER REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. ' Applicability of design paromenters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown � A'� w Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilliN of the ' V' fL• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding piqZq,,,_ fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. - Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 0 0 ' R2409857 G14 COMMON 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:54 2007 Page 1 - 7-8-13 9-10-7 . . 7.8-13 2-1-10 .. 4x8 = Scale = 1:18.7 - .- 2 3.50 12 .. - 3x38 .. d 5 3x5 = 4 3x6 2x4 II 5-1-2 • 9-10-7 5-1-2 4-9-4 ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.08 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.23 1-5 >501 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.06 1-5 >999 240 Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ' WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=522/0.5-8, 4=522/Mechanical Max Horz 1=61(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-71210,2-3=-583/0,3-4=-62410 BOT CHORD 1-5=0/602, 4-5-76/0 WEBS 2-5=-284/46, 3-5=0/903 NOTES 1) Unbalanced root live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft aboveground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-2-80, 2-3=80, 1-4=30(F=-10) pNq oQROFESS/XZ CO W C 046 33 � 69916Y * E 1-07 January 24,2007 - WARNDVO • Vesj/i✓ design parameters and READ NOTES ON THIB AND INCWDBD BfITER REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. ' Applicability of design paromenters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown � A'� w Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilliN of the ' V' fL• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding piqZq,,,_ fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. - Citrus Heights, CA, 95610 ' Job . Truss Truss Type Qty Ply 0 0 R2409857 6991-6Y G15 COMMON 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:55 2007 Page 1 i 5-7-12.. .10.8.2 14.59 i 5.7-12 - -5-08 3-9.7 Scale = 1:24.5 ' 8x8 — 3 Jx4 = 3x0 = 7-411 I -1Y14 LOADING (psf) SPACING 2-0-0 CSL' DEFL in (loc) Vdefl L/d ' PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.06 1-6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.18 1-6 >926 360 - BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 1-6 >999 240 Weight: 49 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E 'TOP CHORD Sheathed or 5-0-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E Y BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=775/0-5-8,5=775/Mechanical Max Horz1=78(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension ° TOP CHORD 1-2=-1697/0,2-3=-1345/0.3-4=12217,4-5=-167/4 BOT CHORD 1-6=0/1574, 5-6=0/669 WEBS 2-6-474/34, 3-6=0/801, 3.5=797/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=80, 3-4=-80,1-5=-30(F=-10) Q�OFESS10� WARNING - Ver(& deergn parcmeten and BEAD NOTES ON THIS AND INCLUDED MITER RSPBRSNCB PAGE MIT 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual balding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateralsupport of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure it the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB.89.and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onotdo Drive, Madison. WI 53719. - January 24,2007 M MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss ' Truss Typepry ' Ply Do TCLL 20.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.07 9 >999 360 • R2409857 6991-6Y G16 COMMON 1 1 BCLL 0.0 Rep Stress Incr . NO WB 0.31 Horz(TL) 0.06 5 n/a n/a Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:56 2007 Page 1 58-2 i. 10-8.15 + _ 149.1 19-0-12 5-8-2 5-0-13 4.0-3 4-3-11 Scale: 3/8'=1• 4x8 = 3 4x5 = to o r 8 4x12 II • 2x4. 11 3x5 = 3x8 = 2x4 11 4 9.8.5 9-8.5 9.0-1. 9.4.7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.07 9 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.17 : 1-9 >999 360 BCLL 0.0 Rep Stress Incr . NO WB 0.31 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) _ Wind(LL) •0.05 - 9 >999 240 Weight: 73 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Sheathed or 4-6-1 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except 2-7 2 X 4 SPF 165OF 1.5E, 2-9 2 X 4 SPF 165OF 1.5E SLIDER Right 2 X 8 SPF 1950F 1.5E 4-5-12 REACTIONS (Ib/size) 1=1036/0-5-8.5=1036/Mechanical Max Horz 1=-42(LC 6) r . FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-257110,2-3=1666/0,3-4=-1645/0,4-5=191410 BOT CHORD 1-9=0/2387,8-9=0/2387,7-8=0/2387,6-7=0/1677,5-6=0/1677 WEBS 2-7=-923/0, 3-7=0/517, 4-7=-249/39, 2-9=0/271; 4-6=0/181 NOTES 1) Unbalanced roof live loads have been considered for this design. ^ 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 FE$$J 9?,O ON Uniform Loads (Ptf) Vert: 1-3=-80, 3-5=-80, 1-5=30(17=-10) A WARMNO • Ver(& deaIgn Parameters and READ NOTES ON THIS AND LNCLUDED MTTEK REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdteda, OSB -8? and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. Lu C Qs}6433 � *V, RA4t-07 January 24,2007 rym MiTek• nowew m niwros..: 7777 Greenback Lane, Suite 109 Citrus HOOKS. CA, 95610 Job Truss Truss Type Qty Ply 0 R2409857 6991-6Y G17 COMMON 1 - 1 �.o Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:46:57 2007 Page 1 1 58.7 I 10-9.9 - { 15-10-10 i 21-5.3 I ' 5.8.7 5-1-1 51-1 589 ' Scale = 1:35.6 .. 4x6 - 3 .. 3.50 12 . 2x4 \\ - 2x4 2 4 1 5 Id 3x8 = 8 .. 7 � .8 4x6 = 3x4 = 3x4 = 3x4.= ' 7-4-13 14-2-4 21-5.3 7-413 - 8-9-7 - 7-2-15 - ' Plate Offsets (X,Y): f1:0-0-11.0-0-31 LOADING(psf) SPACING 2-0-0 CSI - DEFL in -(loc) Vdefl. Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.11 6-8 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.30 1-8 >847 360 ' BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.08 5 n/a n/a BCOL 10.0 Code UBC97/ANSI95 (Matrix) ' Wind(LL) 0.07 1-8 >999 240 Weight: 66 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-8-6 oc purlins.' BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=1158/0-5-8,5=1158/0-3-10 Max Horz1=42(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension] TOP CHORD 1-2-290110,2-3=2588/0,3-4=2572/0,4-5=2876/0 BOT CHORD 1-8=0/2716,7-8=0/1904,6-7=0/1904,5-6=0/2688 WEBS 2-8=428145, 3.8=0/758, 3-6=0/739, 4-6=-412/47 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition ) enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate'metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ' 1) Regular: Lumber Increase=1.15, Plate Increase--1.15,T Uniform Loads (plf) Vert: 1-3=80, 3-5=-80, 1-5-30(F=-10) �OQROFE$S/�N9 S, T7iyc�Fyc ��P��R LU C 0 433 ' * E -07 January 24,2007 ' WARNING - V-V jt design parameters and READ NOTES ON 7X73 AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USB. ..69, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Mae Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown 8 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _� _ ea.oa...- fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Intonrlatlan available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 ' Job Truss Truss Type Qty ply TJOobo R240985769916Y G18 COMMON 4 Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:58 2007 Page i 58-7 I 10-9-8 1510.9 21-7-0 5-&7 51-1 51.1 - 5.8.7 Scale = 1:35.8 4x8 = .. 3.50 ri2 • _3 - 2x4 O - 2x4 -i 2 4 r 1 5 I6d 3x8 = - 8 7 8 3x8 = 3x4 = 3x4 _ 3x4 = 7-4-13 - 14-2.3 _ 21-7-0 7-4-13 6-9.7 7-413 Plate Offsets (X,Y): [1:0-0-11,0-0-31,[5:G-0-11.0-0-3] - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.11 6-8 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.30 1-8 >843 360 ' BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) . Wind(LL) 0.07 .1-8 >999 240 Weight: 66 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-8-5 oc purlins. ' BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std _ REACTIONS (Ib/size) 1=1162/0-5-8,5=116210-5-8 Max Horz 1=42(LC 5) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2912/0,2-3=2599/0,3-4=-2599/0.4-5=2912/0 BOT CHORD 1-8=0/2727,7-8=0/1916,6-7=0/1916,5-6=0/2727 WEBS 2-8=427/45, 3.8=0/757, 3-6=0/757, 4-6=427/45 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind: If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ' 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert. 1-3=-80, 3-5=-80, 1-5=30(F=-10) M �OQgQFESS/�N9 S- tiN��Fyc CO�-Q��Ea C9 Of C 0 433rn January 24,2007 WARNING, - 9•erytr design pw-etere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AW 7473 BEFORE US& ' Deslgn valid for use only with M1Tek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not turns designer. Bracing shown - Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the iTe k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Howie .e erwran�: fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Lane, Greenback lane, S S 77 7777 77 Suite 109 Heights, CA. Job Truss Truss Type 0ty Ply I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.62 R2409858 6991-0Y G18 -GBL GABLE 1 1 FJobReferencee BC 0.56 Vert(TL) n/a n/a 999 (optional) 6.500.s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:59 2007 Page 1 5$7 10-9.8 15.10.9 2i-7-0 ' 5-8-7 5-1-1 5.1-1 - 5-8-7 Scale = 1:35.7 5x8 = 3 5x5 = 3x10 = 5.8.7 10.9.8 - 15=10.9 21-7-0 5.8.7 5-1-1 5.1-1 5.8-7 . Plate I b^ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.62 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.56 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 85 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-10-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E 1 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=200/21-7-0, 5=200/21-7-0, 15=618/21-7-0, 11=619/21-7-0, 8=618/21-7-0, 12=46/21-7-0, 13=7/21-7-0, 16=-56/21-7-0, 17=203/21-7-0, 10=46/21-7-0, 9=7/21-7-0, 7=56/21-7-0, 6=203/21-7-0 Max Harz 1=-42(LC 16) ' Max Uplift1=510(LC 9), 5=-515(LC 12), 15=-694(LC 13), 8=-688(LC 16), 16=-56(LC 8), 7=-56(LC 7) Max Gravl=730(LC 8), 5=730(LC 7), 15=1336(LC 21), 11=619(LC 7), 8=1336(LC 20), 12=90(LC 2), 13=25(LC 2), 16=15(LC 9), 17=203(LC 8), 10=90(LC 2), 9=25(LC 2), 7=15(LC 12), 6=203(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1892/1777,2-3=1468/1390,3-4=1469/1384,4-5-1892/1758 BOT CHORD .1-17=-1695/1735, 16-17=969/1009, 15-16=-622/658, 14-15=-212/252, 13-14=-67/88, 12-13=-414/454, 11-12=-1107/1147, 10.11=-1094/1147, 9-10=-401/454,8-9=-199/252,7-8=-602/658, 6-7=-956/1009, 5-6=-1675/1735 WEBS 2-115=128417115,2-111=-11208/1197, 3-11=-542/0, 4-11=-1208/1206, 4-8=1284/708 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft'above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-40 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 510 Ib uplift at joint 1, 515 Ib uplift at joint 5, t 694 Ib uplift at joint 15, 688 Ib uplift at joint 8, 56 Ib uplift at joint 16 and 56 Ib uplift at joint 7. [ 9) This truss has been designed for a total drag load of 260 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 21 -7 - for 260.0 plf. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 A WARMNG - Ver(N design Pa,ametars and READ NOTES ON THIS AND LWLUDBD MTEK REFERBNCB PAGB MU 7473 ESFORS USB. Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSIITP11 Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. January 24,2007 9W MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:59 2007 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ` Uniform Loads (plf) Vert: 1-5=-20 Trapezoidal Loads (plf) ' Vert: 1 -90(F=10) -to -3=116(F=-36), 3=-116(F=-36}to-5-90(F=10) i Job TG,u8 7Guss e Qty Ply006991�YBL 1 1 JobReference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:46:59 2007 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ` Uniform Loads (plf) Vert: 1-5=-20 Trapezoidal Loads (plf) ' Vert: 1 -90(F=10) -to -3=116(F=-36), 3=-116(F=-36}to-5-90(F=10) i Job TG,u8 7Guss e Qty Ply006991�YBL 1 1 JobReference (optional) Job Truss Truss Type' Qty'' Ply 00 SPACING 2-0-0 CSI DEFL. in (loc) Vdefl L/d R24098581 6991.6Y G1 -GBL .GABLE 1' - 1 ' MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.33 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 - 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:00 2007 Page 1 .... 8-7-4 6-7-4 -2x4 II Scale =1:15.7 2 44 % 2x4 11 .2x4 11 2x4 ll 6.7.4 - , 1 6-7-4 male UrrSe1S (A,T): t1:u-z-u D -z -1I LOADING(psf) SPACING 2-0-0 CSI DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.91 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.33 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr . NO WB 0.00 Horz(TL) • 0.01 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 20 lb . LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-10-1 oc bracing. WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=28816-7-4.3=274/6-7-4.4=7/6-7-4,:5=77/6-744 Max Horz1=142(LC 9) Max Upliftl=680(LC 9), 3=-8(LC 3) Max Grav1=987(LC 8), 3=274(LC 1), 4=15(LC 2), 5=154(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-2190/2091, 2-3=-258/18 BOT CHORD 1-5=-2211/2211 4-5=-1021/1021 3-A`-483/483 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face),'see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 680 Ib uplift at joint 1 and 8 Ib uplift at joint 3. 7) This truss has been designed for a total drag load of 350 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-4-7 for PROF ESS/0N r 362.8 plf. LOAD CASE(S) Standard C 04 433 M E 07 OF i - t ` January 24,2007 ; w f WARNM - Verlfg design parameters and READ NOTES ON U119 AND INCWDSD MITER RSPERSNCB PAGE AM -7473 BSPORB USE. b!x - Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Te IC Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding sroa„._ fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSS -89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Citrus Heights, CA, 95610 11 Foxworth Galbraith, Yuma, Arizona 85365 7 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:012007 Page 1 l 7-8.13 - r { 11-3-6 - .. 7$13 _ 3�9 4x8 Scale = 1:19.0 .. :2 - ' 3.50 12 .. - 3x6 Z 3 c -. - 5 3x5 = 4 3x6 % .•' 2x4 II l 7.8.13 - - 11-3b - ' 7-8-13 3119 LOADING(psf) SPACING 2-0-0 CSI DEFL . _ in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 - TC 0.76 Vert(LL) -0.08 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.58 Vert(TL) =0.25 1-5 >528 360 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horc(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 • 1-5 >999 240 Weight: 34 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-10-1 oc purlins, except end verticals. ' BOT CHORD 2 X 4 SPF 1650F 9.5E _ BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=600/0-5-8,4=600/Mechanical Max Horz1=54(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension. TOP CHORD 1-2=948/0, 2-3=-861/0, 3-4=-613/0 BOT CHORD 1-5=0/827,4-5-77/8 WEBS 2-5=82/85, 3-5=0/940 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, In the exterior(2) zone roof zone on an occupancy category II, condition 1 enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind: If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live loadnoncdncurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ' 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-2=80, 2-3=-80.1-4=30(F=-10) OooFESS/ONS Tiyc�F�� n L C 046 33 ' * EXP. 7 - FOF FOQ` January 24,2007 ' WARNING - verj fid design p—meftm and R"D NOTES ON THM AND ZWZZDBD ffiITSR RSPBRSNCS PAGE AW 7473 WFORS US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters and proper incorporation of component is responsibility of building designer - not trans designer. Bracing shown Tek• b for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Citrus Heights, CA, Lane. 10S Job Truss Truss Type pity Ply 0 0 - R2409858 6991.6Y G2 COMMON t 1 Job Reference (optional) 11 Foxworth Galbraith, Yuma, Arizona 85365 7 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:012007 Page 1 l 7-8.13 - r { 11-3-6 - .. 7$13 _ 3�9 4x8 Scale = 1:19.0 .. :2 - ' 3.50 12 .. - 3x6 Z 3 c -. - 5 3x5 = 4 3x6 % .•' 2x4 II l 7.8.13 - - 11-3b - ' 7-8-13 3119 LOADING(psf) SPACING 2-0-0 CSI DEFL . _ in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 - TC 0.76 Vert(LL) -0.08 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.58 Vert(TL) =0.25 1-5 >528 360 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horc(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 • 1-5 >999 240 Weight: 34 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-10-1 oc purlins, except end verticals. ' BOT CHORD 2 X 4 SPF 1650F 9.5E _ BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=600/0-5-8,4=600/Mechanical Max Horz1=54(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension. TOP CHORD 1-2=948/0, 2-3=-861/0, 3-4=-613/0 BOT CHORD 1-5=0/827,4-5-77/8 WEBS 2-5=82/85, 3-5=0/940 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, In the exterior(2) zone roof zone on an occupancy category II, condition 1 enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind: If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live loadnoncdncurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ' 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-2=80, 2-3=-80.1-4=30(F=-10) OooFESS/ONS Tiyc�F�� n L C 046 33 ' * EXP. 7 - FOF FOQ` January 24,2007 ' WARNING - verj fid design p—meftm and R"D NOTES ON THM AND ZWZZDBD ffiITSR RSPBRSNCS PAGE AW 7473 WFORS US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters and proper incorporation of component is responsibility of building designer - not trans designer. Bracing shown Tek• b for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Citrus Heights, CA, Lane. 10S Job Truss Truss Type pity Ply 0 0 - R2409858 6991.6Y G2 COMMON t 1 Job Reference (optional) Job Truss Qty Ply 00 - ]:Ci--0SMSMT ON 1 1 R24098586991Y ' G3 Job Reference o tional 1 Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:0112007 Page 1 ' r 7-8.13. " 147-9 - 7-8.13 8.10.12 - - . Scale: 1/2'=1' • .4x8 2 1 3.50 12 _ 1 Ct 4 ul 1 I6 - - 3x4 _ 5 � 3x4 ? ' 3x8 = - 2x4 11 L 5x5 I I 7.8.13 147-9 - 7-8.13 - _ 8.10.12 .. Plate Offsets MY): f1:0-0-0.0-0-71 1 [4:0-3-0.0-1-31 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.77 Vert(LL) 70.11 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15, BC 0.68 Vert(TL) -0.29 1-5 >593 360 BCLL 0.0 1 Rep Stress Incr NO WB 0.22 Horz(TL) 6.03 4 . n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) - 0.08 1-5 >999 240 Weight: 41 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-4-9 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 WEBS 2 X 4 SPF Stud/Std f SLIDER Right 2 X 4 SPF Stud/Std 3-6-7 , REACTIONS (Ib/size) 1=79210-5-8,4=792/Mechanical Max Horz 1=30(LC 5) 1 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1585/0, 2-3=-1436/0, 3-4=-1574/0 " BOT CHORD 1-5=0/1433, 45=0/1433 1 WEBS 2-5=0/396 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not 1 exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) FE$S/ Q�9 Vert: 1-2=-80, 2-4=-80, 1 4= 30(P= 10) �O9?,O S G) � —C3 m CD LU C 6433 � 1 * R r-07 January 24,2007 1 WARNING - Vert deaxgn pammetero and READ NOTES ON 7X13 AND DYCLUDSD MNEE REFERENCE PADS AM -7473 BEFORE USE. M - Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown e Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the i Y d ! iTe k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WW1 n. _ fabrication, quality control, storage, delivery. erection and bracing,. consult ANSI/TPII Quality Criteria, 1058.89 and SCSII Building Component . Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95810 1 ON 1 1 ' Job Reference o tional Job Truss Truss Type Qty 0 0 LOADING (psf) . CSI DEFL in (loc) Vdefl Ud 824098584 6991-6Y G4 COMMON 1 [ly� 1 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 ' Vert(TL) -0.31 1-5 >532 360 Job Reference (optional) C, Ji ci 7-8.13 4x8 = 2 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:02 2007 Page 1 6-3.8 Scale = 1:23.0 3x8 = 2x4 11 5x8 II 6-3-6 c Wil—Lb lA.T 1. II.V- V -V-11 14:V -D -1J V -1 -JI LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.12 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.31 1-5 >532 360 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.08 1-5 >999 240 Weight: 40 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-5-15 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Right 2 X 6 SPF 1650F 1 5E 2-11-5 + REACTIONS (Ib/size) 1=758/0-5-8, 4=758/Mechanical Max Horz1=-30(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1443/0,2-3=-130710,3-4=144310 BOT CHORD 1-5=0/1296, 4-5=0/1296 WEBS 2-5=0/373 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf)OQ�OFESS/ 4pN9 Vert: 1-2=-80, 24=-80, 14=-30(F=-10) S T/�CI I QQ F� m I C 046433 T WARNING • Ver(& design parameters and READ NOTES ON 7X73 AND DVCWDBD M7TEE RSFBRENCE PAGE MH 7473 BEFORE USB. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison, WI 53719. *\ VR pt -07 /,*, January 24,2007 MiTek• >o rrwrowwr: 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type ' Qty Ply 0 0 2-M CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 20.0 82409858 6991-6Y G5 COMMON 1 1 BC 0.68 �__.._. BCLL 0.0 Rep Stress Incr NO WB 0.19 Job Reference (optional) --•-•-••••• +-•••-• •�•-�••�.,.,,..... - o.auu s dan TD zuur MI lex Inaustr18s, Ina. Tue Jan 2308:47:032007 Page 1 7.8.13 1352 - 7-8-13 - 5-&5 Scale = 1:22.2 4x8 = 2 3x8 = 2x4 11 5x10 II 7.813 135-• 7.813 - 5-85 ante UIRM15 to T): 11:U -U -U U -U -/I 14'U-8-4 U-0-101 LOADING(psf)SPACING 2-M CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.12 1-5 >999 360 . MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.33 1-5 >475 360 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 , (Matrix) Wind(LL) 0.09. 1-5 >999 240 Weight: 39 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-7-10 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Right 2 X 8 SPF 195OF 1.5E 2-4-9 REACTIONS (Ib/size) 1=72610-5-8,4=726/Mechanical Max Horz1=30(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1309/0, 2-3=-1251/0, 3-4=1329/0 BOT CHORD 1-5=0/1166, 4-5=0/1166 WEBS 2-5=0/351 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.5 psf top chord dead, load and 6.5 psf bottom chord dead load, in the exterior(2),zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) , QR�FESS/pN Vert: 1-2-80, 2-4-80.1-4=-30(F=-110) Q Q w Q m C 04 433 * E 07 ' January 24,2007 A WARNING - c—(& desfga pt. —d READ NOTES ON THE AND INCLUDED WTER REFERENCE PADS MIT 7473 BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. �•W Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Te k• b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding no».sn ,= P6epeM fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCS11 Building Component Lane, Safety Information available Greenback LaSuite 109 able from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Citrus Heights, CA, ne, 10S Job Truss Truss Type Qty Ply 00 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.85 82409858 6991-6Y G6 COMMON 1 1 Vert(TL) -0.27 1-5 >564 360 BCLL 0.0 Rep Stress Incr . NO WB 0.59 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:03 2007 Page 1' 7-8-13 12-11.5 7-8.13 - 5-2-8 Sale =1:21.5 4x8 - - _ 2 _ 3x8 4 - i,. 2x4 II 7-8-13 5-2-8 dace urrsecs 1n,Tt: I�:u-o-o,u-�-al LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.09 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.27 1-5 >564 360 BCLL 0.0 Rep Stress Incr . NO WB 0.59 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) .0.07, 1-5 - >999 240 Weight: 39 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-0-6 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std ,REACTIONS (Ib/size) 1=691/0-5-8,4=691/Mechanical ' Max Horz1=46(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1242/0, 2-3=-1194/0, 3-4=-642/0 BOT CHORD 1-5=0/1107, 4-5-8/199 WEBS 2-5=0/227, 3-5=0/986 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft aboveground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not - exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf)QFESS/ Vert: 1-2=80, 2-3=80,1-4=30(F=-110) QN9 OQ(i WARMNO - Verj/g design pararnetem and READ NOTES ON TN73 AND INCLUDED MITES RSFERENCE PAOB MD -7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and i; for an individual building component. Applicability of design paromenters and proper incorporation of component it responsibility of building designer - not tens designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality CAteda, DSB-89 and 8CSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. January 24,2007 MiTek ewroar+.- 7777 Greenback Lane, Sufte 109 Citrus Heights, CA, 95610 . Truss Type Oily Ply 0 0 �Truss .,.' 82409858 6991�Y G8 COMMON 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:04 2007 Page i r 7-8-13 12-47 7.813 47-11 Scale = 1:20.5 - 4x8 = 2 Job Truss Type Oily Ply 0 0 �Truss .,.' 82409858 6991�Y G8 COMMON 1 1 Job Reference (optional) LOADING (psf)' SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES 'GRIP TCLL 20.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.09 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.26 1-5 >553 360 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horc(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 1-5 >999 240 Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-3-4 oc purlins, except end verticals. ' BOT CHORD 2 X 4 SPF 165OF 1.5E 80T CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=660/0-5-8,4=660/Mechanical" Max Horzt=48(LC 5) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1140/0, 2-3=-1081/0, 3-4=629/0 . BOT CHORD 11 -5=0/1009,4 -5=29/1104 - WEBS -5=0/1009, 4-5=29/104 WEBS 2-5=0/180, 3-5=0/989 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the Wind loads generated by 70 mph Winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with' exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-2=80, 2-3=-80, 1-4=-30(F=-10) s o0ROFESS/pN9 T/,�C�ccy� W- C 046,033 � * E t-07 January 24,2007 ' WARNING - Ven(b Qeal9n p-eten and READ NOTES ON THIS AND LWL UDBD MITBR RSPERBNCB PAGE MU 7473 BBFORS US& Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design paramenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown M Te k• B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respombillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback lane, Suite 108 Safety Information available from Truss Plate institute, 583 D'Onofrio Drive, Madison, WI 53719. 7777CitruHeights, CA, Lane, S ' Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:04 2007 Page U 748-13 r - 11-7-10 7-B-13 3.10.14 Scale = 1:19.3 - - 4x8 = 2 ' 3.50 F12 - - 3x5 3 c N -. - 5 3x5 = 4 3x8 % 2x4 II 6-43 - { - 11-7-10 . ' 6-43 5-3-8 . LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates increase 1.15 TC 0.76 Vert(LL) -0.09 1-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.25. 1-5 >536 360 ' BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 1-5 , >999 240 Weight: 35 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E . TOP CHORD Sheathed or 5-7-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=619/0.5-8, 4-619/Mechanical Max Horz1=52(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1010/0, 2-3=-928/0, 3-4=617/0 BOT CHORD 1-5=0/885,4-5=-67/28 WEBS 2-5=-43/117, 3-5=0/960 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not ' exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=80, 2-3=-80,1-4=-30(F=-10) FESS/�Nq cl W C 04 33 � ' * EX 1.07 ,t ' OF lF January 24,2007 ' WARNING - Ver(fij design parameters and RBAD NOTES ON TNIS AND INCLUDED MITER RBFERBNCB PAGB MZI.7473 BBNDRS US& - Design valid for use only with Mnek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design paromenters and proper incorporation of component Is responsibility of building designer - not tens designer. Bracing shown n A b for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity, of the - I Y 1 iTe k - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding --roa..: ' fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Ory ' Ply - 00 , .•:,�;•. 82409858 6991�Y G9 COMMON 1 1 Job Reference (optional) Job Truss - Truss Type Oty Ply 0 69918Y H MONO TRUSS 2 1 R240985E Job Reference (optional) I 28.4 y ZA 11 28.4 2 b.buu s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:05 2007 Page 1 4 3 ` 2x4 11 284 3x4 = . I r 28-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 7.15 TC 0.09 Vert(LL) -0.00 3-4 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a- n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00' 4 240 Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-6-4 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=111/Mechanical, 3=111/Mechanical. ti Max Horz4=19(LC 3) Max Uplift3=-20(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2-20/20,114=-89/0 BOT CHORD 3-4=-19/0 WEBS 2-3=89/6, 1-3-0/35 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an -occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. ' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 3. LOAD CASE(S) Standard OQ?,OFESS/pN9 WARMNO • Ver(Jts design parameters and READ NOTES ONTHM AND LVCLUDBD MITsK RBFERENCB pAGB AW -7473 BSPoRS USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Appficabflity of design paromenters and proper incorporation of component is responsibility of buil is for lateral support of individual web members only. Additional temporary bracing to Insure stabilitding designer -not hues designer. Bracing shown y during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. - Scale = 1:22.0 January 24,2007 MiTek- rowri-1-- 7777 ,vneeros..:7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 0 0 82409859 6991-6Y H7 MONO TRUSS 4' 1 ' Job Reference (optional) roxwom Valoranrl, Tums, r nzona OJJoa 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:06 2007 Page 1 5-6-11 9.10-12 I 1250 i 5511 • 4-4-0 2-7-4 4 3.50 12 2x4 II. j$ Scale 1:40.2 3 3x4 2 - US 3x8 5 .. iI 7 85 3x4 — 3x8 = xtu-1[ 310.12 LOADING(pso SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.02 7-8 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) -0.00 4 , n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00. 7 >999 240 Weight: 55 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt 3-6 REACTIONS (Ib/size) 4=86/Mechanical, 6=626/Mechanical, 8=466/0-5-8 Max Horz8=106(LC 3) Max Uplift4=6(LC 3),6=6(1-C 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-328/0,2-3=59/36,3-4=39/18,3-6=-276/16,1-8=-407/0 BOT CHORD 7-8=-1011/58,6-7=110/259,5-6=0/0 WEBS 2-6=-402/17, 1-7=0/236, 2-7=-29/108 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 Ib uplift at joint 4 and 6 Ib uplift at joint 6. LOAD CASE(S) Standard oQyl,0FESS/pN9 S. CO a < m Lu rn C 046 3 * EXP 07 FOF l January 24,2007 WARNLNG - Ver(fj design p—metera and READ NOTES ON THIS AND D9CLUDED MFTSR REFERENCE PAGE AM 7473 BEFORE USE. SAW-R, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Yui Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown iTe k• Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibllliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and SCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 O'Onofrio Drive. Madison, WI 53719. Citrus Heiahts. CA. 95610 Job Truss Truss Type Qty DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.84 Vert(LL) 0.02 6991-6Y H1 -DRAG GABLE 1 [ly100'824098591 BC 0.67 Vert(TL) 0.02 4-5 n/r 120 BCLL 0.0 Rep Stress Incr Job Reference (optional) rvAworin ualorann, TUma, AnZona 00.300 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:07 2007 Page 3-10.15 7-" l - 11.5.5 112$0 3-10.15 3-7-7 3-10.15 1-0.115 5x8 II ' 8x10 = 8x10 = - 7x8 = 3.10.15 i 7.6-6 - { 11-55 3.10.15 3.7-7 3-10-15 ss 6 Scale = 1:39.7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.84 Vert(LL) 0.02 4-5 n/r 120 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.67 Vert(TL) 0.02 4-5 n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) -0.03 7 rife n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 103 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-3-5 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 3-4-5 oc bracing. WEBS 2 X 4 SPF 165OF 1.5E 'Except' WEBS 1 Row at midpt 4-6, 2-12, 2-9, 3-9, 3.6, 1-14, 1-12 4-6 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF St d/Std u REACTIONS (Ib/size) 6=560/11-5-5, 14=330/11-5-5, 12=441/11-5-5, 9=487/11-5-5, 10=36/11-5-5,11=-7/11-5-5, 13=12/11-5-5, 8=18/11-5-5, 7=29/11-5-5 Max Horz 14=483(LC 9) Max Uplift6=-3562(LC 10), 14=-4765(LC 9), 12=-1276(LC 9), 9=265(LC 9), 11 —29(!-C 13-73(LC 8), 8=-8(LC 10), 7-35(1-C 15) Max Grav6=4113(LC 7), 14=5167(LC 8), 12=1740(LC 8), 9=772(LC 8), 10=72(LC 2), 11=23(LC 9), 13=111(LC 9), 8=36(LC 7), 7=83(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4397/4180, 2-3=-4273/4090, 3.4-3365/3245, 4-5=-56/0, 4-6=-466/0, 1-14=-5060/4703 BOT CHORD 13-14=-531/462, 12-13-531/462, 11-12-4490/4536, 10.11>4490/4536, 9-10=-4490/4536, 8-9=-4344/4381, 7-8=-2777/2814, 6-7-2357/2394 WEBS 2-12=-5264/4776, 2-9=-5116/5102, 3-9-4607/4158, 3-6=4308/4244,11-12=5305/5444 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using,13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an Occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 (FESS 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable �OQR ONq End Details as applicable, or consult qualified building designer as per ANSUTPI 1-2002. 3) All plates are 2x4 MT20 unless otherwise indicated. S. TSN Fy 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Lu C 04 4 33 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3562 Ib uplift at joint 6, 4765 Ib uplift at joint 1276 Ib uplift at joint 12, 265 Ib uplift at joint 9, 29 Ib uplift at joint 11, 73 Ib uplift at joint 13, 8 Ib uplift at joint 8 and 35 Ib uplift at joint 7. E O� ' 8) This truss has been designed for a total drag load of 870 pH. Connect truss to resist drag loads along bottom chord from 6-0-0 to 11-5-5 for 1829.3 plf. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 129MM"BEMStAndard T OF January 24,2007 4 WARNLNO • Ve% destans parametm and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MZI.7473 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for on Individual balding component li - Applicability of design paromenters and proper incorporation of component Is responsibility of building designer - not tens designer. Bracing shown iTe k• 's for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safely Information available from Truss Plate Institute, 583D'Onofrio Drive, Madison. WI 537 7777 Greenback lane, Suite 109 Citru19. - - 7777 Heights, CA, Lane. 10S Job Truss Truss Type - 7QtyPjjj00825916991.6Y H1 -DRAG GABLE 1 ! Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:07 2007 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ! Uniform Loads (plf) Vert: 6-14=20 Trapezoidal Loads (ply Vert: 1=120(F= -40) -to -4=149(F=-69), 4=-1 49(F= -69) -to -5=-1 53(F=-73) 1 1 • 1 - r WARNING - V"U.V desrgn pmometem and READ NOTES ON TIM AND INCLUDED MTTSR RSFRIWMB PADS MO --7473 BSFORS USB. Design valid for use only with M1ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsbillity of the I�w �• G - erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI1 Building Component Safety Information available from Truss Plate institute, 583 D:Onofrio Drive, Madison, WI 53719. >o nceronH: Lane, 7777 Greenback Lane, Suite 10B Citrus Heights, CA, 10S 1 Job Truss Truss Type Qty R24098592 6991-6Y 11 MONO TRUSS 1 fly 1 �00 Job Reference (optional) 8-11-8 3.50 F 12 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:08 2007 Page 1 2x4 11 Scale = 1:24.9 2 2x4 II " - 3x4= 6-11-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.11 3-4 t >724 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.22 3-4 >362 360 BCLL 0.0 Rep Stress Incr YES WB ' 0.09 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) ' 0.00 . 4 "" 240 Weight: 29 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-11-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=333/0-5-8, 3=333/Mechanical Max Horz4=58(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-60/60,1-4=267/0 - BOT CHORD 3-4=-58/0 WEBS 2-3=-267/17, 1-3-0/60 NOTES . 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard WARMNG - Verlfts design paramefers and READ NOTES ON TM3 AND DYCLDDED MITES REFERENCE PADS MU -7473 BEFORE USE, - Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSII Bullding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. January 24,2007 MiTek- vowre m orcwroe . 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 ' Job Truss Truss Type pry Ply0 0 (loc) Vdefl Lid PLATES GRIP TCLL 20.0 R2409859 6991-6Y 12 SPECIAL 3 1 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:08 2007 Page 1 389 I 6.9.10 7-7-2 1 10-5.15 14813 18.11-4 389 3.3.1 0.9.8 2.10.13 4-0.14 4-47 5x8 = Scale = 1:38.4 a Rn 17,7 5 2x4 11 3x8 = 2x4 11 2x4 11 "3x8 = 3x8 = 8x8 — 1 389 I 8.9-10 7-7-11 10-5-15 F' 18-11-4 389 3-3-1 0.9.7 2-10-14 8-5-5 �j1IIII NIN LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.09 8-9 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.20 8-9 >999 360 MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code UBC97/ANS195 1 (Matrix) Wind(LL) 0.03 11 >999 240 Weight: 98 lb LUMBER BRACING . ' TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-5-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 3-13 2 X 4 SPF Stud/Std, 4-10 2 X 4 SPF Stud/Std 6-0-0 oc bracing: 10.11. WEBS 2 X 4 SPF Stud/Std 6-0-0 oc bracing: 3-12, 4-11 ' REACTIONS (Ib/size) 15=932/0-5-8,8=932/Mechanical Max Horz15=49(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1033/0, 2-3=-1653/0, 3-4=-1643/0, 4-5=1642/0, 5-6=-1020/0, 6-7=-147/1, 1-15=-882/0, 7-8=186/0 BOT CHORD 14-15=-42/61,13-14=0/104,12-13=0171, 3-112=184/1,111-12=0/11613, 10-11=-2011, 4-11=-89/65, 9-10=1168, 8-9=0/843 WEBS 2-14=75410,12-14=0/909,2-12=01670,4-12=76/0, 9-11=0/969,5-1 1=0/1005. 5-9=376/3, 6-9=0/191,1-14=0/1003, 6-8=-1004/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard �OQRpFESS/ON9` S. CD a "� m Lu C 046433 * E� -07 ,t OF January 24,2007 Y WARNING - Verify design pmcinete and R&AD NOTES ON TTIIS AND LNCLODED MIT&R REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and k for an Individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not Inas designer. Bracing shown iTe k• Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsbillity of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regardingneeros.r.- fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 O'Onofrio Drive. Madison, W 7777 Greenback lane, Suite 109 CitruI 53719. 7777 Heights, CA, Lane. 10S Job Truss Truss Type Qty Ply 00 LOADING(psf) SPACING R24098594 6991-6Y 12 -GBL SPECIAL 1 1 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.93 Vert(LL) Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:10 2007 Page 1 389 6.9.10 7-74 10575 - '14814 18-11-4 38.9 - 331- 09.8 " 2.1013 "4-015 - 4.4-6 5x8 3.50 F12 5 2x4 11 3x8 = 2x4 11' ' 2x4 11 3x8 = 7x8 = 7x12 MT20H = 5x8 I 389 .I 6-9.10 �7-7-11 :10515 18.11-4 ' 389 331 09.7 2.1614 8.55 Scale = 1:38.8 Plate Offsets my): 111:0-58,0-4-01-. LOADING(psf) SPACING 2-0-0 CSI DEFIL in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.93 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.38 Vert(TL) n/a n/a 999 MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) . 0.02 7 n/a n/a BCDL 10.0 Code _ UBC97/ANS195 (Matrix) Weight: 98 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 3-13 2 X 4 SPF Stud/Std, 4-10 2 X 4 SPF Stud/Std 6-0-0 oc bracing: 3-12, 4-11 WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 7=176/18-11-4, 15=143/18-11=4, 13=260/18-11-4, 10=151/18-11-4, 14=315/18-11-4, 9=614/18-11-4, 8=205/18-11-4 Max Horz15=49(LC 13) Max Uplift7=-10(LC 12),.15=-638(LC 11), 13-242(LC 14),'10=-14(LC 13), 14=-290(LC 9),9=207(1-C 12), 8=-855(LC 12) Max Grav7=189(LC 7), 15=819(LC 21),"13=506(LC 19), 10=164(LC 21), 14=648(LC 21), 9=909(LC 7), 8=1099(LC 20) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD 1-2=-899/829, 2-3=916/934, 3-4=-273/345, 4-5=-269/414, 5-6=-811/788, 6-7=-875/836, 1-15=-778/653, 7-8=0/0 BOT CHORD 14-15=-704/699.13-14=-575/591, 12-13-473/254, 3-12=-202/46,11-12=-500/466, 10-11=-451/274, 4-11=-556/472, 9-10=-539/506, 8-9=-1022/1251 WEBS 2-14=-817/586,12-14=-501/492,2-12=-899/841,4-12=i-567/524, 9-11=685/731, 5-11=-699/630, 5-9=-702/415, 6-9=-1010/722,1-14=-9401927, 6-8=1540/1375 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed" building; with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1,33 Plate metal DOL=1.33 3) All plates are MT20 plates unless othervAse indicated. 4) Gable requires continuous bottom chord bearing. SFE$$/ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q� �N 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. - Building designer should verify capacity of l`� S. bearing surface. q� Fy 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 7, 638 Ib uplift at joint 15,Q� C�� Gny 242 Ib uplift at joint 13, 14 Ib uplift at joint 10, 290 Ib uplift at joint 14, 207 Ib uplift at joint 9 and 855 Ib uplift at joint 8. Q tr 8) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-11 LU C 046 33 for 200.0 plf. LOAD CASE(S) Standard * EX P• 7 A WARN Mi - Ver(fy design pmmneters and READ NOTES ON TNDT AND LNCLUDED WTSR REFERENCE PAGE MU -7473 BEFORE USB. Design voild for use only with Mifek connectors.. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not Inns designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Cdteda, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 O'Onofrio Drive, Madison. WI 53719. I January 242007 MiTek• rowr;w m vswroa�: 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95810 Job Truss Truss Type Oty PlT10.b in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 R2409859 6991-6Y J1 MONO TRUSS 3 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 eference (optional) 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:10 2007 Page 1 ' - - S00 2x4 11 50-0 2 50.0 SOA Scale = 1:20.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.40 Vert(LL) . -0.03 34 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.06 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 — 240 Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E - TOP CHORD ' Sheathed or 5-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=235/0-5-8, 3=235/Mechanical Max Horz4=41(LC 3) Max Uplift3=1(LC 3) r FORCES (lb) - Maximum Compression/Maximum Tension , TOP CHORD 11-2=42/42,11-4=118810 BOT CHORD 3-4=-41/0 WEBS 2-3=1188/12,1-3=0/45 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 . 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 Ib uplift at joint 3. LOAD CASE(S) Standard OQEjIJrwJ/pN9 � LU C 0 433 Fo WARlyINO • V.% design parmneters and READ NOTES ON THIS AND.LWLUDED ARTSR REFERENCE PAGE ARF 7473 BEFORE US& • Design valid for use only with Mitek connectors. This design Is based only upon parameters shown• and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown r iTe k• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding >o aswioane: fabrication, quality control. storage• delivery, erection and bracing, consult AN51/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719. Citrus Heights, CA, 95610 January 24,2007 Job Truss Truss Type Qty Ply 0 0 6991.6Y J2 MONO TRUSS 2 1 R2409859 o..,,.., h r Ik. ;., v,,...., �..---- a=— .. _ Job Reference (optional) b.ouu s .tan T b zow MiTek Industries, Inc. Tue Jan 23 08:47:112007 Page 1 ' 4-8-8 2.4 I t i r - --4-8-8 _ 4$8 - LOADING(psf) SPACING 2-0-0 CSI DEFL in '(loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.02 4-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.16 * Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 70.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 5 240 Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E , TOP CHORD Sheathed or 4-8-8 oc puffins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 5=219/0-5-8, 4=258/Mechanical Max Horz5=41(LC 3) Max Uplift4=-4(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2-39/40.2-3-10/0,11-5=-1175/01 BOTCHORD 4-5=-41/0 '. WEBS 2-4=213/12, 1-4=0/46 NOTES j 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at joint 4... . LOAD CASE(S) Standard ?,pFESS/0 4 WARMINO . Ver yti design parvmetero and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Mi7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown h for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Scale = 1:20.2 OQ N9 S. TjNc��y CD 4P �'� cm Of C0 433. run * E44<07 January 24,2007 MiTek- rorvsa 7v7 -9-- 7777 v rrsaroew:7777 Greenback Lane, Suite 108 Citrus Heights, CA. 95010 Job Truss Truss Type pry Ply 0 R24098597 6991-6Y J2 -GBL GABLE 1 1 Job Reference (optional) tib roxwonn tialDrann, Tuma, Arizona ao wo i 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:12 2007 Page 1 4-8.8 -.SO•Q 4ee D-98 ( scale =1:20.2 dale vnsels (R,Td: Ib:u-l-lz,u-�-uLln:u-T-1[ u- 4-8-8 3x5 = 4.8.8 I-UI- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl' L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.02 4-5 >999 - 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 ^ BC 0.16 Vert(TL) -0.04 4=5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 HOrz(TL)- -0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 5 "" 240 Weight: 31 lb LUMBER y BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD ' Sheathed or 4-8-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 5=219/0-5-8,'4=258/Mechanical Max Horz5=41(LC 9) Max UpIW6=-652(LC 9), 4=-449(LC 10) s Max Grav5=922(LC 8), 4=702(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-867/800,2-3=10/0,1-5=877/681 BOT CHORD 4-5=-836/795 WEBS 2-4=-2113/12,1-4=989/11035 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 R above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FESS 6) Refer to girder(s) for truss to truss connections. Q�0 ION 7) Provide mechanical connection (by others) of,truss to bearing plate capable of withstanding 652 Ib uplift at joint 5 and 449 Ib uplift at joint4. S. 8) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 6-0-0 to 4-8-8 200.0 ptf. CD LOAD CASE(S) Standard LUC 046 1111 * EXP. FC January 24,2007 WARNING • Ver j& design PM—teters and READ NOTES ON TNT3 AND LWWDED MITER RBFEREWS PAGE MU 7473 BEFORE USS. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of. the _M iTe k" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Citrus Heights. CA, 95610 Job Truss Truss Type _ Qty Ply 00 R2409859 6991-6Y K1 MONO TRUSS_ 1 1 LOADING (psf) SPACING 2-0-0 CSI DEFIL Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:12 2007 Page 1 44-2 - 32.4 4.4-2 4-10-2 ' � - 3x4 11 - Scale = 1:25.8 3. 4 2x4 11 3z4 = - 3x5 = LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 6=455/Mechanical, 8=438/0-5-8 7 Max Horz8=78(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=502/0,2-3-88/14,3-4=-3/0,3-6=-171/10,1-8=-390/0 BOT CHORD 7-8=-67/98.6-7=0/440,5-6=0/0 WEBS 2-6-467/0.11-7=0/359,2-7=32/95 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If.porches exist, they are not exposed to wind. Lumber DOL=1:33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard i oQRpFESS/py9 C O 433 1-q7 0 January 24,2007 WARNNo - Ver jjy demgn parameters asd READ NOTB3 ox TXIs AND INCLUDED MITER RBFBRBNCB PAGE MD -7473 BBFORS US& - Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. AWN_ Applicoblity of design poramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown _� iTe k - is for lateral support of Individual web members only. Addiflonai temporary bracing to insure stability during construction is the responsbilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding er<sronr.: fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quallty Crlfedo, DS8.89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute. 583 D'Onofrlo Ortve. Madison. WI 53719. Citrus Greenback CA. Lane. S 0 • r 32-4 32-4 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.01 6-7 >999 . 360 MT20 197/144 , TCDL 20.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 7 >999 240 Weight: 40 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 6=455/Mechanical, 8=438/0-5-8 7 Max Horz8=78(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=502/0,2-3-88/14,3-4=-3/0,3-6=-171/10,1-8=-390/0 BOT CHORD 7-8=-67/98.6-7=0/440,5-6=0/0 WEBS 2-6-467/0.11-7=0/359,2-7=32/95 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If.porches exist, they are not exposed to wind. Lumber DOL=1:33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard i oQRpFESS/py9 C O 433 1-q7 0 January 24,2007 WARNNo - Ver jjy demgn parameters asd READ NOTB3 ox TXIs AND INCLUDED MITER RBFBRBNCB PAGE MD -7473 BBFORS US& - Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. AWN_ Applicoblity of design poramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown _� iTe k - is for lateral support of Individual web members only. Addiflonai temporary bracing to insure stability during construction is the responsbilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding er<sronr.: fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quallty Crlfedo, DS8.89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute. 583 D'Onofrlo Ortve. Madison. WI 53719. Citrus Greenback CA. Lane. S 0 Job Truss Truss Type Qty Ply " LOADING (psf) SPACING R24098596991 -6Y K2 MONO TRUSS 1 1 Lo PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.66 Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:13 2007 Page 1 " A-10-2 - } 9-8-4 4-10.2 4-10-2 3x4 11 Scale = 1:25.8 4 - 2x4 11 - - 3x5 = 3x5 = LUMBER' BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 6=480/Mechanical, 8=463/0.5.8 Max Horz8=82(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-562/0,2-3=88114,3-4=310,3-6=-168110,1-8=-40910 BOT CHORD 7-8=-66/148, 6-7=0/491, 5.6=0/0 WEBS 2-6=-527/0,1-7=0/354, 2-7=5/121 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It aboveground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition 1'enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ?,OFESS1 . 03��R S. TjyC�c�yc C9 Q .c m LU cr C 04 33 X * EX - 1-07 } 1s OF 1F January 24,2007 WARMM) • Ve,(& design parametere and READ NOTES ON TIDE AND LNCLUDED BITTER REFERENCE PADS MU --7473 BEFORE USE. - Design valid for use only with MiTek connectors. This design is based only upon porometers shown. and is for an individual building component. Applicablily of design paramenters and proper incorporation of component Is responsibility of building designer - not tens designer. Bracing shown MiTek u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information avalable from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. - Citrus Heights, CA, 95610 9.8-4 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.01 6-7 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.16. Vert(TL) -0.02 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 7 >999 240 Weight: 41 lb LUMBER' BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 6=480/Mechanical, 8=463/0.5.8 Max Horz8=82(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-562/0,2-3=88114,3-4=310,3-6=-168110,1-8=-40910 BOT CHORD 7-8=-66/148, 6-7=0/491, 5.6=0/0 WEBS 2-6=-527/0,1-7=0/354, 2-7=5/121 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It aboveground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition 1'enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ?,OFESS1 . 03��R S. TjyC�c�yc C9 Q .c m LU cr C 04 33 X * EX - 1-07 } 1s OF 1F January 24,2007 WARMM) • Ve,(& design parametere and READ NOTES ON TIDE AND LNCLUDED BITTER REFERENCE PADS MU --7473 BEFORE USE. - Design valid for use only with MiTek connectors. This design is based only upon porometers shown. and is for an individual building component. Applicablily of design paramenters and proper incorporation of component Is responsibility of building designer - not tens designer. Bracing shown MiTek u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information avalable from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. - Citrus Heights, CA, 95610 Job TrussTruss Type Qty Ply TCLL 20.0 Plates Increase 1.15 TC 0.59 Ven(LL) -0.06 3-4 >999 360 P2409860 6991.6Y K3 MONO TRUSS 3 1 �00 BCLL 0.0 Rep Stress Incr YES WB 0.03 c 3 n/a n/a Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:13 2007 Page 1 i - 8-0.0 _ .2x4 11 Scale = 1:20.1 2 2x4 11 - - 34= . LOADING(pso SPACING 2-0-0 CSI ' DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.59 Ven(LL) -0.06 3-4 >999 360 MT20. 197/144 TCDL 20.0 Lumber Increase 1.15 BC, 0.27 Vert(TL) -0.12 3-4 >576 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 "" 240 Weight: 24Its LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 9-8-4 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 3=285/Mechanical, 4=285/0-5-8 - Max Horz4=49(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=51/51, 2-3=-228/115,1-4=22810 ' BOT CHORD 3-4=49/0 WEBS 1-3=0/50 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard oQ�OFESSl0N9 WARNING • Verify design parameters and READ NOTES ON THIS AND LNCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USS. Design valid for use only with MITek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not tans designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery• erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. January 24,2007 MiTek nowrs m nswros.: 7777 Greenback Lane, Suite 109 Citrus Hefahts. CA. 95610 Job Truss Truss Type Qty Ply 00 , 6991-0Y K3 -GBL GABLE 1 Plates Increase R24098601 TC 0.59 Vert(LL) n/a n/a 999 Job Reference (optional) a.ouu s San 10 [uu7 MI I eK Industries, Inc. Tue Jan 23 08:47:14 2007 Page 1 3x5 II 2 3x8 = Scale = 1:20.1 LOADING (psf) 6.0.0 2-0-0 6-40 �cnf in' (loc) a.ouu s San 10 [uu7 MI I eK Industries, Inc. Tue Jan 23 08:47:14 2007 Page 1 3x5 II 2 3x8 = Scale = 1:20.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in' (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.59 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) -0.03 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-4-14 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD - Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=228/6-0-0.3=40/6-0-0,5=116/6-0-0,4=186/6-0-0 Max Horz5=49(LC 3) Max Uplifl2=15(LC 3), 3=-218(LC 10), 5=-631(LC 9) Max Grav2=228(LC 1), 3=274(LC 7), 5=683(LC 8), 4=373(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1121/1038, 2-3=0/0, 1-5-796/558 BOT CHORD 4-5=154/104,3-4=-1087/1038 WEBS 1-3=-1165/1216 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIIrPI 1 angle to grain fomlula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 2, 218 Ib uplift at joint 3:n, ad 631 Ib uplift at joint 5. 9) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-0.f 200.0 pit. I LOAD CASE(S) Standard 0 January 24,2007 Y WARHING - Dertill design Parameters and READ NOTES ON THIS AND INCLUDED MITER RSFERENCE FAGS MU 7473 BEFORE USS. Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown, iTe k. a for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsbilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding eorren >o es fabrfcatlon. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component 7777 Greenback La Safety Information available from Truss Plate Institute. 583 D'Onofne, Suite 109 rio Drive. Madison. WI 53719. - Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 0 0 R2409860 6991-6Y L1 COMMON 1" 1 Job Reference (optional) roxwonn Gaioraim, Yuma, Arizona aocw, . - 5.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:15 2007 Page 1 r� 7-5.6 14.7.4 20-08 251-12 '7-5-8 - 7-1-14 - 5-5-2 - 5-1-6 Scale = 1:43.2 4x8 = 11�- �5��Z I 3x5 II - 8x10.= 3x4= 3x8 = _ 3x8 = 3x4 II 7.5.6 - 14-7.4 20-0E • 'zst-12 7.58 - 7-1-14 - - • 5-5.2 5-1-6 Plate Offsets (X,Y): [1:Edge,0-3-81 [7:0-3-8,0-1-81,110:0-3-8. Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.07 8-10 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC . 0.46 Vert(TL) -0.21 8-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 8-10 >999 240 Weight: 105 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-3-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except' 1-11 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 11=1243/0.58, 6=1243/Mechanical Max Horz 11=74(LC 5) a FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=222710.2 -3=-1606/0,3-4=-1577/0,4-5=-1452/0,1-11 1157/0.5-6=118210 BOT CHORD 10-11-31/421, 9-10=0/2059, 8-9=0/2059, 7-8=0/1342, 6-7=0/87 WEBS 2-10=136/74, 2-8=718/0, 3-8=0/417,4-8=-14/251. 4-7=-514/0,1-10=0/1659, 5-7=0/1389 NOTES 1) Unbalanced roof live loads have been considered for this design. - 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il; condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard WARNING • Fer(& design Parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PADS MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component Safety Information available from Truss Plate Institute, $83 D'Onofrio Drive. Madison, WI 53719. v/ v January 24,2007 MiTek- m —nis .: 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 0 0 6991-6Y L1 GBL GABLE 1 1 R2409860 BC 0.50 Vert(TL). n/a n/a 999B BCLL 0.0 Rep Stress Incr NO Job Reference (optional) b.auu s dan 1 b 2uu/ mi rex Industries, Inc. Tue Jan 23 08:47:17 2007 Pagel �4$ 1474 2008 25-1-12 6-" 8.2-13 5-5-2 5-1-6 Scale = 1:43.2 4x12 = 4 -- ��cu 101011 la 15 14 13 12 11 10 9 48 8 7 3x4 II 8x8 = 5x8 = 48 = 3x8 = 3x8 I I 6-" 14-7.4 2008 25-1-12 64-6 8-2-13 5-5-2 5-1.6 Co n N LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.74 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 Lumberincrease 1.15 BC 0.50 Vert(TL). n/a n/a 999B BCLL 0.0 Rep Stress Incr NO W 0.98 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 156 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E 'Except TOP CHORD' Sheathed or 4-3-12 oc purlins, except end verticals. 4-6 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 3-10-13 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 5-14.3-14 WEBS 2 X 4 SPF Stud/Std 'Except 2-19 2 X 4 SPF 165OF 1.5E, 4-14 2 X 4 SPF 1650F 1.5E 1-22 2 X 4 SPF 1650F 1.5E, 6-7 2 X 4 SPF 165OF 1.5E 6-10 2 X 4 SPF 1650F 1.5E ' OTHERS 2 X 4 SPF Stud/Std ' REACTIONS (Ib/size) 22=415/25-1-12, 21=522/25-1-12, 19=540/25-1-12, 14=893/25-1-12, 10=605/25-1-12, 7=348/25-1-12, 15=26/25-1-12, 16=29/25-1-12, 17=16/25-1-12, 20=-12/25-1-12, 13=26/25-1-12, 12=28/25.1-12, 11=22/25-1-12, ' 9=58/25-1-12, 8=55/25-1-12 Max Horz22=79(LC 14) Max Uplift22=-467(LC 9),21=909(]-C 9), 19=-418(LC 13), 10=-13(LC 15), 7=1696(LC 12), 20=-36(LC 2),8=144([-C 7) Max Grav22=933(LC 21), 21=1517(LC 8), 19=990(LC 21),14=944(LC 7), 10=658(LC 22), 7=2064(LC 7), 15=52(LC 2), 16=58(LC 2), 17=30(LC 2), 13=52(LC 2), 12=57(LC 2), 11=42(LC 2), 9=98(LC 2), 8=101(LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1398/1068, 2-3=-582/463, 3-4=984/925,'4-5=-2005/1924, 5-6=-2409/2226, 1-22=860/501, 6-7=1916/1627 BOT CHORD 21-22=88/371, 20-21=-1087/1248, 19-20=-1087/1248, 18-19=-2059/2114, 17-18=-2059/2114, 16-17=2059/2114, 15-16=-2059/2114, 14-15=-2059/2114, 13-14=-3413/3520, 12-13=-2542/2648, 11-12=1670/1777, 10-11=-798/905, ' 9-10=1995/2081, 9-48=312/399,8-48=43/130, 7-8=-43/130 WEBS 2-21=-1589/1190,2-19=153311382, 4-14=993/191, 5-14=-1322/1223, 5-10=1537/952,1-21=1183/1058, 6-10=2338/2361 3-19=1757/1352, 3-14=1693/1624 NOTES 0(kO FE$$1QN 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead (`Q ��IR load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are Q m exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 CD W 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Ga Lu C 046 TO Details as applicable, or consult qualified building designer as per ANSUTPI 1-2002. 4) All plates are 2x4 MT20 unless otherwise indicated. * EXP. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. sl C 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 FCAI January 24,2007 A WARNING - 17er(& deafgn pa—stere and READ NOTES ON THLS AND INCWDBD WTER REFERENCE PADS MU.7473 BEFORE USE. q Design valid for use only with MITek connectors. This design is based only upon parometers shown, and D for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Mire k - is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure D the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSt/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5a3 D'Onofrb 7777 Greenback Lene, Suite 108 Drive. Madison. WI 53719. - - Citrus Heights, CA, 95610 Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:17 2007 Page 2 NOTES ' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 lb uplift at joint 22, 909 Ib uplift at joint 21, 418 Ib uplift at joint 19, 13 lb uplift at joint 10, 1696 Ib uplift at joint 7, 36 Ib uplift at joint 20 and 144 Ib uplift at joint 8. 9) This truss has been designed for a total drag load of 260 plf. Connect truss to resist drag loads along bottom chord from 13-1-12 to 23-1-12 for 653.8 plf. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ' 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pff) 'Vert: 7-22=20 Trapezoidal Loads (plf) Vert: 1=-95(F=-15}to-4=-138(F=58), 4=-138(F 58) -to -6-108(F=-28) f e r - WARNING- Ver j& design pa—meter, and READ NOTES ON THIS AND INCLUDED MITBR RSPBRSNCB PADS MU 7473 DSDORS Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown iTe k e for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .ra nieron.r.- fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Crtierla, DSB•89 and BCSII Building Component ' Safety Information 7777 Greenback Lane, Suite 109 CitruInformation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. + 7777 Heights, CA, Lane, 10S Job Truss Truss Type - Qty Ply 0 0 Job Reference (optional) 82409860 66991-6Y L1 -GBL GABLE 1 1 Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:17 2007 Page 2 NOTES ' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 lb uplift at joint 22, 909 Ib uplift at joint 21, 418 Ib uplift at joint 19, 13 lb uplift at joint 10, 1696 Ib uplift at joint 7, 36 Ib uplift at joint 20 and 144 Ib uplift at joint 8. 9) This truss has been designed for a total drag load of 260 plf. Connect truss to resist drag loads along bottom chord from 13-1-12 to 23-1-12 for 653.8 plf. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ' 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pff) 'Vert: 7-22=20 Trapezoidal Loads (plf) Vert: 1=-95(F=-15}to-4=-138(F=58), 4=-138(F 58) -to -6-108(F=-28) f e r - WARNING- Ver j& design pa—meter, and READ NOTES ON THIS AND INCLUDED MITBR RSPBRSNCB PADS MU 7473 DSDORS Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown iTe k e for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .ra nieron.r.- fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Crtierla, DSB•89 and BCSII Building Component ' Safety Information 7777 Greenback Lane, Suite 109 CitruInformation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. + 7777 Heights, CA, Lane, 10S Job Truss Truss Type - Qty Ply 0 0 Job Reference (optional) 82409860 66991-6Y Job Truss Truss Type 0 t ply0 0 DEFIL in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 R2409860 6991-6Y L2 COMMON 6 1 BC 0.48 Vert(TL) -0.21 8-10 >999 360 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) I-oxwonn Ualorann, Yuma, Arizona tlbJfsb 5.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:18 2007 Page 1 7-58 I 14-7.4 _ - 2G-" .. 25-9-0 7-56 7-1-14. 5.5.2 5.810 - Scale = 1:43.4 .. 4x8 = 3 11 10 9 8 7 6 3x5 II 3x8 = 3x4 3x8= - 3x10 = 3x4 II r 7-5-6 14-7-4 T _ _ 20-0-8 [ 25-9-0 7-56 7-1-14 5-5-2 5-8-10 Plate Offsets (X,Y): [1:Edge,0-3-81 f7:0-3-8.0-1-81, [10:0-3-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFIL in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.07 8-10 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.21 8-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 8-10 >999 240 Weight: 107 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 4-2-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except* 1-11 2 X 4 SPF 165OF 1.5E,1-10 2 X 4 SPF 165OF 1.5E ' 5-6 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 11=1273/0-5-8,6=127310-5-8 Max Horzl l=71(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-2298/0, 2-3=-1689/0, 3-4=-1662/0, 4-5-1631/0, 1-11=-1188/0, 5-6=1204/0 BOT CHORD 10-11-301409,9-10=0/2128,8-9=0/2128, 7-8=0/1505, 6-7=0/129 WEBS 2-10-147/66, 2-8=709/0, 3-8=0/457, 4-8=-103/177, 4-7=-453/0, 1-10=0/1741, 5-7=0/1478 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 R above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live'load nonconcurrent with any other live loads. LOAD CASE(S) Standard - t)FES& WARNING - VerV it deasgn parameters and READ NOTES ON THIS AND INCLUDED MITER RBFBRBNCB PAGE MH 7473 BBFORB US& Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicabflity of design paromenters and proper incorporation of component B responsibility of building designer - not tens designer. Bracing shown u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsfbillity, of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria,--OSB-89 and BCSII Building Component ' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719. cr C 046433 T t *� EXE 1-07 - /* January 24,2007 MiTeV wrow.r.• 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ory Ply 00 Udefl Ud TCLL 20.0 Plates Increase 1.15 R2409860 6991-0Y L2 -GBL GABLE 1 1 Lumber Increase 1.15 BC 0.81 Vert(TL) n/a n/a Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:20 2007 Page 1 I 5-412 9-10-0 14-7-4 I 20.0-6 25-9-0 I 5.412 4-9-4 4-9.4 5.5.2 5-8-10 Scale = 1:44.5 4x8 = 4 22 21 20 19 18 17 16 15 14 13 12 51 11 10 9 8 7 3x8 II 7x10 = 7x8 = 6x8 = 8x10 = 4x10 = 4x8 II ' 5-412 I 9.140 14-7.4 I 240-6 25.9-0 5-412 4-9.4 4.9.4 5-5.2 5.8.10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud TCLL 20.0 Plates Increase 1.15 TC 0.89 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber Increase 1.15 BC 0.81 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.12 7 n/a n/a BCDL 10.0_ Code UBC97/ANSI95 (Matrix) PLATES GRIP MT20 197/144 Weight: 162 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 2-4-15 oc bracing. 7-17 2 X 4 SPF 210OF 1.8E WEBS 1 Row at midpt 3.14, 5-14, 6-10 WEBS 2 X 4 SPF 1650F 1.5E *Except* 2-21 2 X 4 SPF Stud/Std, 4-14 2 X 4 SPF Stud/Std 5-14 2 X 4 SPF Stud/Std, 5-10 2 X 4 SPF Stud/Std 1-212 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 22=252/25-9-0, 21=454/25-9-0, 18=388/25-9-0, 14=535/25-9-0, 10=438/25-9-0, 7=272/25-9-0, 15=23/25-9-0, 16=37/25-9-0, 19=39/25-9-0, 20=-2/25-9-0, 13=26/25-9-0, 12=28/25-9-0, 11=22/25-9-0, 9=57/25-9-0, 8=23/25.9-0 Max Horz22=158(LC 14) Max Upl•Ift22=837(LC 9), 21=-1412(LC 13), 18=1518(LC 13), 14=-506(LC 12), 10=315(1-C 15), 7=-3297(LC 12), 20=-23(LC 20), 9=-27(LC 12), 8=-217(LC 7) Max Grav22=1129(LC 21), 21=1914(LC 8), 18=1925(LC 21), 14=1066(LC 7), 10=773(LC 22), 7=3581(LC 20), 15=46(LC 2), 16=74(LC 2), 19=81(LC 2), 20=17(LC 21), 13=52(LC 2), 12=57(LC 2), 11=42(LC 2), 9=111(LC 7), 8=214(LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1857/1674, 2-3=-1620/1525, 3-4=1663/1639, 4-5=-3642/3590, 5-6=500514856.1-22=-11064/857, 6-7=-3383/3160 BOT CHORD 21-22=-69/166, 20-21=1582/1642, 19.20=1582/1642, 18-19=1582/1642, 17-18=-3792/3832, 16-17=3792/3832, 15.16=-3792/3832, 14-15=-3792/3832, 13-14=7696/7784, 12-13=7696/7784, 12-51=7696/7784, 11-51=-7404/7327, 10-11=6350/6438, 9-10=8663/8751, 8-9=-4605/4611, 7-8=2502/2590 WEBS 2-21=2214/1865, 2-18=2607/2575, 3-18=3076/2751, 3-14=-3230/3190, 4-14=-859/421, 5-14=1930/1864, 5-10=-1856/1469,1-21=-1677/1638,6-10=-4905/4903 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 it above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, 1 exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gal End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 January 24,2007 M WARNING - Ver(& deargn fwrommetens and READ NOTES ON THIS AND LYCLUDED MZTER REFERENCE PADS MU.7473 BEFORE US& Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and Is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown M iTe k - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPll Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information avalabie from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Citrus Heights, CA, 95610 ' Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan.15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:20 2007' Page 2 NOTES ' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 Ib uplift at joint 22, 1412 Ib uplift at joint 21, 1518 Ib uplift at joint 18, 506 Ib uplift at joint 14, 315 Ib uplift at joint 10, 3297 Ib uplift at joint 7, 23 Ib uplift at joint 20, 27 Ib uplift at joint 9 and 217 Ib uplift at joint 8. 9) This truss has been designed for a total drag load of 490 plf. Connect truss to resist drag loads along bottom chord from 17-9-0 to 25-9-0 for 1577.2 pH. LOAD CASE(S) Standard " t WARNING • VeHh design pmmnetere and READ NOTES ON THIS AND INCLUDED WTER REFERBNCB PAGE MU 7473 BEFORE USS, r Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper Incorporation of component Is responsibility of building designer - not tens designer. Bracing shown �lT�i k• is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component 7777 Greenback Lane, Suite 108 ' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI -53719. Y - 7777CitruGreenback CA, Lane, S Job Truss Truss Type � Qty Ply �00 R2409860 6991bY L2 -GBL GABLE - 1 1 Job Reference (optional) 1 - Job Truss Truss Type Ory Ply 0 0 , - R240986 6991�Y L3 COMMON 3 1 1Foxwonh ' Job Reference optional Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:21 2007 Page 1 7-5-8 14-7 I 20-0-11 - 258.3 I 29.2-8 i - 7-5-6 7-1-14, 5-5-7 557 38.5 ' _ 1 Scale = 1:49.3 " 4x8 =. - 1 3.6012 - 3x4 3x4 � 4 ' 2 8x10 % 1 4 x8 C 5 3x5 6 1 1 - - 13 12 11 10 9 - 8 7 1 3x5 I I 7x17.5 MT16 = 3x4 = 3x8 = 3x8 =, • 4x4 = 2x4 11 ' I 7-5.6 14.7-4 ' � 20.0.11 25-8-3 2 7-56 7-1-14' ' 5-57 557 38.5 Plate Offsets (X,Y): fl:Edge,0-3-81, f9:0-3-8,0-1-8] [12:0.3.8,Edge] 1 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.07 10-12 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.21 10-12 .>999 360 MT16 116/127 BCLL 0.0 Rep Stress Incr YES 1 WB 0.95 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) W(nd(LL) 0.0510-12 >999 240 Weight: 120 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-4-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1 WEBS 2 X 4 SPF Stud/Std 'Except' 5-9 2 X 4 SPF 1650F 1.5E, 1-13 2 X 4 SPF 165OF 1.5E 6-7 2 X 4 SPF 165OF 1.5E ' REACTIONS (Ib/size) 13=1202/G-5-8,8=1990/0-5-8.7=-300/0-5-81 Max Horz 13=54(LC 5) Max Uplift7=-300(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2134/0, 2-3-1491/0, 3-4=-1463/0, 4-5=-1239/0, 5-6=0/722, 1-13=-1116/0, 6-7=0/308 BOT CHORD 12-13=-12/416, 11-12=0/1970, 10-11=0/1970, 9-10=0/1130, 8-9=-641/0, 7-8=-16/8 1 WEBS 2-12=121/87, 2-10=-738/0, 3-10=0/365, 4-10=0/363, 4-9=-628/0, 5-9=0/1910, 5-8=-1651/0, 1-12=0/1573, 6-8=-670/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 above ground level, using 13.5 psf top chord dead ft 1 load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 Ib uplift at joint 7." LOAD CASE(S) Standard OQFtOFESS/ON9 S T�N��Fti 1 ��a 4 c� C 046433 x W- Design 1 * E -07 r TFOF F 1 January 24,2007 1 WARxm - Vert fjj design parameter and READ NGTS3 GNTHm AND DYCWDSD ffi77'SR RSPBRSNCS PAGE MU-7473 BSPORS U9& - valid for use only with Milek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown b for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding PaRm—" fabrication, qualify control. storage, delivery, erection and bracing, consult AN1117PIl Quallty Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 1 Job Truss Truss Type Qty Ply 00 R2409860 6991.6Y 1 -3 -DRAG GABLE 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:22 2007 Page 1 I. 7.5-6 1. 14-7-4 1 20-D-11 25.8-3 29.2-8 i 7-5-6 7-1-14 5.5-7 5-5.7 3.8.5 Scale = 1:50.2 4x8 = —I— 3 13 -12 11 10 - 9 8 7 3x8 11 4x8 = 4x8 = 3x8 = 3x8 = 3x10 = 3x8 11 7-5-8 } - 14-7 } 20.411 '25-6-3 + 29.2-8 i 7-5.8 7-1-14 5.5.7 5-5.7 3.8.5 14 LOADING(psf) SPACING 2-0-0 CSI DEFL . in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.1610-12 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.2910-12 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.1410-12 >999 240 Weight: 121 Ib LUMBER BRACING t TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-10.6 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650E 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 3-0-7 oc bracing. 7-11 2 X 4 SPF 210OF 1.8E WEBS 1 Row at midpt 2-10,1-12 WEBS 2 X 4 SPF Stud/Std 'Except 5-9 2 X 4 SPF 165OF 1.5E, 1-13 2 X 4 SPF 165OF 1.5E ' 1-12 2 X 4 SPF 165OF 1.5E, 6-7 2 X 4 SPF 165OF 1.5E QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT 6-8 2 X 4 SPF 1650F 1.5E LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE OTHERS 2 X 4 SPF Stud/Std SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 13=120110-5-8,8=1996/0-5-8,7=-305/0-5-8 Max Horz 13=264(LC 13) Upli Max Upliftl3=-817(LC 9), 8=-618(LC 11), 7=-2170(LC 8) Max Grav13=2169(LC 8), 8=2893(LC 8), 7=1833(LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4347/1929, 2-3=-2675/977, 3-4=-2903/1262, 4-5=-3763/2334, 5-6=-3017/3685, 1-13=-2074/854, 6-7=-1775/2132 1 BOT CHORD 12-13=-300/689, 11-12=-2098/4303, 10-11=-2098/4303, 9-10=2666/3981, 8-9=-3673/2942, 7-8=-5826/5822 WEBS 2-12=-467/402, 2-10=1266/512, 3-10=-100/449, 4-10=-46/421, 4-9=-687/5, 5-9=0/2096, 5-8=-1727/0, 1-12=-1832/3660, 6-8=-3614/2845 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not pFES$/ exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 Q(t �N ' 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable !`� S End Details as applicable, or consult qualified building designer as per ANSUTPI 1-2002. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0Q fn and2170 Ib uplift at joint 7 6) Providection (by others) ofss to bearing plate capable of withstanding 817 Ib uplift at joint 13, 618 Ib uplift at joint � C 046 M CD 7) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 25-9-0 to 29-2 EXP. for 1689.3 ptf. 8) Uplift for first LC exceeds limits s C LOAD CASE(S) Standard 1 Fc January 24,2007 WARKNO - Verj& design parmnetera mrd READ NOTES ONTHIS AND INCLUDED M7TER RBPBRBNCB PAGE MH 7473 EEPORE USB. MAN Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design poromenters and proper incorporation of component B responsibility of building designer - not tens designer. Bracing shown M eTe k• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. CiNrs Heights, CA, 95610 Job Truss Truss Type Qty Ply0 0 SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 82409860 6991-6Y M COMMON 1 1 BC 0.17 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.09 Job Reference (optional) FOxworm loalDralm, Yuma, Arizona oo soo 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:23 2007 Page 1 3.0.4 4-2-4 04 = Stale c 1:13.9 3.50 F12 -3 3x8 II 3x4 = 4.2-4 Mate VnSe[S µ,T1: I 1, 14:U-IYU,U-1-Jl, t4:U-1 -O,U-8-771 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.01 4-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 5 >999 240 Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Right: 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 SPF 1650F 1.5E 1-7-6 REACTIONS (Ib/size) 1=34910-5-8,4=349/0-5-8 Max Horz1=19(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=518/0, 2-3=-463/0, 3-4=-492/0 BOT CHORD 1-5=0/421,4-5=0/421 WEBS 3-5=0/169 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building,'With exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard �oe�pFESS10,4 l S GOT/�cF�� m IX 6 3 C 043 � * EXP V07 * , January 24,2007 A WARNING - Verj(t/ dessgn p -eters and READ NOTES ON THIS AND INCLUDEDWTEE REFERENCE PAGE M117473 BEFORE USS. �� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on indlAclual building component. No' Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tons designer. Bracing shown �;Te k. Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Qualify Criteria, OSB -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 • Safety Information available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type, Qty Ply 0 0 2-0-0 CSI DEFL in (Ioc) Vdefl Ud PLATES GRIP R2409860 6991-6Y M1 COMMON 1 1 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC" 0.17 Vert(TL) -0.02 Job Reference (optional) 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead ' BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 4 n/a n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 Foxworth Galbraith, Yuma, Arizona 85365 Weight: 23 Ib LUMBER 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:23 2007 Page 1 ' 3-2-4 BRACING 7.4.8 TOP CHORD 2 X 4 SPF 165OF 1.5E W C 6433 � TOP. CHORD Job Truss Truss Type, Qty Ply 0 0 2-0-0 CSI DEFL in (Ioc) Vdefl Ud PLATES GRIP R2409860 6991-6Y M1 COMMON 1 1 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC" 0.17 Vert(TL) -0.02 Job Reference (optional) 3x4 = ■ Plate Offsets (X,Y): [1:0-2-8,0-3-71,[4:0-0-0 0-1-31,[4:0-1-6 0-8-111 WEDGE C, LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.01 4-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC" 0.17 Vert(TL) -0.02 4-5 >999 360 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead ' BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 4 n/a n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 • 5, >999 240 Weight: 23 Ib LUMBER G' BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E W C 6433 � TOP. CHORD Sheathed or 6-0-0 oc purlins. ' BOT CHORD 2 X 4 SPF 165OF 1.5E * R t-07 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Scale= 1:14.0 WEBS 2 X 4 SPF Stud/Std WEDGE C, Right: 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 SPF 1650E 1.5E 1-7-13 REACTIONS (Ib/size) 1=357/0-5-8, 4=357/0-5-8 Max Horz 1=19(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-5401012-3=486/0, 3-4-517/0 ' BOT CHORD 1-5=0/444,4-5=0/444 WEBS 3-5=0/172 NOTES 1) Unbalanced roof live loads have been considered for this design. . 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' LOAD CASE(S) Standard oQ�OFESS/ON9 G' W C 6433 � * R t-07 t January 24,2007 ' WARNING - Verj f#j design parameters and READ NOTES ON THIS AND LI CLUDED MIT'SR RSFERENCS PAGE MU.7473 BEFORE US& Design varid for use only with Mnek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the 9_VI iTek• erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding " fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 8C$11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onafrio Drive, Madison, WI 53719. 7777 Greenback Lene, Suite 109 Lane.S 7777Citru Heights, CA, ' Job Truss Truss Type Qty Ply 00 6991-6Y M2 COMMON - 2 1 R2409861 Foxworth Galbraith Yuma Ammnnn RSRRS (loc) Vdefl _ ___ Job Reference (optional) . _ _ _ __ - -_ 4.2.4 6.500 s Pan T 5 2007 MI I eK Industries, Inc. Tue Jan 23 08:47:24 2007 Page 1 .. 4-24. 4x4 = Scale= 1:14.2 2 3x4 = - 3x4 = 84-8 4-2.4 4.2.4 Plate Offsets (X Y): f1:0-0-0 0-1-31 [170-1-6 0-8-111 13•Edge 0-1-31 f3 0 1-6 0 8-111 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL)-0.01 - 1-4 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BIC 0.17 Vert(TL) -0.02 1-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01> 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 >999 240 Weight: 23 lb; LumCICK BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E - TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std " WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=39610-5-8,3=396/0-5-8 Max Horz1=19(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-630/0.2-3=-630/0 BOT CHORD 1-4=0/549,3-4=0/549 z WEBS 2-4=0/190 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard oQtzOFESS/ON9 �Q��ER G) LU rn C 046 433 * E 1-07 0 January 24,2007 WARNING - Verj& design parameters and READ NOTES ON TNI8 AND INCLUDED WTER REFERENCE PAGE KH 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an Individual building component. • Applicability of design poromenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown M iTe k• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component ^a"'x" nr<nr6nw: Safety Information available from Truss Plate Institute, 583 D'Onofrb Drive. Madison, WI 53719. - 7777 Greenback Lane, Suite 109 CiWs Heights, CA, 95610 Job Truss Truss TypeQty l - - Ply0 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 R24098611 6991-6Y M2 -DRAG COMMON 1 1 BC 0.37 Vert(TL) -0.03 4 >999 360 BCLL 0.0 Rep Stress Incr NO' WB 0.11 Job Reference (optional) 4.2.4 4.2-4 - 4x4 2 b.ouu s Jan 10 zuu1 ml I eK Industries, Inc. Tue Jan 23 08:47:25 2007 Page 1 4-2.4 Scale = 1:14.2 3x4 3x4 = 4-2-4 8-48 42-4 .. - - 42-4 sc vuama tn, r /. I r.0-wu,v- I -JI l r:u-1-b Ira -7 1 I l3adde u-1-31 lSu-t-ti a -8-t t l - - . LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.02 4 >999 360. MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.03 4 >999 360 BCLL 0.0 Rep Stress Incr NO' WB 0.11 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 4 >999 240 Weight: 23 lb LUMBER. BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE - Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=396/0-5-8, 3=396/0-5-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Horz 1=94(LC 14) r LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Upliftl=-168(LC 9), 3=-168(LC 12) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Grav1=616(LC 8), 3=616(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1204/460,2-3=-1 195/451 BOT CHORD 1-5=262/1138,4-5=-481/1138,3-4=-481/1138 WEBS 2-4=0/190 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the Wind loads generated by 70 mph Winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 Ib uplift at joint 1 and 168 Ib uplift at joint 3. 5) This truss has been designed for a total drag load of 150 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for Q?,OF ESS/p^, 628.1 plf. LOAD CASE(S) Standard - `��`,�� c� cm C 03fi433 X * EE 07 *. 1 WARMNG - Z f tj 711 paramefere =d READ NOTES ON TRW AND INCLUDED MITBR REFERENCE PAGE AM 7473 BEFORE Uep. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not has designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information ovalable from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI 53719. - January 24,2007 MiTek vowrw >o ncwroww: 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 0 0 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.37 82409861 6991-6Y M2-1381- GABLE . 1 1 BC 0.12 Vert(TL) n/a n/a 999 load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with BCLL 0.0 Rep Stress Incr Job Reference (optional) ruawuiur udiurdnn, Turnd, mr¢und oases 4-2.4 4x4 = 2 r -.n- 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:26 2007 Page 1 4-2.4 Scale= 1:14.2 3x4 = 3x6 11 2x4 11 2x4 11 2x4 11 3x6 11 3x4 = 4.2-4 4-2-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.37 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a n/a 999 load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) R S. psf nonconcurrent with any other Weight: 25 lb LUMBER 03 G) Q� 3. BRACING 8) This truss has been designed for a total drag load of 200 p1f. Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-4-8 TOP CHORD 2 X 4 SPF 1650F 1.5E 200.0 plc W ;0 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF St d/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. u OTHERS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 5=317/8-4-8,1=19818-4-8,3=198/8-4-8,6=62/8-4-8;4=62/8-4-8 Max Horz1=-19(LC 16) Max Uplift1=284(LC 9), 3=-286(LC 12), Max Grav5=317(LC 1), 1=491(LC 8), 3=491(LC 7), 6=124(LC 2), 4=124(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-866/800, 2-3=-866/792 BOT CHORD 1-6=-775/803,5-6-261/289,4-5=-261/289,3-4=-775/803 WEBS 2-5-319/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Gable requires continuous bottom chord bearing. FESS OkO 1Oyy 5) Gable studs spaced at 14-0 oc. 6) This truss has been designed for a 10.0 bottom chord live load live loads. R S. psf nonconcurrent with any other 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 Ib uplift at joint 1 and 286 Ib uplift at join 03 G) Q� 3. Q m 8) This truss has been designed for a total drag load of 200 p1f. Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-4-8 W m C 09#433 200.0 plc W ;0 LOAD CASE(S) Standard * - 7 C January 24,2007 • WARNING • Ver(/y design parameters and READ NOTES ON TWS AND DrCLUDED Al REFERENCE PAGE MV 7473 BEFORE USE. �!1 - Oesign valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibflity of building designer - not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsbillity, of the Mire k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding T.-- o.ssra - fabrication, quality control, storage. delivery, erection and bracing, consult ANSIITP11 quality Criteria. DSB•89 and SCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type pry Ply 00 R2409861 6991-6Y M -DRAG COMMON 1 1 Job Reference (optional) roxwonn uaiora¢n, Tuma,.lvtzona 00000 3.0.4 3.50 12 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:27 2007 Pagel 4-24 4x4 = _ Scale= 1:13.9 3 3x8 I I 3x4 = 3-0-4 4-2-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.01 4-5 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES 'WB 0.09-Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95. (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-10-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD - . Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Right: 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 SPF 1650F 1.5E 1-7-6 REACTIONS (Ib/size) 1=349/0-5-8, 4=349/0-5-8 Max Horzl=138(LC 14) Max Upliftl-271(LC 9), 4-275(LC 12). Max Grav1=669(LC 8), 4=669(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1067/460,2-3=-729/196, 3-4=-1332/747 BOT CHORD 1-5-324/831, 5-6=324/831,4-6=494/1001 WEBS 3-5=0/169 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 Ib uplift at joint 1 and 275 Ib uplift at joint QR()FESSJ4. ON 5) This truss has been designed for a total drag load of 200 pill. Connect truss to resist drag loads along bottom chord from 5-2-8 to 7-2-8 forC`� q� 720.8 plf. �l`� �� S. T/,yc S, LOAD CASE(S) Standard W QP �•` �m * E 04X0 WARMN6 - Vero demgn parameters msd READ NOTES ON THIS AND INCLt/DED wTER REFERENCE PAGE MZ17473 DEPORE US& Design valid for use only with M1ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of balding designer - not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and. BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. "SOF 1 January 24,2007 MiTek- aIOFM- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 ' Job Truss Truss Type Ory Ply 0 0 R2409861 6991-6Y N COMMON 8 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:28 2007 Page 1 I 4-2.6 - 8-2-8 I - 12-2-10 16.5-0 i 4-2.6 4-0-2 4-0-2 4-2.6 J - Scale = 1:27.3 4x5 = ---� 3 ai 4x5 = - 3x8 11 4x5 = 5x8 = 8.2.8 16-5-C 8-2-8 8-2.8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES • GRIP TCLL 20.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.08 5-6 >999 360. MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.20 5-6 >976 360 BCLL 0.0 Rep Stress Incr YES WB - 0.26 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 1-6 >999 240 Weight: 53 lb LUMBER BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-1-11 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=798/0.5-8, 5=798/0-5-8 Max Horz1=34(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1774/0,2-3=1403/0,3-4=1403/0,4-5=1774/0 , BOT CHORD 1-6=0/1631, 5-6=0/1631 WEBS 2-6=-401/51, 3-6=0/461, 4-6=-401/52 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, With exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard oQ�pFESS/ON9 Tj,Vc��tiG) Lu rn C 046 3 EXP • _ FOF January 24,2007 WARNDVO - Verify design parcunetem and READ NOTES ON THIS AND INCLUDED KFTER REFERENCE PADS MU 7473 BEFORE US& - Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicablity of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown /�'�w B for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, y' of the , e+ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - rowsn ,o neuron..; fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Citrus Heights, CA, 95610 Job Truss . Truss Type Oty Ply 0 0 R2409861 6991.6Y N1 COMMON 1 1 Job Reference (optional) xtn Galbrartrl, Yuma, Arizona 85,365 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:28 2007 Page 1 4-2.8 8.2-8 12-2-10 - 18-3-0 4-2-6 _ 4-0.2 4.0.2 4-0-6 Stale = 1:27.0 4x5 = 3 • 4x5 = 8.2-8 5x8 = la 3-1 8.0-8 4x5 = 3x8 II LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.08 1-6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.20 1-6 >963 360 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 1-6 >999 240 Weight: 53 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-2-1 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or, 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=790/0-5-8, 5=790/0-5-8 Max Horz1=34(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1750/0.2-3=-1376/0,3-4-1376/0,4-5=-1706/0 BOT CHORD 1-6=0/1609,5-6=0/1560 WEBS 2-6=404/50, 3-6=0/448, 4-6=-358/57 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed, to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard �O0R0FESSI0^,9l COLU rn ��rGR C 046433 * E -07 - TFpFC F Id January 24,2007 WARNING - Ver(& design parameters and READ NOTES ON THM AND ZSCLUDED MITER REFERENCE PAGE MV 7473 BEFORE VSE. - Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown M i Te k- b for lateral support of Individual web members only.. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrfcatbn, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Suite 10B S Greenback Lane, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719: _ 7777 7777 Heights, CA, Lane, S Job Truss Truss, Typepry Ply 0 R2409861 6991-6Y N1 -GBL GABLE t 1 Job Reference (optional) I-oxwonn Ualerann, Yuma, Arizona 853bb 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:29 2007 Page 1 4.2-6 8.2.8 12.2-10 - 1 16-3-0 - t - 4-2-6 4-0-2 4-0-2 4-0.8 . scale = 1:27.2 axe = 4x4 = 3x8 11 5x8 = 4x4 = 3x8 11 8.2-8 - - 8-0.8 Plate Offsets(X,Y): [1:0-2-14Edge], [1:0-0-0,0-1 - 111 [2:0-0-12,0-1-41 [4:0-0-12.0-1-4), 15:0-3-7 Edge), [5:0-0-2,0-1-111, 18'0-4-00-3-01 LOADING(pso SPACING 2-0-0 CSI DEFIL ' in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.33 Vert(LL) n/a We 999 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.34 Vert(TL) n/a - We 999 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.01. 5 n/a We BCDL 10.0 'Code UBC97/ANSI95 (Matrix) Weight: 62 lb LUMBER BRACING - TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-6-9 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD . Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 8=957/1Cr3-0, 1=215/16-3-0, 5=205/16.3-0, 9=33/16-3-0, 10=93/16-3-0, 7=37/16-3-0, 6=86/16-3-0 Max Horzt=34(LC 13) Max UpliftB=-20(LC 10), 1=-416(LC 13), 5=320(1-C 16) Max Grav8=1056(LC 7), 1=666(LC 21), 5=557(LC 20), 9=101(LC 2), 10=102(LC 2), 7=105(LC 2), 6=100(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1629/1274, 2-3=765/1044, 3-4=417/711, 4-5-1277/947 BOT CHORD 1-21=-1229/1488,10-21=-1170/1488, 9-10=706/1001, 8-9=-71.3/972,8-22=-649/918,7-22=-881/1150,6-7=-881/1150. 5-6=-881/1150 WEBS 2-8=-642/126.3-8=-630172, 4-8=671/111 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds of 25 ft above ground level, using 13.5 psi top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face); see Standard Industry Gable OFE$S/ End Details as applicable, or consult qualified building designer as per ANSIrrPI 1-2602. QFL �N 4) All plates are 2x4 MT20 unless otherwise indicated. �c 9� 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q ft• 8) Provide uplift at joint l connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 8, 416 Ib uplift at joint 1 a C 32 C 0 433 9) This truss has been designed for a total drag load of 136 plt. Connect truss to resist drag loads along bottom chord from 1-0-0 to 9-6-0 260.0 pH. * E 7 LOAD CASE(S) Standard Ito ' WARNING - VerWit demgn paramate and READ NOTES ON THIS AND INCLUDBD m TBE RBPERENCE PAGB MU 7473 DEPORS USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component b responsibility of building designer - not tens designer. Bracing shown' Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component ; ' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.` - - Id January 24,2007 ' e . _MiTek' 7777 Greenback Lane, Suite 109 Citrus Helahts. CA. 95810 10 Job Truss Truss Type Qty Ply 0 0 ' SPACING 2-0-0 CSI + DEFL in (loc) Vdefl Ud R2409861 6991-6Y NA -DRAG COMMON N 1 1 5-6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.66 Job Reference (optional) . Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MiTek Industries, Inc., Tue Jan 23 08:47:30 2007 Page 1 4.2.6 I - - - 8-2-8 + - 12-2-10 - I 16-5-0 4-2-6 - 4.0.2 4-0-2 - 4-2-6 Scale = 1:27.3 4x5 = 3 5x5 = 3x8 11 5x5 = 5x8 = h 8.2.8 1 .' 16-5-0 . 8-2-8 8-2-8 I-9 Plate offsets (x,Y): 11:0-0-0,0-2-31, [7:0-2-14 Edge], [5:0-2-14 Edge], [5:0-0-0,0-2-31. [6:0-4-0.0-3-01 LOADING(psf) SPACING 2-0-0 CSI + DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.08 5-6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.20 5-6 >976 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 1-6 >999 240 Weight: 53 lb LUMBER BRACING TOP CHORD 2 X 4.SPF 1650F 1.5E TOP CHORD Sheathed or 3-8-15 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS (Ib/size) 1=79810-5-8,5=798/0-5-8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horz1=117(LC 13) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift1=456(LC 9), 5=456(LC 12) Max Grav1=1359(LC e), 5=1359(LC'7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3261/1346,2-3=-22921669,3-4=-22911669,4-5=3288/1373 BOT CHORD 11-6=1357/3177,5-6-1570/3415 WEBS 2-6=-543/193, 3-6=0/461, 4-6=-509/160 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extehor(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 456 Ib uplift at joint t and 456 Ib uplift at joint 5'QFESSI 5) This truss has been designed for a total drag load of 200 plf. Conned truss to resist drag loads along bottom QR chord from 8-5-0 to 16-5-0 for 410.4 plf. LOAD CASE(S) Standard c� Cr C 046433 � E;,�J07 WARNDO - Vert Jjs design parameters and READ NOTES ON THIS AND DJCLUDED MITER REFERENCE PAGE AW 7473 BEFORE USE. Design valid for use onty with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respombl illity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Bullding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. January 24,2007 MiTek rowcw m ncwroa.r.- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 956110 Job • Truss Truss Type Ory - Ply 00 82409861 6991-6Y NB -DRAG COMMON 1 1 Job Reference (optional) r 111 VO --II, TYII , MI.1.11. a.- F - 4-2-6 4-2-6 4-0.2 4x6 _ 4 ` 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:31 2007 Page 1 4-0-2 4-2-6 Scale = 1:26.6 5.8 = . 8-2-8 - . 8-2-8 last 8-2-8 5x8 = dace unsets MY): f1:0-2-4,0-2-81 f7:0-2-4,0-2-81, [8:0-4-0,G-3-01 LOADING(pso SPACING 2-0-0 CSI DEFIL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1:15 TC 0.60 Vert(LL) -0.11 1-8 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.20 1-8 . >945 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) . 0.09 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.10 1-8 >999 240 Weight: 55 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-3-7 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-6-6 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 1-11-8, Right 2 X 4 SPF Stud/Std 1-11-8 REACTIONS (Ib/size) 1=798/0-5-8.7=79810-5-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Horz1=272(LC 14) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Upliftl=-759(LC 9), 7=-759(LC 12) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. ' Max Gravl=1662(LC 8), 7=1662(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4063/1988, 2-3=-3413/1529, 3-4=-2581/1111, 4-5=2583/1114, 5-6=-3352/1467, 6-7=-4006/1928' BOT CHORD 1-9=0/4222, 8-9=-2445/4222, 7-8=1880/3683 WEBS 3-8=-610/298, 4-8=0/417, 5-8-688/376 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 759 Ib uplift at joint 1 and 759 Ib uplift at joint 7. 5) This truss has been designed for a total drag load of 300 ptf. Connect truss to resist drag loads along bottom chord from 6-0-0 to 3-0-0 for FESS 1641.7 plf. OQFtO /r) LOAD CASE(S) Standard A.Z T//(7C�FyG) LU cr C 046 X * EXP. s C y FC January 24,2007 A WARNING - Verydesign paramders and READ NOTES ON TNIB AND INCLUDED MITER RSPSRBNCB PAGE MU 7473 DBPORB UBS. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for anindividual building component. Applicablity of design poromenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown M iTe k' B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Pows,, ,o ns fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 8CS11 Building Component Safety Information available Greenback Lane, Suite 109 able from Truss Plate Institute. 583 D•Onofrio Drive. Madison. WI 53719: 7777CitruHeights, CA, Lane. S Job Truss Truss TypeQty DEFL in (loc) Vdefl Ud Ply 0 0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.08 5-6 >999 360 MT20 197/144 TCDL 20.0 R2409861 6991-6Y NC -DRAG COMMON 1 1 WB 0.26 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Job o tional Reference Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:32 2007 Page 1 i 4-2-6 - 8-2-8 12-2-10 - + 16.5.0 4.2-6 4-0-2 - 4-0.2 4-2-6 Scale = 1:27.3 45 3 5x5 = 5x8 = 3x8 11 5x5 = 8-2-8 8-2-8 1-9 LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.08 5-6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.20 5-6 >976 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.04 1-6 >999 240 Weight: 53 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-9-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-3-10 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right:.2 X 4 SPF Stud/Std QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS (Ib/size) 1=798/0-5-8,5=79810-5-8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horz1=34(LC 13) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Upliftl=-456(LC 9), 5=456(LC 12) Max Grav1=1359(LC 8), 5=1359(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-3275/1359,2-3=2291/669,3-4=-22911669,4-5=3275/1360 BOT CHORD 11-6-11289/2949,5-6=-1263/2949 WEBS 2-6=526/176, 3-6=0/461, 4-6=526/177 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds'at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 456 Ib uplift at joint 1 and 456 Ib uplift at joint pFESS/ fo 5) This truss has been designed for a total drag load of 200 ptf. Conned truss to resist drag loads along bottom chord from 0-0-0 to 16-5-0 Qi oyq for 200.0 plf.- � � S. LOAD CASE(S) Standard I C 04M33 rn, *\ EX?A' Q1-07 /* , January 24,2007 A WARNNG - VerM Qealgn parameter and READ NOTES ON TIM AND LNi M7T'8R RBPBRBNCB PAGE MU -7473 BEFORE UEB. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown M iTe k - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardksg fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Citrus Heights, CA, 95610 Job Truss Truss Type Qty DEFL 0 0 (loc) I/defl L/d PLATES GRIP TCLL 20.0 R2409862 6991.6Y ND -DRAG COMMON 1 �Ply� 1 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 Job Reference (optional) roxwonn uamrann, ruma, tknzona oosoa 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:34 2007 Page 1 I 4-2-6 8.2-8 I 12-2-10 16.5.0 - 4.2.8 - 4.0.2 4-0-2 4-2-6 Scale = 1:27.3 45 = 5x5 = - 5x8 = 3x8 11 5x5 = 8.2.8 8.2-8 Ii LOADING(psJ SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.09 6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.20 5-6 >950 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 5-6 >999 240 Weight: 53 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E, TOP CHORD Sheathed or 3-8-15 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 5-10-2 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) 1=798/0-5-8,5=798/0-5-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz1=318(LC 14) Max Upliftl=-456(LC 9), 5=-456(LC 12) Max Gravl=1359(LC 8), 5=1359(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3305/1390.2-3=-2291/664,3-4-2292/670,4-5-3261/1346 BOT CHORD 1-7=-1391/3313.6-7=-1493/3313,5-6=-1248/3094 WEBS 2-6=-488/138,3-6=0/461. 4-6=-544/195 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 135 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 456 Ib uplift at joint 1 and 456 Ib uplift at joint 5. 5) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1641.7 pH. LOAD CASE(S) Standard January 24,2007 4 WARNIMi - Ver j& design parameters and READ NOTES ON TNI3 AND INCLUDED MITER RSFSRENCS FAGS MU -7473 BEFORE U8& �! Design valid for use only with Mnek connectors. This design is based any upon parameters shown, and is for an individual building component Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown tTe k. B for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding — P.. -..- fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Citrus Heklllts. CA. 95610 Job . Truss Truss Type Qty. Ply 00 Plates Increase 1.15 'TC 0.37 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 824098621 6991-6Y N -GBL GABLE 1 1 WB 0.28 Horz(TL) 0.01' 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) roxworTn tialorann, Yuma, Arizona ti53ti5 5.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:35 2007 Page 1 4-2-e I 8-2-8 I 12-2-10 16-5-0- 4-2-6 4-0-2. 4.0.2 4-2.8 Scale = 1:27.3 4x8 = 44 % 3x8 11 5x8 = 3x8 11 4x4 ZZ " 8.2.8 8.2-8 J, . Ii LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 'TC 0.37 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 " BC 0.46 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.01' 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 63 lb LUMBER BRACING_ TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-0-1 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 5-8-14 oc bracing. WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Stcl WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 8=968/16-5-0, 1=212/16-5-0, 5=212/16-5-0, 9=33/16-5-0, 10=92/16-5-Q 7=33/16-5-0, 6=92/16-5-0 ' Max Horz1=34(LC 13) Max Uplift1=539(LC 13), 5=544(1-C 16) Max Grav8=968(LC 7), 1=788(LC 21), 5=788(LC 20), 9=101(LC 2), 10=107(LC 8), 7=101(LC 2), 6=107(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1994/1644,2-3=-881/,1173,3-4=-869/1173,4-5=-1994/1659. BOT CHORD 1-10=-1576/1831, 9-10=-1001/1256, 8-9=-734/989,-7-8=-715/989; 6-7=-982/1256, 5-6=,1557/1831 WEBS 2-8-664/146, 3-8=-538/0, 4-8=664/145 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on'an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlrrPI 1-2002. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 539 Ib uplift at joint 1 and 544 Ib uplift at joi 5. 9) This truss has been designed for a total drag load of 200 plt. Connect truss to resist drag loads along bottom chord from 0-0-0 to 16 - for 200.0 plf. LOAD CASE(S) Standard WARMNO - Verify design parameters and READ NOTES ON Tmm AND INCLUDED MITERREFERENCE PAGE MU 7473 BEFORE USE. - Design valid for use only with Mriek connectors. This design is based only upon parameters shown, and is for on individual building component. Applcablity of design paramenters and proper incorporation of component is responsibility of building designer- not tuns designer. Bracing shown b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria,.DSB-89 and SCSII Bullding Component Safety Information, available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. - oQ9q,OFESS1 C9 IX C 046433 T *\ EXr`�AI u7 /* January 24,2007 NO* MiTek- ry -rosr: 7777 Greenback Lane, Suite 109 Citrus Neghts, CA, 95810 Job Truss Truss Type Qty Ply 0 0 - 7-5-8 Plate Offsets (X,Y): [1:0-0-2.0-1-7] [1:0-2-14 Edge] [3:0-0-2,0-1-71, R2409862 6991-6Y 0 COMMON 6 1 LOADING (psf) SPACING 2-0-0 ' DEFL Job Reference o tional . hoxwortn Galbraith, Yuma, Arizona eo3b5 5.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:36 2007 Page 1 7S8 -{ 14-11.0 7-5-8 - 7-5.8 Scale = 1:24.6 5x8 = --'— 2 4x6 = LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E, TOP CHORD Sheathed or 5-1-15 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=723/0-5-8.3=723/0-5-8 Max Horz1=31(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1481/0,2-3=-1481/0 BOT CHORD 14=0/1330, 3-4=0/1330 WEBS 2-4=0/357 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard WARNING - Vel(fy design parametere and READ NOTES ONTNIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USS. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Appllcablity of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateralsupport of Individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 4x6 = Ii January 24,2007 MiTek- POWLR m P[LraPM: 7777 Greenback Lane, Suite 109 Citrus Helahts, CA. 95610 7-5-8 - - 7-5-8 Plate Offsets (X,Y): [1:0-0-2.0-1-7] [1:0-2-14 Edge] [3:0-0-2,0-1-71, [3:0-2-14,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.08 14 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.19 1-4 >893 360 BCLL 0.0 Rep Stress Incr YES WB -0.20 HOrz(TL) 0.03 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 1-4 >999 240 Weight: 40 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E, TOP CHORD Sheathed or 5-1-15 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=723/0-5-8.3=723/0-5-8 Max Horz1=31(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1481/0,2-3=-1481/0 BOT CHORD 14=0/1330, 3-4=0/1330 WEBS 2-4=0/357 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard WARNING - Vel(fy design parametere and READ NOTES ONTNIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USS. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Appllcablity of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateralsupport of Individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 4x6 = Ii January 24,2007 MiTek- POWLR m P[LraPM: 7777 Greenback Lane, Suite 109 Citrus Helahts, CA. 95610 Job Truss Truss Type pry Ply 0 0 R2409862 6991-6Y 01 COMMON 2 1 Job Reference (optional) 2-11.8 3.50 F12 2 4x4 = 8.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:36 2007 Page 1 3x4 = . . L 3x4'= 2.11-8 2.11.8 Plate Onsets (X.Y): [1:0-0-0.0-1-31 fl:0-1-6 0-8-111 [3:Edoe 0-1-31 [3:0-1-6 0-8-111 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 .4 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 >999 240 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-11-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=27310-5-8,3=27310-5-8 Max Horz1=-14(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-399/0, 2-3=399/0 BOT CHORD 1-4=0/340, 3-4=0/340 WEBS 2-4=0/127 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard WARNLUG • Vert& design parameters and READ NOTES ON TNIS AND INCLUDED MITBB RBTBRBNCB pAOB MIFT473 BBPORS US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component a responsibility of building designer - not tens designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery• erection and bracing, consult ANSI/TPII Quality CrRerla, DSB-89 and BCS11 Building Component Safety Information avalable from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Scale: 1'=1' �oQ,?,o ESSIpN9` S. CD aP F� m LU C 046A33 run *\ Ex -07 1* , January 24,2007 toff MiTek aorvcw m nserona.- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ory Ply 0 0 R2409862 ' 6991-6Y 01 -GBL COMMON 1 1 Job Reference (optional) ruxwunn vaiurmuy sums, rsr ¢una oaow , 2-11-8 3.50 ri2 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:37 2007. Page 1 5-11-0 2-11-8 4x4 = 2 3x4 = 3x8 I I 2x4 11 3x6 11 3x4 2-11-8 5-11-0 2-11-8 Scale: 1"=1' dale Vnsels (A.Y): 17:U-V-U,U-1-31, 11:U -1 -ti u -t7-111 IS:U-U-O,u-1-31 13:D-1-6A-tf-111' LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0,11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 - n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-11-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=297/5-11-0.1=147/5-11-0,3=147/5-11-0 Max Horz 1=-14(LC 15) Max Upliftl=-277(LC 9), 3-279(LC 12) Max Grav4=297(LC 7), 1=435(LC 8), 3=435(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-791/740, 2-3-791/734 BOT CHORD 1-4=-688/710, 3-4=-688/710 WEBS 2-4=223/0 NOTES 1) Unbalanced roof live loads have been considered for this design, 2) This truss has been designed for the wind loads generated by 70 mph winds'at 25 ft above ground level, using 13.5 pst top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 Ib uplift at joint 1 and 279 Ib uplift at joint OQaOFESS/-3. N� 6) This truss has been designed for a total drag load of 260 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 5_1 1 -0 11-0 for 260.0 plf. � ER S.Fyc LOAD CASE(S) Standard 03 C 046 * EXP/ ,t WARNING - Ver(Ai design parameters and READ NOTES ON TRIS AND ZMLUDED MffER REPERENCE PADS AM 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appiicablity of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilliy, of the erector. Addilonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component. Safety Information available from Two Plate institute. 583 D'Onotrio Drive, Madison. WI 53719. January 24,2007 MiTek" t9 P6YIOev.- 7777 Greenback Lane, Suite 108 Citrus Heights, CA, 95610 Job , Truss Truss TypeQry Ply 0R24098626991 -6Y O -DRAG COMMONJob Reference (optional) 75.8 4x8 3 6.500 s Jan 15 2007 MiTek Industries, Inc. Tue Jan 23 08:47:38 2007 Page 1 7-58 Scale = 1:24.6 48 = - 2x4 11 4x8 = 75.8 14-11-0 ' . 7-58 - 7-5.8 I-9 male tmseTS (A,T): I1:U-1-U,U-Z-UI, Ib:U-1-U U-1-ul. Ib:U-U-lJD-U-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.08 5-6 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.15 5-6 >999 360 BCLL 0.0 Rep Stress Incr NO • WB 0.17 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 1-6 >999 240 Weight: 46 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E. TOP CHORD Sheathed or 5-2-7 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD - - Rigid ceiling directly applied or 6-4-14 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 3-8-9, Right 2 X 4 SPF Stud/Std 3-8-9 REACTIONS (Ib/size) 1=723/0-5-8,5=72310-5-8 Max Horz1=31(LC 5) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Upliftl=-421(LC 9), 5=-421(LC 12), LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE' Max Gravl=1239(LC 8), 5=1239(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2774/1282,2-3=-1685/602,3-4=-16841602,4-5=-2772/1282 BOT CHORD 1-6=1241/2703, 5-6=1217/2703 WEBS 3-6=0/314 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1'.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 421 Ib uplift at joint 1 and 421 Ib uplift at joint 5. 5) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-11-0 FESS for 200.0 plf. OOko IpN9 LOAD CASE(S) Standard WARMNO - Ver j& deasga paavmetero msd READ NOTES ON THIS AND INCLUDED ffiTSR REFERENCE PAGE MII-7473 BEFORE US& Design valid for use only with Milek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component , - Safety Information available from Two Plate institute, 583 D'Onofrlo Drive, Madison. Wl 53719. - CO Q� CF LU C 04'-;3� t * EXP. -w *A January 24,2007 MiTek rrowea m rs:aroaw: 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Ply 00R24098626991.6Y 0 -GBL 7LE 1 Job Reference o liana/ Foxworth Galbraith, Yuma, Arizona 85365 5.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:39 2007 Page 1 i 7-58 ,. _' 14.11-0 • 758, 75-8 - ' Scale = 1:24.9 . - - - 5x6 = ' 3.50F1_2 2 r 1 3x8 11 - 3 I 3x8 II 4x8 = - .. 4x8 = 1 7-Sg + _. 14.11-0 i 7-5-8 - 7.58 Plate Offsets (X,Y): [1:0-0-2,0-1-31, [1:0-2-14.Edae) (3:0-0-2.0-1-31, [3:0-2-14.Edaej LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15. TC 0.96 Vert(LL) -0:09 3-4 >999 360 MT20 197/144 TCDL 20.0 Lumber Increase ' 1.15 BC 0.99 Vert(TL) -0.22 3-4' >786 360 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.04 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 1-4 >999 240 Weight: Ply 00R24098626991.6Y 0 -GBL 1 1 Job Reference o liana/ LUMBER - BRACING ' TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD -Sheathed or 3-1-4 oc purlins: BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 6-6-7 oc bracing. WEBS 2 X 4 SPF Stud/Std . OTHERS 2 X 4 SPF Stud/Std WEDGE ' Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS (Ib/size) 1=853/0:5-8,3=853/0-5-8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horz1-31(LC 14) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift1-375(LC 9), 3=-375(LC 12) - Max Grav1=1337(LC 8), 3=1337(LC 7) �. ' FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2-3319/1250,2-3=_3319/11250 BOT CHORD 1-4=11202/2916,3-4-11178/29116 WEBS 2-4=0/367 • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 13.5 psf top chord dead ' load and 6.5 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II; condition I enclosed building, with , ' exposure C ASCE 7-95 per UBC97/ANSI95Jf end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 - 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind. (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002: 4) All plates are 2x4 fuTT20 unless otherwise indicated. ' QRS FESS iQN 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed fora 10.0 psf bottom S. chord live load nonconcurrent with any tither lige loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 Ib t at joint 1 and 375 Ib uplift at join uplif3. COco 8) This truss has been designed fora total drag load of 200 plf. Connect truss to resist drag loads along'bottom chord from 0-0-0 to 14-11 W rr1 for 2oo.opV. � C 046433 ;u 9) In the LOAD CASE(S) section, loads applied to the face of.the truss are noted as front (F) or back (B). * E -07 LOAD CASE(S) Standard Continued on page 2TFOFC F �January 24,2007 • J& WARN/NO • Ver(Jtr design pawmetera and READ NOTES ON THIS AND INCLUDED MIT'SR RBFSRSNCS PADS dfII-7493 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual binding component. Applicability of design poromenters and proper Incorporation of component is responsibility or building designer -not hiss designer: Bracing shown 's for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the � iTe k- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding nowrcw m as - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB•89 and 8C511 Building Component .7777 Greenback lane, Suite 100 Safely Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison; WI 53719. CIWS Heights, CA, 95610 491b 1 Job .Truss , Truss Type Qty Ply 0 0 R2409862 69916Y O -GBL GABLE 1 1 Job Reference optional). Foxworth Galbraith, Yuma, Arizona 85365 6.500 s Jan 15 2007 MTek Industries, Inc. Tue Jan 23 08:47:39 2007 Page 2 LOAD CASE(S) Standard: 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 i Uniform Loads (plf) Vert: 1-3=20 Trapezoidal Loads (plf) iVert: 1= -86(F= -6) -to -2=-110(F=-30), 2= -110(F= -30) -to -3=86(F=-6) 1 1 , T i 1 , - i • r _ , WARMNG - V-(&dealgn passu—tera and READ NOTES ON THIS AND INCMI LUDED TER REFERENCE PAGE MIT -7473 BEFORE VSE. • i Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design pcimmenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the i�iTek erector. Additionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control. storage, delivery, erection and bracing, consult AN51/TPII Quality Criteria,.D5B-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 1 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft -in -sixteenths. 1 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides Of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or x -bracing, is always required. See BCSII. 0/16� 2. Truss bracing must be designed by an engineer. For 1 2 3 TOP CHORDS C I-2 C2-3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. WEBS c� 4 3. Never exceed the design loading shown and never inadequately � w � �o D O= v �> �� S stack materials on braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate pb = designer, erection supervisor, property owner and plates 0-1a4' from outside a �' u U all other interested parties. edge of truss. - p 5. Cut members to bear tightly against each other. C7.8 Cbl CS -6 BOTTOM CHORDS 8 7 This symbol indicates the 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint required direction of slots in 6 5 locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from Plate location details available in MITek 20/20 the environment in accord with ANSI/TPI 1. software or upon request. 8 f lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE hall not exceed 19% at time of fabrication.AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 v it width measured perpendicular CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the /` �} to slots. Second dimension is responsibility of truss fabricator. General practice is to camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified: by text in the bracing section of the 9730, 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons varybut 16. Do not cut or alter truss member or plate without prior reaction section indicates ©2006 MTekO All Rights Reserved approval of an engineer. number where bearings Occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: 1 project engineer before use. ANSI/TPI1: National Design Specification for Metal4 amn 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. Te is not sufficient. BCSII : Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet MII-7473