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05-4516 (SFD)to :.r (,a P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application description Property Zoning: Application valuation: Applicant: T4ht 4 Xi& Q" 05-00004516 53624 VIA PISA 772-530-058- - - DWELLING - SINGLE FAMILY DET LOW DENSITY RESIDENTIAL 420407 Architect or Engineer: BUILDING & SAFETY DEPARTMENT BUILDING PERMIT 1 APR 17 2006 OF LA QUINTA Lic. No.: OOR SQUARE FOOT LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that Iam licensed under provisions of Chapter 9 Icommencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: B License No.: 769229 Date: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the _ improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or . �.•improve for the purpose of sale.). rl 7&I I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_ 1 I am exempt under Sec. . -P C. for this reason Date: \ 1 -0 �' �caner: I hereby affirm under penalty of perjury work for which this permit is issued Ise Lender's Name: Lender's Address: LQPERMIT CONSTRUCTION LENDING AGENCY there is a construction lending agency for the performance of the )97, Civ. C.). Owner: JOHN FOSMIRE 53-624 VIA PISA LA QUINTA, CA 92253 Contractor: ALBERS CONSTRUCTION CO, INC. 78060 CALLE ESTADO, SUITE #11 A QUINTA, CA 92253 (760)771-9954 Lic. No.: 769229 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 4/17/06 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 0004885-2005 Y 1 certify that, in the performance of the work for which this permit is issued, I shall not employ any 7" person in any manner so as to become subject to the workers' compensation laws of California, / and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of th o Code, shall for with mply with those provisions. DateApplicant: WARNING: FAILURE TO SECU WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO R INAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN A ION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating ^to buildit construcljon, and,bereby authorize representatives of this yednty to enter upon the-above-mentionedbloperty r inspec n Pur o S. 11-0L1nature (Applicant or c11 i LQPERMIT Application Number . . . . . 05-00004516 Permit . . . BUILDING PERMIT Additional desc . . Permit Fee . . . . 1763.00 Plan Check Fee 1145.95 Issue Date . . . . Valuation . . . . 420407 Expiration Date 10/14/06 Qty Unit Charge Per Extension BASE FEE 639.50 321.00 3.5000 ---------------------------------------------------------------------------- THOU BLDG 100,001-500,000 1123.50 Permit . . . ELEC-NEW RESIDENTIAL Additional desc . . Permit Fee . . . . 15.00 Plan Check Fee 3.75 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 10/14/06 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE 15.00 Permit . . . GRADING PERMIT Additional desc . . Permit Fee . . 15.00 Plan Check Fee .00' Issue Date Valuation . . 0 Expiration Date 10/14/06 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE 15.00 Permit . . MECHANICAL Additional desc ` Permit Fee . . . . 132.50 Plan Check Fee 33.13 Issue.Date . . . . Valuation . . . . 0 Expiration Date . . 10/14/06 Qty Unit Charge Per Extension BASE FEE 15.00 4.00 9.0000 EA MECH FURNACE <=100K 36.00 4.00 9.0000 EA MECH B/C <=3HP/100K BTU 36.00 6.00 6.5000 EA MECH VENT FAN 39.00 1.00 6.5000 ---------------------------------------------------------------------------- EA MECH EXHAUST HOOD 6.50 Permit . . . PLUMBING Additional desc . . d :r LQPERMIT Application Number . . . . . 05-00004516 Permit . . . . . . PLUMBING Permit Fee . . . . 235.50 Plan Check Fee 58.88 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 10/14/06 Qty Unit Charge Per Extension BASE FEE 15.00 25.00 6.0000 EA PLB FIXTURE 150.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 2.00 6.0000 EA PLB ROOF DRAIN 12.00 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 12.00 .7500 EA PLB GAS PIPE >=5 9.00 1.00 15.0000 EA PLB GAS METER 15.00 ---------------------------------------------------------------------------- Special Notes and Comments 4937 SQ. FT. SFD THIS PERMIT DOES NOT INCLUDE POOL SPA BLOCK WALLS OR DRIVEWAY APPROACH.November 18, 2005 10:55:20 AM JJOHNSON Other Fees . . . . . - - --- --------------- . . . . ART IN PUBLIC PLACES -RES 551.01 DIF COMMUNITY CENTERS -RES 74.00 DIF CIVIC CENTER - RES 480.00 ENERGY REVIEW FEE 114.60 DIF FIRE PROTECTION -RES 140.00 GRADING PLAN CHECK FEE .00 DIF LIBRARIES - RES 355.00 DIF PARK MAINT FAC - RES 22.00 DIF PARKS/REC - RES 892.00 STRONG MOTION (SMI) - RES 42.04 DIF STREET MAINT FAC -RES 67.00 DIF TRANSPORTATION - RES 1666.00 Fee summary ----------------- Permit Fee Total Plan Check Total Other Fee Total Grand Total Charged Paid 2161.00 .00 1241.71 750.00 4403.65 .00 7806.36 750.00 Credited Due .00 2161.00 .00 491.71 .00 4403.65 .00 7056.36 �4-f—d 171 z ­ q,3,-7 - 72 3 0 �s •Qab4 l6 • PO. BOX 1504 APPLICATION ONLY 78-495 CALLE TAMPICO Address Building 36 �! �� S A LA QUINTA, CALIFORNIA 92253 Ow r (� (• VA(,/U—,- BUILDING: TYPE CONST. OCC. GRRRMailin �1 Address A.P. Number � :7 -7 Z— O (U — City T�el. `��2�5 ��ZuLegal Description Contractor Project Description Address v/ D/ t% pity t� (J ,Z' ! Tel. State L1c. City! Sq. Ft. - No. No. Dw. & Classif. '16 ZZ Lic. # y' S Size 2 1 Stories Units Arch., Engr., New ❑ Add ❑ Alter ❑ Repair ❑. Demolition ❑ Designer Addres ' ods City Ziptate �S t 9 K33 LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section/ •1 Lj Qom: 7000) of Division 3 of the Business and Professions Code, and my license is in full force and elect. J, \nh WNER-BUILDER DECLARATION I eby affirm that I am exempt from the Contractor's License Law for the follo 9 reasoec. 7031.5, Business and Professions Code: Any city or county which requ' as a permic nstruct, alter, improve, demolish, or repair any structure, prior to its issuan also requirthe pplicant for such permit to file a signed statement that he is licensed pur uant to the prsion of the Contractor's License Law, Chapter 9 (commencing with Section 000) of Divisiof th Business and Professions Code, or that he is exempt therefrom, an the basis for theeged a mption. Any violation o/ Section 7031.5 by any applicant for a per ' subjects the apcant to a ivil penalty of not more than live hundred dollars ($500), ❑ I, aner of th roperty, or my employees with wages as their sole compen ation, will do the w, and the str lure is not intended or offered for sale. (Sec. 7044, Busm s and Proles- sions de: The Cont ctor's License Law does not apply [o an owner of pro rry who builds or impes thereon an ho does such work himsell or through his own em yees, provided that simprovements not intended or offered /or sale.,lf, however, t building or im- provent is sold within o year o/ completion, the owner -builder will ve the burden of provinhat he did not build improve for the purpose of sale). ❑ I, aner of the property, a exclusively contracting with licensed co rectors to construct the prct. (Sec. 7044, Business nd Pro/essions Code: The Contract sLicense Lawdoes not apto an owner of property builds or improves thereon, and ho contracts for such projewith a contractor(s) license ursuant to the Contractor's Lic se Law) ❑ 1 axempt under Sec. B. & P.C. for this reason Date Owner N, I WORKER'S C0MPENnTION DEC700ur TION hereby affirm that I have a certificate of co ent to sel, or a certificate of Worker's Compensation Insurance, or a certified copy ther f. (Sec. Labor Code.) Policy No. Company ❑ Copy is filed with the city. ❑ CertifiAt r y furnished. CERTIFICATE OFROM WORKERS'COMPURANCE (This section need not be completed if the on hundred dollars ($100) valuati, n or less). I certify that in the performance of theich t 's permit is issued, I shall not employ any person in any manner so as to bct to rkers' Compensation Laws of California.- Date Owner NOTICE TO APPLICANT., If, after makin this Certificate of Exam ion you should become subject to the Workers' Compensatio provisions of the Labor de, you 'must forthwith comply with such provisions or this p it shall be deemed revoked. CO RUCTION LENDING AGENCY - I hereby affirm that there' a construction lending agency for the perfo ance of the work for which this permit is issu . (Sec. 3097, Civil Code.) Lender's Name 17 Lender's Address This is a buildi permit when properly filled out, signed and validated, an is subject to expiration if work ereunder is suspended for 180 days. I certify th I have read this application and state that the above informatio is correct. I agree to c ply with all city and county ordinances and state laws relating building constructi , and hereby authorize representatives of this city to enter the above• entioned prop or inspection purposes. ateMaSignature of applicant Date— Mailing iling Address City, State, Zip WHITE = BUILDING DEPARTMENT Estimated Valuation PERMIT Plan Chk. Dep. - Plan Chk. Bala Const. Mech. Electrical Plumbing S.M.I. AMOUNTm0 w l^_ Infrastructure un 1�1 u I S lug ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback+fron Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit l $ Validated by:— Validation: YELLOW = APPLICANT PINK = FINANCE J Wn Coachella Valley Unified School District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax (760) 398-1224 This Box For District Use Only DEVELOPER FEES PAID AREA: AMOUNT LEVEL ONE AMOUNT: LEVELTWOAMOUNT: MITIGATION AMOUNT: COMWIND. AMOUNT: nATF: RFr.F.IPT• C.HF.r..K k• INITIALS, CERTIFICATE OF COMPLIANCE (California Education Code 17620) Project Name: Residence is atTheHjdeaway Date: April 17, 2006 Owner's Name: John Fosmire Phone No. 564-5828 Project Address: 53-624 Via Pisa La Quinta, CA Project Description: 1 SFD APN: 772-530-018 Tract #: Lot #'s: Type of Development: Residential XE Commercial Industrial Total Square Feet of Building Area: 4,937 sq. ft. Certification of Applicant/Owners: The person signing certifies that the above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated: April 17, 2006 Signature: **************************** SCHOOL DISTRICT'S REQUIREMENTS FOI ACCORDANCE WITH ONE OF THE FOLLOH Education Code 17620 Number of Sq.Ft. Amount per Sq.Ft. Amount Collected Gov. Code 65995 4,937 $2.63 $12,98431 Building Permit Application Completed: Yes/No IE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN IG: (CIRCLE ONE) Project Agreement Existing Not Subject to Fee Approval Prior to 1/1/87 Requirement 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 in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts in 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 d:termined 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. �i4:c:'m doc„'devlees cvrtiticateu'comphimce i')rm Uih1cs'l'0 USG.doc 1/16/03 T i November 14, 2006 Keith Reed • i A+A Group Architects 20341 SW Birch Street, Suite 320' i Newport Beach, CA 92660 Re: 'Fosmire Residence, 3 ��•2 �: l� 1 5 GECG Job # 61075 Custom Home iStructural Observation Keparc Dear Mr. Reed, This letter advises that we have observed the structurlf requirements that are visi )le* during construction at the time of our site visit Gouvis Engineering believes that the as-buil-,::construction at the time of our visit+*cept items noted on fleld notes) Is I.n general conformance ivith +sur structural plans and relevant correspondence issued by our office:relating to the above referenced dwelling. We observed the building in its framed condition, prior to installation of drywall and stucco. We observed the visual and accessible structural requirements.. (Exclusions are items such as: size of footings, reinforced steel in the foundations and roof sheathing.) . This report is understood to be an exFressi:on of prof tWonal opinion by this enoneer, which is based on his best knowledge, information'and beliefs. As such, I -c consists' of a report for on3y structural elements (as above outlined) and is neither a guarantiee nor a warranty, expressed or Implied for other trades or requirements of subject dwelling. i Respectfully Submitted:' GOUVIS ENGINEERING CONSULTIt IG GROUP, INC. dy Ya ub"'"3' asil A Amma Field Qu ' y Control ° ' Director of Field 0! ons SlOq�� 949.71116 12: ! in 003220 fax 949.752.5311 Y201ft 4401) t mnu -us 1irivc Newport Beach, CA J `::r'' ')lbGh j ` Palm Speiu�ti, CA • keatianton, CA Sa —ra,nento, CA SA I r ( ity, U'I' Ho Chi Minh c�it�, Viru�lm Z9 �60 900i;/5Z/Zt TO anha 9NI833NIJN3 sitPCJ Ii;£5Z9L6b�T Stad&6 �nqi6ee'nng. 8782 Scanlan Ave:, Suite A. Buena pattc, SCA 90621 (714) 523-0952 Fax (714) 523-1369 j 9-725 Garand Ln., Scuta G, p.a M Dsert; CA 9221, . (lop) 7'r2 3893 Fax (760) X72,3895 ,. January 6, 2.006 ProQ00 Project, No. 06-Ot-015 Albers Construction 4.9-855 Rancho San FOipc i La Quinta, California 92253 { Project: TheHideaway- La Quinta, Califocnii, Subject: Geotechnical Update Ref:Report of Observations and Tji' Csting During Fine Grading Prepared by 5laddcn F.�glneering dated August 1$,:2003, Pr &i No. 544-2199,,, Report No.."3 -225, C;jeotedrnica] Update prepared by Sladden Engineering dated February 25, 2003, Project No:544-2199,�Zeport: No. 03-02=106. j Report of Testing and Observation During Rbu6. Grad' r aced b Earth Systems. .p yE.• Squthwest dated Ausust 28,'2002; He No. 07117.11, Report No_ 01-07 Tl8_ Geotechnical IrngineexingReport preps, by 8a#th Sysl!ems Consultan dated Sepfiernber22, 2000, File No. 07117-10, Report NoJ 00=09-� As requested, we have reviewed the above refeienced geotechnical reports as they; relate to the design and construction of the proposed sirigle family residence. -the project site is identified as Lot 226 wi$tin :Phase 18 of the Hideaway Golf Club de velopment in the Citi of La Quints, California. `it is; our understandingitt at the pro residence wilt be a relatively lightweight wood frame structure su ort' b ' , , pp cid y ebnventio I shallow'�pread ;footings and concrete slabs ori grade. ± i The lot was!, previously graded during the touglii grading:of the Hideaway project: site and was teceintly regraded. 7be rough grading included loverexcav�tion of the native surface soils along with the acement {of { P� . enginepredI fill' materi to construct th� building pads.' Tlie recent regrading included processln ;the surface soils to with i g , i ng tti mino5 cuts and fills =o construct the individual building pads. Soaiie additional overexcavation ryas performed in ireas' where the building envelcipe, were reccnth urrd! The initial sited is is marized irk the refereitced �: � Report of Ubservat ons and 'esting :During Southwest Rough G>ading,! p pared by earth Systems and the .accent S d is stainmarizcd in the r6ferenoyd Report of Observations and Testing During Fine Grading prepared by our Firm j .i r January 6, 2006 ' 2 Projea.-t;No. 544-6000 06-0] -115 The referenced reports include recommendations pertaining to the construction_ of residential structure foundations. Based upon our review of the referenced reports, it is our cpinion that the structural values included in the referenced grading report remain applicable for the design and construction of the proposed residential estructure foundations. Because the.lot has been previously graded, the remedial grading required at this time should be minimal. The building area should be cleared of surface vegetation, scarified and moisture conditioned: prior to precise grading. The exposed surface should be compacted so that a minimum of 90 -percent relative compaction is attained prior to fill placement. AGny fill material should be placed in `thin lifts ait near optimum moisture Content and compacted to at least 90 percent relative compaction. Allowable Bearing Pressares; i The allowable bearing pressures; recommended in the grading report prepared by':Sladden Engineering 'rcm5in applicable. !Conventional shallow spread footings should be bottomed intoMpecly compacted fill rriatcrial;a ininimum of'[2 inches below lowest adjacent'grade. Continuous.footings should be at least 12 inches wide ai.id isolated pad footings should -be at least 2 feet wide. Continivous footings and isolated pad footings may be designed utilizing a'all owable"!bearing pressureof 2000 psf An allowable increasezof 300 psf for each additiunat.t foot of width and 300'psf. for each additional 6 inches of depth may be utilized ;f desired. The maximum allowable Bearing pressure should be 3b00 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic wading. 'tile bearing soils are non -expansive. and .fall within thQ "very low" expans=.fin category in accordance 'with Uniform Building Code (UBC): classification kriteria. • Pertinent 1997 UBC Seismic Design pararimeters are sumnmcized on the attached; data s�eet ' I � l 1 •� If you have questions regarding ;this tetter or' the referenced 'Feports, please contact the undersigned. Respectfully sue mittad, SLADDEN,IENO ~El'.:;IING qty i I Flip_ g1rp . i Brett L. Anderson ; Principal Engineer ! I V11.: SER/pc :i j �FCAuF� Copies: A/Albers Construction i 1 i January 6, 2006 ii Project No. 544-6000 997 UNIFORM 18.UILDING CODE INFORMATION The International Gonference',! of Wilding Officials 199,7 Uniforin Building !CWe contains substantial Iin Chapter 16. Irevisions and additions, to the orthquake.:enginiering section Conceptr, contained in the cqde�ffiat:will be ieleVant to constructio* PWI Structure are of the propos summarized be -low. Ground shaikin'*Js eic pecled to be thd, primary hazard most likely to affect the sjte, based upon: proxanity to si8rdfi6nt faults capable ra of: gertp ting laige- eaiytltyuakes. Ma?or fault zones considered to be most likely_ to dcategr114 'nd shakingat the site are listed belOw. i I jn.g :�i geoll Based on our and tiAders'tand' �c conditioms'l tfie. sm I profile type en" judged applicable to &s: D, g.. of as Istiff, or dense sbil. The site is located within VBC Seismic Zbne e 10114 ifol wing table pkeseht§ additional coefficients and. factors rele4antio seismic mitigation for new coristiuction upon aAoption of the 1� code, ApproAmate.Distanci Fault!Tyjv Fault Zone Frani Site (1997UBC) A, ion' 9.8 Ilan A San Jacinto 26k'nn Ilk! jn.g :�i geoll Based on our and tiAders'tand' �c conditioms'l tfie. sm I profile type en" judged applicable to &s: D, g.. of as Istiff, or dense sbil. The site is located within VBC Seismic Zbne e 10114 ifol wing table pkeseht§ additional coefficients and. factors rele4antio seismic mitigation for new coristiuction upon aAoption of the 1� code, N Siiimic 1 Seismic Seismicffient A, ion' Velocity Cmffident Source Factor, N. V C. I' �¢ San Ari ! 1:01,! 1': i N. 7 0.64 N, Son Jadnto .00 I , d,414 N. ! : 0.64 N. NEW CENTURY TITLE CONIT 3 'RECORD REQUESTED BY: 1Vew Century Title Company - Riverside Title ORDER NO.: 2353244 ESCROW NO.: 33050171-SVO AND WHEN RECORDED MAIL TO: John C. Fosmire Patricia L. Fosmire 79600 Mission Drive East La Quinta, CA 92253 2��532� DOC " 2005-0139353 02/22/2005 08:00A Fee 16.00 Page 1 of 4 Doc T Tax Paid Recorded in Official Records County of Riverside Larry W. Ward Assessor, County Clerk & Recorder I IIIIII IIIIIII III IIIIIII ILII ILII IIIII•III VIII ILII ���� ff S U PACE iSIZE DA PCOit NOCOR SMF MISC. A R COPY IONC REFUND NCHG . ExAM GRANT DEED THE UNDERSIGNED GRANTOR(S) DECLARE(S) that documentary transfer tax is $533.50 (Count') $.00 (City) { X) computed on full value of property conveyed, or ( ) computed on full value less liens or encumbrances remaining at time of sale ( X) City of La Quinta FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Thomas Hill and Patricia G. Hill, husband and wife as joint tenants Y. hereby GRANT(S) to John C. Fosmire and Patricia L. Fosmire , husband and wife as j Dint tenants the following described real property in the City of La Quinta, County of Riverside, State of California: Please see attached Exhibit "A" Dated: February 14, 2005 STATE OF CALIFORNIA COUNTY OF � 1Qf`(-). On 1 O before me Xt, I nt12 Person appeared AN P (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my h4nd and official seal. /--N Signature C Grant Deed — Individual (290) 10-04 Z ~ STACY Comm. A 13128E7 �p NOTARY YUBUC CAUFS41A U! 41111ice Coo..+."y A"r Conn. ";ices iuly t2 IOPi 1 MAIL TAX STATEMENTS AS DIRECTED ABOVE (This area for official notary seal) Ii RR roup i j 1 714-754-2434] i p.1 Sl�Idden m inee inq; 1 i i 6782 Stanton Ave., Suite A Buena Park, to 90620 (714) 523-0952 Fax (714) 523-1 Z69 39-7,25 Garand Ln., Suite G„ Palm Desert, ,C . 92211 (760) 772-38'93 Fax (760) 772-3395 i • i � I I' i ' I i i; I I• t ProNo.344j5441 June 7, 2005 jelc tC5-06-566 A+A Group 3080 Bristol Itreet, Suite 105 I i t Costa Mesa, California 92626I, I � I ;� I •i.: i Project: Lot �93 -53-624 Vil Pisa i Tde Hideaway i Lai Quinta, Califor Iia I i t I I l i I Subject: Ceokechnical Update , , ji I Ref: Geo tj clinical Update prepare, by Slade�t Engineer ingldated Februarys, 2003, Project No. 544-2199, Report l�lo. 03 02-i10�. , i I h I Gradin re ared b Sladden Report of Observations ;ae, Testing L�urin'g Fine 0 g p p I y Engineering dated August 13,� 2003, Prgleft No. 544 2,19 , Re ort No. 03-04-22°. ii • Gcot!echnical Enginegring Report prep red !.by -Earth' Systems 'Co sults I is elated Sei tember 22, 2000; File No. 07117-10, Re ort i�lo. 00;09772. I i Report of Testing and Observation Duri g Rough G�ading prepared by Eart . Syitems Southwest dated August 28, 2002, File Na. 07117-11, Report No. 01-07-715. I I :• i " I I i L, As requested, we have reviewed the above refeie Iced geotQchnLal reports as thi y relate to the design and co¢struction of the propose single family residence. The:'project sitelis ideitifi d as 53-624 Via Pisa within phase JB of tje Hideaway Gglf Club development in the City �f La Quanta, Calyfornia. It is our understanding that jthe proposed residence will Ibe a relatively lightweight ;wood frame shuciure supported byl conventiona shallow spread fooaings, and ' concrete slabs on grade. I i The lot was 1previously graded during the rough gIIradin, g of the'Hideaway project site and was , recently regraded. The rough grading included'o �erexcavation of the native surface sails along ' with the placement of engineered fill. material tb construct the building pads. The recent regrading included processing the surface soils algng with minor cuts and fills to construct the individual building pads. Some additional overellxcavationiwas performed in Yeas There the building envelopes were reconfigured.. The initial (site gradu1g is summarized in the referenced Report of Obs 'rvations and Testing During .Roug`h Grading, prepared by East Systems,Southwest ' and the recen� grading is summarized in the referenced Repot of Observations and Testing During Fine'Gr'ading prepared by our film. i RR roup 1=71'4-754-24341 jure 7, 20051 -2- Projct N6. 54.1..-5441 1!:05-96-566 is The referentedI reports inclqdd recommendations pertaining tq the:!icon' tructicp of i residential structure fotndations. Based upon ourIreview of the referenc�dreports, itis outbpini6n that the structural values includ d referenced 11' ,P the referced i ing report rem I applicable for the 8esigr and el construction of the proposedljire�idential structure found,ation& Because the lo I t has been prelio sly� gilded, raded, the re iedial grading required at thil tim6should be l ; III minimal. The building area should be cleared of surface iteyta0p scarified and moisture conditioned) prior to precise gracling.: The exposed surface qhouldl be com ' cted;,so that a p I action is tt H material minimum of 90 percent relaiive' comp lined'prioT to,'Jill placement. I 'y fill I I ; I I I t to I -i lifts at neat I compacted at le st 90 1 should be plated in thin rgoisture content an percent relativp compaction. li'lle Allowable Blearing Pressures:) allowable be;i.-ing, pressurs reLiniende in 1 ading report prepared by Sladden Engineering remain apolicable.! Conventional shallow spread footings shdulid be bottomediinto pada properly compacted fill mterijil a minimumum. of 12 inches below I ! . I , I I isolatedlowest adjacent grade. Con�inuous footings shou d beat leak 12 inches wide end isolated footings should be at least 2feelt wide. Continuotif footings a�n isolated pad fo6tings shot!ild be designed utilizing allowabi 6earing ;pressures of 1500 psf and 2000'psf, respectively! An for each allowable increase of 300 psfd li alldditionalil loot of width �nd 300 psf for ehch idditional 6 i i , I inches of d6ptili may be utili�e if desired. 'nie�moximum. allowable': bearing pressure'should be al� le sure may be increased by one-third foy wind 3000 psf. TIt e �recommenclecl', -owab ibearing pre� s i and seismicilobding. TI-te bearing soils are non -expansive and fall wIthin the "Ivdy low" expansion category in accordance 1w I dth Uniform 6uilldin'cr Code (UBC) classification criteria.' Pertinent 7997i UBC Seismic Design parameters are summarized on the attached delta sheet. letter the if you hayR !questions regarAing. this le 'ori the; referenced reports, please contact tl undersigned. Respectfully; submitted SLADDENENGINEERING: ( I �c;.VESS_-O ANt) Brett L. Aon 0 Anderson 45389 r" I Principal Engineer WP� 9/30/06 SER/pc OFCA Copies: A/A+A Group ' i i i; I 1 i 1 i Sladden Engineering I tt p.2 I I RR Clr• i up �1 i I -3- June 7, 2005i 1997 UNIFORM BOILDIN� The International Conference of Building O jic II i substantial i evisions and additions to the eart! Concepts contained in the code lthat:wi1l' be .rele ' n summarized below. � I I ji Ground shaki�5g is expected io The the primary ha; proximity to isignificant faigts capable of gen r, considered to l e most likely i �reat� st�ong groin; � � I I 1!,714-754-24341 p.3 I! Proj ct No.' 545441 105-06-566 j ODE IIF! RMATION I j Is 1997; Uniform' Building !Code contains j luake engl ineedrig section in Ch;-ptfr 1.6. j to donstru--tion ot~!lthe proposed structure are ' ! II II I ( I rd i osN like y tol1affect the si te, li�Jsed upon j ing I large earthgitakes. Ma or fai1t ones shaking a I the sitelare listed Xlow.l!,! I ! ApproximatePistance , I �� Fault Type Fault Zone I 1 ! J' FrorjF Site i (19971UBC) San Andreas ! 1.01 j 122 i' ! 0.44 NaO.E4 I ! San Andreas 9.8 km ! A i San Jacinto � i j 26 kn [lased on our field observations and understanding of local' geologic conditions,! the's®il profile type judged applicable to t]Vs site `is So, generally described as stiff! or dense soil. I71e site is ' located witF ini UBC SeismicI Z6ne 4. The following table p$esents 'additional coefficient and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. ! I Seismic Source Near -Source Acceleration �, Near -Source !, Velocity Factor, I Seismic ;Coefficient C. j. j Seismic I Coefficient I I i San Andreas ! 1.01 j 122 i' ! 0.44 NaO.E4 Ny San Jacinto ! 1I 1.0 l 0.44 N. e O E4 NJ J 5 ura/ Campvnen TRUSS ENGINEERING Engineering Office 78-150 Calle Tampico Suite 205 B Phone: 760-564-1149 La Quinta, Ca 92253 Fax: 760L-564-4313 DATE: 02/14/06 JOB: 4405-5Y BUILDER- Albers UILDER Albers Construction Co., Inc. 49-855 Rancho San Felipe La Quinta, CA 92253 REVISIONS CITY OF LA WBTSITE ADDRESS BUILDING & SAF u� i, APPROVED osmire Residence FOR CONSTPUCTION 53-624Via Pisa DA Quinta, CA 92253 Re: 4405-5Y MiTek Industries, Inc. 7777 Geenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Fax 9161676-1909 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 this seal: R20077419 thru R20077431 My license renewal date for the state of California is March 31, 2007. �OQ?,pFESS/S. pHgl C LU C 046433 \* EXP. 3-3 *� February 14,2006 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibRity 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. 4/ B'-7-0" PLT - I B'-0-0" PLT O BOTTOM CORD OF TRUSS _ DROPS DOWN 7" FOR GABLE o a DETAIL W-2-1/4" top of truss and the FULL HEIGHT BALLOON FRAMED top of the beam notch / no lower. STAIRWELL WALL SECOND FLOOR WALLS UNDER QIDPS AND 3AOLS ARE POPPED OUT 6' AND FRAME III a o" rLT "d m . W R 8-6-B A2-GRDR 10-I1-0 0 B'-7-0" PLT in 1 R 4/12 iR;IPT�TA A -DRAG R< 9-7-8 A4A tiQ 9, PL ASA p:I' rA 4'-3-1/2"HEEL THIS SIDE HANG BOTH SIDES. _A6 3'-7-1/2" HEEL THIS SIDE Simpson hardware: Qq A -DRAG USE HHUS26-2. t A2-GRDR USE HGUQ210-3. Fosmire residence A3 USE LUS24. alp WALL F4 -DRAG SITS ON 11'-0-3/4" PLT Al USE MUS26. Job # 4405-5y A -HIPS USE THJA26. N 11 B-GRDR USE HGUS26. 12'-0-3/4- PLT B1 THROUGH B4 USE LUS26. 12'-0-3/4" PLT WITH A7-1 B5-GRDR USE HHUS26-2. o i BBG USE HGUQ210-3. a B -HIP USE THJA26. J J J J J Bl -HIP USE THJA26 & SUR26. z B6, B10 & B11 USE LU24. ILLO ST(5 ®1 1# B10 -DRAG USE LUS26. o� D -HIPS USE THJA26. 0-3 " BO E -HIPS ONLY USE LU26 SKEWED. ti ALL OTHER E -TRUSSES USE 3-16D SINKERS @ T.C. AND THE SAME @ B.C. FSG USE MUS26. 'a P F4 -DRAG & F5 USE LUS26. 12'-0-3/4- PLT _ G -HIP, G3, G4, G5 USE HUS26 SKEWED. i 0'-0-3/4' BOB K1 -HIP, K2 -HIP, K3 -HIP USE HUS26 SKEWED. CUP WALL q � -- P ^ K6, K11 & K17 USE SUR/L26. IO'-0-3/4"PLT o O M4 & M5 USE MUS26. 10'-0-3/0PLT M -HIP USE SUR/L26. 1'-4-15/16- HEEL p 13'-3-3/4- PLT 13'.3-j/4" PLT M7 -DRAG USE HUS28. 0 USE LU24 & OG USE LUS24-2. 5-10-8 6 41 b 12 -i 12'-8-3/4" TOB OF cit E3 8 .�_ E3 FD a W 16'-0-3/4" PLT WITH A 1'-2-1/4 HEEL a a by truss 0 nd Les��nses tie tqus WITH L4'-0 VITH • S ' 12'-0-3/4" PLT 12-2-41 K7 & KS WILL POCKETK-GRI��I WILL RETRO TO R Fosmire Res. WILL BEAR ONTO A RAKED WALL OVER THE FLUSH BEAM. Job # 4405-5y Qq USE LEDGER OVER t SHEAR PANEL TO CARRY F7, FBA & F9A alp WALL F4 -DRAG SITS ON 11'-0-3/4" PLT F- 4" HEEL 11'-0-3/4 PLT 7-1 4" HEEL N 11 P I TILL N � � LL LL LL W LL F4-D11IIY1I G ILLO ST(5 ®1 1# ^� /4" PLT 0-3 " BO _ Ili'-0-3/4"BOT 31/2 VAgLT IN . 12'-8-3/4" TOB OF cit E3 8 .�_ E3 FD a W 16'-0-3/4" PLT WITH A 1'-2-1/4 HEEL a a by truss 0 nd Les��nses tie tqus WITH L4'-0 VITH • S ' 12'-0-3/4" PLT 12-2-41 K7 & KS WILL POCKETK-GRI��I WILL RETRO TO R Fosmire Res. WILL BEAR ONTO A RAKED WALL OVER THE FLUSH BEAM. Job # 4405-5y Job russ Truss Type Oty Ply 00 TCLL 20.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.04 7-8 >999 360 R20077419 4405-5Y Al COMMON 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.03 6 n/a n/a Job Reference (optional) i 3-2-5 I 8-2-12 1 13-3-2 17-5.0 3-2-5 5-0-7 5-0.6 4-1-13 Scale = 1:30.3 4x6 M1120= 3 2x4 M1120 11 3x12 M1120= 3x4 M1120= 3.2-5 5-0.7 3x8 M1120= Id qxr M1120 11 2x4 M1120 I 13-3-2 1 17-5-0 1 5.0-6 4-1-13 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.04 7-8 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.12 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 7-8 >999 240 Weight: 66Ito LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-11-11 oc putties. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied c r 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Right 2 X 4 SPF Stud/Std 2-1-15 REACTIONS (Ib/size) 6=933/Mechanical, 11=933/0-5-8 Max Hoa 11=-43(load case 4) Max Uplift6=-117(load case 4), 11=-116(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1429/189, 2-3=-1352/198, 3-4=-1333/195, 4-5=-1743/237, 5-6=-1824/222 BOT CHORD 10-11=-0/43, 9-10=-141/1334, 8-9=-141/1334, 7-8=-169/1607, 6-7=169/1607 WEBS 2-10=-291/99, 2-8=-215/59, 3-8=0/376, 4-8=-470/102, 4-7=0/148, 1-11=-903/127, 1-10=-164/1383 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead Icad and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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�koFESS/pN� S. Tj�,c�Fc2 CD Q m Of C 04,6433 T ry 14,2006 A WARNING - Vertjy design parameters and READ NOTES ON THIS AND INCLUDED BITTER REFERENCE PAGE MR -7473 BEFORE USE. 7777 Greenback Lane Design valid for use any with Mitek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design romenlers and proper incorporation Citrus Heights, CA, 95610Mi pp ty g pa p p poraiion 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, quality control, storage, delivery, erection andbracing, consult ANSI/11`I1 Quality Criferla, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Ply o0 WEBS LOADING (psf) SPACING 2-0-0 CSI DEFL R20077420 4405-5Y A2-GRDR COMMON 1 3 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Tue Feb 14 08:34:56 2006 Page 1 2-5-10 5-5-9 8-2-12 10-11-15 14-11-0 I 2-5-10 2-11-15 2-9-3 2-9-4 3-11-1 Scale - 1:25.2 5x7 M1120 II 4x9 M1120 ZZ 5x8 M1120 = 5x5 MI120 = 6x8 MI120 = 10x10 MI120 = 3.6 M1120 II 10x10 M1120 II i 2-5-10 5-5-9 8-2-12 1 10-11-15 [ 14-11-0 I 2-5-10 2-11-15 2-9-3 2-9-0 3-11-1 Plate Offsets (X,Y): [1:0-0-0,0-1-71,[6:0-8-0,0-0-21,[8:0-5-0,0-7-81 TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 10 DF SS WEBS LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.04 8-10 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.10 8-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.03 8-10 >999 240 Weight: 301 lb LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 10 DF SS WEBS 2 X 4 SPF Stud/Std 'Except* 3-8 2 X 4 SPF 1650F 1.5E SLIDER Right 2 X 6 DF No.2 -G 2-1-2 REACTIONS (Ib/size) 1=4532/Mechanical, 6=6091/Mechanical Max Horz 1=-13(load case 4) Max Uplift 1=-610(load case 3), 6=-820(load case 4) BRACING TOP CHORD Sheathed or 6-0-0 oc pudin:. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (1b)- Maximum Compression/Maximum Tension TOP CHORD 1-2=-9419/1267, 2-3=8974/1276, 3-4=-10743/1496, 4-5=-9703/1341, 5-6=-9719/1321 BOT CHORD 1-10=-1120/8551, 9-10=-1056/8195, 9-11=-1056/8195, 8-11=-1056/8195, 7-8=-1132/8672, 6-7=-1132/8672 WEBS 2-10=-36/906, 4-8=-426/3418, 4-7=-1337/201, 3-8=-708/5231, 3-10=-98/575 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 10 - 4 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 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) 7534 Ib down and 1027 Ib up at 10-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. (i%I ti ASRAgS?andard February 14,2006 © WARNING - Ver(/ij design parameters and READ NOTES ON THIS AND INCLUDED DuTEK REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 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/TPI] Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute. 58 3 D'Onofrio Drive. Madison. WI 53719. Job russcuss ype Qty y o 0 820077420 4405-5Y A2-GRDR COMMON 1 3 Job Reference o doral Foxwonn uatorann, Yuma, Anzona 6a3ea LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-3=-88, 3-6=-88, 1-11=-197(F=-177), 6-11=-20 Concentrated Loads (lb) Vert: 8=-7534(F) b.Z00 s Jul 13 2005 MI Iek Industries, Inc. Tue Feb 14 08:34:56 2006 Page 2 A WARNING - Verj(y design parameters and READ NOTES ON THIS AND INCLUDED MTTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MTek connectors. This design k based on u Suite 109 9 N g H pori parameters shown, building for an individual building component. Citrus Heights, CA, 95610 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 responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type Qty Ply o 0 (loc) I/deft Ud TCLL 20.0 Plates Increase 820077421 4405-5Y Al -HIP MONO TRUSS 1 1 360 TCDL 24.0 Lumber Increase 1.15 BC 0.36 Vert(TL) Job Reference o tionaf. oxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Feb 10 15:09:47 2006 Page 1 I 6.6-7 I 10-8-8 i 6-6.7 4-2-1 1 l� 2x4 M1120 11 Scale = 1:21.3 5 4x5 MI12011 3x4 M1120; 3x7 M1120= 3x4 M1120= 2x4 M112011 2-0-0 4-6-7 4-2-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.02 6-7 >999 360 TCDL 24.0 Lumber Increase 1.15 BC 0.36 Vert(TL) 0.05 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 7 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 2-0-11 REACTIONS (Ib/size) 1=-3/0-5-8, 6=908/Mechanical, 8=629/0-5-8 Max Horzl=138(load case 3) Max Upliftl=-4(load case 2), 6=-169(load case 3), 8=-108(load case 3) Max Gravl=42(load case 3), 6=908(load case 1), 8=629(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-124/0, 2-3=-1008/63,34=92/57.4-5=-9/0 BOT CHORD 1-8=-52/126, 7-8=-52/126,6-7=-170/949 WEBS 3-7=-12/182,3-6=1047/187,4-6=-381/135. 2-8=-554/131, 2-7=-119/837 PLATES GRIP M1120 197/144 Weight: 42 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied o 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead to ad and 6.0 psf bottom chord dead load, 100 mi from hurricane oceantine, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. f porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 t0 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 Continued on page 2 o9�OFESS/ON� S.Lu C 040433 *\ E7. W-07 ' /* OF February 14,2006 A WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane --40 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oromenters and ro w incorporation Citrus Heights, CA, 95610M1 pp iY g p p p poration 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 to brication, quality control, storage- delivery, erection and bracing. consult ANSI/TPI I Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onohio Drive. Madison, WI 53719. Job russ Truss Type Oty Ply 04405-5Y Al -HIP MONO TRUSS 1 1b Jo Reference (optional ox nn �aioraim, r uma, Anzona oosoo b.iuu s Jul 13 zuuD MI I eK Inlustnes, mc. rn t-eD 1D 1x:09:48 ZUo6 Page Z LOAD CASE(S) Standard Trapezoidal Loads (plQ Vert: 1=-0(F=44, B=44) -to -4=-231(F=-72, B=-72), 4=-191(F=-72, 8=72) -to -5=-196(F=-74, B=-74), 1=0(F=10, B=10) -to -6= -54(F= -i7, B=-17) A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane ��® Design valid for use on wilh lv4Tek connectors. This design is based on u Suite 109 ig ty g N upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ni� 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/17111 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job russ Truss Type Oty Ply o 0 in (loc) I/deFl L/d R20077422 4405-5Y A5A JACK 1 1 -0.00 1-4 >999 360 Job Reference (optional oxvmrth Galbraith, Yuma, Arizona 55365 6.200 s Jul 13 2005 MiTek Inlustries, Inc. Fri Feb 10 15:09:49 2006 Page 1 2-6-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 1-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 1-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 9lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E SLIDER Right 2 X 8 SPF 1950F 1.5E 1-3-8 REACTIONS (Ib/size) 1=135/0-5-8, 3=110/Mechanical, 4=25/Mechanical Max Horz1=62(load case 3) Max Uplift3=-53(load case 3) Max Gravl=135(load case 1), 3=110(load case 1), 4=50(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-68/0.2-3=-22/24 BOT CHORD 1-4=0/0 BRACING TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied o 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 'f porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:11.1 �OQROFESS/pNgl S. 0 Q� �'� m ILL!IX C 046A63 X W OF ri 14, 2006 A WARNING - Verjjy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design volid'for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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 tobricotion. 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. MITT" Job russ Truss Type Qty Ply 0 (loc) I/def! Ud PLATES GRIP TCLL 20.0 820077423 4405-5Y MA JACK 1 1 g 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 b Reference (optional oxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek In Justries, Inc. Fri Feb 10 15:09:49 2006 Page 1 3x10 M1120 11 4-6-11 Scale= 1:15.2 LOADING (psf) SPACING 2-0-0'S' DEFL in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.02 1-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.05 1-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 15 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E SLIDER Left 2 X 8 SPF 1950F 1.5E 1-9-11 REACTIONS (Ib/size) 1=243/0-5-8, 3=198/Mechanical, 4=45/Mechanical Max Horz 1 =88(load case 3) Max Upliftl=-11(load case 3), 3=-82(load case 3) Max Gravl=243(load case 1), 3=198(load case 1), 4=90(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-10610.2-3=-36/47 BOT CHORD 1-4=0/0 BRACING TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied o-10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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�OFESS/pN� S. �TjNc�F2 Q m Uj C 04 33 r,n * E „1.07 V F ebruary 14,2006 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Desi n valid for use on with M-rek connectors. This design is based on u Suite 109 9 N 9 N Pon parameters shown, and for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenfers 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 responsibillily, 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 dD Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. e Job russcuss Type ty Ply 0 0 3-5-11 I 6.2-8 I 10-3-0 I 12-11-13 I 17-5-0 3.5.11 2-8-13 4-0-8 2-8-13 820077424 4405-5Y A -DRAG HIP 1 Job Reference o tional't Foxworth Galbraith, Yuma, Arizona 85365 3.5-11 4.00 F12 2-8-13 4x8 M1120= 4-0-8 4x5 M1120= 6.200s Jul 13 2005 MiTek Industries, Inc. Fri Feb 10 15:09:50 2006 Page 1 2-8-13 4-5-3 Scale = 1:30.9 16 - -- 5x5 M1120= 2x4 M1120 II 4x6 M1120= 3x4 M1120= 3x8 M1120= 2x4 MII2011 3x8 M11201I 3x7 M1120= 3-5-11 I 6.2-8 I 10-3-0 I 12-11-13 I 17-5-0 3.5.11 2-8-13 4-0-8 2-8-13 4-5-3 Plate Offsets (X,Y): [3:0-5-4,0-2-01,[6:0-0-3,0-2-31,[6:0-3-6,0-5-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.04 8 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.11 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 8 >999 240 Weight: 155 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 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud/Std 'Except` 6-0-0 oc bracing: 11-12. 1-11 2 X 4 SPF 165OF 1.5E WEDGE Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 12=2089/0-5-8, 6=1951/Mechanical Max Horz 12=-65(load case 10) Max Uplift12=426(load case 8), 6=-478(load case 11) Max Grav12=2331(load case 7), 6=2252(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3983/718, 2-3=-4416/640, 3-4=-4274/553, 4-5=-4712/787, 5-6=-5131/1127 BOT CHORD 11-12=-28/65, 10-11=-646/3742, 9-10=-646/3742, 8-9=-771/4470, 7-8=-960/4592, 7-13=-960/4592, 6-13=-1008/4438 WEBS 2-11=-885/210, 2-9=-173/925, 3-9=-1/706, 3-8=-159/373, 4-8=-5/832, 5-8=-29/350, 5-7=0/85, 1-11=-709/3863, 1-12=-2243/433 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �pFESS/p OQ �F 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the loads by �<(, c OS. T, Nc 2 wind generated 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load �� and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of 2 dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. if 0 m porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 � C 6433 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P 07 7) Refer to girder(s) for truss to truss connections. * 8) This truss has been designed for a total drag load of 1400 Ib. Connect truss to resist drag loads along bottom chord from 14-5-0 to 17-5-0 for 466.7 plf. 9) Girder carries hip end with 7-2-0 right side setback, 7-7-8 left side setback, and 7-7-8 end setback. Q` Continued on page 2 0 A ebruary 14,2006 A WARNING - Vert%y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane 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 is for lateral individual Suite 109 Citrus Heights, CA, 95610M1 support of web members only. Additional temporary bracing to insure stability during construction is the responsibilfity 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 BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. MiTek® Job russ TrussType Qty Ply 00 R20077424 4405-5Y A -DRAG HIP 1 n L Job Reference (optional Fe%MOM Galbrallh, Yuma, Anzona ab3bb NOTES b.zuu s Jw i s zuub mr i eK in-wsmes, Inc. rn reo iu io:ua:bu zuub rage z 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 790 Ib down and 16 Ib up at 11-8-0, and 841 Ib down and 17 Ib up at 7-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-88, 3-4=-202(F=-114), 4-6=88, 9-12=-20, 8-9=-46(F=-26), 6-8=-20 Concentrated Loads (lb) Vert: 9=-841(F) 8=-790(F) A WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane��® Design valid for use any with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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 ANSIAPH Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Ply 0 0 (loc) I/deft U36d PLATES GRIP TCLL 20.0 820077425 4405-5Y B4 HIP 1 1 >999 0 MII20 197/144 TCDL 24.0 Lumber Increase 1.15 Job Reference o tional 3x( 1-7-12 4-1-6 4.1.6 o.cuu 5 am a mw - i ex in—nes, mc. — reo m u:uv:au [uuo rage r 7-1-0 4x9 M1120= 1.6-0 Scale = 1:32.9 4x9 M1120 = 4 5 44 1%11120zz� 2x4 M1120 II 3x10 M1120= 3x4 M1120= 3x4 M1120= 3x7 M112011 4x8 MI120= 2x4 MI120 II 1-7-12 I 5-9-2 I 9-10.8 I 16-11-8 I 18-5-8 1-7-12 4-1-6 4-1-6 7-1-0 1-6-0 LOADING(psf)SPACING 2-0-0 CSI DEFL in (loc) I/deft U36d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.62 Vert(LL) 0.05 8-9 >999 0 MII20 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.35 Vert(TL) 0.12 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 9-11 >999 240 Weight: 79 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 12=1088/0-5-8,7=891/Mechanical Max Horz 12=180(load case 4) Max Upliftl2=-190(load case 3), 7=-107(load case 4) BRACING TOP CHORD Sheathed or 5-10-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied o0 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-67/0, 2-3=1355/166, 3-4=-1212/172, 4-5=-435/103, 5-6=-416/92, 6-7=910/86 BOT CHORD 1-12=0/66,11-12=-128/66, 10-11=-219/1225,9-10=-219/1225.8-9=-184/1120,7-8=-38/54 WEBS 2-12=-9801205.2-11=-139/1184,3-11=-189f77,3-9=-129/49, 4-9=0/294.4-8=-777/107,5-8=-506/168,6-8=-135/1058 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. fi porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard © WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MU -7473 BEFORE USE. 7777Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oromenters and proper incorporation Citrus Heights, CA, 95610Mi pp ty g p p p poration 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. R Job russ Truss Type Qty Ply 00 floc) I/defl Ud TCLL 20.0 Plates Increase R20071426 4405-5Y B5-GRDR MONO HIP 1 n L Job Reference (optional): Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Incustries, Inc. Fri Feb 10 15:09:512006 Page 1 1.7.12 I 4.9.14 I 8-0-0 I 13.2.12 I 18-5-8 1-7-12 3-2-2 3-2-2 5-2-12 5-2-12 Scale = 1:32.7 I 3xv ry 2.- 2x4 M1120 II 3x12 M1120= 3x4 M1120= 1 1.7.12 I 4-9.14 I 8-0-0 1-7-12 3-2-2 3-2-2 4x8 M1120= A Mlr—iT 2x4 M1120 II 4x8 M1120= 4x6 M1120= 5-2-12 4x12 M1120= 18-5-8 5-2-12 LOADING(psf) SPACING2-0-0 CSI DEFL in floc) I/defl Ud TCLL 20.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.04 8-10 >999 360 TCDL 24.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.10 8-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 8-10 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std `Except' 6-7 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 1=-0/0-5-8,7=2322/Mechanical, 12=2105/0-5-8 Max Horz 1 =469(load case 1), 12=469(load case 1) Max Uplift7=-299(load case 4), 12=-226(load case 3) Max Grav7=2322(load case 1), 12=2105(load case 1) 3x4 M1120 11 PLATES GRIP M1120 197/144 Weight: 170 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-507/49, 2-3=-3110/332, 3-4=-3831/421, 4-5=-3074/405, 5-6=-3074/405, 6-7=-2143/342 BOT CHORD 1-12=0/0, 11-12=-190/469, 10-11=386/2891, 9-10=-438/3672, 8-9=-438/3672, 7-8=-77/198 WEBS 2-12=-1663/226, 2-11=-230/2492, 3-11=-765/106, 3-10=-74/847, 4-10=0/822, 4-8=-683/30, 5-8=-1142/368, 6-8=-385/3309 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. U porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 8) Girder carries hip end with 0-0-0 right side setback, 8-0-0 left side setback, and 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 936 Ib down and 19 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Oq�pFESS/pN9 S COT�Nc�Fyc 0 2 "� m LU CQ46433 T * P. 07 , ebruary 14,2006 A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE M7.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610 pp N g p p p poralion 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, quality control, storage, delivery, erection and bracing, consult ANSI/71`11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onof io Drive. Madison, WI 53719. MiTek Job russ Truss Type aty Ply 00 ' R20077426 4405-5Y B5-GRDR MONO HIP 1 2 ,lob Reference o tional Fo%WOM GalDrann, Yuma, Anzona Bo3D7 LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-4=-88, 4-6=-21O(F=-122), 1-10=-20, 7-10=48(F=-28) Concentrated Loads (lb) Vert: 10=-936(F) D.Zuu S Jul 13 Zoub MI 1 ex Incustnes, Inc. Fn Feb 10 1 b:09:bl 2006 Page 2 A WARNING - Vertjy design parameters and READ NOTES ON THIS AND INCLUDED MTER REFERENCE PAGE MIT -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with Miek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and proper incorporation Citrus Heights, CA, 95610M1 pp y g p p p porotion 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. quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Ouality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type Oty Ply o 0 in (loc) I/deft Ud 820077427 4405-5Y B78 JACK 1 1 -0.01 4-5 >999 360 Job Reference o tional Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Incustdes, Inc. Fri Feb 10 15:09:51 2006 Page 1 3x6 M1120 II 2x4 M1120 11 3x6 M112011 1-5-0 4-6-11 LOADING (psf) SPACING 2-0-0CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.01 4-5 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 5 "" 240 Weight: 16 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied of 10-0-0 oc bracing. REACTIONS (Ib/size) 3=155/Mechanical, 4=35/Mechanical, 1=-37/0-5-8,5=486/0-5-8 Max Horz 1=88(load case 3) Max UpliW=-55(load case 3), 1=-37(load case 1), 5=-101 (load case 3) Max Grav3=155(load case 1), 4=70(load case 2), 1=47(load case 3), 5=486(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-101/78, 2-3=-72/37 BOT CHORD 1-5=0/0, 4-5=0/0 WEBS 2-5=-396/155 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. Lf porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale: 3/4"=1' coq?,0 ESS/pN�l S.CO TjNC��c2 0 Q m of C 04U33 T bruary 14,2006 A WARNING - Vert& design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MQ -7473 BEFORE USE. 7777 Greenback Lane ��® Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of com nent is res Citrus Heights, CA, 956100 pp ty g p pr pcomponent 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITek Job russ Truss Type Qly Ply o0 (loc) I/deft Ud TCLL 20.0 Plates Increase R20077428 4405-5Y B88 JACK 1 1 360 TCDL 24.0 Lumber Increase 1.15 BC 0.04 Vert(TL) Job Reference o tional Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Feb 10 15:09:51 2006 Page 1 �x6eAn7n II 'ir6 MI12Hh 2x4 n41190 11 3-11-11 I 1-5-0 2-6-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 5 >999 360 TCDL 24.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 5 "" 240 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std PLATES GRIP M1120 197/144 Weight: 11 Ib BRACING TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=84/Mechanical, 4=19/Mechanical, 1=50/0-5-8, 5=272/0-5-8 Max Horz 1=62(load case 3) Max Uplift3=-29(load case 3), 5=-59(load case 3) Max Grav3=84(load case 1), 4=38(load case 2), 1=50(load case 1), 5=272(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-61/46,2-3=-39/20 BOT CHORD 1-5=0/0, 4-5=0/0 WEBS 2-5=-221/89 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:11.1 �OQ,?,pFESS/S. pN�l COD 2P �� m LIIJ IX C 0464v3 M *\ EXP/r-j�-W /* ry 14,2006 A WARNNG - Verf/i) design Parameters and REM NOTES ON THIS AND DVCLUDED MITEE REFERENCE PACE MN -7473 BEFORE USE. 7777 Greenback Lane --® Design varid for use only with M"Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp ty g p p p po p 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, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job russ Truss Type Qty Ply in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.15 4405-5Y B98 JACK 1 1 Job TCDL 24.0 Lumber Increase 1.15 BC 0.02 Vert(TL) Reference (optional) Foxwodh Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Feb 10 15:09:52 2006 Page 1 1-10-8 - 1111- 1 1-10-8 0-1-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.00 1 >999 360 TCDL 24.0 Lumber Increase 1.15 BC 0.02 Vert(TL) 0.00 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 "" 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1_.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 3=15/Mechanical, 1=100/0-5-8,2=87/Mechanical, 4=42/0-5-8 Max Horz 1=37(load case 3) Max Uplift3=-31(load case 2), 1=-10(load case 3), 2=-35(load case 3) Max Grav1=100(load case 1), 2=87(load case 1), 4=84(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-30/30 BOT CHORD 14=0/0, 3-4=0/0 PLATES GRIP M1120 197/144 Weight: 6 Ib BRACING TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale: 1.5'=1' A WARNING- VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610M1 pp ty g p p p poration 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, quarity control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, W153719. Z Job russ Truss Type Qty Ply o 0 (loc) I/deft Ud PLATES GRIP TCLL 20.0 820077430 4405-5Y J -GBL COMMON 1 1 I 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Incustries, Inc. Fri Feb 10 15:09:53 2006 Page 1 5-5-15 1 9-3.12 1 13-1.10 1 18-7-8 1 5-5-15 3.9-14 39-14 5-5-15 Scale = 1:32.6 4x7 M1120= 3x7 M1120 11 2.7-4 1 5-5.15 2-7-4 2-10.11 39-14 5x10 M1120H = 39-14 2-10-11 I� 0 am —20 11 3x7 MI120 11 8-7-8 i 2.7-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.03 6-7 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.07 6-7 >999 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.01 7 >999 240 Weight: 80 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-3-13 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 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) 1=106/0-3-8,5=106/0-3-8,8=901/0-3-8.6=901/0-3-8 Max Horz1=14(load case 8) Max Upliftl =-281 (load case 10), 5=-277(load case 9), 8=-260(load case 8), 6=-257(load case 11) Max Gravl=373(load case 7), 5=373(load case 6), 8=1037(load case 7), 6=1037(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-801/645, 2-3=-1586/802, 3-4=-1586/800, 4-5=-801/638 BOT CHORD 1-8=-590/758, 7-8=-333/483, 6-7=-329/483, 5-6=-584!758 WEBS 3-7=-97/97, 2-8=-924/328, 2-7=367/957, 4-6=924/324, 4-7=-370/957 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 MiTek "Standard Gable OFESS/ End Detail" OQ� 4) All plates are MT20 plates unless otherwise indicated. ��, �R S. 5) All plates are 2x4 M1120 unless otherwise indicated, 6) Gable studs spaced at 1-4-0 oc. C0 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. tr 8) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-7-8 1JJC 0 6433 for 100.0 plf. LOAD CASE(S) Standard * E -09 OF 14, 2006 A WARNING - Ver(fy design parameters and BEAD NOTES ON THIS AND INCLUDED ffiTER REFERENCE PAGE BID -7473 BEFORE USE. 7777 Greenback Lane ��® 09 Design varid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite He Applicability of design oramenters and proper incorporation Citrus Heights, CA, 95610 pp ty g p p p poration 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component to Safety Information available from Truss Plate Insfifufe, 583 D'Onofrio Drive, Madison. WI 53719. MiTek Job cuss Truss Type Qty Ply100 LOADING (psf) SPACING 2-0-0 820077431 4405-5Y J COMMON 5 1 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.53 Job Reference (optional) Foxvorth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Feb 10 15:09:52 2006 Page 1 55.15 3.9.14 3-9.14 5-5-15 Scale = 1:32.6 4x7 M1120= JXa MIILV 11 Jxb MII2u I I 3x7 M1120 II 2x4 M1120 11 5x10 M1120H = 2x4 M1120 II 3x7 M1120 II 2-7-4 1 5-5-15 I 33-12 I 13-1-10 I 16-0-4 I 18-7-8 I 2-7-4 2-10-11 3-314 3-314 2-10-11 2.7-4 l6 d Plate Offsets (X,Y): [1:Edge, 0-0-31, [1:0-0-12,0-5-91, [5:0-0-12,0-5-91, [5:Edge,0-0-31, [7:0-5-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.03 7-8 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.07 7-8 >999 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 7 >999 240 Weight: 66 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-3-13 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=106/0-3-8,5=106/0-3-8,8=901/0-3-8,6=901/0-3-8 Max Horz 1 =1 4(load case 8) Max Upliftl =-281 (load case 10), 5=-277(load case 9), 8=-260(load case 8), 6=-257(load case 11) Max Grav1=373(load case 7), 5=373(load case 6), 8=1037(load case 7), 6=1037(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-801/645, 2-3=-1586/802, 3-4=-1586/800, 4-5=-801/638 BOT CHORD 1-8=-590/758, 7-8=-333/483, 6-7=-329/483, 5-6=-584/758 WEBS 3-7=-97/97, 2-8=-924/328, 2-7=-367/957, 4-6=-924/324, 4-7=370/957 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. 5) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-7-8 for 100.0 plf. LOAD CASE(S) Standard 1.9 A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED 11UTER REFERENCE PAGE MH.7473 BEFORE USE. 7777 Greenback Lane __40 Design valid for use only wilh M MiTek connectors. This design is based any upon parameters shown. and is for an individual building component. Suite 109 Applicability of design oramenters and proper incorporation of component is res Citrus Heights, CA, 95610 1 pp ty g p p p po p 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 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/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Mad'aon. WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' *Center plate on joint unless x, y Damage or Personal Injury offsets are indicated. Dimensions are in ft -in -sixteenths. b 4-8 dimensions shown in ft -in -sixteenths -Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and securely seat. diagonal or X -bracing, is always required. See BCSI1. �he 2. Never exceed the design loading shown and never 1 2 3 TOP CHORDS c,-2 c2.3 4 stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building r psi(InP.r erection supervisor, property owner and o WEBS ca., all other interested parties. 02 1: U ' ��� p 4. Cut members to bear tightly against each other. For 4 x 2 orientation, locate U ab _ plates 0-1nb' from outside C " U CL 5. Place plates on each face of truss at each edge of truss. 0C7 -8c6-7 cs-c O joint and embed fully. Knots and wane at joint BOTTOM CHORDS ~ locations are regulated by ANSI/TPI1. *This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII. "on details available in MTek 20/20 Plate location ti 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. software upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension is the width 4 x 4 to Second CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to perpendicular slots. camber for dead load deflection. dimension is the length parallel to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. To chords must be sheathed or purlins provided at P p spacing shown on design. BEARING SBCCI 9667, 9730, 96046, 9511, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, Indicates location where bearings or less, if no ceiling is installed, unless otherwise noted. (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. reaction section indicates joint number where bearings occur. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: ® MiTek 16. Install and load vertically unless indicated otherwise. ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 © 2004 MiTek® 4 �� I TITLE 24 REPORT J Title 24 Report for: MR. & MRS. JOHN FOSMIRE RESIDENCE 53624 VIA PISA LA QUINTA, CA 92253 Project Designer: A + A GROUP ARCHITECTS 3080 BRISTOL ST. #105 COSTA MESA, CA 714-437-7230 Report Prepared By: OMID TOHIDIAN BUILDING MECHANICAL SYSTEMS, INC. 410 GODDARD IRVINE, CA 92618 (949) 453-1999 - Job Number: CITY OF LA QUIp�� BUILDING & SAFETY 1 APPROVE[," FOR CONSTN Date: 3/23/2006 DA 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 -nergy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EneravPro 4.0 by EnerovSoft Job Number: User Number: 2936 Certificate Of Compliance: Residential (Part 1 of 3) CF -1 R MR & MRS JOHN MSMIRE RESIDENCE 3/23/20D6 Project Title Date C;3624 VIA PISA I A QUINITA Project Address Building Permit # BUILDING DING MEC'HANI AI SYSTEMS, INC' (949) 453-1999 PlanCheck/Date Documentation Author Telephone EnergVPro 15 1 Field Check/Date ComDliance Method Climate Zone Source Energy Use Standard Proposed Compliance Ratio: 20.6% Avg. SHGC: (kBtu/sf-yr) Design Design Margin Volume Units Zone Type Type gn -q7 n 47 1 iving I iving4tat 18.416 017 Sleeninq SleepingSiat 7.04 00.16 Sleeping S_Ieep*naStat Space Heating 2.08 2.07 0.01 Space Cooling 59.70 54.18 5.53 Not Valid for permit Fans 8.59 4.90 8.40 5.16 0.19 -0.27 applications submitted on or Domestic Hot Water 0.00 0.00 0.00 after 01/23/06 because Pumps Totals 75.27 69.81 5.46 Energy Budget is based on Percent better than Standard: 7.3% SEER 10. Building Type: W Single Family ❑ Multi Family Building Front Orientation: Fuel Type: ❑ Addition ❑ Existing + Add/Alt (West) 270 deg Natural Gas Total Conditioned Floor Area: Existing Floor Area: Raised Floor Area: Slab on Grade Area: Fenestration: Average Ceiling Height: Area: 1,018 ft2 Avg. U: 0.32 Number of Dwelling Units: Ratio: 20.6% Avg. SHGC: 0.25 Number of Stories: BUILDING ZONE INFORMATION # of Thermostat Zone Name Floor Area Roc HVAC' 2 330 Roc HVAC 1,824 Rcc HVAC 783 Volume Units Zone Type Type gn -q7 n 47 1 iving I iving4tat 18.416 017 Sleeninq SleepingSiat 7.04 00.16 Sleeping S_Ieep*naStat OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Wall Wnnd 114 n 074 R -J9 -0 0 97n An Wall Wnnd ins 0_(174 R-19 R-0-0 18fl A0 Wall blond 14 n.n7a R-19 R -n n _ 995 An Wall Wnnd 426 n_n7a R-19 R-n_n - n 90 Wall Wnnd 171 0.074 R-19 R -n n An An Wall Wnnd 63 o_o7aR-19 R-0.0 180 _9n Wall Wnnd 15 n n74 R-19 , R=n n 45 gn Wall Wnnd 15 0074 R_19 _R-0 0_ 1 14.5 gn Wall Wnnd 39 0109 -13 R-0 0 ign 90 noor None 24 0.500 alone R-0.0 180 A Roof Wnnd 2 051 n n9A R -3B _$QD_-Q 0 Wall Wnnd 147 0074 R-19 R -o f1 970 An Wall Wood 4450.074R-19 R-0 0 180 gn Wall wand 32 0.074 R-19 _R -nn 135.i gn WaII Wood 32 0.074 R_19 R-0 Q 995 go Wall Wnnd 1510 074 R-19 _B- 0_ 0L An Wall Wnnd 99nn7a R-19 R-0 n gn gn Wall Wnnd 60 0 n74 R_1q _R -n n 45 gn Rnnf Wnnd 1 A94 0 028 _$-18 SIn 0 Wall Wond 270 n_102 R_13 R n.a _ISO gn Wall Wnod 186 n.074 _ R-19_ R-n_n -�L90 �Wall Wnnd 360074R-19 R_0.0 90 q.0 Wall Wnnd 180 0.074 R-19 R-n.a 970 90 Wall Wnnd 3n8 n n74 R-1gR-o n 0 g0 Wall Wnnd 284 0 074 R_19 R -o n Ign An Gains Condition Y / N Status 4,937 ft2 n/a ft2 87 ft2 4,474 ft2 9.0 ft 1.00 2' Vent Hat. Area _-8 8 JA IV Reference Location / Comments 09 -AS AC -1-1 Ar -2 09 -AS A(_-1 AC -2 n9 -A5 AC -1 AC -2 n9 -A5 AC -1 AC -2 n9 -A5 AGA, AC -2 09-A5 Ar -1 Ar -2 n9 -A5 AGA, AC -2 n9 -A5 Ar -1 AC -2 Q,9 -A3 AC -1, AC -2 28-A4 ACA, AG -9 n2 -A28 AC -1. AC -2 n9 -A5 QIi3. AC -4 n9 -AS AC -3 AGA 09-A5 Ar-'AAr-4 9.9-AS AC -3, AC -4 09-A5 AC -3 AC -4 n9 -A5 A(-3, AC -4 n9 -AS AC -3 AGA INew n2 -A28 A( -QAC-4 New 09-A3 AC -5 �Na%bL__ n9 -A5 AC. -5 INew 09-A5 An -5 INew n9 -A5 AC -5 INew n9 -A5 AC -5 IN N 09-A5 AC -5 I EneravPro 4.0 by EnergvSoft User Number: 2936 Job Number. Page:3 of 12 Certificate Of Compliance : Residential (Part 1 of 3) CF -1 R MR R MRS JOHN EOSMIRE RESIDENCE ❑ Addition Total Conditioned Floor Area: 3/23/2006 Date Project Title VIA PISA I A CJI IINTA ❑ Existing + Add/Alt Existing Floor Area: 53624 Project Address ft2 Building Front Orientation: (West) 270 deg Raised Floor Area: Building Permit # RI III DING MF(' HANICAL SYSTEM. INC- (949)453-1999 Slab on Grade Area: Documentation Author ft2 Fenestration: Telephone PlanCheck/Date FnarnVPrn ft Area: 15 Avg. U: 0.32 Number of Dwelling Units: 1.00 Field Check/Date Compl a ce Method 20.6% Avg. SHGC: 0.25 Number of Stories: Climate Zone Source Energy Use Standard Proposed Compliance Vent (kBtu/sf-yr) Design Design Margin Hgt. Space Heating 2.08 2.07 0.01 Space Cooling 59.70 54.18 5.53 Not Valid for permit Fans 8.59 8.40 0.19 Domestic Hot Water 4.90 5.16 -0.27 applications submitted on or Pumps 0.00 0.00 0.00 after 01/23/06 because Totals 75.27 69.81 5.46 Energy:Budget is based on than Standard: 7.3% Building Type: Y Single Family ❑ Addition Total Conditioned Floor Area: 4,937 ft2 New ❑ Multi Family ❑ Existing + Add/Alt Existing Floor Area: n/a ft2 Building Front Orientation: (West) 270 deg Raised Floor Area: 87 ft2 Fuel Type: Natural Gas Slab on Grade Area: 4,474 ft2 Fenestration: Average Ceiling Height: 9.0 ft Area: 1,018 ft2 Avg. U: 0.32 Number of Dwelling Units: 1.00 Ratio: 20.6% Avg. SHGC: 0.25 Number of Stories: 2 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area OPAQUE SURFACES Type Frame Area Wall Wnnd 91 Wall Wnnd 21 Wall Wnnd 169 Flnnr Wnnd R7 Rnnf Wnnd 463 Insulation Act. Gains Condition U -Fac. Cay. Cont. Azm. Tilt Y / N Status 0 074 R_19 R_n n 45 gn 0.074 Ry9 8-0 0 13figD 0 074 R-19 R-0 0 go go n om R-30 R_0 n 0 180 0.028 R_38 R-0.0 0 ® ®New El IN ❑❑❑ HF ❑❑ ❑❑ ❑❑ ❑New ,- New New _0 -nn_ JA IV Reference Location / Comments 09-A5 Arr5 09-A5 AG5 09-A5 AC 5 91-A7 AC 5 02-A9R AC:5 I EneravPro 4.0 by EneravSoft User Number. 2936 Job Number: Paae:4 of 12 1 Certificate Of Compliance : Residential (Part 2 of 3) CF -1 R MR. & MRS. JOHN FOSMIRE RESIDENCE 3/23/2006 Project Title Date FENESTRATION SURFACES # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 True Cond. Location/ # Type Bug Screen Area U-Factorl SHGC2 Azm. Tilt Stat. Glazing Type Comments _L_ Winrinw Frnnt (West) 600 _0.19 NFRC-0-25 NFR(' 270 SSL New Dniihle NonM I LOW -F AC: -1, AG -9 2 Window Front (West) 19.2 0.320 NFRC 0_25 NFRC 270 90 New Double NonMtl LOW -E AC -1, AC -2 2 Window Front (West) 19.2 0.320 NFRC 0_25 NFRC 270 90 New Double NonMtl LOW -E AC -1, AC -2 4 Window Right (South) 14.0 0.320 NFRC 0_25 NFRC 180 90 New Double NonMtl LOW -E AC -1, AC -2 5 Window Right (South) 4.0 0.320 NFRC 0_25 NFRC 180 90 New Double NonMtl LOW -E AC -1, AC -2 0.76 Window Right (South) 7.5 0_320 NFRC 0_25 NFRC 180 90 New Double NonMtl LOW -E AC -1, AC -2 L Window Right (South) 24.0 0.320 NFRQ JQ2.5 NFRC 180 90_ New Double NonMtl LOW -E AC -1. AC -2 8 Window Right (Southwest) 4.0 0.320 NFRC 0_25 NFRC 225 90 New Double NonMtl LOW -E AC -1, AC -2 -9- Window Right (Southwest) 4.0 0.32 NFRQ _0.25 NFRQ 225 90 New Double NonMtl LOW -E AC -1. AC -2 1Q Window Right (Southwest) 8.0 0_320 NFRC x,25 NFRQ 225 90_ New Double NonMtl LOW -E AC -1, AC -2 " Window Right (Southwest) 42-5-0_320 NFRC 0_25 NFRC 225 20 New Double NonMtl LOW -E AC -1, AC -2 12 Window Left (North) 24.0 0.320 NFRC 0_25 NFRC 0 90 New Double NonMtl LOW -E AC -1, AC -2 Aa Window Rear (East) 30.0 0-320 NFRO -0,25 NFRQ 2.0_ qQ New Double NonMtl LOW -E AQ- 1 AC -2 14 Window Rear (East) 8.8 0.320 NFRC 0_25 NFRC 90 90 New Double NonMtl LOW -E AC -1. AC -2 15 Window Rear (East) 200.0 0.320 NFRC 0_25 NFRC 90 90 New Double NonMtl LOW -E AC -1, AC -2 16 Window Left (Northeast) 30.0 0.320 NFRC 0_25 NFRC 45 90 New Double NonMtl LOW -E AC -1. AC -2 17 Window Left (Northeast) 8.8 0.320 NFRC 0_25 NFRC: 45 90 New Double NonMtl LOW -E AC -1. AC -2 18 Window Rear (Southeast) 30.0 0.320 NFRC 0_25 NFRC 135 90 New Double NonMtl LOW -E AC -1, AC -2 1,Q Window Rear (Southeast) 8.8 0_320 NFRC 0_25 NFRC 135 90 New Double NonMtl LOW -E AC -1. AC -2 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 Fir Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 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 10.0 20.0 13.0 0.1 2.0 2.0 16 Bug Screen 0.76 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 _ THERMAL MASS FOR HIGH MASS DESIGN Type Area Thick.Heat Inside (sf) (in.) Cap. Cond. R -Val. JA IV Reference Condition Status Location/ CDmments Concrete, Heavyweight 999 4.00 28 0.98 2 26-A1 New AC -1, AC -2 / Slab on Grade Concrete, Heavyweight 1,331 4.00 28 0_98 0 26-A1 New AC -1, AC -2 / Slab on Grade Concrete, Heavyweight 906 4.00 28 0.98 2 26-A1 New AC -3. AC -4 / Slab on Grade Concrete, Heavyweight 918 4.00 28 0.98 0 26-A1 New AC -3. AC -4 / Slab on Grade Concrete, Heavyweight 4.00 28 0.98 0 26-A1 New AC -5 / Slab on Grade PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 62 None No Insulation 26-A1 New AC: -1, AC -2 Slab Perimeter 102 None No Insulation 26-A1 New AGA, AC -2 Slab Perimeter 90 None No Insulation 26-A1 New AC: -3, AC -4 Slab Perimeter 56 None No Insulation 26-A1 New AC -3, AC -4 Slab Perimeter 30 None No Insulation 26-A1 New AG -5 Run Initiation Time: 03/23/06 15:55:01 Run Code: 1143158101 EnergyPro 4.0 by Energysoft User Number. 2936 Job Number: Page:5 of 12 Certificate Of Compliance : Residential (Part 2 of 3) CF -1 R MR. & MRS. JOHN FOSMIRE RESIDENCE 3/23/2006 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U -Factor' SHGC2 Azm. Tilt Stat. Glazing Type Comments 20 Window Frnntest) 42 Q-0.320 NERC 1L25 NERD - 970 SO New DrnihlP NonMtl IOW -E AC -3 AC -4 21 Window Right (South) 4.0 0.320 NFRC 0_25 NFRC 180 90 New Double NonMtl LOW -E AC -3, AC -4 22 Window Right (South) 4.0 0.320 NFRC 0_25 NFRC 180 90 New Double NonMtl LOW -E AC -3, AC -4 23 Window Right (South) 7.5 0.320 NFRC 0_25 NFRC 180 90 New Double NonMtl LOW -E AC -3, AC -4 24 Window Right (South) 5.0 0.320 NFRC 0_25 NFRC 180 90 New Double NonMtl LOW -E AC -3, AC -4 25 Window Right (South) 7.5 0.320 NFRC 0_25 NFRQ 180 90 New Double NonMtl LOW -E AC -3, AC -4 2a Window Rear (, outheast) 4.0 0.320 NFRC 0_25 NFRC 135 90 New Double NonMtl LOW -E AC -3, AC -4 27 Window Right (Southwest) 4.0 0.320 NFRC 0_25 NFRC 225 90 New Double NonMtl LOW -E AC -3, AC -4 2$ Window Left (North) 28.0 0.32 NFRQ Q25 NFRC -Q 90 New Double NonMtl LOW -E AC -3, AC -4 2;3 Window Left (North) 28.0 0.32 NERC -0,25 NFRC -Q 90 New Double NonMU LOW -E AC -3. AC -4 M Window Left (North) 28.0 0_320 NFRQ 0_25 NFRQ 0 90 New Double NonMtl LOW -E AC -3, AC -4 31 Window Left (North) 28.0 0.320 NFRC 0_25 NFRC 0 90 New Double NonMtl LOW -E AC -3, AC -4 22. Window Rear (Fast) 920 5) 39 NFRC -OLU FRC go q0_ New Double NonMtl LOW -E AC -3, AC -4 33 Window Rear (East) 22.0 0.320 NFRC 0_25 NFRC 90 90 New Double NonMtl LOW -E AC -3, AC -4 34 Window Rear (East) 7.5 0.320 NFRC 0_25 NFRC 90 90 New Double NonMtl LOW -E AC -3, AC -4 35 Window Rear (East) 7.5 0.320 NFRC 0_25 NFRC 90 90 New Double NonMtl LOW -E AC -3, AC -4 36 Window Left (Northeast) 48.0 0.320 NFRC 0_25 NFRC 45 90 New Double NonMtl LOW -E AC -3, AC -4 37 Window Left (North) 5.0 0.320 NFRC 0_25 NFRC 0 90 New Double NonMtl LOW -E AC -5 2,$ Window Left (North) 19.5 0.32 NFRC-025 JCC -Q 90 New Double NonMtl LOW -E AC -5 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Window Overhanq Left Fir Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA RExt. Dist. Len. Hgt. Dist. Len. Hgt. 20 Bug Screen 0.76 5.0 6.0 2.0 0.1 2.0 2.0 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 26 Bug Screen 0.76 27 Bug Screen 0.76 28 Bug Screen 0.76 7.0 4.0 2.0 0.1 2.0 2.0 29 Bug Screen 0.76 7.0 4.0 2.0 0.1 2.0 2.0 30 Bug Screen 0.76 7.0 4.0 2.0 0.1 2.0 2.0 _ 31 Bug Screen 0.76 7.0 4.0 2.0 0.1 2.0 2.0 32 Bug Screen 0.76 5.0 4.0 2.0 0.1 2.0 2.0 33 Bug Screen 0.76 4.0 5.0 2.0 0.1 2.0 2.0 34 Bug Screen 0.76 35 Bug Screen 0.76 36 Bug Screen 0.76 7.0 8.0 4.0 0.1 4.0 4.0 _ 37 Bug Screen 0.76 38 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 Type L Insulation R -Val. Location JA IV Reference Condition Location/ Status Comments Run Initiation Time: 03/23/06 15:55:01 Run Code: 1143158.101 EnergyPro 4.0 by EnergySoft User Number: 2936 Job Number: Page:6 of 12 Certificate Of Compliance • Residential (Par 2 of 3) CF -1 R Bug Screen 0.76 MR. & MRS. JOHN FOSMIRE RESIDENCE 3/23/2006 Project Title Date 0.76 FENESTRATION SURFACES True Cond. Location/ # Type Area U-Factorl SHGC2 Azm. Tilt Stat. Glazing Type Comments 39 Window Left Orth) 1g_5 Q3? NFRC'-0-25 Jam. - n qn New nni�hlp NnnMtl IOW -F _ Ar -.5 40 Window Front (West) 27.5 0.320 NFRC 0_25 NFRC 270 90 New Double NonMtl LOW -E AC -5 41 Window Left (North) 10.0 0.320 NFRC 0_25 NFRC 0 90 New Double NonMtl LOW -E AC -5 42 Window Left (North) 10.0 0.320 NFRC 0_25 NFRC 0 90 New Double NonMtl LOW -E AC -5 43 Window Left (North) 10.0 0.320 NFRC 0_25 NFRC 0 90 New Double NonMtl LOW -E AC -5 44 Window Right (South) 48.0 0.320 NFRC 0_25 NFRQ 180 90 New Double NonMtl LOW -E AC -5 g5 Window Rinbt (South) 4.0 0.320 NFRC 0.25 NFRC 180 90 New Double NonMtl I OW -E AQ -5 46 Window Left (Northeast) 6.1 0.320 NFRC 0.25 NFRC 45 90 New Double NonMtl LOW -E AC -5 AZ Window Rear (Southeast) 6.1 0.32 RC_Q.25 NFRC 135 -90 New Double No0Mtl LOW -E Ar -5 4$ Window Rear (East) 8.8 0.3201VVFRC 0.25 NFRC 90 -90 New Double NonMtl LOW -E Ar -5 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 Tvpe SHGC Hgt. Wd. Len. Hgt. LEA REA Dist. Len. Hgt. Dist. Len. Hgt 39 Bug Screen 0.76 40 Bug Screen 0.76 41 Bug Screen 0.76 3.0 4.0 4.0 0.1 4.0 4.0 42 Bug Screen 0.76 3.0 _4. 4.4 _0. _4.4 40 - 43 Bug Screen 0.76 4.0 5.0 4.0 0.1 4.0 4.0 - 44 Bug Screen 0.76 7.0 8.0 10.0 0. 10.0 45 Bug Screen 0.76 46 Bug Screen 0.76 47 Bug Screen 0.76 48 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 EnergyPro 4.0 by EnergySoft User Number: 2936 Job Number. Page:7 of 12 Certificate of Compliance : Residential (Part 3 of 3) CF -1R MR. & MRS. JOHN FOSMIRE RESIDENCE Water Heater # in Input Cap. 3/23/2006 Project Title System Name Type Distribution Syst. (Btu/hr) (gal) Status or.RE 1 (%) Ext. Date 94 HVAC SYSTEMS 2.12% 0.0 Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type Res HVAC Central Fumace 92% AFUE Split Air Conditioner 16.0 SEER New Setback Res HVAC Central Furnace 90% AFUE Split Air Conditioner 16.0 SEER New Setback Res HVAC Central Furnace 90% AFUE Split Air Conditioner 16.0 SEER New Setback HVAC DISTRIBUTION Duct Duch Condition Ducts Location Heating Cooling Location R -Value Status Tested? Res HVAC Dulled Dulled Attic 42 New No Res HVAC Ducted Ducted Attic 42 New No Res HVAC Ducted Ducted Attic 42 New No Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Ratedl Tank Energy Standbys 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. A O Smith Water Products BT 100 Large Gas Itchen Pipe Ins 1 75,100 94 New 0.80 2.12% 0.0 Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ft) Add 1/2" Control # HP Type In Plenum Outside Buried Insulation 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 ROVIDE TWO 5 TON SYSTEMS FOR LIVING AREAS, TWO 4^TON SYSEMS FOR 1ST FLOOR BEDROOMS, ONE 3 -TON FOR 2ND FLR EDROOM. A/C SEER TO BE MIN. 16, FURNACE AFUE MIN. 900/6. COMPLIANCE STATEMENT This certificate of compliance fists 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 uting dud design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and buildmg envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business J Professions Code) Name: CbL%h 112 A Title/Firm: A + A GROUP ARCHI Address: 3080 BRISTOL ST. #1105 COSTA MESA, CA Telephone: 714-437-7230 lir t# G Z IL 1 (signatu(date) Enforcem A cy Name: Title/Firm: Address: Telephone: Documentation Author Name: OMID TOHIDIAN Title/Firm: BUILDING MECHANICAL SYSTEMS. INC. Address: 410 GODDARD IRVINE, CA 92618 Telephone: (9491453-1999 (sig (date) Certificate Of Compliance : Residential (Addendum) CF -1 R MR. & MRS. JOHN FOSMIRE RESIDENCE 3/23/2006 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 adeauacv of the special justification and documentation submitted. I Plan I Field Not Valid for permit applications submitted on or after 01/23/06 because Energy Budget is based on SEER 10. The HVAC System 'Res HVAC' must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. HIGH MASS Design - Verify Thermal Mass: 999 sqft Covered Slab Floor, 4.00" thick at Living Area HIGH MASS Design - Verify Thermal Mass: 1331 sqft Exposed Slab Floor, 4.00" thick at Living Area The HVAC System 'Res HVAC' must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design - Verify Thermal Mass: 906 sqft Covered Slab Floor, 4.00" thick at Bedrooms HIGH MASS Design - Verify Thermal Mass: 918 sqft Exposed Slab Floor, 4.00" thick at Bedrooms The HVAC System 'Res HVAC' must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design - Verify Thermal Mass: 320 sqft Exposed Slab Floor, 4.00" thick at Bedroom 2 HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF -4R Plan Field installation certificate. I EnerovPro 4.0 by EnerovSoft User Number. 2936 Job Number: Page:9 of 12 1 Mandatory Measures Summary: Residential (Page I of 2) MF -1 R NOTE: Low-rise 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 supercedes the items marked with and asterisk (') below. When this checdist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not applicable. NIA DESIGNER ENFORCE - MENT Building Envelope Measures ❑ N ❑ +§ 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ 0 ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑X ❑ ❑ •§ 150(c): 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). ❑ 191 ❑ �§ 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑X ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. ❑ N ❑ 1. Masonry and factory -built fireplaces have: ❑ N ❑ a. closable metal or glass door covering the entire opening of the firebox ❑ n ❑ b. outside air intake with damper and control, flue damper and control ❑ ❑X ❑ 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation ❑ 191 ❑ 2. No continuous burning gas pilot lights allowed. § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. Q ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. N ❑ ❑ § 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. ❑ 0 ❑ § 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/Exfiftration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑ ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain 1:1 ER El (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ 2 ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ N ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. ❑ N ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑ § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation ❑X ❑ ❑ 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 ❑ 0 ❑ length of recirculating sections of hot water pipes shall be insulated to Table 150B. ❑x ❑ ❑ 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source 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. N ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ [R ❑ 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. ❑X ❑ ❑ EnergyPro 4.0 by EnergySoft User Number: 2936 Job Number: Page: 10 of 12 Mandatory Measures Summary: Residential (Page ."--' 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. Wren 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. Instructions: Check or initial applicable boxes when completed or check N/A if nog: ENFORCE - DESCRIPTION applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603.604, ❑X❑ ❑ 605, and Standard 6-5; supply -air and retum-air ducts and plenums are insulated to a minumum installed level of R4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure syst:m that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requiremenrs of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ X❑ ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ® ❑ ❑ duct tapes unless such tape is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft or automatic dampers. ❑ ® ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operati ig ® ❑ ❑ dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ ® ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 7. Flexible ducts cannot have porous inner cores. § 114: Pool and Spa Heating Systems and Equipment ® ❑ ❑ 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ® ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. X❑ ❑ ❑ Lighting Measures 2. System is installed with: ® ❑ ❑ a. At least 36" of pipe between filter and heater for future solar heating. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑X ❑ ❑ b. Cover for outdoor pools or outdoor spas. X❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. X❑ ❑ ❑ § 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 X❑ ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Tabla ® ❑ ❑ 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)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑X ❑ ❑ luminaire has factory installed HID ballast. ❑ ❑X ❑ § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determired in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy lumiraires, 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) ceritfied 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 ❑IAI❑ controlled by an occupant sensor that complies with Section 1� 9(d) that does not tum on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑X ❑ ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the 0 ❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Articl; 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119Ct). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147.x❑ ❑ ❑ 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 0 ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Secti in 119(d). EnergyPro 4.0 by EnergySoft User Number: 2936 Job Number: Page: 11 of 12 Residential Kitchen Liqhting Worksheet WS -5R MR. & MRS. JOHN FOSMIRE RESIDENCE 3/23/2006 Project Title Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that ars high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. Luminaire Type High Efficacy? Watts Quantity High Efficacy Watts Other Watts 50w Low Voltage Halogen Yes X No 55.0 x 9 = 495 or (2) 18w Fluorescent Downlights Yes X No 42.0 x 12 = 504 or 14w Linear Fluorescent T5 Elec Yes X No 18.0 x 6 = 108 or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or YesNo I x = or Yes No x = or Yes I No x = or YesNo x = or Yes Nox = or Yes No x = or Yes No x = or Yes I No x = or Total A: 1,107 B: 0 COMPLIES IF A,-- B YES ® NO ❑ EnergyPro 4.0 by Energysoft User Number: 2936 Job Number: Page: 12 of 12 e ES GOUVIS5MMORNUOMM consulting group, inc. ye i STRUCTURAL CALCULATIONS (A Custom Home) Fosmire Residence 53624 Via Pisa La Quinta, County of Riverside, CA Gouvis Job #61075 10/24/05 FchitecttAPPROVED F LA QUINTA i Archite & SAFETY DEPT. A+A Group A FOR ONSTRUCTION } DAT -1 0 f 949.752.1612 fax 949.752.5321 4400 Campus Drive Newport Beach, CA ICT 2 k V'Se Mike Houshmand, Vice Presidenta� 9, 00 \\n C42283 Exp. Date 3/31/06 FVa The attached calculations are valid only when bearing original or electronic signature of Mike Houshmand, Hereon. 92660 Palm Springs, CA Pleasanton, CA Sacramento, CA Salt Lake City, UT Ho Chi Minh City, Vietnam G0UVIS 0 111, 111, @ 10 consulting group, inc. TABLE OF CONTENTS `.structural Calculations Page 2 .3ECG Job No.:61075 Client: A+A Group Dater 7/27/05 CONTENTS PAGE NUMBER Revision Blocks 3 Shear Wall Schedule 4 CUSTOM TOTAL NUMBER OF PAGES Newport Beach, CA Palm Springs, CA Pleasanton, CA -Sacramento, CA Salt Lake Cid, UT Ho Chi Minh City, Vietnam BI Through 43—LaBeams 643 -- Lateral teral Force Analysis LI Through L 14 Shear Wall SWI Through SW37 Foundation FI Through F2 TOTAL NUMBER OF PAGES Newport Beach, CA Palm Springs, CA Pleasanton, CA -Sacramento, CA Salt Lake Cid, UT Ho Chi Minh City, Vietnam GOUVISON41fleering consulting g�� ro inc. y �- REVISION BLOCK PLAN 1 S"_ructural Calculations Page- 3- GECG Job No.:61075 Client:: A+A Group_ Date: 7/27/05 Newport Beach, CA Palm Springs, CA Pleasanton, CA Sacramento, CA Salt Lake Cit., UT Ho Chi Minh City, Vietnam GOUVISMIN consulting group, inc. 0 SHEAR WALL SCHEDULE Structural Calculations Page 4- GECG Job No.:61075 Client: A+k Group Date: 7/27/05 1997 UNIFORM BUILDING CODE / 2001 CALIFORNIA BUILDING CODE rraming Shear Sill Plate Clips Anchor Mark Sheathing Edge Nailing Field Nailing Capacity Nailing A35's, Bolt (Common) (Common) (PLF) (I 6d LS50's Spacing sinker) or LTP4's 5/8" � x 12" 3/8" APA 8 d's @ 8 d's @ 260 @ 6" o.c. @ 16" @ 48" o.c. rated 6" o.c. 12" o.c. O.C. 5/8" � x 12" Z-11\ 3/8" APA 8 d's @ 8 d's @ 350 @ 4" o.c. @ 12" @ 32" o.c. rated 4" o.c. 12" o.c. O.C. * 5/8" � x 12" ZI 2 3/8" APA 8 d's @ 8 d's @ 490 @ 3" o.c. @ 10" @ 12" o.c. rated 3" o.c. 12" o.c. O.C. 15/32" APA 5/8" � x 12" * 13 structural I 10-d's @ 10 d's @ 12" 600 @ 3" o.c. @ 8" o.c. @ 8" o.c. rated 3" o.c. O.C. (U.N.O.) 5/8" � x 12" * 15/32" APA @ 6" o.c. @ 16" o.c. structural I 10 d's @ 10 d's @ 12" 870 @ 2" o.c. (U.N.O.) w/ 3x sill in 4 rated 2" o.c. O.C. contact w/ concrete Both See shear See shear 5/8" � x 12" sides 3/8" APA 8 d's @ 8 d's @ 980 transfer transfer @ 16" o.c. 12 * . rated 3" o.c. 12" o.c. detail detail w/ 3x6 sill Both See shear See shear 5/8" � x 12" sides 15/32" APA 10 d's @ 10 d's @ 12" transfer transfer @ 12" o.c. * 13 structural 1 3" o.c. O.C. 1200 detail detail w/ 3x6 sill rated Both 15/32" APA See shear 5/8" � x 12" 14 ides structural 1 10 d's @ 10 d's @ 12"' 1740 _N/A transfer @ 8" o.c. w/ * rated 2" o.c. O.C. detail 3x6 sill * Provide 3" nominal or wider framing at adjoining panel edges with nails staggered. Use A35 @ 6" o.c. on Simpson Strong Wall & Hardy Panel (U.N.0). Revised 10/ 18/04 Newport Beach, CA Palm Springs, CA Pleasanton, CA Sacramento, CA. Salt Lake City, UT -Ho-Chi Minh City, Vietnam B GOuvisengineer-1119 Job No :61075-200 Plan No: I consulting group , mc. Client : A+A Group Architects Engineer. Q.D. Date :01/04/2002(VER7.20) DESIGN CRITERIA: A. Code: CBC 2001, Wind: C, 70 mph, Seismic Zone: 4 B. Wood Species: Douglas Fir Larch with maximum 19% moisture content prior to Installation of Finish Material 4X Members: No.2 or Better 6X, 8X Beams and Headers: No.I or Better 2X Joists and Rafters: No.2 or Better Plates and Blocking: Standard Grade or Better Studs: Stud Grade or Better Mud Sills: Pressure Treated Utility Grade or Better C. Conventional 2 -Pour Foundation without Structural Analysis for Expansive Soil or Differential Settlemen PRIMARY ROOF LOADING Pitch 3.0:12 K = Increase for pitch 1.03 Truss(24" OC) x K 2.47 PLYWOOD(5/8") x K 1.91 1/2" GYP. BOARD 2.20 CONC. TILE x K 10.31 Misc.(Insul.,Elect.,ETC) 2.11 Snow Load 0.00 Live Load 20.00 Dead Load 19.00 PRIMARY FLOOR LOADING Truss(24" OC) 2.40 PLYWOOD(3/4") 2,25 5/8" GYP. BOARD 2.75 CARPET 1.00 NONE COVERING 0.00 Misc.(Insul.,Elea.;ETC) 6.60 Partition 0.00 Live Icbad 40.00 Diad Load 15.00 BALCONY LOADING 2x 10 16" OC 3.23 PLYWOOD(3/4") 2,25 7/8" Plaster 10.00 Finish 2.00 Light Wt. 0.00 Misc.(Insul.,Elect.,ETC) 152 Live Load 60.00 Dead Load 19.00 GOUVIS B-2 job No :61075-200 Plan No: I consulting group, inc. Client : A+A Group Architects =ngineer. Q.D. Beam Id: GT#I Girder Truss. @ Right of the Bed #3 Date : 01/04/2002(VER7.20) Loads (Downward +) ZBC 2001(ZONE 4) Beam Weight 2 0. 0 PLF from 0.0' to 8.5' Primary Roof 127 PLF= 6.5'x (19+20)12 from 0.00' to 8.50' Down (DL+LL/Max.) 624/624 624/624 Up (DL+LUMax.) 0/0 0/0 Shear Diagram DL + FL -L + RF -L Moment Diagram DL+FL L+RF L Deflection Diagram DL + LL *** TRUSS DESIGNED BY OTHERS *** Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. ® B-3 GOUVIs J Db No : 61075-200 Flan No: I consulting group, inc. Client : A+ Group Architects Engineer. Beam Id: GT#2 Girder Truss @ Right of the Bed #3 Date : 01/04/2002(VER7.20) Loads (Downward +) CBC 2001(ZONE 4) Beam Weight 20.0 PLF from 0.0' to 8.5' Primary Roof 497 PLF=25.5' x (19+20)12 from 0.00' to 8.50' 8.S0' .Down (DL+LL/Max.) 2198/2198 2198/2198 Up (DL+LL/Max.) 0/0 0/0 Shear Diagram DL + FL -L + RF -L *** TRUSS DESIGNED BY OTHERS *** Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + LL PV ® w G O UV I S .fob No : 61075-200 Fan No: I consulting group, inc. Client : A+ Group Architects C- Beam Id: GT#3 Girder Truss @ Front of the 2-car Garage Cate : 01/04/2002(VER7.20) Loads (Downward +) CBC 2001(ZONE 4) Beam Weight 30.0 PLF from 0.0' to 18.0' Primary Roof 195 PLF=10.0' x (19+20)/2 from 0.00' to 18.00' 18.00' Down (DL+LL/Max.) 2025/2025 2025/2025 Up (DL+LL/Max.) 0/0 0/0 Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL L.+ RF -L Deflection -Diagram -DL + LL *** TRUSS DESIGNED BY OTHERS *** Diagrams Of The Controlling Load Combination, Reflecting The Critical Value,! Respectively. B-4 GOUVISellgineffing consulting • • Beam Id: GT#4 Girder Truss @ Front of the 2 -car Garage Loads (Downward +) Beam Weight 20.0 PLF from 0.0' to 5.5' Primary Roof 244 PLF=12.5' x (19+20)12 from 0.00' to 5.50' Down (DL+LUMax.) 725/725 725/725 Up (DL+LUMax.) 0/0 0/0 Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + -LL *** TRUSS DESIGNED BY OTHERS *** ob No : 61075-200 .'Ian No: I =tient : A+A Group Architects ngineer. Q.D. Date : 0 1/04/2002(VER7.20) =BC 2001 (ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Value!. Respectively. B-5 w m GOUVISM11111HIMM9 consulting • • Beam Id: GT#5 Girder Truss @ Front of the 2 -car Garage Loads (Downward +) Beam Weight 3 0. 0 PLF from 0.0' to 19.0' Point From(P I) @8.50'(L OF 8M GT#4) Primary Roof 146 PLF= 7.5'x (19+20)12 from 0.00' to 8.50' Primary Roof 78 PLF= 4.0'x (19+20)12 from 8.50' to 19.00' ♦ :Point Load Location PI Down (DL+LL/Max.) Up (DL+LL/Max.) Shear Diagram DL + FL—L + RF—L Moment Diagram DL + FL—L + RF—L Deflection Diagram DL + LL 8.50' _ I 1877/1877 0/0 1.9.00' *** TRUSS DESIGNED BY OTHERS *** Job No : 61075-200 Plan No: I Client : A+A Group Architects Engineer. Q.D. Date : 0 1/04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values. Respectively. 1480/1480 0/0 B-6 GOUVISengilleffing consulting group, Inc. Beam Id: GT#6 Girder Truss @ Front of the 2 -car Garage Loads (Downward +) Beam Weight 40.0 PLF from 0.0' to 24.8' Primary Roof 137 PLF= 7.0'x (19+20)12 from 0.00' to 7.75' Primary Roof 410 PLF=21.0' x (19+20)12 from 7.75' to 18.75' Primary Roof 293 PLF=15.0' x (19+20)12 from 18.75' to 24.75' Point From(P I) @7.75'(R OF BM GT#3) Point From(P2) @18.75'(R OF BM GT#5) ♦ :Point Load Location Down (DL+LL/Max.) Up (DL+LL/Max.) Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL -L + RF -L -Deflection Diagram DL + LL 5226/5226 0/0 J :)b No : 61075-200 Flan No: I Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(VFR7.20) CBC 2001(ZONE 4) PI P: 7.75' 18.75' 75' *** TRUSS DESIGNED BY OTHERS *** Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. B-7 6113/6113 0/0 GOUVIs engineering consulting group, inc. Beam Id: GT#7 Girder Truss @ Front of the 2 -car Garage Loads (Downward +) Beam Weight 30.0 PLF from 0.0' to 14.5' Primary Roof 78 PLF= 4.0'x (19+20)12 from 0.00' to 14.50' Point From(P I) @I 0.00'(R OF BM GT#6) ♦ :Point Load Location PI 14.50' Down (DL+LL/Max.) 274012740 Up (DL+LL/Max.) 0/0 *** TRUSS DESIGNED BY OTHERS *** Jab No : 61075-200 Paan No : I Client : A+A Group Architects E--igineer. Q.D. Cate : 0 1/04/2002(VER7.20) C.BC2001(ZONE 4) 5137/';137 OPD Diagrams Of The Controlling Load Combination, Reflecting The Critical Value! Respectively. Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + LL B-8 GOUVISengillflerming Job No : 61075-200 Plan No: I consulting group, inc. Client : A+ Group Architects Engineer. Beam Id: GT#8 Girder Truss @ Front of the 2-car Garage Date : 01/04/2002(VER7.20) Loads (Downward +) CBC 2001(ZONE 4) Beam Weight 30.0 PLF from 0.0' to 17.5' Primary Roof 195 PLF=10.0'-x (19+20)12 from 0.00' to 17.50' Down (DL+LUMax.) Up (DL+LL/Max.) Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + LL 17.50' 196911969 010 *** TRUSS DESIGNED BY OTHERS *** 196911969 0/0 Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. 9-9 GOUVIS8119hillfir-1119 consulting group, Beam Id: GT#9 Girder Truss @ Left of the Dinning Room Loads (Downward +) Beam Weight 30.0 PLF from 0.0' to 14.5' Primary Roof 195 PLF=10.0' x (19+20)12 from 0.00' to 14.50' Down (DL+LL/Max.) Up (DL+LL/Max.) Shear Diagram DL + FL—L + RF—L 14.50' 1631/1631 0/0 *** TRUSS DESIGNED BY OTHERS *** 'ob No : 61075-200 elan No: I Zlient : A+A Group Architects =ngineer. Q.D. Date : 0 1/04/2002(VER7.20) ZBC 2001 (ZONE 4) 1631AI631 0.0 Diagrams Of The Controlling Load Combination, Reflecting The Critical Value! Respectively. B-10 Beam Id: GT#10 Loads (Downward +) Beam Weight Primary Roof Down (DL+LUMax.) Up (DL+LUMax.) Shear Diagram DL + FL L + RF L G0UV1SeR9m11Me@fi11M9 consulting • • Girder Truss @ Left of the Powder 3 0. 0 PLF from 0.0' to 17.0' 195 PLF=10.0' x (19+20)12 from 0.00' to 17.00' 17.00' 1913/1913 0/0 *** TRUSS DESIGNED BY OTHERS *** 'rob No : 61075-200 Flan No: I --tient : A+A Group Architects ngineer. Q.D. Date : 0 1/04/2002(VER7.20) ZBC 2001 (ZONE 4) 1913/1913 0/0 Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. B -II GOUVISengineerwing consulting group, Mc. Beam Id: GT#1 I Girder Truss @ Right of Nook Loads (Downward +) Beam Weight 30.0 PLF from 0.0' to 13.5' Primary Roof 205 PLF=10.5' x (19+20)12 from 0.00'to 13.50' Down (DL+LL/Max.) Up (DL+LL/M-ax.) Shear Diagram DL + FL—L + RF—L 13.50' 1585/ 1585 0/0 - *** TRUSS DESIGNED BY OTHERS *** Job No : 61075-200 Plan No: I Client : A+A Group Architects Engineer. Q.D. Date :04A4h-4)ft(VER7.20) CBC 2001(ZONE 4) 10121 /0,;-- 1585/1 S&S Oi 1585/15&5 0/0 Diagrams Of The Controlling Load Combination, Reflecting The Critical Value: Respectively. GOUVISellgilleerming consulting group, inc. Beam Id: GT#12 Girder Truss @ Right of the Mater Bath Loads (Downward +) Beam Weight 2 0. 0 PLF from 0.0' to 8.0' Primary Roof 400 PLF=20.5' x (19+20)12 from 0.00' to 8.00' 8.00' Down (DL+LUMax.) 1679/1679 1679/1679 Up (DL+LUMax.) 0/0 0/0 Shear Diagram DL + FL—L + RF—L *** TRUSS DESIGNED BY OTHERS *** job No : 61075-200 Plan No: I Client : A+A Group Architects Engineer. Q.D. Date : 0 1/04/2002(VER7.20) CBC 2001 (ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. Moment Diagram DL + FL—L + RF—L Deflection Diagram DL + LL II �� B-13 ® B-14 GOUVIS Job No :61075-200 Plan No: I consulting group, inc. Client : A+A Group Architects [Engineer. Q.D. Beam Id: GT#13 Girder Truss @ Left of the Mater Bath 'Date :01/04/2002(VER7.20) Loads (Downward +) -CBC 2001(ZONE 4) Beam Weight 40.0 PLF from 0.0' to 25.5' Primary Roof 78 PLF= 4.0'x (19+20)12 from 0.00' to 18.50' Primary Roof 185 PLF= 9.5'x (19+20)12 from 18.50' to 25.50' Point From(P I) @18.50'(R OF BM GT#12) • :Point Load Location PI Down (DL+LL/Max.) 2068/2068 Up (DL+LUMax.) 0/0 Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + LL 0' 18.50' *** TRUSS DESIGNED BY OTHERS *** Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. 3370/3370 0/0 GOUVISenginfiffing lob No : 61075-200 B-15 'Ian No: I consulting group, mi c . _ tient : A+A Group Architects ngineer. Q.D. Beam Id: GT#14 Girder Truss @ Right of the Mater Suite Date : 0 1/04/2002(VER7.20) Loads (Downward +) =BC 2001(ZONE 4) Beam Weight 40.0 PLF from 0.0' to 23.0' Primary Roof 234 PLF=12.0' x (19+20)12 from 0.00' to 23.00' Down (DL+LUMax.) Up (DL+LL/Max.) Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + LL 23.00' 3151/3151 0/0 *** TRUSS DESIGNED BY OTHERS *** Diagrams Of The Controlling Load Combination, Reflecting The Critical Value_: Respectively. 3151/3151 010 GOUVIs engineering consulting group, inc. Beam Id: I Header @ Right of the 2 -car Garage Loads (Downward +) Beam Weight 2 0. 0 PLF from 0.0' to 8.3' Primary Roof 195 PLF=10.0' x (19+20)12 from 0.00' to 5.25' Primary Roof 439 PLF=22.5' x (19+20)12 from 5.25' to 8.25' Exterior Wall 30 PLF = 2.0'x 15.0 from 0.00' to 8.25' Point From(P I) @5.25'(L OF BM GT#3) ♦ :Point Load Location PI 8.25' 5.25'.. Down (DL+LUMax.) 1880/1880 Up (DL+LL1Max.) 0/0 289812898 0/0 *** USE DFL NOI 6x 12 DROP BM/HDR *** Critical Shear = -2368 LB @ 7.17' 1.5 x Shear/(Fv x A)=0.529(Fv=106 A= 63.25) Critical Moment = 6493 LB x FT @ 5.25' Ratio=0.381(Fb= 1688 S= 121.23) Critical Deflection = -0.063 INCH @ 4.33' Job No : 61075-200 Plan No: I Client : A+A Group Architects Engineer. Q.D. Date : 0 1/04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Value!. Respectively. Shear Diagram DL + FL -L + RF -L -2368 6493 Moment Diagram 4i:il� t t DL + FL -L + RF -L Deflection Diagram DL + LL -0.061 B-16 consulting group, inc. Beam Id: 2 Header @ Right of the 2 -car Garage Loads (Downward +) Beam Weight 2 0. 0 PLF from 0.0' to 8.3' Primary Roof 439 PLF=22.5' x (19+20)12 from 0.00' to 5.25' Primary Roof 78 PLF= 4.0'x (19+20)12 from 5.25' to 8.25' Exterior Wall 30 PLF = 2.0'x 15.0 from 0.00' to 8.25' Point From(P 1) @5.25'(L OF BM GT#5) ♦ :Point Load Location PI 8.25' 5.25' I Down (DL+LL/Max.) 2502/2502 Up (DL+LL/Max.) 0/0 2325/2325 0/0 *** USE GLB 24F V4 5 1/8 x 12 DROP BM/HDR *** ***0.000" Camber Up @ Span( 4.3') Critical Shear = -2181 L8 @ 7.13' I.5 x Shearl(Fv x A)=0.177(Fv=300 A= 61.50) Critical Moment = 6403 LB x FT @ 5.08' Ratio=0.208(Fb= 3000 S= 123.00) Critical Deflection = -0.056 INCH @ 4.17' Shear Diagram DL + FL—L + RF—L Moment Diagram DL + FL_L + RF—L Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer. Q.D. Date : 0 1/04/2002(VER7.20) CBC2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. -2181 Deflection Diagram DL + LL -0.056 B-17 GOuvisengineerming consulting group, mc. Beam Id: 3 Header @ Right of Golf Loads (Downward +) Beam Weight 2 0. 0 PLF from 0.0' to 8.3' Primary Roof 400 PLF=20.5' x (19+20)12 from 0.00' to 2.25' Primary Roof 195 PLF=10.0' x (I 9+20)12 from 2.25' to 8.25' Exterior Wall 30 PLF = 2.0' x 15.0 from 0.00' to 8.25' Point From(P 1) @2.25'(L OF BM GT#8) v :Point Load Location PI 8.25' 2.25' Down (DL+LUMax.) 2840/2840 Up (DL+LL/Max.) 0/0 161011610 0/0 *** USE DFL NO2 6 x 12 DROP BM/HDR *** Critical Shear = 2353 LB @ 1.08' 1.5 x Shear/(Fv x A)=0.525(Fv=106 A= 63.25) Critical Moment = 5252 LB x FT @ 2.25' Ratio=0.308(Fb= 1688 S= 121.23) Critical Deflection = -0.053 INCH @ 3.83' Job No : 61075-200 Flan No : I Client : A+A Group Architects Engineer: Q.D. Date : 0 1/04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. 2353 Shear Diagram DL + FL -L + RF -L 5252 Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + LL -0.053 B-18 GOUVIsenuineering consulting group, inc . Beam Id: 4 Flush Beam @ Rear of the Bed #2 Loads (Downward +) Beam Weight 30.0 PLF from 0.0' to 25.0' Primary Roof 117 PLF= 6.0'x(19+20)12 from 0.00' to 25.00' Primary Floor 55 PLF= 2.0'x(15+40)12 from 0.00' to 21.00' Exterior Wall 150 PLF = 10.0' x 15.0 from 0.00' to 25.00' Shear Wall W= 1240 S= 1668(4901)H= 9.0' @ 0.5' L= 7.3' 12(A)T-AXIS 25.00' Down (DL+LL/Max.) 2753/5532 Up (DL+LUMax.) 0/-1243 *** USE TIMBERSTRAND 3 1/2x18 1.7E *** *** W/ left.4x4 post middle:user designs trimmer/post Critical Shear = -3957 LB @ 17.88' 1.5 x Shear/(Fv x A)=0.177(Fr532 A= 63.00) Critical Moment = 30636 LB x FT @ 7.83' Ratio=0.343(Fb= 5663 S= 189.00) Critical Deflection = -0.211 INCH @ 8.75' Based on (U 280)= 0.836 Shear Diagram DL+ -FL L Job No : 61075-2006-1`I; Plan No: I Client : A+A Group Architects Engineer: Q.D. Date :OT/0412002(VER7.20) CBC 2001(ZONE 4) �o/2i�oui 7422/12443 0/1639 0/-808 -1754/-4039 Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. Moment Diagram 1.2 x DL + fl x FL -L + 2.8 x SETS Deflection Diagram DL + LL -3957 30636 -0.211 GOUVISg r� consulting group, inc. Beam Id: 5 Flush Beam @ Front of the Bed #2 Loads (Downward +) Beam Weight 2 0. 0 PLF from 0.0' to 21.0' Primary Roof 78 PLF= 4.0'x (19+20)/2 from 0.00' to 21.00' Primary Floor 220 PLF= 8.0'x (15+40)/2 from 0.00' to 11.50' Primary Floor 55 PLF= 2.0'x (15+40)12 from 11.50' to 21.00' Exterior Wall 150 PLF = 10.0' x 15.0 from 0.00' to 21.00' Shear Wall W= 779 S= 909(3380)H= 9.0' @-2.8'L= 5.0' 13(A)T AXIS Shear Wall W= 935 S= 1091(4056)H= 9.0'@ 8.5'-L= 6.0' 13(8)T -AXIS Point Load(PI) @.l 1.5'(G= 600 ) ♦ :Point Load Location PI Down (DL+LL/Max.) 2042/4873 Up (DL+LL/Max.) 0/-2191 1.00' 5815/6420 0/0 ***USE TIMBERSTRAND 3 1/2x18 1.7E *** *** W/ left.2-2x4 trimmer/stud middle:4x4 post Critical Shear = 5702 LB @ 12.38' 1.5 x Shearl(Fv x A)=0.150(Fv=904 A= 63.00) Critical Moment = 12531 LB x FT @ 14.50' Ratio=0. I40(Fb= 5663 S= 189.00) Critical Deflection = -0.027 INCH @ 4.83' Job No : 61075-200 Plan No : I Client : A+A Group Architects Engineer. Q.D. Date : 01 /04/2002(VER7.20) CBC 2001 (ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. Shear Diagram 1.2xDL+fl x FL L+2.8xSE1S Moment Diagram 1.2xDL+fIx FL L+2:8xSEIS Deflection Diagram DL + LL B-20 1197/2862 0/-1075 12531 -0.027 s � GOUVls engineering consulting group, inc . Beam Id: 6 Drop Beam @ Right of the 2 -car Garage Loads (Downward +) Beam Weight 40.0 PLF from 0.0' to 25.8' Primary Roof 527 PLF=27.0' x (19+20)12 from 5.50' to 22.50' Primary Floor 138 PLF= 5.0'x (15+40)12 from 5.50' to 22.50' Exterior Wall 150 PLF = 10.0' x 15.0 from 5.50' to 22.50' Shear Wall W= 875 S= 872( 3887)H= 9.0' @ 5.5' L= 5.8' 1(A)L AXIS Shear Wall W= 875 S= 872(3887)H= 9.0'@17.0' L= 5.8' I (B)LAXIS Point Load(P I) @22.5(6= -101 W=-1474 S=-1720( 6084))Fr 13(B L)T AXIS Point From(P2) @24.50'(R OF BM GT#7) ♦ :Point Load Location 75' Down (DL+LL/Max.) 6742/7698 Up (DL+LL/Max.) 0/0 *** USE GLB 24F V4 6 3/4 x 19 1/2 DROP BM/HDR *** *** W/ left:user designs trimmer/post right:user designs trimmer/post *'x`0.625" Camber Up @ Span(I 3.1') Critical Shear = -7350 LB @ 24.00' 1.5 x Shearl(Fv x A)=0.2 79(Fv=300 A=131.63) Critical Moment = 62649 LB x FT @ 13.50' Ratio=0.671(Fb= 2618 S= 427.78) Critical Deflection = -0.982 INCH @ 13.08' Based on (U 280)= 1.104 Shear Diagram DL + FL -L + RF .L Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + LL -e=0 Job No :61075-200 8 �� Plan No: I -:tient : A+A Group Architects ngineer. Q.D. Date : 0 11t4t2004(VER7.20) ZBC 2001(ZONE 4) 1 or21 /05 -- PI P2 Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. 12250/14656 0/0 62649 -0.9$2 GOUVIS engineering consulting group, inc . Beam Id: 7 Header @ Rear of the 2 -car Garage Loads (Downward +) Beam Weight 2 0. 0 PLF from 0.0' to 3.3' Primary Roof 78 PLF= 4.0'x (19+20)12 from 0.00' to 3.25' Exterior Wall 30 PLF = 2.0'x 15.0 from 0.00' to 3.25' Point From(P 1) @2.00'(L OF BM 6) ♦ :Point Load Location PI 3.25'_ 2.00' Down (DL+LL/Max.) 2931/3133 Up (DL+LL/Max.) 0/0 4565/4909 0/0 *** USE GLB 24F V4 5 1/8 x 9 DROP BM/HDR *** *** W/ right:2-2x6 trimmer/stud ***0.000" Camber Up @ Span( 1.8') Critical Shear =13453 LB @ 2.38' 1.5 x Shear/(Fv x A)=0.483(Fr-300 A= 46.13) Critical Moment = 5607 LB x FF @ 2.00' Ratio=0.324(Fb= 3000 S= 69.19) Critical Deflection = -0.015 INCH @ 1.75' I� Job No : 61075-200 3 " -z2- Plan No: I Client : A+A Group Architects Engineer. Q.D. Date :04ie4t2e&MER7.20) CBC 2001(ZONE 4) �. 0/ 2 i/ 0 S- Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. Shear Diagram DL + FL -L + RF -L -4453 5607 Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + LL -0.015 GOUVISeflgillefffimg consulting • • Beam Id: 8 Header @ Left of the Laundry Loads (Downward +) Beam Weight 20.0 PLF from 0.0' to 3.3' Primary Floor 55 PLF= 2.0'x (15+40)/2 from 0.00' to 3.25' Point From(P I) @0.50'(M. OF BM 5) ♦ :Point Load Location PI 3.25' 0.50' Down (DL+LL/Max.) 5042/5533 Up (DL+LL/Max.) 0/0 1016/1088 0/0 *** USE DFL NO2 6 x 8 DROP BM/HDR *** *** W/ left:2-2x6 trimmer/stud Critical Shear = -879 LB @ 2.50' 1.5 x Shear/(Fv x A)=0.376(Fr 85 A= 41.25) Critical Moment = 2289 LB x FT @ 0.50' Ratio=0.444(Fb= 1200 S= 51.56) Critical Deflection = -0.011 INCH @ 1.42' Jcb No :61075-200 Plan No: I Ciient : A+A Group Architects E igineer. Q.D. Cate : 0 1/04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Value= Respectively. Shear Diagram DL + FL -L -879 2289 Moment Diagram DL + FL_L Deflection Diagram DL + LL -0.011 B-23 GOUVIsengineering consulting' • Beam Id: 9 Ceiling Bm @ left of the Powder Loads (Downward +) Beam Weight 2 0. 0 PLF from 0.0' to 4.8' Primary Roof 137 PLF= 7.0'x (19+20)12 from 0.00' to 4.75' 4.75' Down (DL+LL/Max.) 3721372 Up (DL+LL/Max.) 010 372/372 0/0 *** USE DFL NO I 6x6*** Critical Shear = 280 LB @ 0.58' 1.5 x Sheorl(Fv x A)=0.131(Fv=106 A= 30.25) Critical Moment = 441 LB x FT @ 2.42' Ratio=0.127(Fb= 1500 S= 27.73) Critical Deflection = -0.015 INCH @ 2.33' Shear Diagram DL + FL—L + RF—L Moment Diagram DL Deflection Diagram DL + LL Job No : 61075-200 Plan No: I Client : A+A Group Architects Engineer. Q.D. Date : 0 1/04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. 441 xl< I T — - fitrr�"' B-24 GOUVIS0109fflefffilg consulting • • • Beam Id: 10 Header @ Front of the Foyer Loads (Downward +) Beam Weight 2 0. 0 PLF from 0.0' to 4.3' Primary Roof 595 PLF=30.5' x (19+20)12 from 0.75' to 4.25' Point From(P 1) @0.75'(L OF BM GT# 13) Primary Roof 458 PLF=23.5' x (19+20)12 from 0.00' to 0.75' Exterior Wall 30 PLF = 2.0'x 15.0 from 0.00' to 4.25' ♦ :Point Load Location PI 4.25' 0.75' Down (DL+LL/Max.) 2980/2980 Up (DL+LUMax.) 0/0 1726/1726 0/0 *** USE DFL NO I 6 x 8 DROP BM/HDR *** Critical Shear = 2599 LB @ 0.75' 1.5 x Shearl ft x A)=0.889(Fv-- 106 A= 41.25) Critical Moment = 2310 LB x FT @ 1.58' Ratio=0.358(Fb= 1500 S= 51.56) Critical Deflection = -0.025 INCH @ 2.00' Jpb No : 61075-200 Plan No : I Client : A+A Group Architects Engineer. Q.D. Date :01%04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. 2599 Shear Diagram R22,— DL + FL–L + RF–L 2310 -Moment Diagram Af DL Deflection Diagram DL + LL -0.025 B-25 GOUVISengineering consulting group, inc. Beam Id: I I Header @ Right of the Bed #2 Loads (Downward +) Beam Weight 2 0. 0 PLF from 0.0' to 3.3' Primary Floor 413 PLF=15.0' x (15+40)12 from 0.00' to 0.00' Point From(P I) @ 1.00'(M. OF BM 4) Interior Wall 20 PLF = 2.0'x 10.0 from 0.00' to 3.25' ♦ :Point Load Location PI 3.25' Down (DL+LUMax.) 5203/5203 Up (DL+LUMax.) 0/0 2349/2349 0/0 *** USE GLB 24F V4 5 1/8 x 9 DROP BM/HDR *** *** W/ left:2-2x6 trimmer/stud ***0.000" Camber Up @ Span( 1.5') Critical Shear = 4282 LB @ 0.88' 1.5 x Shearl(Fv x A)=0.580(Fv=240 A= 46.13) Critical Moment = 4297 LB x FT @ 1.00' Ratio=0.31 I (Fb= 2400 S= 69.19) Critical Deflection = -0.014 INCH @ 1.50' Job No :6107S-200 Plan No: I Client : A+A Group Architects Engineer. Q.D. Date : 0 1/04/2002(VER7.20) CBC 2001 (ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. 4282 Shear Diagram DL+FL L 4297 Moment Diagram DL + FL—L Deflection Diagram DL + LL -0.014 B-26 B-27 GOUVISenglneeriffl Jab No :61075-200 Ran No: I consulting group, lnc . Client : A+ Group Architects Engineer. Beam Id: 12 CEILING BM AT FRONT NOOK Cate :01/04/2002(VER7.20) Loads (Downward +) CBC 2001(ZONE 4) Beam Weight 2 0. 0 PLF from 0.0' to 5.5' Primary Roof 137 PLF= 7.0'x (19+20)12 from 0.00' to 5.50' Down (DL+LUMax.) 430/430 Up (DL+LL/Max.) 0/0 430/430 0/0 *** USE DFL NO2 4 x 6 *** Critical Shear = 339 LB @ 0.58' 1.5 x Shear/(Fv x A)=0.223(Fv---119 A= 19.25) Critical Moment = 592 LB x FT @ 2.75' Ratio=0.275(Fb= 1463 S= 17.65) Critical Deflection = -0.042 INCH @ 2.75' Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + LL Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. owe 592 N GOUVIS engineering consulting group, inc. Beam Id: 13 Drop Beam @ Rear of the Patio Loads (Downward +) Beam Weight 20.0 PLF from 0.0' to 10.5' Primary Roof 78 PLF= 4.0'x (19+20)12 from 0.00' to 10.00' Point From(P 1) @6.75'(R OF BM 12) ♦ :Point Load Location PI 10.50' 6.75'_ Down (DL+LUMax.) 667/667 7531753 Up (DL+LUMax.) 0/0 0/0 *** USE DFL NOI 6 x 8 DROP BM/HDR *** Critical Shear = -719 LB @ 9.75' 1.5 x Shearl(Fv x A)=0.246(Fv=106 A= 41.25) Critical Moment = 2272 LB x FT @ 6.75' Ratio=0.352(Fb= 1500 S= 51.56) Critical Deflection = -0.138 INCH @ 5.42' Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL_L + RF -L Job No : 61075-200 Flan No: I Client : A+A Group Architects Engineer. Q.D. Date :01/04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. Deflection Diagram DL + LL I -0.138 B-28 -719 2272 Deflection Diagram DL + LL I -0.138 B-28 GOUVIs r Jcb No : 61075-200 Plan No: I consulting group, inc. A+ Group Architects Engineer. Beam Id: 14 Drop Beam @ Left of the Patio Date : 01/04/2002(VER7.20) Loads (Downward +) CBC 2001 (ZONE 4) Beam Weight 40.0 PLF from 0.0' to 20.3' Primary Roof 683 PLF=35.0' x (19+20)/2 from 0.00' to 20.25' 20.25' Down (DL+LUMax.) 6736/6736 Up (DL+LUMax.) 0/0 *** USE GLB 24F V4 5 1/8 x 19 1/2 DROP BM/HDR *** *** W/ left:2-2x6 trimmer/stud right:2-2x6 trimmer/stud Critical Shear = 5572 LB @ 1.75' 1.5 x Shearl(Fv x A)=0.279(Fv=300 A= 99.94) Critical Moment = 34100 LB x FT @ 10.17' Ratio=0.457(Fb= 2756 S= 324.80) Critical Deflection = -0.442 INCH @ 10.17' Based on (U 480)= 0.506 Shear Diagram DL + FL_L + RF—L Moment Diagram DL Deflection Diagram DL + LL Diagrams Of The Controlling Load Combination, Reflecting The Critical Values'Respectively. B-29 6736/6736 0/0 34100 -0:4.42 GOUVIs engineering consulting • • Beam Id: 15 Drop Beam @ Right of the Patio Loads (Downward +) Beam Weight 2 0. 0 PLF from 0.0' to 11.8' Primary Roof 293 PLF=15.0' x (19+20)12 from 0.00' to 11.75' Exterior Wall 30 PLF = 2.0'x 15.0 from 0.00' to 11.75' Down (DL+LL/Max.) 2012/2012 Up (DL+LUMax.) 0/0 2012/2012 010 *** USE DFL NO I 6x 10 DROP BM/HDR *** Critical Shear = 1698 LB @ 0.92' 1.5 x Shear/(Fv x A)=0.459(Fv=106 A= 52.25) Critical Moment = 5911 LB x FT @ 5.92' Ra6o=0.508(Fb= 1688 S= 82.73) Critical Deflection = -0.234 INCH @ 5.92' Based on (U 480)= 0.294 Shear Diagram DL + FL—L + RF—L Moment Diagram DL lob No : 61075-200 Plan No: I lient : A+A Group Architects Engineer. Q.D. Date : 0 1/04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. 1AoQ Deflection Diagram DL + LL -0.234 B-30 GOuvis engineering consulting group, MC. Beam Id: 16 CEILING BM AT LEFT PATIO Loads (Downward +) Beam Weight 30.0 PLF from 0.0' to 12.8' Primary Roof 195 PLF=I0.0' x (19+20)12 from 0.00' to 12.75' 12.75' Down (DL+LL/Max.) 1434/1434 1434/1434 Up (DL+LUMax.) 0/0 0/0 *** USE DFL NO2 4 x 12 *** Critical Shear = 1195 LB @ 1.06' 1.5 x Shearl(Fv x A)=0.383(Fv=119 A= 39.38) Critical Moment = 4572 LB x FT @ 6.42' Ratio=0.600(Fb= 1238 S= 73.83) Critical Deflection = -0.201 INCH @ 6.42' Based on (U 480)= 0.319 Shear Diagram DL + FL -L + RF -L Moment Diagram DL Deflection Diagram DL + LL Job No : 61075-200 Plan No: I Client : A+A Group Architects Engineer. Q.D. Date : 0 1/04/2002(VER7.20) CBC 2001 (ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. Lit ,4,qq I - or 0.201 B-31 GOUVIS engineering consulting group, inc. Beam Id: 17 Drop Beam @ Front of the Patio Loads (Downward +) Beam Weight 20.0 PLF from 0.0' to 10.5' Primary Roof 78 PLF= 4.0'x (19+20)12 from 0.00' to 10.50' Point From(P 1) @7.75'(L OF BM 16) ♦ :Point Load Location PI 10.50' 7.75' Down (DL+LL/Max.) 890/890 Up (DL+LL/Max.) 010 1573/1573 0/0 *** USE DFL NOI 6 x 8 DROP BM/HDR *** Critical Shear = -1500 LB @ 9.75' 1.5 x Shearl(Fv x A)=0.513(Fv=106 A= 41.25) Critical Moment = 3956 LB x FT @ 7.75' Ratio=0.614(Fb= 1500 S= 51.56) Critical Deflection = -0.226 INCH @ 5.58' Based on (U 480)= 0.263 Jab No : 61075-200 Flan No: I Client : A+A Group Architects Engineer. Q.D. Date : 0 1/04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. Shear Diagram DL + FL—L + RF—L -1500 3956 Moment Diagram DL + FL—L + RF—L Deflection Diagram DL + LL -0.226 B-32 GOuvisengineering consulting group, inc. Beam Id: 18 Drop Beam @ Front of the Office Loads (Downward +) Beam Weight 30.0 PLF from 0.0' to 14.3' Primary Roof 429 PLF=22.0' x (19+20)12 from 0.00' to 14.25' Interior Wall 20 PLF = 2.0'x 10.0 from 0.00' to 14.25' r 14.25' Down (DL+LL/Max.) 3404/3404 Up (DL+LL/Max.) 0/0 *** USE GLB 24F V4 5 1/8 x 12 DROP BM/HDR *** Critical Shear = -2867 LB @ 13.13' 1.5 x Shear/(Fv x A)=0.233(Fv=300 A= 61.50) Critical Moment = 12128 LB x FT @ 7.17' Ratio=0.395(Fb= 2997 S= 123.00) Critical Deflection = -0.334 INCH @ 7.08' Based on (U 480)= 0.356 Shear Diagram DL + FL_L + RF -L Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + LL Job No : 61075-200 8-33 Plan No: I CLent : A+A Group Architects Ergineer. Q.D. D ite : O+AWM02' VER7.20) CK 2001(ZONE 4) t o/ZyoT— 3404/3104 0/0 Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. riiiii 71111 7iiii'liiii -0.334 -2867 v m B-34 O O U ♦ I ' Job No : 61075-200 Plan No: I consulting group , Inc. Engineer: Q p Group Architects Beam Id: 19 CEILING BM AT FRONT M.BATH Date : 0 1/04/2002(VER7.20) Loads (Downward +) CBC 2001(ZONE 4) Beam Weight 2 0. 0 PLF from 0.0' to 12.5' Primary Roof 556 PLF=28.5' x (19+20)12 from 0.00' to 12.50' 12.50' Down (DL+LUMax.) 3558/3558 Up (DL+LL/Max.) 0/0 3558/3558 0/0 *** USE PARALLAM 5 1/4 x 11 7/8 *** Critical Shear = -2924 LB @ 11.39' 1.5 x Sheorl(Fv x A)=0.197(Fv=356 A= 62.34) Critical Moment = 11120 LB x FT @ 6.25' Ratio=0.309(Fb= 3504 S= 123.39) Critical Deflection = -0.213 INCH @ 6.25' Based on (U 480)= 0.313 Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL_L + RF -L Deflection Diagram DL + LL Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. -2924 -qNq=PP111' -0.213 GOUVIS engineering consulting group, inc. Beam Id: 20 Drop Beam @ Front of the M.Suite Loads (Downward +) Beam Weight 20.0 PLF from 0.0' to 12.3' Primary Roof 468 PLF=24.0' x (19+20)/2 from 0.00' to 9.00' Exterior Wall 30 PLF = 2.0'x 15.0 from 0.00' to 12.25' Primary Roof 234 PLF=12.0' x (19+20)/2 from 9.00' to 12.25' Point From(P I) @9.00'(R OF BM GT#14) ♦ :Point Load Location PI 12.25' 9.00' Down (DL+LUMax.) 384113841 Up (DL+LUMax.) 0/0 4748/4748 0/0 *** USE GLB 24F V4 5 1/8 x 12 DROP BM/HDR *** Critical Shear = -4434 LB @ 11.13' 1.5 x Shear/(Fv x A)=0.360(Fv=-300 A= 61.50) Critical Moment = 14494 LB x FT @ 7.58' Ratio=0.4 71 (Fb= 3000 S= 123.00) Critical Deflection = -0.292 INCH @ 6.33' Based on (U 480)= 0.306 Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL_L + RF -L Jcb No : 61075-200 Pan No: I Client : A+A Group Architects E-igineer. Q.D. Cate : 0 1/04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. -4434 14494 Deflection Diagram DL +-LL -0.292 B-35 e o B-36 GOuvis engineers gab No :61075-200 ?Ian No: I consulting group, inc. tient : A+A Group Architects ngineer. Q.D. Beam Id: 21 CEILING BM AT FRONT KITCHEN Date :01/04/2002(VER7.20) Loads (Downward +) =BC 2001(ZONE 4) Beam Weight 40.0 PLF from 0.0' to 21.0' Primary Roof 351 PLF=18.0' x (19+20)12 from 0.00' to 21.00' Exterior Wall 60 PLF = 4.0' x I5.0 from 0.00' to 21.00' _ 21.00' r Down (DL+LL/Max.) 4677/4677 Up (DL+LL/Max.) 0/0 *** USE GLB 24F V4- 5 1/8 x 18 *** Critical Shear = 3953 LB @ 1.63' 1.5 x Shear/(Fv x A)=0.214(Fv=300 A= 92.25) Critical Moment = 24552 LB x FT @ 10.50' Ratio=0.385(Fb= 2766 S= 276.75) Critical Deflection = -0.435 INCH @ 10.50' Based on (U 480)= 0.525 Shear Diagram DL+FL L+RF L Moment Diagram DL + FL—L + RF—L Deflection Diagram DL + LL Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. 4677/4677 0/0 24552 -0.435 GOUVISengineering consulting group, inc . Beam Id: 22 Beam @ Front of the Dinning Room Loads (Downward +) Beam Weight 2 0. 0 PLF from 0.0' to 7.0' Primary Roof 332 PLF=17.0' x (19+20)12 from 0.00' to 7.00' 7.00• Down (DL+LUMax.) 1230/1230 Up (DL+LL/Max.) 0/0 1230/1230 0/0 *** USE DFL NO2 4 x 8 *** Critical Shear = 974 LB @ 0.73' 1.5 x Shear/(Fv x A)=0.485(Fv=119 A= 25.38) Critical Moment = 2153 LB x FT @ 3.50' Ratio=0.576(Fb= 1463 S= 30.66) Critical Deflection = -0.107 INCH @ 3.50' Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL_L + RF -L Deflection Diagram DL + LL lob No : 61075-200 Plan No: I Client : A+A Group Architects Engineer. Q.D. Date : 01 /04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. ---- - ----- ------------------------------ ------ - -- B-37 'g GOUVIS tl i rin consulting group, inc . Beam Id: 23 Drop Beam @ Left of the Great Room Loads (Downward +) Beam Weight 40.0 PLF from 0.0' to 23.3' Primary Roof 517 PLF=26.5' x (19+20)12 from 0.00' to 23.25' Exterior Wall 30 PLF = 2.0' x 15.0 from 0.00' to 23.25' Primary Roof 137 PLF= 7.0'x (19+20)12 from 9.50' to 23.25' Point.From(P I) @9.50'(R OF BM 22) ♦ :Point Load Location 9.50' Down (DL+LUMax.) 7402/7402 Up (DL+LL/Max.) 0/0 PI .25' *** USE GLB 24F V4 8 3/4 x 18 DROP BM/HDR *** *** W/ left:user designs trimmer/post right:user designs trimmer/post Critical Shear = -6818 LB @ 21.63' 1.5 x Shear/(Fv x A)=0.2 16(1`r--300 A=157.50) Critical Moment = 47162 LB x FT @ 11.33' Ratio=0.461(Fb= 2598 S= 472.50) Critical Deflection = -0.592 INCH @ 11.67' Based on (U 480)= 0.581 Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + LL fob No : 61075-200 Plan No: I Client : A+A Group Architects Engineer. Q.D. Date : 0 1/04/2002(VER7.20) ,:BC 2001 (ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. B-38 7890/7890 0/0 -6818 47162 -0.592 GOUVISengineering consulting group, inc. Beam Id: 24 Header @ Front of the Dinning Room Loads (Downward +) Beam Weight 2 0. 0 PLF from 0.0' to 2.8' Primary Roof 156 PLF= 8.0'x (19+20)12 from 0.00' to 2.00' Point From(P I) @2.00'(8 OF BM GT#9) Primary Roof 371 PLF=19.0' x (19+20)12 from 2.00' to 2.75' Exterior Wall 30 PLF = 2.0'x 15.0 from 0.00' to 2.75' ♦ :Point Load Location PI 2.75' 2.00' I Down (DL+LL/Max.) 750/750 Up (DL+LL/Max.) 0/0 1609/1609 0/0 *** USE DFL NOI 6 x 6 DROP BM/HDR *** Critical Shear = -1363 LB @ 2.17' 1.5 x Shear/(Fv x A)=0.636(Fv= 106 A= 30.25) Critical Moment = 1088 LB x FT @ 2.00' Ratio= 0.3 14(Fb= 1500 S= 27.73) Critical Deflection = -0.010 INCH @ 1.50' Shear Diagram DL + FL L + RF L lob No :61075-200 Plan No: I Client : A+A Group Architects Engineer. Q.D. Date : 0 1/04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. -1363 1088 Moment Diagram DL + FL -L + RF -L Deflection Diagram DL + LL -:�Kq -0.010 B-39 GOUVISellgi.1leefillig consulting group, Beam Id: 25 Drop Beam @ Right of the Foyer Loads (Downward +) Beam Weight 20.0 PLF from 0.0' to 9.0' Primary Roof 195 PLF=l0.0' x (19+20)12 from 0.00' to 9.00' Exterior Wall 30 PLF = 2.0' x 15.0 from 0.00' to 9.00' 9.00' Down (DL+LL/Max.) 1103/1103 Up (DL+LL/Max.) 0/0 1103/1103 0/0 *** USE DFL NO2 6 x 8 DROP BM/HDR *** Critical Shear = 919 LB @ 0.75' 1.5 x Shear/(Fv x A)=0.314(Fv=106 A= 41.25) Critical Moment = 2481 LB x FT @ 4.50' Ratio=0.385(Fb= 1500 S= 51.56) Critical Deflection = -0.117 INCH @ 4.50' Shear Diagram DL + FL -L + RF -L Moment Diagram DL + FL_L + RF -L Deflection Diagram DL + LL ob No :61075-200 'Ian No: I Zlient : A+A Group Architects Engineer. Q.D. Date : 0 1/04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Valu=as Respectively. nie Nq41W1FV -0.117 B-40 GOUVIsengineering consulting group, inc. Beam Id: 26 Drop Beam @ Right of the 2 -car Garage Loads (Downward +) Beam Weight 20.0 PLF from 0.0' to 11.0' Primary Floor 371 PLF= 13.5' x (15+40)/2 from 0.00' to 5.50' Point From(P I) @5.50'(L OF BM 5) Primary Roof 78 PLF= 4.0'x (19+20)12 from 5.50' to 8.00' Primary Floor 55 PLF= 2.0'x (15+40)12 from 5.50' to 11.00' Primary Roof 332 PLF= 17.0' x (19+20)12 from 8.00' to 11.00' s :Point Load Location PI 11.001 Down (DL+LL/Max.) 2949/3808 2847/3656 Up (DL+LL/Max.) 0/-510 0/-386 *** USE GLB 24F V4 5 1/8 x 9 *** ***0.125" Camber L1p @ Span( 5.5') Critical Shear = 2405 LB @ 0.88' 1.5 x Shearl(Fv x A)=0.326(Fv=240 A= 46.13) Critical Moment = 9191 LB x FT @ 5.50' Ratio=0.664(Fb= 2400 S= 69.19) Critical Deflection = -0.360 INCH @ 5.50' Based on (U 280)= 0.471 Shear Diagram DL + FL—L Moment Diagram DL + FL—L Job No :61075-200 ©-4i Plan No: I Client : A+A Group Architects Engineer. Q.D. Date : 0 14840ii042(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. Un5 Deflection Diagram DL + LL -0.360 GOUVIS engineering consulting • • Beam Id: 27 Drop Beam @ Right of the Kitchen Loads (Downward +) Beam Weight 30.0 PLF from 0.0' to 12.8' Primary Roof 156 PLF= 8.0'x (19+20)12 from 0.00' to 12.75' Exterior Wall 30 PLF = 2.0' x 15.0 from 0.00' to 12.75' r 12.75' 777 Down (DL+LUMax.) 1377/1377 Up (DL+LUMax.) 0/0 1377/1377 0/0 *** USE DFL NO2 4 x 12 DROP BM/HDR *** Critical Shear = 1148 LB @ 1.06' 1.5 x Shearl(Fv x A)=0.368(Fv=119 A= 39.38) Critical Moment = 4389 LB x FT @ 6.42' Ro6o=0.576(Fb= 1238 S= 73.83) Critical Deflection = -0.193 INCH @ 6.42' Based on (U 480)= 0.319 Shear Diagram DL + FL_L + RF—L Moment Diagram DL Deflection Diagram DL + LL Job No : 61075-200 Ran No: I Client : A+A Group Architects Engineer. Q.D. Date : 01 /04/2002(VER7.20) CBC 2001(ZONE 4) Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. I1A0 il7i ri, I I I 111117, 11111111 -11-14, -1 -1 -, t t ��qq FPO' -0.193 B-42 m GOUVIS engineering consulting group, inc. Beam Id: 28 @ nook Loads (Downward +) Beam Weight 20.0 PLF FROM 0.0' to 3.3' Primary Roof 39 PLF= 2.0'x (19+20)12 from 0.00' to 3.25' Exterior Wall 23 PLF = 1.5'x 15.0 from 0.00' to 3.25' Point From(P I) @3.00'(L OF BM GT#1 1) • :Point Load Location Down (DL+LL/Max.) Up (DL+LL/Max.) Critical Shear Critical Moment Critical Deflection 254/254 PI 3.25' 777!7 3.00' -1 1595/1595 0/0 0/0 *** USE DFL NOI 6 x 6 DROP BM/HDR *** = 207 LB @ 0.58' 1.5 x Shear/ft x A)=0.097(Fv=106 A= 30.25) = 396 LB x FT @ 3.00' Ratio=0.114(Fb= 1500 S= 27.73) = -0.005 INCH @ 1.75' r6=0- Jcb No : 61075-200 3 Plan No: I Client : A+A Group Architects Engineer. Q.D. Cate :01104rZQ02(VER7.20) CBC 2001(ZONE 4) 1012-110 Diagrams Of The Controlling Load Combination, Reflecting The Critical Values Respectively. Shear Diagram 207 DL + FL—L + RF—L 396 Moment Diagram DL + FL—L + RF—L Deflection Diagram DL + LL =0.005 SHEET: LI �T � �� � JOB NO.: 61)75 �J �/ j consulting group, inc. ng DATE: 06/20/05 G7-jm. CLIENT: A+A GROUP ARCHITECTS ROOF SHEAR WALL LAYOUT PLAN I !i SHEET: L2 GGi sengineei !ng JOB E:0 20!05 V v V V 1 consulting group, inc. DATE: 06/20'05 CLIENT: A+A GROUP ARCHITECTS FLOOR SHEAR WALL LAYOUT PLAN I, GOUVIS ENGINEERING CONSULTING GROUP SHEET L-31 LATERAL ANALYSIS JCB NO. 61075 2001 CBC CLIENT A+A Group Archite POURING NON MONO PLAN NO. 1 DATE 6/29/2005 SECTION 1L LONGITUDINAL BASE HEIGHT (FT): 0.00 BLDG HEIGHT (FT): 12.50 FLOOR HEIGHT (FT) 1-FLR: 9.00 WIND HEIGHT (FT): 15 WIND FORCE (PSF): 17.36 LEVEL: ROOF TOTAL WIND LOAD(C/70.0): 138.90 1=8.90 PLF Ry = 5.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.01) = 0.14 V = 2.5 Ca I W / 1.4 Ry = 2.5(0.44)(1.00)W/(1.4 x 5.5) = 0.1443 W ROOF: DL ROOF = 19.0x39.0 = 741.00 PLF DL EXT WALL = 15.0[4(9.00-4.50)] = 2:0.00 PLF SHEAR = 0.1443(741.00+270.00) = 0.1443(1011.00) = 145.87 PLF TOTAL SESMIC LOAD = 145.87 = 155.87 PLF (160.46 PLF) ROOF : 145.87 PLF SEISMIC GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 160.46 PLF MAX SHEAR = 160.46 x 26.00 / (2 x 39.00) = 53.49 PLF USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 6", 611, 12" O.C. CHORD FORCE = 160.46 x 26.00 x 26.00 / (8 x 39.00) = 37.66 LBS SPLICE W/ 16d SINKER NAILS @ 16 IN. O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SKEET L - q LATERAL ANALYSIS JCB NO. 61075 2001 CBC CLIENT A+A Group Archite POURING NON MONO PLAN NO. 1 DATE 6/29/2005 SECTION 2L LONGITUDINAL BASE HEIGHT (FT): 0.00 BLDG HEIGHT (FT): 23.50 FLOOR HEIGHT (FT) 1-FLR: 10.00 2-FLR: 20.50 WIND HEIGHT (FT): 15 20 25 WIND FORCE (PSF): 17.36 18.51 19.49 LEVEL: ROOF 1-FLR TOTAL WIND LOAD(C/70.0): 145.91 188.49 3_4.40 PLF Ry = 5.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.01) = 0.44 V = 2.5 Ca I W / 1.4 Ry = 2.5(0.44)(1.00)W/(1.4 x 5.5) = 0.1443 W ROOF: DL ROOF = 19.0x24.0 = 456.00 PLF DL EXT WALL = 15.0[2(20.50-15.75)] = 12.50 PLF DL INT WALL = 10.0[1(20.50-15.75)] = X7.50 PLF SHEAR = 0.1443(456.00+142.50+47.50) = 0.1443(646.00) = 93.21 PLF 1-FLR: DL ROOF = 19.0x5.5 = 104.50 PLF DL FLOOR = 15.0x23.0 = 345.00 PLF DL EXT WALL = 15.0[2(15.75-11.00)+2(10.00-5.00)] = 292.50 PLF DL INT WALL = 10.0[1(15.75-11.00)+2(10.00-5.00)] = 147.50 PLF SHEAR = 0.1443(104.50+345.00+292.50+147.50) = 0.1443(889.50) =128.34 PLF TOTAL SESMIC LOAD = 93.21+128.34 = 221.55 PLF REDISTRIB.: 646.0x20.5+889.5x10.0 = 22138.0 SHEAR ROOF = 221.55 x 64.6.00 x 20.50 / 22138.00 = 132.53 PLF (132.53 PLF) SHEAR 1-FLR = 221.55 x 889.50 x 10.00 / 22138.00 = 39.02 PLF (141.18 PLF) ROOF : 145.91 PLF WIND GOVERN (DIAPH.ONLY) 1-FLR: 334.40 PLF WIND GOVERN ROOF DIAPHRAGM V = 145.91 = 145.91 PLF MAX SHEAR = 145.91 x 24.00 / (2 x 18.50) = 94.64 PLF USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 611, 611, 12" O.C. CHORD FORCE = 145.91 x 24.00 x 24.00 / (8 x 18.50) = 567.86 LBS SPLICE W/ 16d SINKER NAILS @ 16 IN. O.C. (STANDARD CONSTRUCTION) 1-FLR DIAPHRAGM V = 188.49 PLF ALIGN MAX SHEAR = 188.49 x 21.00 / (2 x 23.00) = 86.05 PLF USE: 19/32" CDX RATED UNBLKED W/10d COMMON NAILS AT 611, 611, 12" O.C. CHORD FORCE = 188.49 x 21.00 x 21.00 / (8 x 23.00) = 451.76 LBS SPLICE W/ 16d SINKER NAILS @ 16 IN. O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SHEET L - S LATERAL ANALYSIS JOB NO. 61075 2001 CBC CLIENT A+A Group Archite POURING NON MONO PLAN NO. 1 DATE 6/29/2005 SECTION 3L LONGITUDINAL BASE HEIGHT (FT): 0.00 BLDG HEIGHT (FT): 18.50 FLOOR HEIGHT (FT) 1-FLR: 16.00 WIND HEIGHT (FT): 15 20 WIND FORCE (PSF): 17.36 18.51 LEVEL: ROOF TOTAL WIND LOAD(C/70.0): 186.29 186.29 PLF Ry = 5.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.01) = 0.44 V = 2.5 Ca I W / 1.4 Ry = 2.5(0.44)(1.00)W/(1.4 x 5.5) = 0.1443 W ROOF: DL ROOF = 19.0x52.0 = 988.00 PLF DL EXT WALL = 15.0[1(16.00-8.00)] = 120.00 PLF DL INT WALL = 10.0[1(16.00-8.00)] = 80.00 PLF SHEAR = 0.1443(988.00+120.00+80.00) = 0.1443(1188.00) = 171.41 PLF TOTAL SESMIC LOAD = 171.41 = 171.41 PLF (188.55 PLF) ROOF : 186.29 PLF WIND GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 188.55 PLF MAX SHEAR = 188.55 x 22.50 / (2 x 52.00) = 40.79 PLF USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 611, 611, 12" O.C. CHORD FORCE = 188.55 x 22.50 x 22.50 / (8 x 52.00) = 229.46 LBS SPLICE W/ 16d SINKER NAILS @ 16 IN. O.C. (STANDARD CONSTRUCTION) SHEAR = 0.1443(551.00+180.00+120.00) = 0.1443(851.00) = GOUVIS ENGINEERING CONSULTING GROUP S SET L - C SESMIC LOAD = 122.79 = 122.79 LATERAL ANALYSIS JOB NO. 61075 ROOF : 202.54 PLF WIND GOVERN 2001 CBC CLIENT A+A Group A.rchite DIAPHRAGM V = 202.54 POURING NON MONO PLAN NO. 1 127.46 PLF FATE 6/29/2005 6", 12" O.C. SECTION 4L LONGITUDINAL FORCE = 202.54 x 36.50 x 36.50 / (8 x 29.00) = 1163.07 BASE HEIGHT (FT): 0.00 BLDG HEIGHT (FT): 17.50 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS FLOOR HEIGHT (FT) 1-FLR: 12.00 WIND HEIGHT (FT): 15 20 WIND FORCE (PSF): 17.36 18.51 LEVEL: ROOF TOTAL WIND LOAD(C/70.0): 202.54 2D2.54 PLF Ry = 5.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.01). = 0..44 V = 2.5 Ca I W / 1.4 Ry = 2.5(0.44)(1.00)W/(1.4 x 5.5) = 0.1443 W ROOF: DL ROOF = 19.0x29.0 = 551.00 PLF DL EXT WALL = 15.0[2(12.0.0-6.00)] = 180.00 PLF DL INT WALL = 10.0[2(12.00-6.00)] = 120.00 PLF SHEAR = 0.1443(551.00+180.00+120.00) = 0.1443(851.00) = 122.79 PLF TOTAL SESMIC LOAD = 122.79 = 122.79 PLF (135.07 PLF) ROOF : 202.54 PLF WIND GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 202.54 PLF MAX SHEAR = 202.54 x 36.50 / (2 x 29.00) = 127.46 PLF USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 6", 6", 12" O.C. CHORD FORCE = 202.54 x 36.50 x 36.50 / (8 x 29.00) = 1163.07 LBS USE 8 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS GOUVIS ENGINEERING CONSULTING GROUP LATERAL ANALYSIS 2001 CBC POURING NON MONO SECTION 5L LONGITUDINAL BASE HEIGHT (FT): 0.00 BLDG HEIGHT (FT): 18.50 FLOOR HEIGHT (FT) 1-FLR: 16.00 WIND HEIGHT (FT): 15 20 WIND FORCE (PSF): 17.36 18.51 LEVEL: ROOF WIND LOAD(C/70.0): 186.29 Ry = 5.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.01) V = 2.5 Ca I W / 1.4 Ry = 2.5(0.44)(1.00)W/(1.4 x 5.5) _ ROOF: DL ROOF = 19.0x17.5 = DL EXT WALL = 15.0[2.(16.00-8.00)] _ SHEAR = 0.1443(332.50+240.00) = 0.1443(572.50) _ TOTAL SESMIC LOAD = 82.60 = ROOF 186.29 PLF WIND GOVERN ROOF DIAPHRAGM V = MAX SHEAR = 186.29 x 17.50 / (2 x 17.50) _ USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 611, CHORD FORCE = 186.29 x'17.50 x 17.50 / (8 x 17.50) = SPLICE W/ 16d SINKER NAILS @ 16 IN. O.C. (STANDARD CONSTRUCTIC SKEET L-7 JOB NO. 61075 CLIENT A+A Group Archite PLAN NO. 1 DATE 6/29/2005 TOTAL 186.29 PLF 0.14 0.1443 W 3=2.50 PLF 240.00 PLF 82.60 PLF E2.60 PLF (90.86 PLF) (DIAPH.ONLY) 186.29 PLF 93.14 PLF 6", 12" O.C. 407.50 LBS GOUVIS ENGINEERING CONSULTING GROUP SHEET LATERAL ANALYSIS JOB NO. 2001 CBC CLIENT POURING NON MONO PLAN NO DATE SECTION 6L LONGITUDINAL BASE HEIGHT (FT): 0.00 BLDG HEIGHT (FT): 13.00 FLOOR HEIGHT (FT) 1-FLR: 11.00 WIND HEIGHT (FT): 15 WIND FORCE (PSF):- 17.36 LEVEL: ROOF WIND LOAD(C/70.0): 130.22 Ry = 5.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.01) _ V = 2.5 Ca I W / 1.4 Ry = 2.5(0.44)(1.00)W/(1.4 x 5.5) _ ROOF: DL ROOF = 19.0x32.0 = SHEAR = 0.1443(608.00) = 0.1443(608.00) _ TOTAL SESMIC LOAD = 87.73 = ROOF : 130.22 PLF WIND GOVERN ROOF DIAPHRAGM V = MAX SHEAR = 130.22 x 12.50 / (2 x 32.00) _ USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 611, 6" CHORD FORCE = 130.22 x 12.50 x 12.50 / (8 x 32.00) = SPLICE W/ 16d SINKER NAILS @ 16 IN. O.C. (STANDARD CONSTRUCTION) TOTAL 130.22 PLF 0.44 0.1443 W 608.00 PLF L-9? 61075 A+A Group Archite 1 6/29/2005 87.73 PLF E7.73 PLF (96.50 PLF) (DIAPH.ONLY) 130.22 PLF 25.43 PLF 12" 0. C. 79.48 LBS GOUVIS ENGINEERING CONSULTING GROUP SHEET : L - cl LATERAL ANALYSIS JOB NO. 61075 2001 CBC C, --EENT A+A Group Archite POURING NON MONO PLAN NO. 1 DATE 6/29/2005 SECTION 1T TRANSVERSE BASE HEIGHT (FT): 0.00 BLDG HEIGHT (FT): 12.00 FLOOR HEIGHT (FT) 1-FLR: 9.00 WIND HEIGHT (FT): 15 WIND FORCE (PSF) 17.36 LEVEL: ROOF TOTAL WIND LOAD(C/70.0): 130.22 1=0.22 PLF Rx = 5.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.01) = 0.44 V = 2.5 Ca I W / 1.4 Rx = 2.5(0.44)(1.00)W/(1.4 x 5.5) = 0.1443 W ROOF: DL ROOF = 19.0x26.0 = 494.00 PLF DL EXT WALL = 15.0[2(9.00-4.50)] = 135.00 PLF SHEAR = 0.1443(494.00+135.00) = 0.1443(629.00) = 90.76 PLF TOTAL SESMIC LOAD = 90.76 = 90.76 PLF (99.83 PLF) ROOF : 130.22 PLF WIND GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 1=0.22 PLF MAX SHEAR = 130.22 x 36.00 / (2 x 26.00) = 90.15 PLF USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 611, 611, 12" O.C. CHORD FORCE = 130.22 x 36.00 x 36.00 / (8 x 26.00) = 8=1.38 LBS USE 6 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS GOUVIS ENGINEERING CONSULTING GROUP SIEET L-10 LATERAL ANALYSIS JOB NO. 61075 2001 CBC CLIENT A+A Group Archite POURING NON MONO PLAN NO. 1 DATE 6/29/2005 SECTION 2T TRANSVERSE BASE HEIGHT (FT): 0.00 BLDG HEIGHT (FT): 23.50 FLOOR HEIGHT (FT) 1-FLR: 10.00 2-FLR: 20.50 WIND HEIGHT (FT): 15- 20 25 WIND FORCE (PSF): 17.36 18.51 19.49 LEVEL: ROOF 1-FLR TOTAL WIND LOAD(C/70.0): 145.91 188.49 33.40 PLF Rx = 5.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.01) = 0.44 V = 2.5 Ca I W / 1.4 Rx = 2.5(0.44)(1.00)W/(1.4 x 5.5) = 0.1443 W ROOF: DL ROOF = 19.0x34.0 = 646.00 PLF DL EXT WALL = 15.0[2(20.50-15.75)] = 142.50 -PLF DL INT WALL = 10.0[1(20.50-15.75.)] = 47.50 PLF SHEAR = 0.1443(646.00+142.50+47.50) = 0.1443(836.00) = 120.62 PLF 1-FLR: DL FLOOR = 15.0x30.0 = 450.00 PLF DL EXT WALL = 15.0[2(15.75-11.00)+0(10.00-5.00)] = 142.50 PLF DL INT WALL = 10.0[1(15.75-11.00)+3(10.00-5.00)] = 197.50 PLF SHEAR = 0.1443(450.00+142.50+197.50) = 0.1443(790.00) = 113.99 PLF TOTAL SESMIC LOAD = 120.62+113.99 = 234.61 PLF REDISTRIB.: 836.0x20.5+790.0x10.0 = 25038.0 SHEAR ROOF = 234.61 x 836.00 x 20.50 / 25038.00 = 163.58 PLF (160.58 PLF) SHEAR 1-FLR = 234.61 x 790.00 x 10.00 / 25038.00 = 71.02 PLF (125.38 PLF) ROOF 160.58 PLF SEISMIC GOVERN (DIAPH.ONLY) 1-FLR: 334.40 PLF WIND GOVERN ROOF DIAPHRAGM V = 160.58 = 16D.58 PLF MAX SHEAR = 160.58 x 17.00 / (2 x 32.00) = 42.66 PLF USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 611, 6", 12" O.C. CHORD FORCE = 160.58 x 17.00 x 17.00 / (8 x 32.00) = 181.29 LBS SPLICE W/ 16d SINKER NAILS @ 16 IN. O.C. (STANDARD CONSTRUCTION) 1-FLR DIAPHRAGM V = 189.49 PLF ALIGN MAX SHEAR = 188.49 x 17.50 / (2 x 30.00) = 54.98 PLF USE: 19/32" CDX RATED UNBLKED W/lod COMMON NAILS AT 611, 611, 12" -D.C. CHORD FORCE = 188.49 x 17.50 x 17.50 / (8 x 30.00) = 240.52 LBS SPLICE W/ 16d SINKER NAILS @ 16 IN. O.C. (STANDARD CONSTRUCTION) SHEAR GOUVIS ENGINEERING CONSULTING GROUP SHEET : L- 11 TOTAL SESMIC LATERAL ANALYSIS JOB NO. 61075 (204.58 PLF) 2001 CBC CLIENT A+A Group Archite (DIAPH.ONLY) POURING NON MONO PLAN NO. 1 PLF MAX SHEAR = DATE 6/29/2005 PLF SECTION 3T TRANSVERSE 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 611, BASE HEIGHT (FT): 0.00 BLDG HEIGHT (FT): 19.50 FORCE = 204.80 x 50.00 x 50.00 / (8 x 51.00) = FLOOR HEIGHT (FT) 1-FLR: 16.00 USE 10 WIND HEIGHT (FT): 15 20 WIND FORCE (PSF): 17.36 18.51 LEVEL: ROOF TOTAL WIND LOAD(C/70.0): 204.80 204.80 PLF Rx = 5.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.01) = 0.44 V = 2.5 Ca I W / 1.4 Rx = 2.5(0.44)(1.00)W/(1.4 x 5.5) = 0.1443 W ROOF: DL ROOF = 19.0x51.0 = 969.00 PLF DL EXT WALL = 15.0[2(16.00-8.00)] = 240.00 PLF DL INT WALL = 10.0[1(16.00-8.00)] = 80.00 PLF SHEAR = 0.1443(969.00+240.00+80.00) = 0.1443(1289.00) = 185.98 PLF TOTAL SESMIC LOAD = 185.98 = 185.98 PLF (204.58 PLF) ROOF : 204.80 PLF WIND GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 204.80 PLF MAX SHEAR = 204.80 x 50.00 / (2 x 51.00) = 100.39 PLF USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 611, 6", _2" O.C. CHORD FORCE = 204.80 x 50.00 x 50.00 / (8 x 51.00) = 1254.88 LBS USE 10 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS SHEAR = 0.1443(1463.00+270.00+300.00) = 0.1443(2033.00) = 293.33 PLF TOTAL SESMIC LOAD = 293.33 = 293.33 PLF (322.67 PLF) ROOF : 293.33 PLF SEISMIC GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 322.67 PLF MAX SHEAR = 322.67 x 25.50 / (2 x 77.00) = 53.43 PLF USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 6", 611, 12" O.C. CHORD FORCE = 322.67 x 25.50 x 25.50 / (8 x 77.00) = 340.61 LBS SPLICE W/ 16d SINKER NAILS @ 16 IN. O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SHEET L - v LATERAL ANALYSIS JOB NO. 61075 2001 CBC CLIENT A+A Group Archite POURING NON MONO PLAN NO. 1 DATE 6/29/2005 SECTION 4T TRANSVERSE BASE HEIGHT (FT): 0.00 BLDG HEIGHT (FT): 16.50 FLOOR HEIGHT (FT) 1-FLR: 12.00 WIND HEIGHT (FT): 15 20 WIND FORCE (PSF): 17.36 18.51 LEVEL: ROOF TOTAL WIND LOAD(C/70.0): 184.03 184.03 PLF Rx = 5.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.01) = 0.44 V = 2.5 Ca I W / 1.4 Rx = 2.5(0.44)(1.00)W/(1.4 x 5.5) = 0.1443 W ROOF: DL ROOF = 19.0x77.0 = 1463.00 PLF DL EXT WALL = 15.0[3(12.00-6.00)] = 270.00 PLF DL INT WALL = 10.0[5(12.00-6.00)] = 300.00 PLF SHEAR = 0.1443(1463.00+270.00+300.00) = 0.1443(2033.00) = 293.33 PLF TOTAL SESMIC LOAD = 293.33 = 293.33 PLF (322.67 PLF) ROOF : 293.33 PLF SEISMIC GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 322.67 PLF MAX SHEAR = 322.67 x 25.50 / (2 x 77.00) = 53.43 PLF USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 6", 611, 12" O.C. CHORD FORCE = 322.67 x 25.50 x 25.50 / (8 x 77.00) = 340.61 LBS SPLICE W/ 16d SINKER NAILS @ 16 IN. O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP LATERAL ANALYSIS 2001 CBC POURING NON MONO SECTION 5T TRANSVERSE BASE HEIGHT (FT): 0.00 BLDG HEIGHT (FT): 18.50 FLOOR HEIGHT (FT) 1-FLR: 16.00 WIND HEIGHT (FT): 15 20 WIND FORCE (PSF) 17.36 18.51 LEVEL: ROOF WIND LOAD(C/70.0): 186.29 Rx = 5.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.01) _ V = 2.5 Ca I W'/ 1.4 Rx = 2.5(0.44)(1.00)W/(1.4 x 5.5) _ ROOF: DL ROOF = 19.0x17.5 = DL EXT WALL = 15.0[2(16.00-8.00)] _ SHEAR = 0.1443(332.50+240.00) = 0..1443(572.50) _ TOTAL SESMIC LOAD = 82.60 = ROOF : 186.29 PLF WIND GOVERN ROOF DIAPHRAGM V = MAX SHEAR = 186.29 x 17.50 / (2 x 17.50) _ USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT.611, 6" CHORD FORCE = 186.29 x 17.50 x 17.50 / (8 x 17.50) -- SPLICE SPLICE W/ 16d SINKER NAILS @ 16 IN. O.C. (STANDARD CONSTRUCTION) SHEET : L -i1-5, JOB NO. 61075 CLIENT A+A Group Archite PLAN NO. 1 DATE 6/29/2005 TOTAL 186.29 PLF 0.44 0.1443 W 332.50 PLF 240.00 PLF 82.60 PLF 82.60 PLF (90.86 PLF) (DIAPH.ONLY) 186.29 PLF 93.14 PLF 12" 0. C. 407.50 LBS GOUVIS ENGINEERING CONSULTING GROUP LATERAL ANALYSIS 2001 CBC POURING NON MONO SECTION 6T TRANSVERSE BASE HEIGHT (FT): 0.00 BLDG HEIGHT (FT): 13.00 FLOOR HEIGHT (FT) 1-FLR: 11.00 WIND HEIGHT (FT): 15 WIND FORCE (PSF): 17.36 LEVEL: ROOF WIND LOAD(C/70.0): 130.22 Rx = 5.5 SOIL TYPE: Sd Ca = 0.44Na = 0.44(1.01) V = 2.5 Ca I W / 1.4 Rx = 2.5(0.44)(1.00)W/(1.4 x 5.5) _ ROOF: DL ROOF = 19.0x12.5 = SHEAR = 0.1443(237.50) = 0.1443(237.50) _ TOTAL SESMIC LOAD = 34.27 = ROOF : 130.22 PLF WIND GOVERN ROOF DIAPHRAGM V = MAX SHEAR = 130.22 x 32.00 / (2 x 12.50) _ USE: 15/32" CDX RATED UNBLKED 24/0 W/8d COMMON NAILS AT 611, CHORD FORCE = 130.22 x 32.00 x 32.00 / (8 x 12.50) = USE 10 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS SKEET L- i q JCB NO. 61075 CLIENT A+A Group Archite PLAN NO. 1 DATE 6/29/2005 TOTAL 130.22 PLF O.s4 0.1443 W 237.50 PLF 34.27 PLF 34.27 PLF (37.69 PLF) (DIAPH.ONLY) 130.22 PLF 166.68 PLF 6", L2" O.C. 1333.46 LBS o GOUVIS101191RIMIR9 Wind: 1751 Seismic: 1590 consulting group, Inc. wind 145.9 seismic 132.5 2L_ROOF 24.0 1 @Left of Bed #3 2ND FLOOR EXTERIOR WALL Wind 1751 Seismic 1745=( 1590+ 136)'1.01 A: SIMPSON ST22 (1150 LB) OAA XOB 9.0 10 \ , i 5.8 5.5 5.8 7.0 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm Drag Force Analysis ALT (12) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE SW -1 T �' (� o SW -2 GOU !/ I J N Job :61075-200 • Plan No : 1 Client : A+A Group Architects consulting group, inc. Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) 1 Flexible Diaphragm TOTAL WALL LENGTH = 17.00(FT) TOTAL PANEL LENGTH = 11.50(FT) SHEAR DIAPHRAGM = 1751/ 17.00 = 10 3 (PLF) REDUNDANCY FACTOR: p(L)=1.01 SHEAR = 1751/11.50= 152(PLF)(FLEXIBLE) MAXIMUM DRAG = 283(LB) USE TYPE 10 W/16d SINKER NAIL @ 6" o/c SILL PLATE NAILING DEAD LOADS: Wall 135.0= 15 * 9.0' Roof—P 232.8= 19 *24.5/2 FROM 0.0' TO 17.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL O LEFT : T= 739(LB) C= 1599(LB) CS16/2x4 _SIDE RIGHT_SIDE: T= 739(LB) C= 1599(LB) CS16/2x4 Use CS16/2x4 on both ends PANEL O LEFT_SIDE : T= 739(LB) C= 1599(LB) CS16/2x4 RIGHT_SIDE: T= 739(LB) C= 1599(LB) CS16/2x4 Use CS16/2x4 on both ends GOUVIS engineering Wind: 1751 Seismic: 1590 consulting group, inc. wind 145.9 seismic 132.5 2L ROOF 24.0 2 @Right of Bath #3 2ND FLOOR EXTERIOR WALL Wind 1751 Seismic 1748=( 1590+ 139)'1.01 0 DRAG POINT 614 A/) 9.0 ]0 8.8 0.3 14.0 0.0 9.0 . 23.0 Job No : 61075-200 Flan No : 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) C.BC 2001(ZONE 4) Flexible Diaphragm SW -3 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice TOTAL WALL LENGTH = 23.00(FT) TOTAL PANEL LENGTH = 14.00(FT) SHEAR DIAPHRAGM = 1751/ 23.00 = 7 6 (PLF ) REDUNDANCY FACTOR: p(L)=1.01 SHEAR = 1751/14.00= 125(PLF)(FLEXIBLE) MAXIMUM DRAG = 685(LB) USE TYPE 10 w/16d SINKER NAIL @ 6" o/c SILL PLATE NAILING DEAD LOADS: Wall 135.0= 15 * 9.0' Roof_P 228.0= 19 *24.0/2 FROM 0.0' TO 17.0' Roof—P 95.0 = 19 *10.0/2 FROM 17.0' TO 23.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL O LEFT_SIDE : T=-430(LB) C= 1302(LB) NO SIGN_ UPLIFT() RIGHT SIDE: T=-126(LB) C= 1213(LB) NO SIGN. UPLIFT() m GOUVISQ1191000HR9 Wind: 1812 Seismic: 1889 consulting group, inc. wind 138.9 188.5 seismic 145.9 89.0 1L ROOF 2L-1 FL 23.5 2.5 LOAD 1 (10%) 3 @Left of 2 -car Garage 1ST FLOOR 2 -POUR EXTERIOR WALL Wind 1987 Seismic 22132076+ 114)*1.01 9.0 1 3 i lob No : 61075-200 :'Ian No: 1 Zlient : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm SW -4 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice TOTAL WALL LENGTH = 24.50(FT) TOTAL PANEL LENGTH = 3.66(FT) P.T./USER DESIGN SHEAR DIAPHRAGM = 2213/ 24.50 = 90 (PLF) REDUNDANCY FACTOR: p(L)=1.01 SHEAR = 2213/ 3.66= 605(PLF)(FLEXIBLE) MAXIMUM DRAG = 971(LB) USE SIMPSON GARAGE PORTAL(SW22x 7-4/6) DEAD LOADS: Wall 135.0= 15 * 9.0' Roof—P 19.0 = 19 * 2.0/2 FROM LOAD 1 (10*s) * Program only checks allowable shear on hardy-frame/strong-wall! 0.0' TO 24.5' 41A S JB ri 8.3 8.3J0 1.8 1.4 i2.5 9.0 1 3 i lob No : 61075-200 :'Ian No: 1 Zlient : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm SW -4 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice TOTAL WALL LENGTH = 24.50(FT) TOTAL PANEL LENGTH = 3.66(FT) P.T./USER DESIGN SHEAR DIAPHRAGM = 2213/ 24.50 = 90 (PLF) REDUNDANCY FACTOR: p(L)=1.01 SHEAR = 2213/ 3.66= 605(PLF)(FLEXIBLE) MAXIMUM DRAG = 971(LB) USE SIMPSON GARAGE PORTAL(SW22x 7-4/6) DEAD LOADS: Wall 135.0= 15 * 9.0' Roof—P 19.0 = 19 * 2.0/2 FROM LOAD 1 (10*s) * Program only checks allowable shear on hardy-frame/strong-wall! 0.0' TO 24.5' ® m GOUVIsenuineering Wind: 1924 Seismic: 1761 consulting group, inc. wind 188.5 138.9 seismic 89.0 145.9 2L_1 FL 1L ROOF 2.5 23.5 Wind: 1979 Seismic: 935 wind 188.5 seismic 89.0 M 2L_1_FL 21.0 LOAD 1 @ 0.0' START 0.0' TO 0.0'(100%) 4 @Right of 2 -car Garage 1ST FLOOR 2 -POUR EXTERIOR WALL Wind 5654 Seismic 4958=(4592+ 312)•1.01 ® DRAG POINT ob No : 61075-200 Ilan No: 1 Client : A+A Group Architects ngineer: Q.D. Date :01/042002(Ver7.45) CBC 2001(ZONE 4) lexible Diaphragm 1550 A 10.0 13' 5.8 11.5 9.0 9.8 Drag Force Analysis 36.0 A: SIMPSON ST22 (1150 LB) ALT (12)'# 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice D: SIMPSON MST37 (3204 LB) ALT (30) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE SW -5 SW-6 GOUVIS@1191RON109 N Job :61075-200 Plan No : 1 Client : A+A Group Architects consulting group, inc . Engineer. Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) 4 Flexible Diaphragm TOTAL WALL LENGTH = 36.05(FT) TOTAL PANEL LENGTH = 11.50(FT) P.T./USER DESIGN SHEAR DIAPHRAGM = 5654/ 36.05 = 157 (PLF) REDUNDANCY FACTOR: p(L)=1.01 SHEAR = 5654/11.50= 492(PLF)(FLEXIBLE) MAXIMUM DRAG = 2948(LB) USE TYPE 13 2x4 5/8" x 12" A.B. @ 8" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 150.0= 15 * 10.01 Floor_P 67.5 = 15 * 9.0/2 FROM 6.0' TO 23.0' Floor_P 30.0 = 15 * 4.0/2 FROM 0.0' TO 6.0' Floor—P 15.0 = 15 * 2.0/2 FROM 23.0' TO 36.0' LOAD 1 @ 0.0' START 0.0' TO 0.01(100996) OVERTU ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT_SIDE : T= 4217(LB) C= 5052(LB) STHD14/4x4 RIGHT_SIDE: T= 4211(LB) C= 5089(LB) STHD14/4x4 Use STHD14/4x4 on both ends Wind: 2.350 Seismic: 1331 wind 188.5 186.3 seismic 89.0 171.4 2L 1 FL 3L ROOF 13.5 11.5 LOAD 2 @ 3.5' START 0.0' TO 23.0'(100%) 5 @Right of Laundry 1ST FLOOR 2 -POUR INTERIOR WALL Wind 6080 Seismic 4631=( 4462+ 120)"1.01 0 DRAG POINT 1543 1 3.0 1 3.3 1 2.5 PANEL EDGE ON THE ABOVE STORY 8.8 1 9.0 0.0 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) C: SIMPSON ST6236(2880 LB) D: SIMPSON MST37 (3204 LB) E: SIMPSON MST48 (3746 LB) F: SIMPSON MST60 (4872 LB) .hb No : 61075-200 Flan No : 1 Client : A+A Group Architects Engineer: Q.D. Date : 0 1/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm 5.0 9.2 12.(14.0 16.3 17.5 26.5 Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice ALT (24) # 16d sinker per top plate splice ALT (30) # 16d sinker per top plate splice ALT (36) # 16d sinker per top Dlate splice ALT (42) # 16d sinker per top Dlate splice SEE DETAIL INFORMATION ON NEXT PAGE SW -7 SW -8 G O T V ♦ I Vc N Job :61075-200 Plan No : 1 Client : A+A Group Architects consulting group, inc . Engineer: Q.D. Date : 0 1/04/2002(Ver7.45) CBC 2001(ZONE 4) 5 Flexible Diaphragm TOTAL WALL LENGTH = 26.50(FT) TOTAL PANEL LENGTH = 9.00(FT) P.T./USER DESIGN SHEAR DIAPHRAGM = 6080/ 26.50 = 2 2 9 (PLF) REDUNDANCY FACTOR: p(L)=1.01 SHEAR = 6080/ 9.00= 676(PLF)(FLEXIBLE) MAXIMUM DRAG = 4015C_�B) USE TYPE 14 3x4 5/8" x 12" A.B. @ 16" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 100.0= 10 * 10.0' Floor—P 67.5 = 15 * 9.0/2 FROM 0.0' TO 26.5' LOAD 2 @ 3.5' START. 0.0' TO 23.01(100°1) OVERTUIW ANALYSIS UPLIFT(T) DOWN(C) PANEL ALEFT SIDE : T= 6348(LB) C= 7305(LB) ** (2)HPA35/4x8 RIGHT_SIDE: T= 6631(_LB) C= 8518(LB) (2)HPA35/4x8 Use (2)HPA35/4x8** @ L. & (2)HPA35/4x8 @ R. ** w/ Dead loads of adjacent element, use detail for connection of S.W. to -trimmer e GOUVISM91nWring Wind: 2142 Seismic: 1971 consulting group, inc . wind 186.3 seismic 171.4 3L_ROOF 23.0 Wind: 2337 Seismic: 1842 wind 186.3 188.5 seismic 171.4 89.0 3L ROOF 2L 1 FL 11.5 13.5 6 @Right of Kitchen 1ST FLOOR 2 -POUR INTERIOR WALL Wind 4479 Seismic 4372=( 3957+ 368)*1.01 0 DRAG POINT 16.0 1 49.8 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C:. SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per.top plate splice SEE DETAIL INFORMATION ON NEXT PAGE SW -9 Sw-10 Job No :61075-200 Plan No: 1 Client : A+A Group Architects consulting group, inc . Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) 6 Flexible Diaphragm TOTAL WALL LENGTH = 49.75(FT) TOTAL PANEL LENGTH = 15.50(FT) P.T.lUSER DESIGN SHEAR DIAPHRAGM = 4479/ 49.75 = 9 0 (PLF) REDUNDANCY FACTOR: p(L)=1.01 SHEAR = 4479/15.50= 289(PLF)(FLEXIBLE) MAXIMUM DRAG = 2476(L•B) USE TYPE 112x4 5/8" x 12" A.B. @ 32" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 160.0= 10 * 16.0' Roof—P 38.0 = 19 * 4.0/2 FROM 0.0' TO 49.8' OVERT ANALYSIS- UPLIFT(T) DOWN(C) PANEL LEFT_SIDE : T= 3689(LB) C= 4737(LB) HPA35/4p.4 RIGHT_SIDE: T= 3689(LB) C= 4737(LB) HPA35/4>_4 Use HPA35/4x4 on both ends o GOUVIsenuineering consulting group, inc. Wind: 3167 Seismic: 2914 wind 186.3 seismic 171.4 3L ROOF 34.0 7 @Right of Great room 1ST FLOOR 2 -POUR EXTERIOR WALL Wind 3167 Seismic 3484=(2914+ 532)'1.01 ® DRAG POINT 16.0 1 2.0 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE SW -11 B B SW -12 GOUVIs engineering Job N :61075-200 Plan No : 1 Client : A+A Group Architects consulting group, 1nC . Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) ,7 Flexible Diaphragm TOTAL WALL LENGTH = 52.00(FT) TOTAL PANEL LENGTH = 16.00(FT) P.T./'JSER DESIGN SHEAR DIAPHRAGM = 3484/ 52.00 = 67 (PLF) REDUNDANCY FACTOR: p(L)=1.01 SHEAR = 3484/16.00= 218(PLF)(FLEXIBLE) MAXIMUM DRAG = 1206(LB) USE TYPE 10 2x4 5/8" x 12" A.B. @ 48" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 240.0= 15 * 16.0' Roof—P 190.0=. 19 *20.0/2 FROM 0.0' TO 52.0' OVERT ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT_SIDE : T= 2140(LB) C= 3742(LB) STHD10/4x4 RIGHT SIDE: T= 2140(LB) C= 3742(LB) STHD10/4x4 Use STHD10/4x4 on both ends PANEL O LEFT_SIDE : T= 2140(LB) C= 3742(LB) STHD10/4x4 RIGHT_SIDE: T= 2140(LB) C= 3742(LB) STHD10/4x4 Use STHD10/4x4 on both ends GOuvisengineering consulting group, inc. Wind: 1570 Seismic: 952 wind 202.5 seismic 122.8 4L ROOF 15.5 8 @Left of Office 1ST FLOOR 2 -POUR EXTERIOR WALL Wind 1570 Seismic 1187=( 952+ 2)))`1.01 23.7 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm SW -13 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice TOTAL WALL LENGTH = 23.75(FT) TOTAL PANEL LENGTH = 7.25(FT) P.T.:USER DESIGN SHEAR DIAPHRAGM = 1570/ 23.75 = 6 6 (PLF) REDUNDANCY FACTOR: p(L)=1.01 SHEAR = 1570/ 7.25= 217(PLF)(FLEXIBLE) MAXIMUM DRAG = 892(LB) USE TYPE 10 2x4 5/8" x 12" A.B. @ 48" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 165.0= 15 * 11.0' Roof—P 38.0 = 19 * 4.0/2 FROM 0.0' TO 23.8' OVERT ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT—SIDE : T= 1991(LB) C= 2507(LB) STHD10/4x4 RIGHT_SIDE: T= 1991(LB) C= 2507(LB) STHD10/4x4 Use STHD10/4x4 on both ends r® GOUVIsenoineering Wind: 5215 Seismic: 3162 consulting group, inc. wind 202.5 seismic 122.8 4L ROOF 51.5 9 @Left of Bath 4 1ST FLOOR 2 -POUR EXTERIOR WALL Wind 5215 Seismic 3495 3162+ 295)'1.01 0 DRAG POINT 12.0 1 6.0 11.1 15.0 6.7 19.6 0.0 20.0 27.3 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm SW -14 USE TYPE 14 3x4 5/8" x 12" A.B. @ 16" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 180.0= 15 Roof_P 38.0 = 19 * 4 Roof—P 76.0 = 19 * 8 12.0' .0/2 FROM 0.0' TO 20.0' .0/2 FROM 20.0' TO 27.3' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT _SIDE : T= 8711(LB) C=10064(LB) (2)STHD14/4x8 RIGHT_SIDE: T= 9395(LB) C= 9380(LB) HD10A/4x6(I) w/DBL BLK'G Use (2)STBD14/4x8 @ L. & HD10A/4x6(1) @ R. (I) Holdown inside of panel Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice D: SIMPSON MST37 (3204 LB) ALT (30) # 16d sinker per top plate splice E: SIMPSON MST48 (3746 LB) ALT (36) # 16d sinker per top plate splice F: SIMPSON MST60 (4872 LB) ALT (42) # 16d sinker per top plate splice TOTAL WALL LENGTH = 27.25(FT) TOTAL PANEL LENGTH = 7.25(FT) P.T./USER DESIGN SHEAR DIAPHRAGM = 5215/ 27.25 = 191 (PLF ) REDUNDANCY FACTOR: p(L)=1.01 SHEAR = 5215/ 7.25= 719(PLF)(FLEXIBLE) MAXIMUM DRAG = 3828LB) USE TYPE 14 3x4 5/8" x 12" A.B. @ 16" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 180.0= 15 Roof_P 38.0 = 19 * 4 Roof—P 76.0 = 19 * 8 12.0' .0/2 FROM 0.0' TO 20.0' .0/2 FROM 20.0' TO 27.3' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT _SIDE : T= 8711(LB) C=10064(LB) (2)STHD14/4x8 RIGHT_SIDE: T= 9395(LB) C= 9380(LB) HD10A/4x6(I) w/DBL BLK'G Use (2)STBD14/4x8 @ L. & HD10A/4x6(1) @ R. (I) Holdown inside of panel GOUVISengineering Wind: 5424 Seismic: 3592 consulting group, inc . wind 202.5 seismic 122.8 4L ROOF 58.5 10 @Left of Master Suite 1ST FLOOR 2 -POUR Wind 5924 Seismic 3869=(3592+ 235)"1.01 INTERIOR WALL 14.0 1 26.0 Job No : 61075-200 Plan No: I Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm SW -15 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice TOTAL WALL LENGTH = 26.00(FT) TOTAL PANEL LENGTH = 11.00(FT) P.T.,"USER DESIGN SHEAR DIAPHRAGM = 5924/ 26.00 = 2 2 8 (PLF) REDUNDANCY FACTOR: p(L)=1.01 SHEAR = 5924/11.00= 539(PLF)(FLEXIBLE) MAXIMUM DRAG = 2791(+LB) USE TYPE 13 2x4 5/8" x 12" A.B. @ 8" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 140.0= 10 * 14.0' Roof_P 38.0 = 19 * 4.0/2 FROM 0.0' TO 26.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL O LEFT_SIDE : T= 7342(LB) C= 8020(LB) (2)HPA35/4x8 RIGHT_SIDE: T= 7342(LB) C= 8020.(LB) (2)HPA3E/4x8 Use (2)HPA35/4x8 on both ends Wind: 2.329 Seismic: 1412 wind 202.5 seismic 122.8 4L ROOF 23.0 m GOUVISengumeering. consulting group, inc. 11 @Right of Master Suite 1ST FLOOR 2 -POUR Wind 2329 Seismic 1567=( 1412+ 138)' 1.01 - - - BLOCKED WITH THE HEADER(SEE PLAN) EXTERIOR WALL 14.0 1 23.0 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm SW -16 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice TOTAL WALL LENGTH = 23.00(FT) TOTAL PANEL LENGTH = 4.00(FT) P.T./USER DESIGN SHEAR DIAPHRAGM = 2329/ 23.00 = 101 (PLF) REDUNDANCY FACTOR: p(L)=1.01 SHEAR = 2329/ 4.00= 582(PLF)(FLEXIBLE) MAXIMUM DRAG = 1165( B) USE TYPE 13 2x4 5/8" x 12" A.B. @ 8" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 210.0= 15 * 14.0' Roof—P 57.0 = 19 * 6.0/2 FROM 0.0' TO 23.0' OVERT ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT _SIDE : T= 9306(LB) C= 9700(LB) (2)STHD=4/4x8 RIGHT_SIDE: T= 9306(LB-) C= 9700(LB) (2)STHD=4/4x8 BLOCKED WITH THE HEADER Use (2)STHD14/4i8 on both ends Sw- GOUVISNUINBrIngJob :61075-200 Plan 1 consulting • • Wind-, 1240 Seismic: 1365 e _ wind 145.9 CBC2001(ZONE 4) 10/21/oy Flexible Diaphragm seismic 160.6 2T ROOF 17.0 12 @Rear of Bed #3 2ND FLOOR EXTERIOR WALL Wind 1240 Seismic 1668=1365+ 303 ® DRAG POINT 1.5 2.5 OA 10 7.3 2.01 1.5 3.0 424 17.5 Drag Foroe Analysis 35.2 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice TOTAL WALL LENGTH = 35.25(FT) TOTS PANEL LENGTH = 7.25(FT) SHEAR DIAPHRAGM = 1668/ 35.25 = 47(PLF) SHEAR = 1668/ 7.25= 230(PLF)(FLEMBLE) MAXIMUM )QAAG = 1135(LB) USE TYPE 10 w/16d SINKER NAIL @ 6" o/c SILL PLATE NAILING DEAD LOADS: Wall 135.0= 15 * 9.0' OVERT ANALYSIS U'PLIFT(T) DOWN(C) PANEL LEFT SIDE : Tr= 1717(LB) C= 2157(LB) (2)CW 6/(2)2x4 RIGHT SIDE: T= 1717(LB) C= 2157(LB) (2)CS116/(2)2x4 Use (2)CS16/(2)2z4 on both ends SW -19 Wind: 1714 Seismic: 1887 wind 145.9 seismic 160.6 2T ROOF 23.5 GOUVIS811911MOU1119 consulting group, 13 @Front of Bed #3 2ND FLOOR EXTERIOR WALL Wind 1714 Seismic 2000= 1887+ 114 A 10 X5.0 J `B 10 6.8 6.0 6.0 23.7 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE (1 SW -20 ■ ' o UVI J Job N :61075-200 VV Plan No : 1 Client : A+A Group Architects consulting group, MC. EngineDate er. 01/04/2002(Ver7.45) CBC 2001(ZONE 4) 13 Flexible Diaphragm TOTAL WALL LENGTH = 23.75(FT) TOTAL PANEL LENGTH 11.00(FT) SHEAR DIAPHRAGM = 2000/ 23.75 = 8 4 (PLF) REDUNDANCY FACTOR: pM=1.00 SHEAR = 2000/11.00= 182(PLF)(FLEXIBLE) MAXIMUM DRAG.= 569(LB) USE TYPE 10 w/16d SINKER NAIL @ 6" o/c SILL PLATE NAILING DEAD LOADS: Wall 135.0= 15 * 9.0' Roof—P 19.0 = 19 * 2.0/2 FROM 0.0' TO 23.8' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL AA LEFT : T= 1392(LB) C= 1751(LB) CS16/2x4 _SIDE RIGHT_SIDE: T= 1392(LB)' C= 1751(LB) CS16/2x4 Use CS16/2x4 on both ends PANEL O LEFT—SIDE : T= 1305(LB) C= 1733(LB) CS16/2x4 RIGHT_SIDE: T= 1305(LB) C= 1733(LB) CS16/2x4 Use CS16/2x4 on both ends ® .a GOUVISIM9111118HIM9 Wind: 2344 Seismic: 1634 consulting group, inc . wind 130.2 seismic 90.8 1T_ROOF 36.0 14 @Rear of 2 -car Garage IST FLOOR 2 -POUR Wind 2344 Seismic 1854= 1634+ 221 3.8 1 3.0 7.0 EXTERIOR WALL I' KnA 9.0 11 8.0 3.0 2.3 27.0 Job No : 61075-200 Plan No : 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm SW -21 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d.sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice TOTAL WALL LENGTH = 27.00(FT) TOTAL PANEL LENGTH = 8.00(FT) P.T./USER DESIGN SHEAR DIAPHRAGM = 2344/ 27.00 = 8 7 (PLF) REDUNDANCY FACTOR: pM=1.00 SHEAR = 2344/ 8.00= 293(PLF)(FLEXIBLE) MAXIMUM DRAG = 1194(-�B) USE TYPE 11 2x4 5/8" x 12" A.B. @ 32" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 135.0= 15 * 9.0' Roof—P 76.0 = 19 * 8.0/2 FROM 0.0' TO 27.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL AA LEFT _SIDE : T= 2174(LB) C= 2787(LB) RIGHT_SIDE: T= 2174(LB) C= 2787(LB) Use STHD10/4x4 on both ends STHD10/3x4 STHD10 /•3x4 Gouvls engineering Wind: 1649 Seismic: 648 consulting group, inc. wind 188.5 seismic 74.0 2T_1_FL 17.5 LOAD 12 @ 0.0' START 0.0' TO 0.0'(100%) 15 @Rear of Bed #2 IST FLOOR 2 -POUR EXTERIOR WALL Wind 2890 Seismic 2903= 2614+ 289 DRAG POINT - - - BLOCKED WITH THE HEADER(SEE PLAN) BLOCKED OPENING USE TYPE 11 ON BOT(/TOP) OF OPENING SEE DETAIL ON PLANS 12.0 1 26.0 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE SW -22 [1 SW -23 GO V ♦ I S N Job : 61075-200 Plan No : 1 Client : A+A Group Architects consulting group, lnc. Engineer: Q.Date D. CBC 2001(ZONE 4) 15 Flexible Diaphragm TOTAL WALL LENGTH = 26.00(FT) TOTAL PANEL LENGTH = 9.75(FT) P.T_/USER DESIGN SHEAR DIAPHRAGM = 2903/ 26.00 = 112 (PLF ) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 2903/ 9.75= 298(PLF)(FLEXIBLE) MAXIMUM DRAG = 1089(LB) USE TYPE 11 2x4 5/8" x 12" A.B. @ 32" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 180.0= 15 * 12.0' Roof—P 57.0 = 19 * 6.0/2 FROM 0.0' TO 26.0' LOAD 12 @ 0.0' START 0.0' TO 0.0'(100°s) OVERT ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT : T= 1828(LB) C= 2340(LB) STHD10/4x4 _SIDE RIGHT_SIDE: T= 0(LB) C= 0(LB) NO SIGN. UPLIFT() Use STHD10/4x4 a, L. BLOCKED! FORCE @ EDGE OF OPENING IS 229(LB) PANEL O LEFT SIDE : T= 0(LB) C= 0(LB) NO SIGN. UPLIFT() RIGHT SIDE: T= 1828(LB) C= 2340(LB) STHD10/4x4 Use STHD10/4x4 @ R. PANEL O LEFT_SIDE : T= 3292(LB) C= 3802(LB) STHD14/4x4 RIGHT_SIDE: T= 3292(LB) C= 3802(LB) STHD14/Ax4 BLOCKED WITH THE HEADER Use STHD14/4x4 on both ends 16 @Rear of Kitchen IST FLOOR 2 -POUR EXTERIOR WALL Wind 5120 Seismic 5132=4649+ 482 0 DRAG POINT 1070 A/) 11 1.0 3.3 4.0 16.0 17.8 Job No :61075-200 Plan No: I Client : A+A Group Architects . Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm 42.0 SW -24 USE TYPE 11 2x4 5/8" x 12" A.B. @ 32" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 165.0= 15 * 11.0' Roof—P 19.0 = 19 * 2.0/2 FROM 0.0' TO 42.0' OVERT ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT_SIDE : T= 2604(LB) C= 3606(LB) STHD10/4x4 RIGHT -SIDE:- T= 2604(LB) C= 3606(LB) STHD10/4x4 Use STHD10/4x4 on both ends Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top Mate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top ?late splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top ?late splice TOTAL WALL LENGTH = 42.00(FT) TOTAL PANEL LENGTH = 16.00(FT) P.T.!USER DESIGN SHEAR DIAPHRAGM = 5132/ 42.00 = 12 2 (PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 5132/16.00= 321(PLF).(FLEXIBLE) MAXIMUM DRAG = 2169(--B) USE TYPE 11 2x4 5/8" x 12" A.B. @ 32" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 165.0= 15 * 11.0' Roof—P 19.0 = 19 * 2.0/2 FROM 0.0' TO 42.0' OVERT ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT_SIDE : T= 2604(LB) C= 3606(LB) STHD10/4x4 RIGHT -SIDE:- T= 2604(LB) C= 3606(LB) STHD10/4x4 Use STHD10/4x4 on both ends GOUVlsengineering consulting group, inc . Wind: 2309 Seismic: 907 wind 188.5 seismic 74.0 2T_1_FL 24.5 LOAD 13 (67%) LOAD 12 (20%) 17 @Front of Bed #2 1ST FLOOR 2 -POUR INTERIOR WALL Wind 3706 Seismic 3035= 2822+ 213 0 DRAG POINT OA/1 / I 11.55 12 16.0 1 8.0 1 19.5 Job No : 61075-200 Plan No: I Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm 10.0 1 43.5 SW -25 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice TOTAL WALL LENGTH = 43.50(FT) TOTAL PANEL LENGTH = 8.00(FT) P.T./USER DESIGN SHEAR DIAPHRAGM = 3706/ 43.50 = 8 5 (PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 3706/ 8.00= 463(PLF)(FLEXIBLE) MAXIMUM DRAG = 1661(:jB) USE TYPE 12 2x4 5/8" x 12" A.B. @ 12" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 100.0= 10 * 10.0' Floor—P 30.0 = 15 * 4.0/2 FROM 0.0' TO 43.5' LOAD 13 (6796) LOAD 12 (20%) OVERTURN ANALYSIS UPLIFT -(T) DOWN(C) PANEL AA LEFT _SIDE : T= 4678(LB.) C= 5161(LB) (2)HPA35/4x8 RIGHT_SIDE: T= 4794(LB) C= 504.5(LB) (2)HPA35/4x8 Use (2)HPA35/4x8 on both ends Wind: 7344 Seismic: 1634 wind 130.2 seismic 90.8 0 1T_ROOF 36.0 LOAD 13 (34%) 18 @Front of Laundry IST FLOOR 2 -POUR EXTERIOR WALL Wind 2927 Seismic 2878= 2763+ 115 ® DRAG POINT Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm 730 A6 621 A/j T 12 17.0 0.3 6.8 14.0 38.0 Drag Force Analysis A: SIMPSON.ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE SW -26 ^ [1 SW-27 ■= O UVI J i Job No :'61075-200 VV Plan No: 1 Client : A+A Group Architects consulting group, lnc . Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) 18 Flexible Diaphragm TOTAL WALL LENGTH = 38.00(FT) TOTAL PANEL LENGTH = 6.75(FT) P.T./USER DESIGN SHEAR DIAPHRAGM = 2927/ 38.00 = 7 7 (PLF) , REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 2927/ 6.75= 434(PLF)(FLEXIBLE) MAXIMUM DRAG = 1329(!B) USE TYPE 12 2x4 5/8" x 12" A.B. @ 12" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 150.0= 15 * 10.0' Floor—P 41.3 = 15 * 5.5/2 FROM 17.0' TO 38.0' LOAD 13 (34%) OVERT ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT SIDE : T= 4102(LB) C= 4559(LB) STHD14/4x4 RIGHT_SIDE: T= 4102(LB) C= 4559(LB) STHD14/4x4 Use STHD14/4x4 on both ends GOUVIs engineering Wind: 716 Seismic: 499 consulting group, inc. wind 130.2 seismic 90.8 1T ROOF 11.0 19 @Front of 2 -car Garage IST FLOOR 2 -POUR EXTERIOR WALL Wind 716 Seismic 684= 499+ 185 19.0 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm SW -28 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice TOTAL WALL LENGTH = 19.00(FT) TOTAL PANEL LENGTH = 8.00(FT) P.T.PUSER DESIGN SHEAR DIAPHRAGM = 716/ 19.00 = 38 (PLF) REDUNDANCI, FACTOR: p(T)=1.00 SHEAR = 716/ 8.00= 90(PLF)(FLEXIBLE) MAXIMUM DRAG = 339(LB) USE TYPE 10 2x4 5/8" x 12" A.B. @ 48" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 135.0= 15 * 9.0' Roof—P 76.0 = 19 * 8.0/2 FROM 0.0' TO 19.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL AA LEFT_SIDE : T= 274(LB) C= 887(LB) NO SIGN.. UPLIFT() RIGHT SIDE: T= 274(LB) C= 887(LB) NO SIGN. UPLIFT() 4OOAA 10 2.0 8.0 9.0 19.0 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm SW -28 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice TOTAL WALL LENGTH = 19.00(FT) TOTAL PANEL LENGTH = 8.00(FT) P.T.PUSER DESIGN SHEAR DIAPHRAGM = 716/ 19.00 = 38 (PLF) REDUNDANCI, FACTOR: p(T)=1.00 SHEAR = 716/ 8.00= 90(PLF)(FLEXIBLE) MAXIMUM DRAG = 339(LB) USE TYPE 10 2x4 5/8" x 12" A.B. @ 48" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 135.0= 15 * 9.0' Roof—P 76.0 = 19 * 8.0/2 FROM 0.0' TO 19.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL AA LEFT_SIDE : T= 274(LB) C= 887(LB) NO SIGN.. UPLIFT() RIGHT SIDE: T= 274(LB) C= 887(LB) NO SIGN. UPLIFT() GOUVISINNIReeriRg Wind: 1840 Seismic: 2933 consulting group, inc. wind 184.0 seismic 293.3 4T_ROOF 20.0 20 @Rear of Office IST FLOOR 2 -POUR EXTERIOR WALL Wind 1840 Seismic 3230= 2933+ 297 ' ® DRAG POINT 12.0 1 41.0 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm SW -29 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice TOTAL WALL LENGTH = 41.00(FT) TOTAL PANEL LENGTH = 6.00(FT) P.T.tUSER DESIGN SHEAR DIAPHRAGM = 3230/ 41.0 0 = 7 9 (PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 3230/ 6.00= 538(PLF)(FLEXIBLE) MAXIMUM DRAG = 1989(LB) USE SIMPSON STRONG-WALL(SWNM) DEAD LOADS: Wall 180.0= 15 * 12.0' Roof—P 190.0= 19 *20.0/2 FROM * Program only checks allowable shear on hardy-frame/strong-wall! 0.0' TO 41.0' o GOuvis engineering Wind: 5120 Seismic: 4650 consulting group, inc. wind 204.8 seismic 186.0 3T ROOF 50.0 Wind: 920 Seismic: 1467 wind 184.0 seismic 293.3 4T_ROOF 10.0 21 @Front of Great Room 1ST FLOOR 2 -POUR INTERIOR WALL Wind 6040 Seismic 6280= 6116+ 164 12.0 1 .0 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date : 0 1/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE SW -30 (1 i SW -31 GO W I S N Job :61075-200 Plan No : 1 Client : A+A Group Architects consulting group, 1nC . Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) 21 Flexible Diaphragm TOTAL WALL LENGTH = 24.00(FT) TOTAL PANEL LENGTH = 17.00(FT) P.T./USER DESIGN SHEAR DIAPHRAGM = 6280/ 24.00 = 2 6 2.-(-PLF) REDUNDANCY FACTOR: pM=1.00 SHEAR = 6280/17.00= 369(PLF)(FLEXIBLE) MAXIMUM DRAG = 1024(LB) USE TYPE 12 2x4 5/8" x 12" A.B. @ 12" o/c MAX. w/PL. WASHER DEAD LOADS: - Wall 120.0= 10 * 12.0' Roof—P 218.5= 19 *23.0/2 FROM 0.0' TO 24.0' OVERTUIW ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT SIDE : T= 4633(LB) C= 6191(LB) (2)HPA3.5/4x8 T= 4528(LB) C= 5968(LB) (2)HPA33/4x8 RIGHT_SIDE: T= 4742(LB) C= 6077(LB) (2)HPA35/4x8 T= 4127(LB) C= 5968(LB) ** HPA35/4x4 Use (2)HPA35/4x8 on both ends or Use (2)HPA35/4x8 @ L. & HPA315/4x4** @ R. PANEL O LEFT_SIDE : T= 3590 (LB) C= 4758 (LB) HPA35/4m4 RIGHT_SIDE: T= 3590(LB) C= 4758(LB) HPA35/4e4 Use HPA35/4x4 on both ends 5 ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer SW -32 GOUVISengineering Wind: 2484 Seismic: 3960 consulting group, inc. wind 184.0 seismic 293.3 4T—ROOF 27.0 22 @Front of Mater Bath 1ST FLOOR 2 -POUR EXTERIOR WALL Wind 2484 Seismic 4621= 3960+ 661 Job No : 61075-200 Plan No: 1 Client : A+A Group Architects Engineer: Q.D. Date : 0 1/04/2002(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm ® DRAG POINT - - - BLOCKED WITH THE HEADER(SEE PLAN) A 14.0 0.058.0 18.5 23.025.5�586 .0 56.5 74.5 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE ® ® SW-33 GOT VI S N Job :61075-200 V • Plan No : 1 Client : A+A Group Architects consulting group, inC . Engineer: Q.D. Date :01/04/2002(Ver7.45) CBC 2001(ZONE 4) 22 Flexible Diaphragm TOTAL WALL LENGTH = 74.50(FT) TOTAL PANEL LENGTH = 17.00(FT) P.T.-'USER DESIGN SHEAR DIAPHRAGM = 4621/ 74.50 = 6 2 (PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 4621/17.00= 272(PLF)(FLEXIBLE) MAXIMUM DRAG = 1678(LB) USE TYPE 11 2x4 5/8" x 12:' A.B. @ 32" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 180.0= 15 * 12.0' Roof_P 76.0 = 19 * 8.0/2 FROM 0.0' TO 23.5' Roof_P 237.5= 19 *25.0/2 FROM 23.0' TO 67.0' Roof—P 76.0 = 19 * 8.0/2 FROM 67.0' TO 74.5' OVERTURk ANALYSIS UPLIFT(T) DOWN(C) PANEL LEFT_SIDE : T= 2969(LB) C= 3539(LB) STHD10/5x4 RIGHT_SIDE: T= 2969(LB) C= 3539(LB) STHD10/5.x4 BLOCKED WITH THE HEADER Use STHD10/4x4 on both ends PANEL O LEFT SIDE : T= 2642(LB) C= 3646(LB) STHD10/4x4 RIGHT_SIDE: T= 2642(LB) C= 3646(LB) STHD10/4x4 BLOCKED WITH THE HEADER Use ST1[]D10/4x4 on both ends PANELCC LEFT : T= 2849(LB) C= 4068(LB) STHD10/9x4 —SIDE RIGHT_SIDE: T= 2918(LB) C= 4000(LB) STHD10/9x4 Use STHD10/4x4 on both ends (1 �. SW -34 G O UVI S Job N :61075-200 Plan No : I Client : A+A Group Architects consulting group, lric . Engineer: Q.D. Date :01/04/2002(Ver7.45) REDUNDANCY FACTOR(FLEXIBLE) CBC 2001(ZONE 4) Flexible Diaphragm P P 2 -.20/( imax X AB 1.0 <=P <= 1,95 rax : maximum element/story shear ratio AB : area of ground floor(base area) in sq ft = 3200 Longitudinal direction: P(L) = 2 - 20/(0.36 x 3200) =1.01 Transverse direction: P(T) = 2 - 20/(0.31 x 3200) = 0.87 ==> 1.00 Longitudinal direction Transverse direction Wall Id r Story Wall Id r Story 1 0.25=( 863x 10/ 5.75*)- 3455 2 12 0.31 1660x 10/14.50)- 3661 2 2 0.36=( 1729x 10/14.00r 3455 2 13 0.30=( 1091 x 10/ 6.00*)- 36E 1 2 3 0.04=( 1095x 10/ 1.83*) -29455 1 14 0.06=( 1854x 10/ 8.00*) -30617 1 4 0.14=( 4905x 10/11.50)-29455 1 15 0.06=( 1712x 10/ 5.75*) -30617 1 5 0.16=( 4581 x 10/ 9.00*) -29455 1 16 0.10=( 5132x 10/16.00)-3061P7 1 6 0.09=( 4325x 10/15.50)-29455 1 17 0.10=( 3035x 10/ 8.00*) -306.7 1 7 0.06=( 1723x 10/ 8.00*) -29455 1 18 0.09=( 2878x 10/ 6.75*) -306.7 1 8 0.04=( 1174x 10/ 7.25*)+29455 1 19 0.02=( 684- 10/ 8.00*) -306111 1 9 0112=( 3457x 10/ 7.25*)+29455 1 20 0.04=( 1077x 10/ 2.00*) -306.7 1 10 0.12=( 3827x 10/11.00)-29455 1 21 0.14=( 4387x 10/ 9.50*x306'7 1 11 0.05=( 1550x 10/ 4.00*) -.29455 1 22 0.07=( 2175x 10/ 8.00*x30617 1 * 10/lw = 1.0 GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO CLIENT PLAN NO: Stni't.3�Z� DATE : Title : Job # Sal Dsgnr: Date: 3:22PM, 27 JUL 05 Description Scope : _ User: KW -06093, Ver 5.6.1, 25-0d-2002 Steel Column Page 1 (c)1983rcev:oov -2002iuu ENERCALC Emineerinq Software e:\ec55\ec55\61075.ecw:Calculabons Description Columns @ Nook % (, S. �_D, --1L'2-3 lk 4 2 General Information Calculations are designed to AISC 9th Edition ASC and 1997 UBC Requirements Steel Section TS6X6X1/4 Fy 45.00 ksi X -X Side3way : Sway Allowed 4.98 ksi 4.98 ksi Duration Factor 1.330 Y -Y Side3way : Restrained Column Height 16.000 It Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 16.000 ft Kxx 2.100 Live & Short Term Loads Combined Y -Y inbraced 0.000 ft Kyy 2.100 Loads 0.00 ksi 0.00 ksi Axial Load... 11.79 ksi Fb:yy : Allow [F3.1] Dead Load 0.01 k Ecc. for X -X Axis Moments OD00 in Live Load 0.01 k Ecc. for Y -Y Axis Moments OA00 in Short Term Load k 0.00 ksi Analysis Values Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 4,979 psi 0.620 k 16.000 ft Along X -X (y moments ) Cb:x DL4LL 1.75 k ft Lit if#14xI y I Column Design OK Section : TS6X6X1/4, Height = 16.00ft, Axial Loads: DL = 0.01, LL = 0.01, ST = O.00k, Ecc. = d OOOin Unbraced Lengths: X -X = 16.00ft, Y -Y = O.00ft Combined Stress Ratios Dead Live DL + LL DL + 3T + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0004 0.0004 0.0007 0.2989 XX Axis : Fa calc'd per Eq. E2-2, K*LIr > Cc YY Axis : Fa calc'd ner Ea. E2.2. K*LIr > Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 4.98 ksi 4.98 ksi 4.98 ksi 6.62 ksi fa : Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:xx : Allow [F3.1] 29.70 ksi 29.70 ksi 29.70 ksi 39.50 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 11.79 ksi Fb:yy : Allow [F3.1] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 4,979 psi Cm:x DL+LL 0.85 Cb:x DL4LL 1.75 F'ey : DL+LL 0 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 6,622 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 132999,999 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection -1.665 in at 16.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Title : Dsgnr: Description Scope : Job # :)ate: 3:21 PM, 27 JUL 05 31 Rev: 560100 User: KW -06093, Ver 5.6.1, 25-0ct-2002Pole Embedment in Soil Page 1 (c)1983-2002 ENERCALC Engineering Software e:\ec55\ec55X6l075.ecw:Calculabons -`- Description @ Steel Column at Nook General Information Allow Passive 250.00 pd Applied Loads... e' Max Passive 1,500.00 Psf Point Load 620.00 lbs Load duration factor 1.000 distance from base 16.000 ft Pole is Rectangular Width 24.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 0.000 ft distance to bottom 0.000 ft Summary Moments @ Surface... Point load Distributed load Without Surface Restraint... Required Depth Press @ 1/3 Embed... Actual Allowable 9,920.00 ft-# Total Moment 0.00 Total Lateral t 5.155 ft S - a 4 Ccv--) 437.50 psf 429.55 psf 9 SlJ -t� 1.3 i -t, vf�. 1 9,920.00 ft-# 620.00 lbs ik_ FOUNDATION ANALYSIS I CONTINOUS FOOTING (a TYP LOADS TO FOOTING ROOF WALL FLOOR CONCRETE SELF WEIGHT (SB) SOIL BEARING = 1500 PSF TO BE CONFIRMED PRIOR. TO CONSTRUCTION ✓ CONFIRMED BY SOILS REPORT 15 x 39 = 585 12 x 15 = 180 7 x 55 = 385 150x15x18/144 281.25 TOTAL = 1431.25 PLF (W) WIDTH REQUIRED = 0.95 ' = 11.4 " USE 12" WIDE X 12" DEEP CONTINUOUS FOOTING @ 1 - STORY PORTIONS USE 15" WIDE X 18" DEEP CONTINUOUS FOOTING @ 2.- STORY PORTIONS ALOWABLE POINT LOAD ON CONTINUOUS FOOTING PMAX= SBxSxW 144 P MAX @ ( 1 -STORY) = 5000 P MAX @ ( 2 -STORY) = 8125 P ALLOWABLE = P MAX - TOTAL (S/12) POST _ � Q cn v 45'-0 S=40 AT 1 STORY S=52 AT 2 STORY HEET: F2 GO UVIS ENGINEERING JOB NC.: 61075 CALIFORNIA PLAN: 1 DATE: 21f96f65 CLIENTF -X+A GROUP A %a /,9 1.1 05 PAD SCHEDULE 1- BEAM NO. GT#6L P = 610 # USE 2'- 6" SQUARE x 18" DEEP CONCRETE PAD WITH (3) #4 EACH WAY 2- BEAM NO. G.T#7 L P = 5140 # USE 2'- 0" SQUARE x 18" DEEP CONCRETE PAD WITH (2) #4 EACH WAY 3- BEAM NO. 6 R P # USE 3'- o" SQUARE x 18" DEEP CONCRETE PAD WITH (3) #4 EACH WAY 4- BEAM NO. 11 L P = 5250 # USE 2'- 0" SQUARE x 18" DEEP CONCRETE PAD WITH (2) #4 EACH WAY 3- BEAM NO. 14 L+R P = 6750 # USE 2'- 6" SQUARE x 18" DEEP CONCRETE PAD WITH (3) #4 EACH WAY 3- BEAM NO. 23 L+R P = 8000 # USE 2'-6" SQUARE x 18" DEEP CONCRETE PAD WITH (3) #4 EACH WAY 5 ural Components, Inc. TRUSS ENGINEERING Engineering Office 78-150 Calle Tampico Suite 205 B Phone: 760-564-1149 La Quinta, Ca 92253 Fax: 760-564-4313 DATE: 03 /08 /06 JOB: 4405-5Y BUILDER. Albers Construction Co., Inc. 49-855 Rancho San Felipe La Quinta, CA 92253 CITY OF LA QUANTA BUILDING & SAFETY DEFT. APPROVED FOR DATE-.tL1 qI (3 % .,,N / JOB SITE ADDRESS Fosmire Residence 5 3-624 Via Pisa La Quinta, CA 92253 Oak iTek' Re: 4405-5Y 00 MiTek Industries, Inc. 7777 Greenback Lane Suite '09 Citrus Heights, CA, 95610 Telepf one 916/676-1900 Fax 9P6/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. ueder my direct supervision based on the parameters provided by Foxworth-Galbraith-Yuma, AZ. Pages or sheets covered by this seal: R20402280 thru 820402431 My license renewal date for the state of California is September 30, 2006. QROF ESS/pN CO ONG G' 2 W C 49 ,t EXP 0 0/06 r March 8,2006 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibiliq 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. IVI 81-7-0" PLT 8'-0-0" PLT T BOTTOM CORD OF TRUSS Jl all 11 l 11 11 DROPS DOWN 7" FOR GABLE � DETAIL 81-0-0" PLT • ®__L m �._jm.. o 8-6-8 A2-GRDR 10-11-0 - 8'-7-0" PLT 01 4/12 ?Pd -' k PITCH 19-3-8 Simpson hardware: A -DRAG USE HHUS26-2. (REVIEWED BY CONSULTANT A2-GRDR USE HGUQ210-3. FOR CODE COMPLIANCE A3 USE LUS24. Al USE MUS26. THESE PIANS AND SUPPORTING DOCUMENTATION HAVE A -HIPS USE THJA26. BEEN REVIEWED AND FOUND TO SHOW COMPLIANCEVATH THE CALIFORNIA BUILDING COC!£ $S ADOPTED BY T I B-GRDR USE HGUS26. JURISDICTION. ISSUANCE OF A iiJIL'AiNG PERMIT1 P4- PLT B1 THROUGH B4 USE LUS261JPON THESE PLANS IS RECOMMENDED SUBJ T T B5-GRDR USE HHUS26-2. APPROVAL BY OTHER APPL:;ABLE AGENCIES AAD BBG USE HGUQ210-3. CONDI IONS NOTED INTHE ENCLOSED LETTER. D b O B -HIP USE THJA26., "a Bi -HIP USE THJA26 & SUR2&VCA CODE GQ P, INC. DATE B6, B10 & B11 USE LU24. C v B10 -DRAG USE LUS26. D -HIPS USE THJA26. E -HIPS ONLY USE LU26 SKEWED. ALL OTHER E -TRUSSES USE 3-16D SINKERS @ T.C. AND THE SAME @ B.C. FSG USE MUS26. 1 9'-2-1/4" top of truss and the I FULL HEIGHT BALLOON FRAMED top of the beam notch/ no lower. STAIRWELL WALL SECOND FLOOR WALLS UNDER Q -HIPS AND JACKS ARE POPPED OUT 6" AND FRAME S USE LEDGER OVER I SHEAR PANEL TO CARRY F7, F&A & F9A CUP WALL F4 -DRAG SITS ON IV -0-3/4" PLT 1-1/4" EE u _ _ 11'-0-3 4" PLT 7-1 4" HEEL 0{ N LL V LL LL In iil0 LL LL Ifl F4 -DRAG SITS ® 11'-0- /4" PLTI J P. `a a Ih h- Ilt; I18 Z; I I L.;"v I " U .1b R h ,4 12•-0- /4" BOT 16.612 9-7 8 G rl O A 0a 6� F12 E RI P CH rHG 4•-3-1/2"HEELTHISSIDE HANG BOTH SIDES.3•-7-1/2"HEEL THIS SIDE l y:• ?I_ F H Fosmire residence " Job # 4405-5y " JJJJJ y A.2 = fil F4 -DRAG & F5 USE LUS26. 12'-0-3/4- PLT M II G -HIP, G3, G4, G5 USE HUS26 SKEWED. y K1 -HIP, K2 -HIP, K3 -HIP USE HUS26 SKEWED. CLIP WALL o pp K6, K11 & K17 USE SUR/L26. l0'-0-3/4"PLT O 1D' -D-3/ M4 & M5 USE MUS26. V-4-15/16- HEEL M -HIP USE SUR/L26. 13'-3-3/4- PLT M7 -DRAG USE HUS28. 0 USE LU24 & OG USE LUS24-2. r WA,4 OV�,R M6 TO OUTSIDE OF H r � O � -0-0 m e 2-0-01 o i ;a 6" RISE 'OM IL TO COFF1i.®9 D. 12•0-3/4f BOT REVIEWED D REVISE \A,� ® REJECTED ® FURNISH A� Corrections or comments made on the sho ' during this review do not relieve contra, n W TPIlun ' h requirements of the dro inr. �s its check is only for review of g=. `E e design concept er` the I with the information giver, I; t u. The contractor is responsib;( Mru 13i corre"ng all quantities an( Im s I r1 ation processes anc m coordination his work witF E f a I the and performing his work in c f �. J , ct nner. re i III ss drawings has verified: Caonfigurations (i.e. 2 -point bearing an poirbt earing) are consistent with the struct al design. hat des c��_b�y'4aLt� FA"lr�-flo9piL 3 That trussed areas are as planned. Note: All connections involving trusses and lateral `6 Cing of trusses are considered designed by truss .manufacturer Truss Engineer responsible for preparing and design of t trusses, should sign and stamp the trusses Int%cling the layouts. =i Mature or initials by a licensed engineer of G 'avis Engineering Consulting Group, Inc. apply only fo Shop drawing review. aUVIS ENGINEERING CONSULTING GROUP, INC. &Zy-o6 By 1� M I REVERSE POCKET WITH I 12 S K7 & KS WILL POCKET K-GRWILL BE R THROUGH Fosmire Res. WILL BEAR ONTO A RAKED WALL OVER THE FLUSH BEAM. Job cuss Truss Type Qty Ply 00 5-0-6 4-1-13 BC 0.43 BCLL 0.0 Rep Stress Incr YES R20402280 4405-5Y At COMMON 1 1 TOP CHORD 2 X 4 SPF 165OF 1.5E Horz(TL) BOT CHORD 2 X 4 SPF 1650F 1.5E 6 WEBS 2 X 4 SPF Stud/Std n/a Job Reference (optional) Fox nn Gabraim, Yuma, AHmna 65365 6.200 s 3m r3 200= Mi i eR mausmes, m0. uvea mar 06 i 5.33.25 2006 rage i I 3-2-5 I &2-12 1 13-3-2 I 17-5-0 3-2.5 5-0-7 50-6 4-1-13 Scale = 1:30.3 4x6 M1120= 3 3: 1 2x4 M1120 11 3x12 M1120= 3x4 M1120= 3x8 M1120= 2x4 M1120 11 vxr nanzu 11 r 32-5 I 8-2-12 1 13-3-2 17-5-0 1 3-2-5 5-0-7 5-0-6 4-1-13 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.38 TCDL 24.0 Lumber Increase 1.15 BC 0.43 BCLL 0.0 Rep Stress Incr YES WB 0.83 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 240 TOP CHORD 2 X 4 SPF 165OF 1.5E Horz(TL) BOT CHORD 2 X 4 SPF 1650F 1.5E 6 WEBS 2 X 4 SPF Stud/Std n/a SLIDER Right 2 X 4 SPF Stud/Std 2-1-15 Wind(LL) DEFL in floc) I/deft Ud PLATES GRIP Vert(LL) -0.04 7-8 >999 360 M1120 197/144 Vert(TL) -0.12 7-8 >999 240 Horz(TL) 0.03 6 n/a n/a Wind(LL) 0.03 7-8 >999 240 Weight: 66 lb BRACING TOP CHORD Sheathed or 4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 6=933/Mechanical, 11=933/0-5-8 Max Horz 11=-33(load case 4) Max Uplift6=-41(load case 4), 11=41(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1429!73, 2-3=-1352/87, 3-4=-1333/85, 4-5=-1743/93, 5-6=-1824/80 BOT CHORD 10-11=-0/33, 9-10=-39/1334, 8-9=-39/1334, 7-8=-46/1607, 6-7=-46/1607 WEBS 2-10=-291/69, 2-8=-215/39, 3-8=0/376, 4-8=-470/57, 4-7=0/148, 1-11=903/52, 1-10=54/1383 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 OF S/ ONG yG Fac UJ of C 49,9%19 m March 1a ® WARNING - Ver(& design parameters and BEAD NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE 11W-7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use on with MTek connectors. This design is based on u Suite 109 g y g M upon parameters y of building and a for an individual building component. Citrus Heights, CA, 95610 1 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' A fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11`111Quality Criteria, DSB-89 and BCSII Building Component ' iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type QtY Ply 00 2-0-0 4-6-7 4-2-1 Plate Offsets (X,Y): [1:0-2-2,0-5-51, [1:1-4-15,0-1-81, [2:0-3-11,0-2-01 LOADING (psf) R20402281 4405-5Y At -HIP MONO TRUSS 1 1 TC 0.54 Vert(LL) -0.02 6-7 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.36 Job Reference (optional) 6.6-7 l 10-8-8 i 6-6-7 4-2-1 2x4 M1120 11 Scale = 1:21.3 4 5 4x5 MI12011 3x4 M1120 % 3x7 M1120= 3x4 M1120= 2x4 M1120 11 2-0-0 1 6-6-7 I 10.8-8 1 2-0-0 4-6-7 4-2-1 Plate Offsets (X,Y): [1:0-2-2,0-5-51, [1:1-4-15,0-1-81, [2:0-3-11,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L!d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.02 6-7 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.01 6 n/a n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) 'Wnd(LL) 0.01 7 >999 240 Weight: 42 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 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 2-0-11 REACTIONS (Ib/size) 1=3/0-5-8, 6=908/Mechanical, 8=629/0-5-8 Max Horzl=106(load case 3) Max Upliftl=-4(load case 2), 6=-83(load case 3), 8=49(load case 3) Max Gravl=32(load case 3), 6=908(load case 1), 8=629(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-124/0, 2-3=-1008/0, 3-4=-92/57, 4-5=-9/0 BOT CHORD 1-8=-34/126, 7-8=-34/126, 6-7=-80/949 WEBS 3-7=-12/182, 3-6=1047/88, 4-6=-381/91, 2-8=554/75, 2-7=-47/837 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 6.0 psf tap chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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). LOADCASE(S) Standard Q?,OFESS/pN 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Trapezoidal Loads ��,� OQ(�G (plf) Vert: 1=-0(F=44, B=44)-to-4=-231I(F=-72, B=-72), 4=-191(F=-72, B=72) -to -5=-196(F=-74, B=-74), 1=0(F=10, j y B=10) -to -6=-54(F=-17, 13=17) fT LLJ C49 9rn * EXFP. O 30/06 March A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. 7777 Greenback Lane Design valid far use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design ramenters and proper incorporation Citrus Heights, CA, 956101 pp ty g pa p p poration 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 cluing construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibirity of the building designer. For general guidance regarding fabrication, quority control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component • iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. . a Job russ Truss Type Qty Ply 00 (loc) I/deft Ud PLATES GRIP TCLL 20.0 R 20402282 4405-5Y A2-GRDR COMMON 1 q J Job Reference (optional) --a— ma.orann, roma, r,nzona —. o.cuu s dw w cava - i eK inu—nes, mc. vvea mar uo i a:oa:- cuuo rage i 2-5-10 2-11-15 2-9-3 2-9-4 3-11-1 5x7 M1120= Scale =1:28.5 4x8 M1120 10 9 11 8 7 5x8 M1120= 6x8 M1120= 10x10 M1120= 3x6 M1120 11 8x10 M1120 11 5x5 M1120= 2-5-10 1 5-5-9 I 8.2-12 I 10-11-15 I 14-11-0 i 2-5-10 2-11-15 2-9.3 2-9-4 3-11-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.04 8-10 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.10 8-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 10 >999 240 Weight: 301 lb LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E 1 BOT CHORD 2 X 10 DF SS WEBS 2 X 4 SPF Stud/Std 'Except' 3-8 2 X 4 SPF 1650F 1.5E SLIDER Right 2 X 6 DF No.2 -G 2-1-2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (Ib/size) 1=4532/Mechanical, 6=6091/Mechanical Max Horzl=-41(load case 6) Max Upliftl=-24(load case 3), 6=-18(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-9419/40, 2-3=-8974/83, 3-4=-10743/49, 4-5=-9703/43, 5-6=-9719/24 BOT CHORD 1-10=20/8551, 9-10=0/8195,9-11=0/8195,8-11=0/8195,7-8=0/8672, 6-7=0/8672 WEBS 2-10=0/906, 4-8=0/3418,4-7=-1337/23.3-8=-12/5231, 3-10=-47/575 ' NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc. Bottom chords connected as follows: 2 X 10 - 4 rows at 0-4-0 cc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load ' and 6.0 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 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) 7534 Ib down at 10-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 QFtOFESS/pN ONG J, �c cc C 49� *\ EXP. 09)30/06 /* A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE, 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation of component is res Citrus Heights, CA, 95610 Pp N 9 Pa P P Po p 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, quority, control, storage, delivery, erection and bracing- consult ANSI/TPI11 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type aty y00 R20402282 4405-5Y A2-GRDR COMMON 1 q J Job Reference (optional) roxwonn uaioralin, r Uma, nnzona ooaoo LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-88, 3-6=-88, 1-11=-197(F=-177), 6-11=-20 Concentrated Loads (lb) Vert: 8=-7534(F) o.zuu a Uw i e zuw mi i en mu—nes, inc, vvuu mar vo i o — r zuuo rage z A WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED BUTEK REFERENCE PAGE MZI.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with fv4Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation Citrus Heights, CA, 95610 PP H �9 P p p porotion 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCS11 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, N%odison, WI 53719. Job russ Truss Type Qty Ply Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 R20402283 4405-5Y A3 MONO TRUSS 2 1 Jolt WB 0.00 Horz(TL) -0.00 2 n/a Reference (optional) r 7-7-8 3x6 M1120 11 3x6 M1120 11 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.00 LUMBER TOP CHORD 2 X 4 SPF 210OF 1.8E BOT CHORD 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF Stud/Std 7-7-8 CSI DEFL in (loc) I/defl Ud TC 0.89 Vert(LL) -0.18 1-3 >493 360 BC 0.47 Vert(TL) -0.37 1-3 >246 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 1 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 19 Ib TOP CHORD Sheathed or 7-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=333/Mechanical, 3=76/Mechanical, 1=409/0-5-8 Max Horz1=84(load case 3) Max Uplift2=-82(load case 3), 1=-6(load case 3) Max Grav2=333(load case 1), 3=152(load case 2), 1=409(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-93/93 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 girders) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:19.0 FESS/pN\ ONG yG `oZc LU of C499 9 m I* �Tq A WARNING - Verj/y design parameters and READ NOTES ON THIS AND INCrUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite Citrus Heights, Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ights, CA, 95610 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/TPII Quality Criteria, OSB -89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 0R20402284 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 4405-5Y A3A MONO TRUSS 2 1b Jo WB 0.00 Horz(TL) -0.00 2 n/a Reference o tional M o.cuu a uu, - euu. mi i en uiuuaui w uvea ma' uo .--o cuuo reye i 3x6 M1120 11 3x6 M1120 11 :0-0-4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.00 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/defl Ud TC 0.95 Vert(LL) -0.13 1-3 >645 360 BC 0.40 Vert(TL) -0.26 1-3 >323 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 1 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 17 Ib TOP CHORD Sheathed or 6-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=305/Mechanical, 3=69/Mechanical, 1=374/0-5-8 Max Horz 1=77(load case 3) Max Uplift2=-76(load case 3), 1=-5(load case 3) Max Grav2=305(load case 1), 3=139(load case 2), 1=374(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-86/86 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:17.5 Q�OFESS/pN ONGrn 2 IX C 43d19 , *\ EXP.h9/30/06 /*, ® WARNING -verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane __40 Design valid for use on with MTek connectors. This design 4 based on u Suite 109 9 N g N eon 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 Citrus Heights, CA, 95610Ml 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/TPll Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 563 D'Onofdo Drive, Madison, WI 53719. 1 Job Truss Truss Type aty Ply 0R20402285 Plates Increase 1.15 TC 0.69 Vert(LL) -0.07 1-3 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 4405-5Y A4 JACK 3 1 �Jo Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) b Reference o tional`s 1Ug 3x6 M1120 11 3x6 M112011 Scale: 3/4"=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.07 1-3 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.14 1-3 >515 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 15111 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=261 /Mechanical, 3=59/Mechanical, 1=320/0-5-8 Max Harz 1=67(load case 3) Max Uplift2=-65(load case 3), 1=-4(IGad case 3) Max Grav2=261(load case 1), 3=119(load case 2), 1=320(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-75/75 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 10 porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 F ESS/p�\ ��� ONG w C4,919 T , *\ EXP(,09/30/06 /*, -t-/ " March8,2006 A WARNING - Verjfy design pammeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1III-7473 BEFORE USE. 7777 Greenback Lane ��® Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp ty g pa p p po p responsibility of building designer - rql 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 � A fabrication. quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component 'Y' iTek® Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, WI 53719. Job Truss Truss type Qty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402286 4405-5Y MA JACK i 1 Code UBC97/ANSI95 WB 0.00 Horz(TL) 0.04 3 n/a Job Reference (optional i 1 3x10 M1120 11 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 8 SPF 1950F 1.5E 1-9-11 4-6-11 4-6-11 CSI DEFL in floc) I/deft Ud TC 0.40 Vert(LL) -0.02 1-4 >999 360 BC 0.17 Vert(TL) -0.05 1-4 >999 240 WB 0.00 Horz(TL) 0.04 3 n/a n/a (Matrix) Wind(LL) 0.00 1 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 15 Ib TOP CHORD Sheathed or 5-11-11 oc purlins_ BOT CHORD Rigid ceiling directly applied or -10-0-0 oc bracing. REACTIONS (Ib/size) 1=243/0-5-8, 3=198/Mechanical, 4=45/Mechanical Max Horz1=67(load case 3) Max Uplift3=-57(load case 3) Max Gravl=243(load case 1), 3=198(load case 1), 4=90(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-106/0, 2-3=-28/47 BOT CHORD 14=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 11 porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:15.2 A WARNING - verib design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE MH 7473 BEFORE USE. 7777 Greenback Lane Design varid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of design romenters and proper incorporation of component is res Citrus Heights, CA, 95610M1 PP N 9 Pa P P Po p 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 or 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 ComponentM ITek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type Qty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402287 4405-SY A5 JACK 3 1 Code UBC97/ANSI95 WB 0.00 Horz(TL) -0.00 2 n/a Job Reference (optional) LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEDGE Left: 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/def] Ud TC 0.30 Vert(LL) -0.01 1-3 >999 360 BC 0.13 Vert(TL) -0.03 1-3 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 1 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 10 Ib TOP CHORD Sheathed or 3-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=173/Mechanical, 3=39/Mechanical, 1=212/0-5-8 Max Horz 1 =48(load case 3) Max Uplift2=44(load case 3), 1=-1 (load case 3) Max Grav2=173(load case 1), 3=79(load case 2), 1=212(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-52/52 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:11.1 QRpFESS/pN ON� k ��� <� 2 LU Ir C49&19 Xl t *\ EXP. P9/30/06 /*, March ® WARNING - ver(& design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MO. 7473 BEFORE USE. 7777 Greenback Lane __® Design volid for use on with M iTek connectors. This design is based on upon parameters shown, and is for an individual building com Suite 109 9 N 9 N Pn pa g pang shown Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responvbirity 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 responsibilfity 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/rPil Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ' Job Truss Truss Type aty Ply 0R20402288 TCLL 20.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 1-4 >999 360 M1120 197/144 4405-5Y A5A JACK 1 1 Jo BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a b Reference (optional) rox rui t aiDrann, Tuma, Arizona ao400 E o.zuu s aw 14 zuuo mi i eK mausines, mc. vvea mar uo i o:4s4 i zuuo rage i U �10 1,41190 a 2-6-11 U10 i 2-6-11 Scale = 1:11.1 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 1-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 1-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 9lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Right 2 X 8 SPF 1950F 1.5E 1-3-8 REACTIONS (Ib/size) 1=135/0-5-8, 3=110/Mechanical, 4=25/Mechanical Max Horz 1=48(load case 3) Max Uplift3=-37(load case 3) Max Grav1=135(load case 1), 3=110(load case 1), 4=50(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-68/0,2-3=-17124 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 QFtof ESS/pN �ioONG y��Eyc 2 LU C49 9 TX , *\ EXP.((;@/30/06 /*, arch A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES' REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MTek connectors. This design is based on upon Suite 109 9 N 9 N Pn parameters shown. and is fa an individual building component. Citrus Heights, CA, 95610 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 responsibilrity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding A fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 111/1 Tek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job russ Truss Type Qty Ply o 0 1.15 TCDL 24.0 Lumber Increase 1.15 R20402289 4405-5Y A6 JACK 3 1 Code UBC97/ANSI95 WB 0.00 Horz(TL) -0.00 2 n/a Job Reference (optional) LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF Stud/Std 1-71-17 3X8 M1120 11 3X6 1911120 11 1.11.17 CSI DEFL in (loc) I/defl Ud TC 0.08 Vert(LL) -0.00 1 >999 360 BC 0.03 Vert(TL) -0.00 1-3 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 1 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 6 Ib TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=20/Mechanical, 1=107/0-5-8, 2=87/Mechanical Max Harz 1=28(load case 3) Max Uplift2=-24(load case 3) Max Grav3=40(load case 2), 1=107(load case 1), 2=87(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-30/30 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale: 1.5"=1' Q�pF ESS/pN pONG yG Fac LIJX C 499;P9 X I, *\ EXP. 02730/06 /* / March A WARNING - ver(& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSII. Building Component Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, wl 53719. M iTek Job russ Truss Type Qty Ply 0 0 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.48 820402290 4405-5Y A -DRAG HIP 1 1.15 Job Reference (optional) v.cvv a.,u.. v cvvv.... . cn 1--l—, —v cv vv ,v.vv.vc cvw ayc, 3.5.11 2-8-13 4-0-8 2-8-13 4x8 M1120= 4x5 M1120= 4.00 F12 3 13 4 4-5-3 Scale = 1:30.9 5x5 M1120= 2x4 M1120 II 4x6 M1120= 3x4 M1120= 3x8 M1120= 2x4 M112011 3x8 M112011 7x8 M1120= 3-5-11 I 6-2-8 3-5-11 2-8-13 4-0-8 2-8-13 4-5-3 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.05 8-9 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.12 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 8 >999 240 Weight: 155 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 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud/Std 6-0-0 oc bracing: 11-12. WEDGE Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 12=1913/0-5-8,6=2135/Mechanical Max Harz 12=-96(load case 15) Max Uplift12=245(load case 9), 6=-294(load case 12) Max Gravl2=2154(load case 8), 6=2436(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3621/409, 2-3=-4124/266, 3-13=-4354/161, 4-13=-4375/182, 4-14=-4518/196, 5-14=-4836/389, 5-6=-5639/713 BOT CHORD 11-12=-28/96, 10-11=-360/3399, 9-10=-360/3399, 9-15=-429/4145, 8-15=-429/4145, 8-16=-589/5060, 7-16=-589/5060, 7-17=-589/5060, 6-17=636/4906 WEBS 2-11=-939/133,2-9=-128/961, 3-9=-4/464.3-8=-163/895,4-8=0/766,5-8=-350/88,5-7=0/390, 1-11=-415/3512, 1-12=-2049/256 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead Ic and 6.0 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 exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a total drag load of 1400 Ib. Connect truss to resist drag loads along bottom chord from 14-5-0 to 17-E for 467.0 pill. 9) Girder carries hip end with 7-2-0 right side setback, 7-7-8 left side setback, and 7-7-8 end setback. Continued on page 2 A WARNLNG - Verib design parameters and READ NOTES ON THIS AND INCLUDED WTEK REPERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only vrith MiTek connectors. This design is based only upon parameters shovm, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shovm Citrus Heights, CA, 95610 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, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Ply 00 R20402290 4405-5Y A -DRAG HIP 1 Job Reference (optional: ruxvwrur vaiurai uu a, ucuria vvovu v.cvv a uui � cvvu mrr cn uruu.. ui ice. uvea rviar vv iv..a�.�,a cvuv rays < NOTES 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 790 Ib down at 13-1-0, and 841 Ib dcwn at 9-0-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-88, 3-13=-88, 4-13=-202(F=-114), 4-14=-202(F=-114), 6-14=-88, 12-15=-20, 15-16=-46(F=-26), 6-16=-20 Concentrated Loads (Ib) Vert: 15=-841(F) 16=-790(F) A WARNING - ver(N design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp h g pa p p por p ponsibiGty 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 , A fabrication, quality control, storage, delivery, erection and bracing. consult ANSIITPII Quality Criteria, DSB-89 and BCSII Building Component , Welk Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply o0 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr R20402291 4405-5Y A -HIP MONO TRUSS 1 1 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 6 SLIDER Left 2 X 4 SPF Stud/Std 3-3-7 Job Reference o tional 1 ' 45 M1120 11 6-6-7 10-8-8 6.6.7 4-2-1 2x4 M1120 11 Scale = 1:20.1 4 5 6.6-7 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER 1-7 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 6 SLIDER Left 2 X 4 SPF Stud/Std 3-3-7 n/a REACTIONS (Ib/size) 1=498/0-5-8,6=1037/Mechanical CSI DEFL in (loc) I/deft Vd TC 0.56 Vert(LL) -0.03 1-7 >999 360 BC 0.41 Vert(TL) -0.08 1-7 >999 240 WB 0.59 Horz(TL) 0.02 6 n/a n/a (Matrix) Wind(LL) 0.02 1-7 >999 240 BRACING 3x4 MI120= 10-8-8 4-2-1 PLATES GRIP M1120 197/144 Weight: 38 Ib TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz1=107(load case 3) Max Upliftl=-7(load case 3), 6=-93(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1333/13, 2-3=-1238/24, 3-4=-94/56, 4-5=-9/0 BOT CHORD 1-7=-107/1251, 6-7=-107/1251 WEBS 3-7=0/347, 3-6=-1380/118, 4-6=-375/87 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -4=-231(F=-72, B=-72), 4=-191(F=-72, B= -72) -to -5=-196(F=-74, B=-74), 1=0(F=10, B=10) -to -6=-54(F=-17, 13=17) Q�pF ESS/py ONG w fn II C49A19 1T t *\ EXP.149/30/06 /*, Na Ma A WARNnvG - Verify design parameters and READ NOTES ON THIS AND INCLUDED AFTER REFERENCE PAGE MH 7473 BEFORE USE. 7777 Greenback Lane r—r—® Design valid for use only with Mil ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610M1 pp ty g p p p po p responsibility of building designer- 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 A fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSR -89 and BCSII Building Component w iTek® Salety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type oty yo 0 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.41 820402292 4405-5Y B1 HIP 1 1 BC 0.37 Vert(TL) -0.12 9-11 >999 240 BCLL 0.0 Rep Stress Incr Job Reference o tional 59-13 { 11-4-2 1 14-8-2 1 18-0-10 i 59-13 56-5 3-4-0 3-4-8 4x9 M1120= Scale = 1:34.4 4x4 M1120 = 4 5 3x5 M1120 4x7 M1120 It 1 I 59-13 59-13 11 10 3x4 M1120 = 2x4 M1120 11 9 8 3x4 MII20= 3x8 M1120= 11-4-2 1 14-8-2 1 18-0-10 56-5 3-4-0 3-4-8 ?0z� 7 2x4 M1120 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.04 11 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.12 9-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 11 >999 240 Weight: 77 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-4-2 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 4 SPF Stud/Std 3-0-6 REACTIONS (Ib/size) 1=967/Mechanical, 7=967/Mechanical Max Horz1=136(load case 4) Max Upliftl=-44(load case 3), 7=-43(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1875/85, 2-3=-1724/99, 3-4=-1124/85, 4-5=-636/75, 5-6=-717/72, 6-7=-923/60 BOT CHORD 1-11=-123/1669, 10-11=-123/1669, 9-10=-123/1669, 8-9=-75/1010, 7-8=-30/41 WEBS 3-11=0/227, 3-9=-733/75, 4-9=0/424, 4-8=-642/36,5-8=11011/48, 6-8=-41/830 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. I porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard /Q�pFESS/pN�\ O N G /CO��� W C49 rn rch A WARNING - verj& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp ty g p p p po p 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 responsibirity 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. ek Job Truss Truss Type oty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402293 4405-5Y B10 MONO TRUSS 8 1 Code UBC97/ANSI95 WB 0.04 Horz(TL) -0.00 2 n/a Job Reference (optional) 1 6-9.0 i 4 3 2x4 M112011 3x6 M1120= LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.04 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 6-9-0 CSI DEFL in (loc) I/defl Ud TC 0.85 Vert(LL) -0.11 3-4 >744 360 BC 0.36 Vert(TL) -0.21 3-4 >372 240 WB 0.04 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 4 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 25 Ib TOP CHORD Sheathed or 6-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=288/Mechanical, 4=354/Mechanical, 3=66/Mechanical Max Horz4=94(load case 5) Max Uplifl2=-69(load case 3) Max Grav2=288(load case 1), 4=354(load case 1), 3=132(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-73/73, 1-4=-288/36 ' BOT CHORD 3-4=-76/0 WEBS 1-3=-0l77 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load ' and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard Scale = 1:21.2 Q?�pF ESS/pN� ONG YG�Ftic c� m C4 19 ' * EXP. /30/06 tST o�a�P F March 8� A WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE BID -7473 BEFORE USE. 7777 Greenback Lane Design vorid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation Citrus Heights, CA, 95610MI pp y 5 pa p p poration of component is responsibility of building designer -not truss designer. Bracing shovm 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. DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type Qty Ply 00 1.15 TC 0.95 TCDL 24.0 Lumber Increase 1.15 R20402294 4405-5Y B10 -DRAG MONOTRUSS 1 1 Code UBC97/ANSI95 (Matrix) LUMBER Wind(LL) 0.00 TOP CHORD 2 X 4 SPF 1650F 1.5E Job Reference (optional) roxwonn uaiorann, rum., r .... a..— u.<w n— .o <vw nu,cn nmuxu m. wcu mar w ,—,. <vw ..Uc , i 3-4-8 I 6.9-0 3.4-8 3-4-8 2x4 M1120 11 Scale = 1:23.7 2 2x4 M1120 11 6x6 M1120= 3.4.8 1 6.9-0 1 zda Ze-a ' LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.95 TCDL 24.0 Lumber Increase 1.15 SC 0.40 BCLL 0.0 Rep Stress Incr NO WB 0.75 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER Wind(LL) 0.00 TOP CHORD 2 X 4 SPF 1650F 1.5E "" 240 BOT CHORD 2 X 4 SPF 1650F 1.5E ' WEBS 2 X 4 SPF Stud/Std DEFL in (loc) I/deft Ud Vert(LL) -0.10 3-4 >796 360 Vert(TL) -0.19 3-4 >398 240 Horz(TL) -0.01 3 n/a n/a Wind(LL) 0.00 4 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 28 Ib TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-3 REACTIONS (Ib/size) 4=349/0-5-8,3=349/Mechanical Max Horz4=64(load case 10) Max Uplift4=-721(load case 9), 3=-323(load case 10) Max Grav4=1076(load case 8), 3=629(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1343/1242, 1-4=-1011/760 BOT CHORD 3-4=-1269/1206 WEBS 1-3=-1369/1434, 2-3=-284/68 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 6.0 psf top chord dead load and 6.0 psf bottom chard 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. The lumber DOL increase is 1.33, and the plate grip increase is 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) This truss has been designed for a total drag load of 1400 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-9-0 for 207.4 plf. LOAD CASE(S) Standard F ESS/pN\ ONr; yG Fti c3 m w C4 19 T * EX /30/06 \�'9T V Il © WARNING - var(fy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MH 7473 BEFORE USE. 7777 Greenback Lane Design varid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610�� PP N 9 P P P Po P Po N 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify, 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 BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job TrUss Truss Type ty Ply Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 R20402295 4405-5Y Bit MONO TRUSS 3 1 Jo0b WB 0.03 Horz(TL) -0.00 2 n/a Reference (optional), LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 4 3 M1120 11 4-6-10 3x4 CSI DEFL in (loc) I/defl Ud TC 0.37 Vert(LL) -0.02 3-4 >999 360 BC 0.16 Vert(TL) -0.04 3-4 >999 240 WB 0.03 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 4 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 17 Ib TOP CHORD Sheathed or 4-6-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=191/Mechanical, 4=235/Mechanical, 3=44/Mechanical Max Horz4=78(load case 5) Max Uplift2=-46(load case 3) Max Grav2=191(load case 1), 4=235(load case 1), 3=88(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-48/48.1-4=-191121 BOT CHORD 3-4=-58/0 WEBS 1-3=-0/62 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard Scale= 1:17.2 A WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED aUTEK REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610M1 PP tY 9 P P P Po P Po N 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responzibillity, 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 iw iTek® Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Job russ Truss Type Oty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402296 4405-5Y B11A MONO TRUSS 1 1 Code UBC97/ANSI95 2 n/a Wind(LL) 0.00 4 Job Reference (optional) raxvvonn.aiarai un , ncuna ou— u.<uv>— Io 4u1 , - uvea 1-1 vo i--1 -IQ rege i i 5-0-8 4 3 2x4 M1120 II 3x4 M1120= LOADING(psf)SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std CSI TC 0.46 BC 0.20 WB 0.03 (Matrix) 5-0-8 DEFL in (loc) I/def! Vert(LL) -0.03 3-4 >999 Vert(TL) -0.06 3-4 >912 Horz(TL) -0.00 2 n/a Wind(LL) 0.00 4 "'• BRACING Ud 360 240 n/a 240 PLATES GRIP M1120 197/144 Weight: 19 Ib TOP CHORD Sheathed or 5-0-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=213/Mechanical, 4=262/Mechanical, 3=49/Mechanical ' Max Horz4=78(load case 5) Max Uplift2=-51(load case 3) Max Grav2=213(load case 1), 4=262(load case 1), 3=98(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-54/54,1-4=-213/25 BOT CHORD 3-4=-61/0 WEBS 1-3=0/63 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard Scale= 1:18.4 Q�OFESS/p/y ONG 00�� Of C 49419 m A WARNING • Verj/ij design parameters and READ NOTES ON THIS AND INCLUDED WI ER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only wilh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individuat 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 responsibirity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BC$ll Building Component iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. , A Job cuss Truss Type Qty Ply 0 0 1.15 TCDL 24.0 Lumber Increase 1.15 R20402297 4405.5Y B12 MONO TRUSS 5 1 Code UBC97/ANSI95 WB 0.04 Horz(TL) -0.00 2 n/a Job Reference (optional) LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 4 3 214 M1120 II 2-0-10 3x4 MIl 0= 2-0-10 CSI DEFL in (loc) I/defl Ud TC 0.09 Vert(LL) -0.00 4 >999 360 BC 0.03 Vert(TL) -0.00 3-4 >999 240 WB 0.04 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 4 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 10 Ib TOP CHORD Sheathed or 2-0-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=81 /Mechanical, 4=100/Mechanical, 3=19/Mechanical Max Horz4=78(load case 5) Max Uplift2=-19(load case 3), 4=-5(load case 3), 3=46(load case 5) Max Grav2=81(load case 1), 4=100(load case 1), 3=38(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-21/21,1-4=-81/16 BOT CHORD 3-4=-47/3 WEBS 1-3=-4/75 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 girders) for truss to truss connections. LOAD CASE(S) Standard Scale= 1:17.2 OF ESS/0/y�� ONG /CO�`� Q`�OyG Fyc 2 w C4d19 Xl , *\ EXP.09/30/06 /*, OF M Q WARNING - Verj/y design parameters and READ NOTES ON THIS AND INCLUDED HITTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610MI 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 A lubrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI7 Building Component 'y' iTekIs Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job ruse Truss Type Qty Ply 0R20402298 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 4405-5Y B1 -HIP JACK 1 11J` Code UBC97/ANSI95 WB 0.19 Horz(TL) 0.00 5 n/a ob Reference (optional); roxwonn uaiorann, rums, --. oaoaa o.— a aw w cuua mi i — muu. [nub, in, vveu mar uo i a:-- — rage i 3-6-7 3-6-7 2.83 F12 2x4 M112011 3 4 7 6 5 2x4 M112011 3x4 M1120= 3x4 M1120= LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 7=208/Mechanical, 5=441/Mechanical 3-6-7 I 7.0-14 I 3.6-7 3-6-7 CSI DEFL in (loc) I/defl Ud TC 0.24 Vert(LL) -0.01 5-6 >999 360 BC 0.14 Vert(TL) -0.02 5-6 >999 240 WB 0.19 Horz(TL) 0.00 5 n/a n/a (Matrix) Wind(LL) 0.00 6 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 31 Ib TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied on 10-0-0 oc bracing. Max Horz7=72(load case 5) Max Uplifts=-43(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-203/0, 1-2=-312/0, 2-3=-45/30, 3-4=-5/0 BOT CHORD 6-7=-55/0.5-6=-30/301 WEBS 3-5=-205/49, 2-6=49/47, 1-6=0/323, 2-5=-357/36 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 'f porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -3=-151(F=-31, B=31), 3=-111(F=-31, B= -31) -to -4=-116(F=-34, B=-34), 7=0(F=10, B=10) -to -5=-35(F=8, B=-8) Scale = 1:20.3 FESS/pN\ ONG CO �� Z W C4A19 X *\ EXP(/09/30/06 /*, Marchg ® WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use onty with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of design oramenters and proper incorporation of component is responsibility or building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 AP tY 9 P P P po P Po ty 9 9 9 9 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 M A fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI] Quality Criteria, DSB-89 and BCSII Building Component ,Y' iTek® Safety Information available from Truss Plate Institute, 58.3 D'Onofdo Drive. Madison. WI 53719. Job Truss Truss Type oty Ply 0R20402299 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.06 4405-5Y 82 COMMON 1 1 Jo Vert(TL) -0.15 1-9 >999 240 BCLL 0.0 Rep Stress Incr b Reference (optional) I k 1 i 7315 13-0-2 I 16-0-10 I 7-3-15 5-8-3 5.0-8 4x6 M1120 = Scale = 1:34.3 4 3x4 M1120 3x4 M1120 4x7 M1120 11 7315 9 8 7 2x4 M1120 II 3x4 M1120= 3x8 M1120= 5-8-3 5-0-8 0-- 6 2x4 MI120 11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.06 1-9 >999 360 M1120 197/144 , TCDL 24.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.15 1-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 1-9 >999 240 Weight: 71 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-1-11 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 SLIDER Left 2 X 4 SPF Stud/Std 3-9-15 REACTIONS (Ib/size) 1=967/Mechanical, 6=967/Mechanical Max Horz 1 =1 14(load case 5) Max Upliftl=-33(load case 3), 6=-22(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1776/54, 2-3=-1653/69, 3-4=-895/48, 4-5=-875/54, 5-6=-913/48 BOT CHORD 1-9=-111/1568, 8-9=-111/1568, 7-8=-111/1568, 6-7=-6/55 WEBS 3-9=0/274, 3-7=-914/95.4-7=0/155, 5-7=-35/858 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 6.0 psf top chord dead load and 6.0 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. The lumber DOL increase is 1.33, and the plate grip increase is 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 A WARNING - Verth design parameters and READ NOTES ON THIS AND INCLUDED iWTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an incividual building component. Suite 109 Citrus Heights, CA, 956 Applicability of design aromenters and proper incorporation of component is responsibility Nof buildingdesigner - not truss designer. Bracingshown 10 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 gererol guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job russcuss ype ty y 0 0 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr 820402300 4405-5Y B3 HIP 1 1 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 7 SLIDER Left 2 X 4 SPF Stud/Std 3-7-15 Job Reference (optional` ro—nno orann, Tuma, An— owoo ....... ..... _.. ..__..._. __. 7-0-1 11.5.10 14-6-10 18-0-10 7.0.1 4-5-9 3.1-0 3-6-0 48 M1120= 4x4 M1120= 4 5 Scale = 1:34.7 0z� 3x4 M1120 3x4 M1120 4x7 M1120 11 11 10 9 8 7 3x4 M1120= 3x4 M1120= 3x8 M1120= 2x4 M1120 11 2x4 M1120 11 7-0-1 I 11-5-10 I 14-6-10 I 18-0-10 7-0-1 4-5.9 3.1.0 3.6.0 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER 1-11 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 7 SLIDER Left 2 X 4 SPF Stud/Std 3-7-15 n/a CSI DEFL in floc) I/defl Ud TC 0.41 Vert(LL) -0.05 1-11 >999 360 BC 0.41 Vert(TL) -0.14 1-11 >999 240 WB 0.51 Horz(TL) 0.03 7 n/a n/a (Matrix) Wind(LL) 0.03 1-11 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 78 Ib TOP CHORD Sheathed or 5-2-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=967/Mechanical, 7=967/Mechanical Max Horz 1=136(load case 4) Max Upliftl=-44(load case 3), 7=44(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1790/83, 2-3=-1667/98, 3-4=-1065/88, 4-5=-653177, 5-6=-736/73, 6-7=924/60 BOT CHORD 1-11=116/1582, 10-11=-116/1582, 9-10=-116/1582, 8-9=-73/960, 7-8=-30/41 WEBS 3-11=0/254, 3-9=-747/75, 4-9=0/443,4-8=565/30, 5-8=115/54, 6-8=-41/841 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard N v Q�OFESS/pN ��� ONG y� Fyc 2 X C49 9 March A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 MT Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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 overoll structure is the responsibility of the building designer. For general guidance regarding fabrication, quafity, control, storage. delivery, erection and bracing, consult ANSI/TPIl Quality Criteria, DSB-89 and BCSIl Building Component A I���/ n Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. M Job russ Truss Type Oty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402301 4405-5Y B4 HIP 1 1 Code UBC97/ANSI95 WB 0.94 Horz(TL) 0.02 7 n/a Job Reference (optional) 1-7-12 5-32 9.10-8 16-11-8 18-5-8 1-7-12 4-1-6 4-1-6 7-1-0 1-5-0 Scale = 1:32.9 4x9 M1120= 4x9 M1120= 4 5 4x4 M1120zzz 2x4 M1120 II 300 M1120= 3x7 M1120 It 1-7-12 4-1-6 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 12=1088/0-5-8,7=891/Mechanical 3x4 M1120= 3x4 M1120= 310.8 I 16-11- 4-1-6 7-1-0 CSI DEFL in (loc) I/def] Ud TC 0.62 Vert(LL) -0.05 8-9 >999 360 BC 0.35 Vert(TL) -0.12 8-9 >999 240 WB 0.94 Horz(TL) 0.02 7 n/a n/a (Matrix) Wind(LL) 0.02 9-11 >999 240 BRACING 4x8 MI120= 2x4 MI120 11 18-5-8 I 1-6-0 PLATES GRIP M1120 197/144 Weight: 79 Ib TOP CHORD Sheathed or 5-10-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. Max Horz 12=138(load case 4) Max Uplift12=89(load case 3), 7=-36(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-67/0, 2-3=1355/61, 3-4=1212/74, 4-5=-435/56, 5-6=-416/49, 6-7=910/16 BOT CHORD 1-12=0/66, 11-12=-95/66, 10-11=104/1225, 9-10=-104/1225, 8-9=-82/1120, 7-8=-29/41 WEBS 2-12=-980/113, 2-11=-45/1184, 3-11=-189/55, 3-9=-129/30, 4-9=0/294, 4-8=-777/41, 5-8=-506/116, 6-8=-49/1058 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard /Q?,OF ESS/pN\ ONG W C 4909 t *\ EXP. OF730/06 /* / M A WARNING - Verj/J design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane r•r•® Design valid for use on with Mitek connectors. This design k based on u Suite 109 b g y upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610M1 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 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 M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Tcuss Truss Type Qty Ply o0 (loc) I/deft L/d PLATES GRIP TCLL 20.0 R20402302 4405-5Y 85-GRDR MONO HIP 1 n L Job Reference (optional) ro—onn uamrann, Yuma, —zona ooaoo I 1-7-12 l 4-314 1-7-12 3-2-2 4 nnF1-9- 0.4uu s um i o 4uu3 —I en mu nes, mu. vvea rvidr ua i o.ao.v i eauo rage i 3-2-2 5-2-12 5-2-12 4x8 M1120= 4 2x4 M1120 II 5 Scale =1:32.7 4x6 M1120= 6 2x4 M1120 II 3x12 M1120= 3x4101120= 4x6 M1120= 4x12 M1120= 3x4 M1120 11 1.7-12 I 4-314 1 8-0-0 I 13-2-12 I 18-5-8 I 1-7-12 3-2-2 3-2-2 5-2-12 5-2-12 LOADING (psf) SPACING2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.04 8-10 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.10 8-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 8-10 >999 240 Weight: 170 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 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std `Except* 6-7 2 X 4 SPF 165OF 1.5E ' REACTIONS (Ib/size) 1=0/0-5-8, 7=2322/Mechanical, 12=2105/0-5-8 Max Horz 1 =469(load case 1), 12=469(load case 1) Max Uplift7=-95(load case 4), 12=-43(load case 3) Max Grav7=2322(load case 1), 12=2105(load case 1) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-507/7, 2-3=-3110/61, 3-4=-3831/79, 4-5=-3074/126, 5-6=-3074/127, 6-7=-2143/145 BOT CHORD 1-12=0/0, 11-12=-116/469, 10-11=110/2891, 9-10=-98/3672, 8-9=-98/3672, 7-8=-50/198 WEBS 2-12=-1663/76, 2-11=-16/2492, 3-11=-765/37, 3-10=-2/847, 4-10=0/822, 4-8=-683/0, 5-8=-1142/246, 6-8=-94/3309 ' NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. ' Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. J 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. I ' 8) Girder carries hip end with 0-0-0 right side setback, 8-0-0 left side setback, and 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 936 Ib down at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard ' Continued on page 2 QEtOFESS/pN CIO ONG yG Fac Z uj C4419 T March A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD -7473 BEFORE USE. 7777Greenback Lane Design valid for use only with M4Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is res Citrus Heights, CA, 95610MI pp ty g p p p po p 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI I Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Mladison, WI 53719. Job russ Truss Type MY Ply o 0 R20402302 4405-5Y B5-GROR MONO HIP 1 n L Job Reference (optional` o.�uu a am i c cuva mi.... ........ uvea mar uo w.ao.v ..... ray. e LOAD CASE(S) Standard ' 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Un'Iform Loads (pll) Vert: 1-4=-88, 4-6=-210(F=-122), 1-10=-20, 7-10=-48(F=28) Concentrated Loads (lb) Vert: 10=-936(F) A WARNING - Ver(Jy design parameters and READ NOTES ON THIS AND INCLUDED XrTER REFERENCE PAGE AM -7473 BEFORE USE. 7777Greenback Lane --1110Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610M1 pp N g p p p poration 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, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onof6o Drive, Madison, WI 53719. Job Truss Truss Type aty Ply 00 BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Plate Offsets (X,Y): [1:Edge,0-0-31, [1:0-0-4,0-5-91 R20402303 4405-5Y IJob B6 MONO TRUSS 6 1 SPACING 2-0-0 CSI DEFL in (loc) I/deft Reference (optional) a u.cuv o uu, ,� cuw rvu, cn u,uux,i w. vvcu n,a, vv ,u.�u.v, cvvv rayc , a0 -o 1 3x6 M112011 3x6 M1120 11 3x4 M1120= Scale =1:19.6 LUMBER BRACING 8-0.0 BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Plate Offsets (X,Y): [1:Edge,0-0-31, [1:0-0-4,0-5-91 WEDGE Left: 2 X 4 SPF Stud/Std LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.01 1-5 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.03 1-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 26 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E 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 Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 3=128/Mechanical, 4=301 /Mechanical, 1=432/0-5-8 Max Harz 1=87(load case 3) Max Uplift3=-29(load case 3), 4=-9(load case 3), 1=-6(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-709/2, 2-3=-66/30 BOT CHORD 1-5=-59/620, 4-5=-59/620 WEBS 2-5=0/193, 2-4=-675/65 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard Q ?,OF SS/ A ' c� n C4 9 * EXP. /30/06 * ' �� FC arch A WARNING - 9erj/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp ty g p p p po po 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 responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quariy, control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type oty Py 00 1.15 TCDL 24.0 Lumber Increase 1.15 R204023D4 4405-5Y B7 JACK 2 1 Code UBC97/ANSI95 WB 0.00 Horz(TL) -0.00 2 n/a Job Reference (optional) 3x6 M1120 11 3x6 M112011 LOADING(psf) SPACING 2-0-0 TCLL20.0 I/deft Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEDGE Left: 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/deft L/d TC 0.69 Vert(LL) -0.07 1-3 >999 360 BC 0.29 Vert(TL) -0.14 1-3 >515 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 1 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 15 Ib TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=261 /Mechanical, 3=59/Mechanical, 1=320/0-5-8 Max Horz 1=67(load case 3) Max Uplift2=-65(load case 3), 1=-4(load case 3) Max Grav2=261(load case 1), 3=119(load case 2), 1=320(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-75/75 t BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale: 3/4"=1' Q�pF ESS/pN ONGq, y w C 4d 19 X t *\ EXPL09/30/06 /* / March A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with /vLTek connectors. This design is boned on uponparametersh w f 'v' Suite 109 9 N 9 N Pn eshown. n, and is or an it - individual truss building component. Citrus Heights, CA, 95610M1 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - poi truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction 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 M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. W153719. Job russ Truss Type Qty Ply 0R20402305 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 4405.5Y 87A JACK 1 1b Jo Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr Reference (optional) roxwonn �aioraim, Yuma, Nnzona aaaoo 2 o.zuu a am .. euuo nn i eR umu-m n.. -u mai uo i u.aa.va .... ray. i 2x4 M1120 11 2.6.5 i i Scale = 1:14.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 3-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 3-4 >999 240 Weight: 7lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-6-5 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=125/0-3-8, 2=97/Mechanical, 3=28/Mechanical Max Horz4=60(load case 5) Max Uplift2=-30(load case 5), 3=-2(load case 5) Max Grav4=125(load case 1), 2=97(load case 1), 3=47(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-1107/115,11-2=27/24 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Q�pF ESS/p� ONG yG�Ftic 2 X C 49%19 mm *\ EXP. 0P/30/06 /* , March S, A WARNING - Verifu design pammetem and READ NOTES ON THIS AND INCLUDED 11DTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use on with Mitek connectors. This design is based on u Suite 109 ig ty g y 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 Citrus Heights, CA, 95610M1 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, DSB-89 and BCSI1 Building Component M iTek� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type Qty Ply 0R20402306 (loc) I/deft Vd TCLL 20.0 Plates Increase 1.15 4405-5Y B78 JACK 1 1b Jo TCDL 24.0 Lumber Increase 1.15 BC 0.12 Vert(TL) Reference (optional) u.cw a qui �� cw� nit i cn umu_ui w. vvcu mai vu i�.��.v.v cvuu rcyc i 3x6 M1120 11 2x4 M1120 II 3x6 M112011 1-5-0 I 5-11-11 I 1-5-0 4-6-11 LOADING(psf) SPACING2-0-0 CSI DEFL in (loc) I/deft Vd TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.01 4-5 >999 360 TCDL 24.0 Lumber Increase 1.15 BC 0.12 Vert(TL) 0.02 4-5 >999 240 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 5 "" 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std PLATES GRIP M1120 197/144 Weight: 16 Ib BRACING TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=155/Mechanical, 4=35/Mechanical, 1=-37/0-5-8,5=486/0-5-8 Max Horz 1 =67(load case 3) Max Upliff3=-37(load case 3), 1=-37(load case 1), 5=-52(load case 3) Max Grav3=155(load case 1), 4=70(load case 2), 1=34(load case 3), 5=486(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-77f78,2-3=-72/37 BOT CHORD 1-5=0/0, 4-5=0/0 WEBS 2-5=-396/106 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale: 3/4"=1' Q�OF ESS/pNy� C**3�� ONG yG �c IJIj w C4MA,19 M , *\ EXP.h9/30/06 /*, A WARNING - Verjjy design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation Citrus Heights, CA, 95610 pp y g p p p poration 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, quality control, storage, delivery. erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and BCSII Building Component M Tek® Safety Information available from Truss Plate Institute, 583 D'Onofrto Drive, Madison, WI 53719. Job russ Truss Type Qty Ply Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 R20402307 4405-5Y B8 JACK 2 1 Joo WB 0.00 Horz(TL) -0.00 2 n/a Reference (optional) rox onn ssaiorann, Tuma, —zona oosoa 3�6 nnu7n I I a„a wign II 311-11 311-11 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.00 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/deft Vd TC 0.30 Vert(LL) -0.01 1-3 >999 360 BC 0.13 Vert(TL) -0.03 1-3 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 1 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 10 Ib TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=173/Mechanical, 3=39/Mechanical, 1=212/0-5-8 Max Horz 1=48(load case 3) Max Uplift2=-44(load case 3), 1=-1 (load case 3) Max Grav2=173(load case 1), 3=79(load case 2), 1=212(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-52/52 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:11.1 A WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane —® Design valid for use only with MTek connectors. This design 6 based only upon parameters shown. and is for on individual building component. Suite 109 Applicability of design aramenters and proper incorporation of com onent is res Citrus Heights, CA, 95610Ml pp ty g p p pp 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, W153719. Job russ Truss Type oty Ply 0R20402308 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 4405-5Y B8A JACK 1 1 Jo WB 0.00 Horz(TL) -0.00 2 n/a b Reference (optional) LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 4 3 g�4 uugn 11 1-0-3 i CSI DEFL in (loc) Well Ud TC 0.10 Vert(LL) -0.00 4 >999 360 BC 0.03 Vert(TL) -0.00 4 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 4 Ib TOP CHORD Sheathed or 1-0-3 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=46/Mechanical, 3=9/Mechanical, 2=37/Mechanical Max Horz4=43(load case 5) Max Uplift4=-6(load case 3), 3=-19(load case 5), 2=-23(load case 5) Max Grav4=46(load case 1), 3=17(load case 2), 2=37(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-39f7,1-2=-11/9 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. F porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard Scale = 1:11.1 /Q�OFESS/pN\ ONGLU z C49 9 X1 L *\ EXP. OR730/06 /* / M A WARND9G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design volid for use only with M -Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer- Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSII Building Component iTek® Safety Information avoiloble from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719. Job russ Truss Type Qty Py 00 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.09 R20402309 4405-5Y BBB JACK 1 1 BC 0.04 Vert(TL) -0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) ...<.... � ..,., ,.. �...,.. ,.,,, �„ ,,,..,.� �,��. ,.....�.. ,.,e . .... ............ �..,,.. aye , ;S ^^112011 'ix6 AA1I*q 'PXA RA112011 3"11-11 I 1.5.0 2-6-11 Scale = 1:11.1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 5 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 5 "" 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or BO -0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 3=84/Mechanical, 4=19/Mechanical, 1=50/0-5-8, 5=272/0-5-8 Max Horz 1=48(load case 3) Max Uplift3=-20(load case 3), 5=-31 (load case 3) Max Grav3=84(load case 1), 4=38(load case 2), 1=50(load case 1), 5=272(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1l-2=-47/46,2-3=-39/20 BOT CHORD 1-5=0/0, 4-5=0/0 WEBS 2-5=-221/61 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead loa 9 and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. It; porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 QROFESS/pN ONG W C 49rn 9 , *\ EXP. 0930/06 /*, rSJ: M ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED 11t7TEK REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use on with MiTek connectors. This design is based on u Suite 109 g only g only pan parameters shown. and is for an individual building component. CA, 95610 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, MI 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/TPI1 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 0R20402310 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 4405.5Y B9 JACK 1 1J`ob Code UBC97/ANSI95 WB 0.00 Horz(TL) -0.00 2 n/a Reference (optional) roxwonn ssawrann, ruma, —zona oosoo LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.00 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF Stud/Std o.cuu a uui i v euu� rvn i en uwuaui i�. vveu rvic� vo i �a�.vu <�w rcyc i 2 1-11-11 1-11-11 CSI DEFL in (loc) I/deft Ud TC 0.08 Vert(LL) -3.00 1 >999 360 BC 0.03 Vert(TL) -0.00 1-3 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 1 ""' 240 BRACING PLATES GRIP M1120 197/144 Weight: 6 Ib TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=20/Mechanical, 1=107/0-5-8, 2=87/Mechanical Max Horz 1 =28(load case 3) Max Uplift2=-24(load case 3) Max Grav3=40(load case 2), 1=107(load case 1), 2=87(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-30/30 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale: 1.5"=1' OF S/ ONG CO �� ��pyG Fac LU C4619 T t* M A WARNING • Ver(& design parameters and READ NOTES ON THIS AND INCLUDED MTER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design varid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job russ Truss Type oty Ply o 0 1.15 TCDL 24.0 Lumber Increase 1.15 820402311 4405-5Y B9B JACK 1 1 Code UBC97/ANSI95 WB 0.00 Horz(TL) -0.00 2 n/a Job Reference (optional) LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEDGE Left: 2 X 4 SPF Stud/Std 13X8 M1120 11 3X6 M1120 11 1-10-8 411-11 1-10-8 0.1-3 CSI DEFL in floc) I/defl Ud TC 0.08 Vert(LL) -0.00 1 >999 360 BC 0.02 Vert(TL) -0.00 1 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 4 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 6 Ib TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=-15/Mechanical, 1=100/0-5-8,2=87/Mechanical, 4=42/0-5-8 Max Horz 1=28(load case 3) Max Uplift3=-31(load case 2), 1=-3(load case 3), 2=-24(load case 3) Max Gravl=100(load case 1), 2=87(load case 1), 4=84(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-30/30 BOT CHORD 1-4=0/0, 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale: 1.5'=1' /QED ESS/pN� oONG LU w C 491 1V 19rn L *\ EXP.A9/30/06 /*, March ® WARNING - Vertfy design parameters and READ NOTES ON TRIS AND INCLUDED WTER REFERENCE PAGE AIM7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only vailh M7ek connectors. This design is based only upon parameters shov n, and is for an individual building component. Suite 109 Citrus Heights, CA, 9561 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 0 is for lateral support of individual web members onty. Additional temporary bracing to insure stabitity during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For geieral guidance regarding I.bricalion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 aid BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 0R20402312 43-2 3-10-4 4-1-12 2-5-14 1-7-8 41-6 Scale = 1:43.7 4405-5Y BBG SPECIAL 1 q J Job Reference o lional 43-2 r I 6-9-0 I 8-48 1 12-5-14 1 16-9-0 1 20-7-4 24-9-0 43.2 2-5-14 1-7-8 41-6 43-2 3-10-4 4-1-12 2-5-14 1-7-8 41-6 Scale = 1:43.7 2x4 M112011 6x8 M1120= 5x7 M1120= 3x8 M1120= 3x6 M1120= 1 2 3 4 5 6x10 M1120= 6 4.00 L12 16 15 14 13 12 11 10 9 4x9 M1120Z:� 3x5 M1120 II 6x8 M1120= 5x7 M1120= 7x8 M1120= 4x8 M1120= 7x8 M1120= 3xll. M1120 II 3x8 M112011 432 1 6-9-0 I 8-4-8 1 12-5-14 1 16-9-0 1 20-7-4 1 24.9.0 43-2 2-5-14 1-7-8 41-6 43-2 310-4 41-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.19 11 >999 360 TCDL 24.0 Lumber Increase 1.15 BC 0.52 Vert(TL) 0.49 11 >600 240 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 11 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' BOT CHORD 2 X 8 SPF 1950F 1.5E WEBS 2 X 4 SPF 1650F 1.5E *Except' 2-15 2 X 4 SPF Stud/Std, 3-13 2 X 4 SPF Stud/Std 5-11 2 X 4 SPF Stud/Std, 6-10 2 X 4 SPF Stud/Std 7-10 2 X 4 SPF Stud/Std, 7-9 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 16=7534/Mechanical, 8=5828/0-5-8 Max Horz 16=-84(load case 4) Max Upliftl6=-74(load case 4), 8=-64(load case 4) PLATES GRIP M1120 197/144 Weight: 387 Ib BRACING TOP CHORD Sheathed or 5-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=7134/91.11-2=10244/91, 2-3=1564211120.3-4=-19130/166, 4-5=-19130/166,5-6=19130/166.6-7=-17249/159, 7-8=-14831/150 BOT CHORD 15-16=0/243, 14-15=-15/10244, 13-14=-69/17888, 12-13=-69/17888, 11-12=-69/17888, 10-11=-78/16560.9-10=-109/13793, 8-9=-109/13798 WEBS 1-15=-100/12129, 2-15=-6409/108, 3-14=-4502/65, 3-13=0/2603, 3-11=-17/1506, 5-11=-335/76, 6-11=-35/3081, 6-10=0/3465,7-10=17/2766.7-9=-953/53.2-14=-44/8160 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 4 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead Io. and 6.0 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 r exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Load case(s) 1, 2 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. Continued on page 2 lot QROF ESS/ pN ONG C"LU �� Z w C 4019 M *\ EXPA. 9/30/06 /* ® WARNING - ver(/y design Parameters and READ NOTES ON THIS AND INCLUDED 1177TEH REFERENCE PAGE RIB 7473 BEFORE USE. 7777 Greenback Lane -111) Design valid for use only with M4Tek connectors. This design is based only upon parameters shown, and B for an individual building component. Suite 109 Applicability of design aromenters and ro w incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 1 PP ty 9 P P P Po P Pa N 9 9 9 9 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 fabricatioMadison, quality control. storage- delivery, erection and bracing, consult ANSI/TPI1 Duality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. adison, WI 53719. Job russ Truss Type Oty Ply00 820402312 4405-5Y BBG SPECIAL 1 q J Job Reference (optional) roEWOM Ualoralm, rnzona .. e.cvv a 1w - 1w1 vvca mai w ie.oa.vr cvw rayc c NOTES 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2803 Ib down at 6-9-0, and 2763 Ib down at 16-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-96(F=-8), 14-16=-97(F=-97, B=20), 10-14=-581(F=-581, B=20), 8-10=20(F=20, 6=20) Concentrated Leads (lb) Vert: 14=-2803(F) 10=-2763(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-78(F=-30), 14-16=-96(F=-76, B=20), 10-14=-490(F=-470, 8=20) Concentrated Loads (lb) Vert: 14=-2284(F) 10=-2251(F) © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with fv4Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and Citrus Heights, CA, 95610 pp N g p 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component I� iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. W153719. M A Job Truss Truss Type Oty Ply00 TC 0.87 TCDL 24.0 Lumber Increase 1.15 BC 0.97 BCLL 0.0 Rep Stress Incr NO 820402313 4405-5Y B-GRDR HIP I 1 1 TOP CHORD 2 X 4 SPF 1650F 1.5E >999 BOT CHORD 2 X 6 SPF 1650E 1.5E and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of WEBS 2 X 4 SPF Stud/Std 'Except` ' dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If Job Reference (optional) rox nn uamrann, ruma, —zona o00oa 4-9-13 4-6-5 3-8-0 5x10 M1120H= o.zvv i jul w zuuu will en mausmes, in, vvuu mar uo i u.00.ga zvuo rage i 3-8-C 1-4-8 2x4 M1120 11 7x8 M1120= 3 4 5 7x8 MII20-- Scale: 3/8"=1' 7x8 M1120= — o r 2x4 M1120 II 5x7 M1120= 10x10 M1120= 6x10 M1120= 7x8 M1120= 3x5 M1120 11 1 4-9-13 1 9.4.2 { 13-0-2 I 16-8-2 1 18-0-10 I 4-913 4-6-5 3-B-0 3-8-0 1-4-8 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.87 TCDL 24.0 Lumber Increase 1.15 BC 0.97 BCLL 0.0 Rep Stress Incr NO WB 0.92 BCDL 10.0 Code UBC97/ANS195 (Matrix) LUMBER Wind(LL) TOP CHORD 2 X 4 SPF 1650F 1.5E >999 BOT CHORD 2 X 6 SPF 1650E 1.5E and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of WEBS 2 X 4 SPF Stud/Std 'Except` ' dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If 3-9 2 X 4 SPF 1650F 1.5E, 5-9 2 X 4 SPF 1650F 1.5E 6-7 2 X 4 SPF 1650F 1.5E, 6-8 2 X 4 SPF 1650F 1.5E WEDGE 3) Provide adequate drainage to prevent water ponding. Left: 2 X 4 SPF Stud/Std 4) All plates are MT20 plates unless otherwise indicated. DEFL in (loc) I/defl Ud Vert(LL) -0.08 10-12 >999 360 Vert(TL) -0.2210-12 >943 240 Horz(TL) 0.05 7 n/a n/a Wind(LL) 0.0710-12 >999 240 BRACING PLATES GRIP M1120 197/144 M1120H 148/108 Weight: 89 Ib TOP CHORD Sheathed or 3-0-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1972/0-5-8,7=2803/Mechanical Max Horz1=135(load case 4) ' Max Upliftl=-27(load case 3), 7=-60(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4448/55, 2-3=-4196/50, 3-4=-3093/92, 4-5=-3093/92, 5-6=-1175/64, 6-7=-2696/61 BOT CHORD 1-12=-92/4014,11-12=-92/4014, 10-11=-92/4014,9-10=-51/3990,8-9=-53/1024,7-8=-30/71 ' WEBS 2-12=0/162, 2-10=-96/130, 3-10=0/1524, 3-9=-1239/0, 4-9=-946/198, 5-9=-47/2853, 5-8=-2100/167, 6-8=-73/2539 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ' dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. ESS/� 4) All plates are MT20 plates unless otherwise indicated. SOF OQ ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to for truss to truss �� DONG y,G CL v �Ji girder(s) connections. 7) Girder carries hip end with 1-4-8 right side setback, 9-4-2 left side setback, and 94-2 end setback. co 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 194 Ib down at 16-8-2, and 1319 Ib & m down at 9-4-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LLI C 4 9 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ' * EXP. /30/06 LOAD CASE(S) Standard ST IL �P qT Continued on page 2 _FCA arch S1 A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED IIDTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design vorid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation Citrus Heights, CA, 956101 pp ry g p p p poration 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, 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. MiTek Job russ Truss Type oty y0 0 820402313 4405-5Y B-GRDR HIP 1 1 Job Reference o tional Foxwonh Galbraith, Yuma, Arizona 85365 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) Vert: 1-3=-88, 3-5=-239(F=-151), 5-6=88, 1-10=20, 8-10=54(F=34), 7-8=-20 Concentrated Loads (lb) Vert: 10= -1319(F)8= -194(F) 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 08 15:33:48 2006 Page 2 A WARNING - verjfy design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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 fabdcotion, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building ComponentA �TeB'to Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. W153719. M R Job russ Truss Type oty Ply 0R20402314 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO 4405-5Y B -HIP MONO TRUSS 1 1b Jo BOT CHORD 2 X 4 SPF 210OF 1.8E Horz(TL) WEBS 2 X 4 SPF Stud/Std 6 SLIDER Left 2 X 4 SPF Stud/Std 3-6-12 Reference (optional) 7-0-15 o.cuu s um i s cuw mi i ex inousmes, mc. uvea mar uo i—:— zuuo rage r 4.2.1 2x4 M1120 11 Scale = 1:20.9 4 5 4x5 M1120 II 2x4 M1120 II 3x4 M1120= 7-0-15 l 11-3-0 l ' 7-0-15 4-2-1 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER 1-7 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 210OF 1.8E Horz(TL) WEBS 2 X 4 SPF Stud/Std 6 SLIDER Left 2 X 4 SPF Stud/Std 3-6-12 n/a CSI DEFL in (loc) I/deft L/d TC 0.59 Vert(LL) -0.03 1-7 >999 360 BC 0.36 Vert(TL) -0.10 1-7 >999 240 WB 0.67 Horz(TL) 0.02 6 n/a n/a (Matrix) Wind(LL) 0.02 1-7 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 40 Ib TOP CHORD Sheathed or 5-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=550/0-7-12,6=1145/Mechanical Max Horzl=119(load case 3) Max Upliftl=-9(load case 3), 6=-103(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1458/14, 2-3=-1403/27, 3-4=-103/57, 4-5=-10/0 BOT CHORD 1-7=-117/1366, 6-7=-117/1366 WEBS 3-7=0/394, 3-6=-1526/131, 4-6=-386/91 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -4=-243(F=-78, 8=78), 4=-203(F=-78, B=78}to-5=-208(F=-80, B=-80), 1=0(F=10, B=10) -to -6=-56(F=-18, B=18) QROFESS/pN� ONG CO �� ��pyG Fac 2 W C4d19 , *\ EXP(A9/30/06 /*, March ® WARNING - verib design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of design aramenters and proper incorporation Citrus Heights, CA, 956101 pp ty g p p p potation 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, quality control, storage. delivery. erection and bracing, consult ANSIAPll Quality Criteria. DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job cuss Truss Type Qty Ply o 0 -0.03 5-6 >999 360 Vert(TL) R20402315 4405-5Y C-DRAG COMMON 1 1 4 n/a n/a Wind(LL) 0.01 5 Job Reference o tional roxw nn u,aWraun, Tuma, Anzona o04— o.euu a 4ui i4 cuuu wit en muueur , 1r, vvnu mer vo i-4.va 4— reye , 6.9.0 1 13.6.0 6.9-0 6-9.0 4x7 M1120= 2 3x4 M1120 II 6x8 M1120= 3x4 M1120 11 LOADING (psf) TCLL 20.0 TCDL 24.0 BCLL 0.0 BCDL 10.0 6-9-0 1 13.6.0 I 6-9-0 6.9-0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.55 BC 0.26 WB 0.99 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std `Except* 1-6 2 X 4 SPF 1650F 1.5E, 3-4 2 X 4 SPF 1650F 1.5E DEFL in (loc) I/defl L/d Vert(LL) -0.03 5-6 >999 360 Vert(TL) -0.06 4-5 >999 240 Horz(TL) 0.01 4 n/a n/a Wind(LL) 0.01 5 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 53 Ib TOP CHORD Sheathed or 4-8-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Scale =1:25.9 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND REACTIONS (Ib/size) 6=713/0-5-8,4=713/0-5-8 PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horz6=28(Ioad case 141 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift6=-587(load case 9), 4=-587(load case 12) Max Grav6=1282(load case 8), 4=1282(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2017/1127, 2-3=2017/1127, 1-6=-1205/619, 3-4=-1205/619 BOT CHORD 5-6=-1075/1313.4-5=-1047/1313 WEBS 2-5=-86/98,1-5=-1056/1546,3-5=-1057/1546 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 6.0 psf top chord dead load and 6.0 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a total drag load of 160 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-6-0 for 160.0 plf. LOAD CASE(S) Standard Q�pFESS/pN CIO ONG Z w C 40,419 X t *\ EXP. 99/30/06 /*, A WARNING - Ver(/y design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE ADM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individuSuite 109 al building component. Applicability of design oramenters and proper incorporation of component is res Citrus Heights, CA, 95610 [ pp ty g p p p po p 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. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type City Py 00 TC 0.48 TCDL 24.0 Lumber Increase 1.15 BC 0.15 R20402316 4405-5Y C -GBL COMMON 1 1 Code UBC97/ANSI95 (Matrix) LUMBER Wind(LL) 0.00 TOP CHORD 2 X 4 SPF 165OF 1.5E Job Reference (optional' 6-9-0 13.6.0 6-9-0 6-9-0 4x7 M1120= Scale = 1:28.6 4.00 F1 —2 2 7 6 5 4 3x5 M1120= 3x5 M1120= 4-7-3 4-3-11 4-7-3 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.48 TCDL 24.0 Lumber Increase 1.15 BC 0.15 BCLL 0.0 Rep Stress Incr YES WB 0.26 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER Wind(LL) 0.00 TOP CHORD 2 X 4 SPF 165OF 1.5E >999 BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std 'Except* 1-8 2 X 6 SPF 165OF 1.5E, 3-9 2 X 6 SPF 165OF 1.5E REACTIONS (Ib/size) 8=67710-5-8,9=677/0-5-8 DEFL in floc) I/deft Ud Vert(LL) -0.01 5-6 >999 360 Vert(TL) -0.03 5-6 >999 240 Horz(TL) 0.01 9 n/a n/a Wind(LL) 0.00 5-6 >999 240 BRACING 4 N N 9 PLATES GRIP M1120 197/144 Weight: 82 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz8=27(load case 5) Max Uplift8=-19(load case 3), 9=-19(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-610/26, 2-3=-610/26, 7-8=0/75, 1-8=-622/36, 4-9=0/75, 3-9=622/36 BOT CHORD 6-7=-53/130.5-6=-15/556,4-5=-32/130 WEBS 2-6=-128/50.2-5=128/52,1-6=0/431,3-5=0/431 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 6.0 psf top chord dead loac and 6.0 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. The lumber DOL increase is 1.33, and the plate grip increase is 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 M1120 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) Bearing at joint(s) 8, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard Q�pF ESS/pN ONG k COLU Fac Z of C49 M , *\ EXP. ONO/06 /*, IVIV © wARNING - verjfy design parameters and READ NOTES ON THIS AND INCLUDED DOTER REFERENCE PAGE Atli -7473 BEFORE USE. 7777 Greenback Lane 40 Design valid for use only with Mi7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation Citrus Heights, CA, 95610 pp ry 5 pa p p poration 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job cuss Truss Type Qty Ply 00 Plates Increase 1.15 TC 0.25 TCDL 24.0 820402317 4405-SY D MONO TRUSS 10 1 YES WB 0.04 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) rox nn �amrann, ruma, —zona casoa o.zou s uw 14 zuw mi i eK mausmes, mc. vvea mar uo u:os:o zuuo rage 1 2xf1 M1120 II 3-9-0 3x4 M11 0= 3-9-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.25 TCDL 24.0 Lumber Increase 1.15 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB 0.04 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=156/Mechanical, 4=192/0-5-8, 3=36/Mechanical Max Horz4=94(load case 5) Max Uplift2=-37(load case 3), 3=-19(load case 5) Max Grav2=156(load case 1), 4=192(load case 1), 3=72(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-39/39, 1-4=-156/16 BOT CHORD 3-4=-63/0 WEBS 1-3=0/75 DEFL in (loc) I/deFl Ud Vert(LL) -0.01 3-4 >999 360 Vert(TL) -0.02 34 >999 240 Horz(TL) -0.00 2 n/a n/a Wind(LL) 0.00 4 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 16 Ib TOP CHORD Sheathed or 3-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard Scale = 1:19.9 Q?,OFESS/pN C*:, ONG YG�Fyc 2 UJ C 44919 T March A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MLTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design ramenters and Citrus Heights, CA, 95610 pp fy ig pa 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, quality control, storage, delivery- erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component iTe^4 ® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job russ Truss Type Qty Py 00 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.31 R20402318 4405-5Y D1 JACK 4 1 BC 0.10 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) 2 2x4 M1120 II 1.11.11 Scale= 1:17.2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.00 4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 3-4 >999 240 Weight: 7lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 1-11-11 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 REACTIONS (Ib/size) 4=98/0-5-8,3=20/Mechanical, 2=78/Mechanical Max Horz4=78(load case 5) Max Uplift4=-6(load case 3), 3=-26(load case 5), 2=-40(load case 5) Max Grav4=98(load case 1), 3=37(load case 2), 2=78(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-82/13,1-2=-21/20 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chard dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 /QFtOFESS/pN\ ONG COLU �� 2 C49 9 T *\ EXP.O,i/30/06 /* arch A WARNING - Verf/y design parameters and READ NOTES ON T®S AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is For lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the rezponsibillify, 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/11`I1 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job Tcuss Truss Type QtY Ply in (loc) I/deft Ud TCLL 20.0 Plates Increase R20402319 4405-5Y D -HIP JACK 2 1 Job TCDL 24.0 Lumber Increase 1.15 SC 0.15 Vert(TL) Reference (optional) 5-2-14 i 5-2-14 2.83 F12 2x4 M1120 II 2 3 2x4 M1120 II 3x4 M1120= LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.02 4-5 >999 360 TCDL 24.0 Lumber Increase 1.15 SC 0.15 Vert(TL) -0.04 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 5 "" 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 5=111/0-7-12,4=238/Mechanical Max Horz5=22(load case 3) Max Uplift4=-28(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-90/1, 1-2=-20/30, 2-3=3/0 BOT CHORD 4-5=-22/0 WEBS 2-4=-196/43, 1-4=-0/25 PLATES GRIP M1120 197/144 Weight: 24 Ib BRACING TOP CHORD Sheathed or 5-2-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 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. The lumber DOL increase is 1.33, and the plate grip increase is 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 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44)-to-2=-1ll(F=-11, B=-11), 2=-71(F=-11, 8= -11) -to -3=-75(F=-14, B=-14), 5=0(F=10, B=10) -to -4=26(17=-3, B=-3) Scale = 1:23.3 1??,0F ESS/pN pONG ke Ftic 2 W C4�19rn March E3 A WARNING - Verj/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design afamenters and proper incorporation Citrus Heights, CA, 95610M1 PP N 9 P p P poration 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 Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job russ Truss Type Qty Ply 0R20402320 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 4405-5Y E1 SPECIAL 1 1b Jo Sheathed or 5-0-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. Reference (optional) rox rm �aiorann, Yuma, Anzona oosoo 6-40 44 M1120= 4 o.zuu s um i o cuua mi i en mausmes, mc. vvea mar uo r aso:as zuuo rage r 6-40 1-4-8 2x4 MI12011 5x8 MI120= 0z - 5x8 M1120= 2x4 M1120 II 1 411-0 11-4-81 7.4-8 1 13-4-8 1 14-9-0 1 411-0 45-8 6-40 6.40 1-4-8 LOADING(psf) 1-4.8 2-0-0 3x4 1 ci 101120 2 Plates Increase 6-40 44 M1120= 4 o.zuu s um i o cuua mi i en mausmes, mc. vvea mar uo r aso:as zuuo rage r 6-40 1-4-8 2x4 MI12011 5x8 MI120= 0z - 5x8 M1120= 2x4 M1120 II 1 411-0 11-4-81 7.4-8 1 13-4-8 1 14-9-0 1 411-0 45-8 6-40 6.40 1-4-8 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANS195 Sheathed or 5-0-6 oc purlins, except end verticals. LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std CSI TC 0.18 BC 0.35 WB 0.56 (Matrix) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.05 10 >999 360 M1120 197/144 Vert(TL) -0.14 9-10 >999 240 Horz(TL) 0.11 8 n/a n/a Wind(LL) 0.03 10 >999 240 Weight: 58 lb BRACING TOP CHORD Sheathed or 5-0-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. REACTIONS (Ib/size) 11=844/0-5-8,8=718/0-5-8 Max Horz 11=-28(load case 3) Max Uplift11=65(load case 3), 8=-32(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-96/0, 2-3=142/11, 3-4=-1960/66, 4-5=-1960/64, 5-6=-732/38, 6-7=-680/10, 1-12=-115/0, 7-8=743/3 BOT CHORD 11-12=37/6, 10-11=-76/1323, 9-10=-107/1630, 8-9=16/33 WEBS 2-11=-313/60, 3-10=0/584, 4-10=0/925, 5-10=0/346, 6-9=-251/59, 1-11=0/186, 7-9=-7/815, 3-11=-1448/89, 5-9=-1108/88 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:27.8 ® WARNING -verify design Fammeters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use on with MiTek connectors. This design is based on u Suite 109 9 N g N pan 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 Citrus Heights, CA, 95610101 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, DSB-89 and BCSII Building Component Safety Informaflon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek Job cussruss Type Qty Ply 00 (loc) I/dell Ud TCLL 20.0 Plates Increase R20402321 4405-5Y Et -HIP SPECIAL 2 1 360 TCDL 24.0 Lumber Increase 1.15 BC 0.06 Vert(TL) Job Reference (optional) rox nn l arorann, Tuma, Arizona oosoo a.Zvu s Jul 1 s zu— ml - Inoubu e5, rn, vvea mar uo I—.— zuuo rage r 1-5-4 1 4.6.6 2x4 M1120 II 1-5-4 3-1-2 3 2x4 M1120 111-2-12 4x71 f�10= 4-6-6 I 1-2-12 0-2-9 3-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud TCLL 20.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 4-5 >999 360 TCDL 24.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 5 >999 240 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 6=-16/0-6-0, 4=128/Mechanical, 5=148/0-6-5 Max Horz6=58(load case 4) Max Uplifffi=-16(load case 1), 4=-16(load case 4), 5=-12(load case 3) Max Grav6=32(load case 4), 4=128(load case 1), 5=148(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-31/18,1-2=-17/11, 2-3=-28/21, 3-4=-100/22 BOT CHORD 5-6=-49/15,4-5=-28/15 WEBS 1-5=-12/29, 2-5=-146/29, 2-4=-6/12 PLATES GRIP M1120 197/144 Weight: 19 Ib BRACING TOP CHORD Sheathed or 4-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Scale = 1:14.1 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 (FESS/ 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Q� �/�/ Trapezoidal Loads (plf) �<(,� SONG Vert: 1=0(F=44, B=44) -to -3=-100(F=-6, B=-6), 6=0(F=10, B=10) -to -5=-7(F=7, B=7), 5=-7(F=7, 6=7) -to -4=-23(F=1, B=-1) CO 2 & m LU M C49 9 * EXP.0 30/06 1k �TqT (V March A WARNING - Verj/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation Citrus Heights, CA, 9561 -M pp ty g p p p (oration 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, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Informailon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Ply o 0 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 08 15:33:54 2006 Page 1 1-4-8 2-6-9 6-6-9 B-2-7 1 R20402322 4405-5Y E2-GRDR SPECIAL 1 i ] 1 1-4-8 1-2-1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 08 15:33:54 2006 Page 1 1-4-8 2-6-9 6-6-9 B-2-7 1 12-2-7 1 13-4-8 1 1 i ] 1 1-4-8 1-2-1 4-0-0 ( 1-7.14 4-0-0 1-2-1 1-4-8 Scale = 1:27.7 2.83 12 4x7 M1120= 47 M1120= 4 5 4.00 12 4x6 M1120; 4x6 M1120= 3x5 M1120 % 3 3x5 M1120 % 6 3x5 M11202 7 3x5 MI120� 2 N 1 12 17 8 16 o N 6x8 M1120= q N N 13 11 4x10 M1120 % 4'00 12 4x10 M1120 � 15 10 2x4 M112011 5x7 M1120= 5x7 M1120= 2x4 M112011 0-11-0 2-6-9 7-4-8 12-2-7 13-4-8 1 1 11-4-81 1 1 0-11-0 0-5-8 1-2-1 4.9-15 1 4-9-15 1 1-2-1 1-4-8 Plate Offsets (X Y): (6:0-0-0.0-0-01, (10:0-5-4,0-2-8], [11:0-0-0,0-0-0] [14:0-5-4,0-2-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.13 12 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.35 11-12 >456 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.26 9 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.10 12 >999 240 Weight: 118 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std *Except* 4-12 2 X 4 SPF 1650F 1.5E, 5-12 2 X 4 SPF 1650F 1.5E ' REACTIONS (Ib/size) 14=166810-5-8,9=1385/0-5-8 Max Horz 14=30(load case 4) Max Upliftl4=-34(load case 3), 9=-3(load case 4) BRACING TOP CHORD Sheathed or 4-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-15/87,2-3=-1816/0. 3-4=1843/5,4-5=-9105/0, 5-6=-2834/21, 6-7=-2820/0,7-8=-1208/5.1-15=2/33, 8-9=-1259/14 BOT CHORD 14-15=-8/42, 13-14=-235/42, 13-16=0/6170, 12-16=0/6363, 12-17=0/6651, 11-17=0/6458, 10-11=-8/1059.9-10=-81175 WEBS 2-14=-1636/0,2-13=0/2362,3-13=-397/67.4-13=-4813/0, 4-12=0/4155, 5-12=0/3803, 5-11=-4010/0, 6-11=-304/68, 7-11=0/2073, 7-10=1310/0.1-14=-162/19,8-10=-5/1140 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-6-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead Ioa( and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Girder carries hip end with 2-6-9 end setback. 8) Girder carries hip end with 6-6-9 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 12-2-7, 48 Ib down at 2-6-9, and 595 Ib down at 8-2-7, and 595 Ib down at 6-6-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ' LOAD CASE(S) Standard Continued on page 2 A WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE hM.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design romenters and proper incorporation of component is res Citrus Heights, CA, 95610MI pp ty g pa p p po p 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 responsibilliy, of the erector. Additional permanent bracing or 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 MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofr io Drive, Madison, WI 53719. Job russ Truss Type Qty Ply 00 R20402322 4405-5Y E2-GRDR SPECIAL 1 n L Job Reference (optional) v.cv� > vu, i� cvv� nn i cn ,i,�c>��� ��. vvcc mai ve ��.JJ.JY caw rayc c LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-88, 3-4=-90(F=2), 4-5=-180(F=-92), 5-6=-90(F=-2), 6-8=-88, 14-15=-20, 13-14=-20, 13-16=20(F=-0), 12-16=-41(F=-21), 12-17=-41(F=-21), 11-17=20(F=-0), 10-11=20, 9-10=20 Concentrated Loads (lb) Vert: 13=-48(F) 11=-48(F) 16=-595(F) 17=-595(F) A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND BVCLUDED BUTEK REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek Job russ Truss Type Qty Ply o 0 2-3-6 WEBS 2 X 4 SPF Stud/Std Plate Offsets (X,Y): [2:0-3-0,0-4-4) R20402323 4405-5Y E2 -HIP SPECIAL 2 1 ' TOP CHORD 1-7=-29/0,1-2=-45/17, 2-3=-80/9, 3-4=-103/26 LOADING(psf) SPACING 2-0-0 CSI DEFL Job Reference (optional) l 3-5.13 I 5-9-3 1 3-5-13 2-3-6 2x4 M1120 11 3 2x4 M1120 11 <,,,,., ray. , Scale = 1:18.9 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-9-3 oc purlins, 3-513 BOT CHORD 2 X 4 SPF 1650F 1.5E `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6 2 X 4 SPF Stud/Std 2-3-6 WEBS 2 X 4 SPF Stud/Std Plate Offsets (X,Y): [2:0-3-0,0-4-4) Max Horz7=64(load case 4) Max Uplift4=-11(load case 4), 5=-24(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-7=-29/0,1-2=-45/17, 2-3=-80/9, 3-4=-103/26 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 6 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.00 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) -0.00 4 n/a n/a * EXP. #30/06 * / BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 7 >999 240 Weight: 21 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-9-3 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. 2-6 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 7=37/0-5-15, 4=137/Mechanical, 5=252/0-5-8 Max Horz7=64(load case 4) Max Uplift4=-11(load case 4), 5=-24(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-7=-29/0,1-2=-45/17, 2-3=-80/9, 3-4=-103/26 BOT CHORD 6-7=-45/25,5-6=4/40.2-5=-207/46.4-5=-12/48 WEBS 1-6=-18/44 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 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 OFESS/pN 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Trapezoidal Loads (plf) ��� SONG Vert: 1=0(F=44, B=44) -to -3=-127(F=-19, B=-19), 7=0(F=10, B=10) -to -6=-17(F=2, B=2), 5=17(F=2, B=2) -to -4=-29(F=-4, B=-4) aJ 2 C 49gf9 TO ' * EXP. #30/06 * / ,i FC Ma A WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design ramenters and proper incorporation Citrus Heights, CA, 95610 pp N g pa p p pwation 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. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterlo, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Py 00 0.0 BCDL 10.0 4-5 >999 R20402324 4405-5Y E3 SPECIAL 6 1 240 WB 0.07 Holz(TL) -0.00 4 n/a Job Reference (optional) LOADING (psf) TCLL 20.0 TCDL 24.0 BCLL 0.0 BCDL 10.0 1.4.6 I 4-7-12 2x4 M1120 II 1-4-6 3.36 3 'x4 M1120 11 1-4-6 4x7 flJll2(I/— 4-7-12 1-4-6 0-0-1 335 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/defl L/d TC 0.16 Vert(LL) -0.01 4-5 >999 360 BC 0.08 Vert(TL) -0.01 4-5 >999 240 WB 0.07 Holz(TL) -0.00 4 n/a n/a (Matrix) Wind(LL) -0.00 5 >999 240 PLATES GRIP M1120 197/144 Weight: 19 Ib BRACING TOP CHORD Sheathed or 4-7-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=18/0-5-8, 4=151/Mechanical, 5=301/0-5-8 Max Horz6=82(load case 4) Max Uplift4=-21(load case 4), 5=-38(load case 4) Max Grav6=48(load case 4), 4=151 (load case 1), 5=301 (load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-41/0, 1-2=-27/5, 2-3=-54/28, 3-4=-117/27 BOT CHORD 5-6=-72/0.4-5=-40/20 WEBS l-5=-1/49,2-5=-291/64,2-4=-6/21 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:14.8 QROF ESS/pN ONG yG F2c IX C49419 S *\ EXP. p9/30/06 /* , Q WARNING -verify design Parameters and READ NOTES ON THIS AND INCI.ODED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610 1 pp ty g p p p po p 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria. DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type oty Ply Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 R20402325 4405-5Y E3 -HIP SPECIAL 2 1ob J'o WB 0.05 Horz(TL) -0.00 4 n/a Reference (optional). 1-5-4 1-5-4 1-1-12 o.cuu s — i o cvuo rvu ert mau: mes, mc. uvea mar uo i a:aaao cuuo rage i 2x4 M1120 11 3-,,4y)uvn II 1-54 1 2-7-0 1 1-54 1-1-12 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 WB 0.05 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 6=12410-5-15,4=124/Mechanical CSI DEFL in (loc) I/deFl Ud TC 0.03 Vert(LL) -0.00 6 >999 360 BC 0.02 Vert(TL) -0.00 6 >999 240 WB 0.05 Horz(TL) -0.00 4 n/a n/a (Matrix) Wind(LL) 0.00 5 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 12 Ib TOP CHORD Sheathed or 2-7-0 oc puffins, Bxcept end verticals. BOTCHORD Rigid ceiling directly applied on 10-0-0 oc bracing. Max Horz6=62(load case 4) Max UpIM=-11(load case 3), 4=-27(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-111/18,1-2=-80/18,2-3=-19/16,3-4=41/11 BOT CHORD 5-6=-52/14,4-5=-31/68 WEBS 1-5=-13/83, 2-5=-46/20, 2-4=-82/21 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground evel, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. I porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:11.3 A WARNING - Verjfg design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp ty g p p p po p 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 responsibilfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For geieral guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component w iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. A Job russ Truss Type Qty Ply o0 1.15 TCDL 24.0 Lumber Increase 1.15 R20402326 4405-5Y E4 SPECIAL 2 1 Code . UBC97/ANSI95 WS 0.03 Horz(TL) -0.00 3 n/a Job Reference (optional) roxvronn I,amrann, Tuma, rs ra o— LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code . UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std o.<vv s Jul i o zvvo mi i err muusmes, Inc. vveu mar uo i o:aa:or cvuo rage 1 ?;Annngn 1 1-1-12 4'xl-V_IF 2-4-8 1-1-12 0-2-12 1-0-0 110 CSI DEFL in (loc) I/deft Ud TC 0.02 Vert(LL) -0.00 6 >999 360 BC 0.01 Vert(TL) -0.00 6 >999 240 WS 0.03 Horz(TL) -0.00 3 n/a n/a (Matrix) Wind(LL) -0.00 5 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 9 Ib TOP CHORD Sheathed or 2-4-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (Ib/size) 6=64/0-5-8, 3=38/Mechanical, 5=122/0-5-8, 4=9/Mechanical Max Horz6=44(load case 5) Max Uplift3=-9(load case 3), 5=-31 (load case 5) Max Grav6=64(load case 1), 3=38(load case 1), 5=122(load case 1), 4=19(load case 2) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-52/0,1-2=-22/5, 2-3=18/9 BOT CHORD 5-6=-32/0.4-5=-5/5 WEBS 2-5=-111/26, 1-5=0/37 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. 1f� LOAD CASE(S) Standard Scale = 1:11.3 Q?,OFESs/pN � ONG q, YG ` CO 2 X C 4919 T. , *\ EXP. pY/30/06 /* / A WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Milek connectors. This design is based any upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSII Building Component iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type aty Ply 0 0 TC'bL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr R20402327 4405-5Y E5 SPECIAL 2 1 240 BOT CHORD 2 X 4 SPF 165OF 1.5E `Except' Horz(TL) 2-5 2 X 4 SPF Stud/Std 4 WEBS 2 X 4 SPF Stud/Std Job Reference (optional), rox nn "morann, ruma, Anzona oasoa o.zuu s uw ro -3 mi i CK mauroes, inc. vvea maruo iaaoar zuuo rage i 33-3 + 4-7-12 2x4 M1120 II 3-3.3 1.4-9 3 2x4 M1120 11 3-3-3 1 4-7-12 1 LOADING (psf) SPACING 2-0-0 TCt,L 20.0 Plates Increase 1.15 TC'bL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER 5-6 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 165OF 1.5E `Except' Horz(TL) 2-5 2 X 4 SPF Stud/Std 4 WEBS 2 X 4 SPF Stud/Std n/a 11 CSI DEFL in (loc) I/dell Ud TC 0.14 Vert(LL) -0.00 5-6 >999 360 BC 0.98 Vert(TL) -0.01 5-6 >999 240 WB 0.03 Horz(TL) -0.00 4 n/a n/a (Matrix) Wind(LL) 0.00 6 >999 240 REACTIONS (Ib/size) 6=136/0-5-8, 4=21/Mechanical, 2=313/0-5-8 Max Horz6=70(load case 4) Max Uplift2=-50(load case 4) Max Grav6=136(load case 1), 4=32(load case 2), 2=313(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-6=-106/9,11-2=46/49, 2-3=-36/9, 3-4=-8/4 BOT CHORD 5-6=-61/0, 2-5=-1/60, 2-4=-7/11 WEBS 1-5=0/64 BRACING Scale= 1:14.8 rn 4 011 PLATES GRIP M1120 197/144 Weight: 17 Ib TOP CHORD Sheathed or 4-7-12 oc purlins except end verticals. BOT CHORD Rigid ceiling directly applied oo 9-10-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 FESS/pN\ CIO ONG yG Fac c3 m C 4909 T * EXP. 0 30/06 * , March A WARN71VG - Verj(y design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation Citrus Heights, CA, 95610MI pp iy g pa p p poration 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, quality control. storage, delivery, erection and bracing, consult ANSI/rPI1 Quality Criterlo, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type Qty Ply 0 0 0.0 �. BCDL 10.0 7 >999 R20402328 4405-5Y E6 SPECIAL 2 1 240 WB 0.03 Horz(TL) -0.00 4 n/a Job Reference (optional' roxwur�r odwra� .rr ..— �— ,� „— — —. vee , 2-6-0 4-7.12 2x4 Ml120 II 2-6-0 2-1-11 3 ' LOADING (psf) TCLL 20.0 TCDL 24.0 BCLL 0.0 �. BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* 2-6 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/defl L/d TC 0.12 Vert(LL) -0.00 7 >999 360 BC 0.08 Vert(TL) -0.00 6 >999 240 WB 0.03 Horz(TL) -0.00 4 n/a n/a (Matrix) Wind(LL) -0.00 7 >999 240 REACTIONS (Ib/size) 7=106/0-5-8, 4=102/Mechanical, 5=263/0-3-8 Max Horz7=72(load case 4) Max Uplift4=-9(load case 4), 5=-40(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-83/3,1-2=43/20, 2-3=-67/8, 3-4=-75/18 BOT CHORD 6-7=-56/33,5-6=-11/50,2-5=-215/50,4-5=-12/41 WEBS 1-6=-23/53 BRACING Scale = 1:14.8 rn I � N '4 r PLATES GRIP M1120 197/144 Weight: 17 Ib TOP CHORD Sheathed or 4-7-12 oc purlins except end verticals. BOT CHORD Rigid ceiling directly applied o 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. LOAD CASE(S) Standard FESS/0/y�\ ONGUj c3 C 19 'rn * EXP. 9/30/06 * , OF A WARNING - Ver(Fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE WH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation of component is res Citrus Heights, CA, 95610Ml pp ty g pa p p po po 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTele® Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison. WI 53719. Job russ Truss Type Oty Ply o 0 1.15 TCDL 24.0 Lumber Increase 1.15 820402329 4405.5Y E7 SPECIAL 2 1 Cade UBC97/ANSI95 WB 0.03 Horz(TL) -0.00 4 n/a Job Reference (optional) 3 2x4 M1120 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Cade UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 2x4 M1120= 3-513 CSI DEFL in (loc) I/deft Ud TC 0.18 Vert(LL) -0.01 4-5 >999 360 BC 0.08 Vert(TL) -0.01 4-5 >999 240 WB 0.03 Horz(TL) -0.00 4 n/a n/a (Matrix) Wind(LL) 0.00 5 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 13 Ib TOP CHORD Sheathed or 3-5-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Scale= 1:13.0 REACTIONS (Ib/size) 4=179/Mechanical, 5=165/0-5-8 ' Max Horz 5=67(load case 4) Max Uplif14=-31(load case 4), 5=-6(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-134125,1-2=-34/34, 2-3=-4/0, 2-4=-149/33 BOT CHORD 4-5=-63/11 WEBS 1-4=-0/48 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o` bearing surface. LOAD CASE(S) Standard Q�OF ESS/pN QI�pONGUJI c3 m of C4 19 X ' * EX 9/30/06 *) F— March A WARNING - Verytr design parameters and READ NOTES ON THIS AND INCLUDED MTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oromenlers and proper incorporation of component is res Citrus Heights, CA, 95610 pp ty g p p p po po 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, 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. ' e Job russ Truss Type Qty PlyJob 0 I 2-6-0 1-0-7 2-6-0 2-11-13 1-4-8 TCLL 20.0 R20402330 4405-5Y E-GRDR SPECIAL 1 n L Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 1-4-8 4-4-5 6-10-5 1 7-10-11 I 10-4-11 6.200 s Jul 13 2005 MiTek Industries, I 13-4-8 Inc. Wed Mar 08 15:34:00 2006 Page 1 I 14-9-0 i i 1-4-8 2-11-13 I 2-6-0 1-0-7 2-6-0 2-11-13 1-4-8 TCLL 20.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.12 Scale =1:28.0 >999 283 F12 4x7 M1120= TCDL 24.0 Lumber Increase 1.15 BC 0.79 Vert(TL) 47 M1120= 12 >535 240 M1120H 148/108 5x12 M1120; 4 5 NO WB 0.67 Horz(TL) 0.21 9 n/a 5x12 M1120z:: BCDL 10.0 4.00 12 (Matrix) Wind(LL) 0.09 12 >999 3 Weight: 118 lb 6 3x5 M1120 � 3x8 M1120-- 3x8 101120z 7 3x5M1120z N 2 1 16 12 17 8 5x10 M1120H = q 13 11 N N 3x8 M1120 3x8 MI 120 % Li 4.00 rl2 14 10 2x4 M1120 II 5x7 M1120= 5x7 MII20= 2x4 MII20 II 1.4-8 I 4-4-5 I 7-4-8 I 10-4-11 I 13-4-8 I 14-9-0 [ 1-4-8 2.11-13 3-0.3 3-0-3 2-11-13 1-4-8 Plate Offsets (X,Y): [10:0-5-4,0-2-81, [12:0-5-0,0-3-01, [14:0-5-4,0-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.12 12 >999 360 MII20 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.32 12 >535 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.21 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.09 12 >999 240 Weight: 118 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 'Except* 2-13 2 X 4 SPF 1650F 1.5E, 3-12 2 X 4 SPF 1650F 1.5E 6-12 2 X 4 SPF 1650F 1.5E, 7-11 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Sheathed or 4-4-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (Ib/size) 15=1882/0-5-8,9=1882/0-5-8 Max Horz15=26(load case 5) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1820/0, 2-3=-5744/0, 3-4=-9287/0,4-5=10061/0, 5-6=-9287/0, 6-7=-5744/0, 7-3=-1821/0,1-15=-1810/0. 8-9=1810/0 BOT CHORD 14-15=-21/170, 13-14=-3/1606, 13-16=0/5532, 12-16=0/5745, 12-17=0/5746, 11-17=0/5533, 10-11=0/1606,9-10=0/170 WEBS 2-14=-1699/16.2-13=0/3904, 3-13=1122/29, 3-12=0/3724, 6-12=0/3724, 6-11=1122/23, 7-11=0/3904, 7-10=-1699/10, 1-14=0/1924,8-10=0/1924,4-12=0/2214,5-12=0/2214 ' NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-4-0 oc. ' Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 8) Girder carries hip end with 4-4-5 end setback. 9) Girder carries hip end with 6-10-5 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load -;s) 224 Ib down at 10-4-11, 224 Ib down at 4-4-5, and 662 Ib down at 7-10-11, and 662 Ib down at 6-10-5 on bottom chord. The design/selection of such connection device(S) is the responsibility of others. QFeAmjE41SE1ff SAndard C pF ESS/pN\ ONG /COLU �`` 2 C4 19 T March A WARNING - vert/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEE REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design Is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation Citrus Heights, CA, 956101 pp N g p p p poration of component is responsibility of building designer- not truss designer. Bracing shown is far 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 BCS11 Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison. WI 53719. Job russ Truss Type Qty Ply o a 820402330 4405-5Y E-GRDR SPECIAL I 1 L e� Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 08 15:34:00 2006 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-88, 3-4=-130(F=-42), 4-5=-227(F=-139), 5-6=-130(F=-42), 6-8=-88, 14-15=-20, 13-14=-20, 13-16=-30(F=-10), 12-16=-52(F=-32), 12-17=-52(F=-32), 11-17=-30(F=-10), 10-11=-20, 9-10=-20 Concentrated Loads (Ib) Vert: 13=-224(F) 11=-224(F) 16=-662(F) 17=-662(F) ® WARNING - Vert(g design pammetem and BEAD NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 A licabili of desi n aramenters and ro er incor Citrus Heights, CA, 9561MI" PP N 9 P p p poration of component is responsibility of building designer -not truss designer. Bracing shownis 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 Y fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component M iTe^® Safety Information available from Truss Plate Institute, S83 D'Onofrio Drive. Madison. WI 53719. Job russ Truss Type Qty Ply 00 Plate Offsets (X,Y): R20402331 4405-5Y E -HIP SPECIAL 2 1 LOADING(psf) SPACING 2-0-0 Job Reference (optional) 2x I 1-5-2 i 6.6.15 1-5-2 5-1-13 Scale =1:20.2 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (Ib/size) 6=128/0-5-15, 5=395/0-6-4, 4=292/Mechanical Max Horz6=83(load case 4) Max Uplift6=-128(load case 1), 5=-64(load case 3), 4=-24(load case 4) Max Grav6=76(load case 4), 5=395(load case 1), 4=292(load case 1) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-75/130, 1-2=-40/0, 2-3=-62/46, 3-4=-228/54 BOT CHORD 5-6=-73/0.4-5=-36/33 WEBS 1-5=-1/71, 2-5=-401/91, 2-4=-12/18 ' NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip iicrease is 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 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -3=-145(F=-28, B=-28), 6=0(F=10, B=10) -to -5=-7(F=7, B=7),5= -7(F=7, B=7) -to -4=-33(F=-6, B=-6) Q?,pF ESS/pN� ONG \��`� ��pyG F2c of C 4919 I,* March A WARNING - Verib design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610 pp ty g p p p poration 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 responsibilrity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 cnd BCSI1 Building Component iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. , A 1-2-10 0-2-8 5-1-13 Plate Offsets (X,Y): [5:0-5-0,0-2-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.04 4-5 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.07 4-5 >824 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) -0.00 5 >999 240 Weight: 26 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (Ib/size) 6=128/0-5-15, 5=395/0-6-4, 4=292/Mechanical Max Horz6=83(load case 4) Max Uplift6=-128(load case 1), 5=-64(load case 3), 4=-24(load case 4) Max Grav6=76(load case 4), 5=395(load case 1), 4=292(load case 1) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-75/130, 1-2=-40/0, 2-3=-62/46, 3-4=-228/54 BOT CHORD 5-6=-73/0.4-5=-36/33 WEBS 1-5=-1/71, 2-5=-401/91, 2-4=-12/18 ' NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip iicrease is 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 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -3=-145(F=-28, B=-28), 6=0(F=10, B=10) -to -5=-7(F=7, B=7),5= -7(F=7, B=7) -to -4=-33(F=-6, B=-6) Q?,pF ESS/pN� ONG \��`� ��pyG F2c of C 4919 I,* March A WARNING - Verib design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610 pp ty g p p p poration 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 responsibilrity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 cnd BCSI1 Building Component iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. , A Job russ Truss Type Qty Py 00 TCLL 20.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.05 10 >999 360 R20402332 4405-5Y F1 SPECIAL 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.05 7 n/a n/a Job Reference o tionafa runvwiui vaiuiai uu uwr�a vuvw v.wv auu���cvu�,vnicn u�waui w. vvcu rvia�vv iu.uv.vi cuuv rayc, 5-1.12 10-0.0 1 11-8-8 14-8-4 17-8-0 5-1-12 4-10-4 1-8-8 2-11-12 2-11-12 Scale = 1:34.7 4) 5x12 M1120= 3x7 M1120= 2x4 M112011 3x7 M1120= 3.00 F12 3 4 5 6 V 3x4 M1120 II 3x9 M1120= 6x8 M1120= 2x4 M1120 11 5-1-12 5.1.12 4-10-4 1-6-8 0-2-0 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.05 10 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.14 10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 10 >999 240 Weight: 80Ito LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 4-10-13 oc pudirs, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied oc 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std *Except* 9-12 2 X 4 SPF 1650E 1.5E, 3-9 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 14=940/0-5-8, 7=942/0-5-8 Max Horz 14=126(load case 4) Max Uplift14=50(load case 3), 7=-37(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=87686, 1-2=-1459/80, 2-3=-1182/79, 3-4=-1965/109, 4-5=-1271/72, 5-6=-1271/72, 6-7=-901/52 BOT CHORD 13-14=-115/185, 12-13=-97/1364, 11-12=-11/93, 10-11=0/0, 8-9=-108/2058, 7-8=-18/55, 9-11=10/30, 4-9=-15/373 WEBS 1-13=-52/1220, 2-13=-238/80, 2-12=-304/47, 3-12=-1323/114, 9-12=-88/1792, 3-9=-72/1510, 4-8=-898/50, 5-8=-283/51, 6-8=-60/1444 ' NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 9f porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 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 QEtOFESS/pN OONG CO ILLI y� Fac z W C49 X I, *\ EXP. 0,30/06 /* j IV A WARNING - verVy design pammeters and READ NOTES ON TNIS AND INCLUDED wTER REFERENCE PAGE BM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610 pp ty g p p p poration of component is responsibility of building designer- not truss designer. Bracing shown is for lotwol support of inclNiduol 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 ANSIfFPI1 Quality Criteria, DSS -89 and BCSII Building Component db Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. M eTek Job russ Truss Type Qty Ply (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.12 R20402333 4405-5Y F10 JACK 2 1 �Job Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr Reference (optional am ne112n a 1-11-11 1 1-t 1-t t Scale = 1:11.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 3-4 >999 240 Weight: 6lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 1-11-11 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 REACTIONS (Ib/size) 4=98/0-5-8, 3=21/Mechanical, 2=77/Mechanical Max Horz4=48(load case 5) Max Uplift4=-3(load case 3), 3=-3(load case 5), 2=-23(load case 5) Max Grav4=98(load case 1), 3=37(load case 2), 2=77(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-83/16,1-2=-16/15 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. F porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 OF S/ ONO yG �Lc 2 W C4A19 T t *\ EXPtk9/30/06 /* March Q WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only vrith Miek connectors. This design is based ony upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610M1 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, DSB-89 and BCSI1 Building Componenf M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job russ Truss Type Qty Ply o 0 TCDL 24.0 Lumber Increase 1.15 BC 0.28 BCLL 0.0 Rep Stress Incr YES R20402334 4405-5Y F2 SPECIAL 1 1 TOP CHORD 2 X 4 SPF 165OF 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std `Except' 9-10 Job Reference (optional) F—fin uaib-iih, r uma, rn25na 65365 6.200 a 0m 13 2005 Wi i en i iu-m , in, vveu mar 06 i 5.34.02 2006 Paye i i 6.1.10 11-8-8 13-010 17-8.0 i 6.1-10 5.6.14 0-3.8 5-8-0 Scale = 1:32.7 5x5 M1120= 2x4 M1120 11 5x5 M1120= z 4 5 n 3x4 M1120 11 402 M1120= 2x4 M1120 11 I 6-1-10 l 11-6-8 14.8 17-8-0 i 6-1-10 5-4-14 0-2-0 5-11-8 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.46 TCDL 24.0 Lumber Increase 1.15 BC 0.28 BCLL 0.0 Rep Stress Incr YES WB 0.88 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 0.03 TOP CHORD 2 X 4 SPF 165OF 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std `Except' 9-10 1-11 2 X 4 SPF 1650F 1.5E, 5-6 2 X 4 SPF 1650F 1.5E 5-7 2 X 4 SPF 165OF 1.5E DEFL in (loc) I/defl Ud Vert(LL) -0.05 6-7 >999 360 Vert(TL) -0.15 9-10 >999 240 Horz(TL) 0.03 6 n/a n/a Wind(LL) 0.04 9-10 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 80 Ib TOP CHORD Sheathed or 4-11-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 11=939/0-5-8,6=940/0-5-8 Max Horz11=148(load case 4) Max Upliftl 1 =-53(load case 3), 6=-45(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=869/85, 1-2=-1501/88, 2-3=-1851/133, 3-4=-1789/146,4-5=-1725/145, 5-6=863/88 BOT CHORD 10-11=140/261, 9-10=0/27,8-9=0/0, 6-7=-15/135 WEBS 1-10=-45/1161, 2-110=-651/126.7-10=110/1457, 2-7=-24/346,4-7=0/203,5-7=135/1705,7-9=0/99.3-7=l75/57 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 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 /QEtOFESS/pN�\ ONG /CO�� 2 cr C49 rn )V A WARNING - veri/i/ design parameters and READ NOTES ON TRIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design vorid for use any with M -Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610M1 pp tY g p p p po p 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, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type aty Py 00 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.46 820402335 4405-5t* F3 SPECIAL 1 1 BC 0.33 Vert(TL) -0.14 10-11 >999 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) Fu—ih vaimaiun mu— 6u36w 6.200 a 0m 13 2005 Mi i en i i—in , in.. vve0 mar 06 i 5.34:03 2006 rage 1 i 6-1-10 I 11-8-8 F 14.0-0 I 17-8-0 I 6.1-10 5-6-14 2-3-8 3-8-0 4x12 M1120= Scale = 1:34.7 2x4 M1120 11 4 5 ' 6: 3x4 M1120 II 4x12 M1120= 2x4 M112011 6-1-10 1 11.6-8 11A-8 14-0-0 I 17-8-0 i 6.1-10 5-4-14 0.2.0 2-3-8 3-8-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Vd PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.05 10-11 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.14 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.0410-11 >999 240 Weight: 82111 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-10-5 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* 1-12 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 12=940/0-5-8,6=942/0-5-8 Max Horz 12=170(load case 4) Max Upliftl2=-53(load case 3), 6=-53(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-12=870/86,1-2=-1506/90, 2-3=-1944/143, 3-4=-989/84, 4-5=-42/39, 5-6=-158/28 BOT CHORD 11-12=161/259, 10-11=-2/25, 9-10=0/0, 7-8=-141/1851, 6-7=-76/965 WEBS 1-11=-47/1168, 2-11=-689/131, 8-11=-119/1477, 2-8=-27/431, 3-7=-1171/110, 4-7=-24/721, 4-6=-1182/72, 8-10=0/97, 3-8=-5/611 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 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 A WARNING - Verf/y design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MiTek connectors. This design is based on u Suite 109 g b g M upon parameters y at building lding loran individual building component. Citrus Heights, CA, 95610 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 respansibillity 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 Criterlo, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 00 LOADING (psf) SPACING 2-0-0 CSI R20402336 4405-5Y F4 -DRAG MONO TRUSS 1 1 Vert(LL) -0.13 7-8 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.74 Job Reference (optional) roxwurm �e�ura� un u[una oaaoa u.cvv aau� �a cvva rvu, cn u,uuau� ��. vvcu mai ve �aaY.v-r <vvu rays � i 5-2-6 I 10.3-11 i 15-1-8 5-2-6 5-1-5 4-9-13 3x7 M1120 � Scale = 1:27.7 5 5x7 M1120= 2x4 M1120 II 3x10 M1120= 2x4 M112011 5-2-6 5.1-5 4-9-13 Plate Offsets (X,Y): [1:0-3-11,0-2-41,[5:0-3-4,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.13 7-8 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.21 7-8 >859 240 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) 0.03 8 >999 240 Weight: 59 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-5-1 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 2-7-4 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND REACTIONS (Ib/size) 1=809/0-5-8,6=809/Mechanical PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horz 1 =1 20(load case 10) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Upli tl=-557(load case 9) Max Grav1=1498(load case 8), 6=850(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=4080/1819,2-3=3579/11421, 3-4=-2526/1347.4-5=-1799/550 BOT CHORD 1-8=-1766/3826, 7-8=1017/2913, 6-7=-748x748 WEBS 3-8=0/189,3-7=-11 1 1/210, 4-7=-531/21, 5-7=0/1393, 5-6=-811/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 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) This truss has been designed for a total drag load of 160 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-8 for 160.0 plf. LOAD CASE(S) Standard Q�pFESS/pN ��� ONG yG Fac & m LU of C4MAU19 Xl � *\ EXP.h9/30/06 /* � A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane r—r—® Design valid for use only with miTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is res nsibiri of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610M1 PP ty 9 P P p Po Po Po ty 9 9 �9 9 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/TPI I Quality Criterlo, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. W'53719. Job russ Truss Type Qty Ply00 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr 820402337 4405-5Y FS MONO TRUSS 7 1 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 7 SLIDER Left 2 X 4 SPF Stud/Std 2-7-4 Job Reference (optional) 5-2-6 St -5 4-9-13 4x5 M1120:5: Scale = 1:27.6 5 6 5x7 M1120= 2x4 M1120 II 3x9 M1120= 3x4 M1120= 5.2-6 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER 8-9 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 7 SLIDER Left 2 X 4 SPF Stud/Std 2-7-4 n/a 5.1-5 CSI DEFL in (loc) I/deft Ud TC 0.67 Vert(LL) -0.14 8-9 >999 360 BC 0.73 Vert(TL) -3.22 8-9 >793 240 WB 0.74 Horz(TL) 0.06 7 n/a n/a (Matrix) Wind(LL) 0.03 9 >999 240 BRACING 4-E-13 PLATES GRIP M1120 197/144 Weight: 59 Ib TOP CHORD Sheathed or 3-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-10 oc bracing. REACTIONS (Ib/size) 1=802/0-5-8,7=815/Mechanical QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND Max Horz 1 = 1 60(load case 12) PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Upliftl=-570(load case 9) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Gravl=1486(load case 8), 7=856(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4036/1843, 2-3=3536/1445, 3-4=-2473/1377, 4-5=-1738/580, 5-6=-3/0, 5-7=804/0 BOT CHORD 1-9=-1775/3751, 9-10=-1775/3751, 8-10=-1775/3677.7-8=-1309/1330 WEBS 3-9=0/194, 3-8=-1145/224, 4-8=-501/23, 5-8=0/1300 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 16.0 psf top chord dead load and 6.0 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 exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) This truss has been designed for a total drag load of 160 plf. Connect truss to resist drag loads along bottom chord from 6-7-8 to 15-1-8 for 284.7 plf. LOAD CASE(S) Standard OF S/ �� Q`�OONG 2 w C4a19 X , *\ EXP( 99/30/06 /*, P1 A WARNING - Verj& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with PMTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design ramenters and proper incor ation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP tY 9 Po P P Por P Po ty 9 9 �9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the rezponsibillity 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 Welk Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, W153719. Job russ Truss Type Qty Ply o a (loc) I/deft Ud TCLL 20.0 Plates Increase R20402338 4405-5Y F5G MONO TRUSS 1 1 360 TCDL 24.0 Lumber Increase 1.15 BC 0.76 Vert(TL) Job Reference (optional) I ki i 5-2-6 1 10-3-11 1 15- -8 5-2-6 5-1-5 4-9,13 3x10 M1120: Scale = 1:27.7 5 6 4x12 M1120= 2x4 M1120 II 4x12 M1120= 3x4 M1120= 5-2-6 0-3-11 5.1-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.17 8-9 >999 360 TCDL 24.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.30 8-9 >589 240 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.07 8-9 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 210OF 1.8E WEBS 2 X 4 SPF Stud/Std 'Except' 5-8 2 X 4 SPF 165OF 1.5E SLIDER Left 2 X 4 SPF Stud/Std 2-7-4 ' REACTIONS (Ib/size) 1=1219/0-5-8,7=1499/Mechanical Max Harz 1=155(load case 14) Max Upliftl=-618(load case 9), 7=-47(load case 10) Max Gravl=1904(load case 8), 7=1540(load case 7) 4-.x-13 PLATES GRIP M1120 197/144 Weight: 59 Ib BRACING TOP CHORD Sheathed or 2-4-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or -5-5-12 oc bracing. WEBS 1 Row at midpt 5-7 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATEP.AL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5393/2007, 2-10=-4895/1609, 3-10=-4614/1265, 3-4=-3357/1400, 4-5=-2638/678, 5-6=-9/0, 5-7=-1482/69 BOT CHORD 1-9=-1996/5055.9-1 1=-1996/5055, 8-11=-1996/5055, 7-8=-1292/1345 WEBS 3-9=0/161, 3-8=-1654/296, 4-8=-1043/110, 5-8=-79/2361 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 16.0 psf top chord dead load and 6.6 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, witn 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 nDt exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) This truss has been designed for a total drag load of 160 plf. Connect truss to resist drag loads along bottom chord from 6-7-8 to 15-1-8 OF ESS/ for 284.7 plf. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ��NG LOAD CASE(S) Standard co Z 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 & tr Uniform Loads (plf) LLJ C 49 M Vert: 1-10=-88, 1-7=-20 Trapezoidal Loads (plf) EXP. O 0/06 Vert: 10= -205(F= -117) -to -5=-170(F=-82), 5=-130(F=-82}to-6=129(F=81) IV I _.\Q A WARNING - 7erf(y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with rvliTek connectors. This design is based only upon parameters shown, and is for an individual building Suite 109 component. Applicability of design ramenters and proper into, Citrus Heights, CA, 95610 pp ty g pa p p incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individuai 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 BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek Job russ Truss Type Qty Ply 0 0 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.43 R20402339 4405-5Y F5V MONO TRUSS 4 1 BC 0.69 Vert(TL) -0.38 13-14 >471 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) 15-1-8 15-1-8 3x6M1120::� Scale 1:31.3 3.00 12 4xg M1120% 9 8 2x4 M112011 7 2x4 M1120 11 3x4 MII20 3x4 M1120% 6 3x4 M1120% 4 5 3 2 13 gNj1 6x10 M1120= r 3x5 101120 _ 3.00 F12 6x8 M1120 4x6 M1120= 16 15 11 10 3x10 M1120= 2x4 MI120 11 2x4 M1120 II 4x12 M1120% 3x6 M1120= 15-1-8 15-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.14 13-14 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.38 13-14 >471 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.1213-14 >999 240 Weight: 68 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-7-8 oc puffins. 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' 8-13 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 4 SPF Stud/Std 1-6-1 REACTIONS (Ib/size) 1=807/0-5-8, 10=805/Mechanical Max Horz1=127(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1831/0, 2-3=-1775/0, 3-4=-2661/0, 4-5=-2637/0, 5-6=-2821/0, 6-7=-3151/0, 7-8=-3163/0, 8-9=-453/0 BOT CHORD 1-16=0/1676,15-16=0/334,13-14=0/3198,12-13=0/375, 10-11=0/65 WEBS 14-15=0/140, 5-14=-241/0, 7-13=-275/16, 6-13=-59/27, 9-10=-770/0, 11-12=0/41, 8-12=-983/0,3-16=-395/0,14-16=0/1391, 8-13=0/2940, 9-12=0/1024, 10-12=-68/0, 6-14=462/0, 3-14=0/930 ' NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 16.0 psf top chord dead load and 6.6 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Q�kpFESS/pN GNG c3 m IX C4 19 T * EXP. 0130106 *) F fpr March A WARMNG - Ver{fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. Thu design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n oramenters and ro er incor CiWs Heights, CA, 9561ZZ Applicability g p 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI I Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, \vl 53719. Job russ Truss Type Qty Ply o 0 Plates Increase 1.15 TC 0.04 TCDL 24.0 R20402340 4405-5Y F6 MONO TRUSS 1 1 YES WS 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference o tionaF rox nn �aioraim, Yuma, —zona oosoo 0 V.NV 5JW r1—In—nes, mc. vvea maruo I—.UI <uuo rage r 3 1-9-0 2 1-9-0 4XO MIIZV 11 JX4 1-9-0 LOADING (psf) SPACING 2-0-0CSI Ud TCLL 20.0 Plates Increase 1.15 TC 0.04 TCDL 24.0 Lumber Increase 1.15 SC 0.03 BCLL 0.0 Rep Stress Incr YES WS 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E SLIDER Left 2 X 4 SPF Stud/Std 1-5-3 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 M1120 197/144 Vert(TL) n/a n/a 999 Horz(TL) 0.00 3 n/a n/a Weight: 6 Ib BRACING TOP CHORD Sheathed or 1-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=95/1-9-0,3=77/1-9-0,4=18/1-9-0 Max Horz 1 =23(load case 3) Max Upliftl=-1(load case 3), 3=-22(load case 3) Max Gravl=95(load case 1), 3=77(load case 1), 4=35(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-15/0.2-3=-6/15 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. F porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard Scale =1:7.0 OF S/ ���� ONG YG�Fyc of C 4,919 I *\ EXP09/30/06 /* / March A WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only veith MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610M1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permonent 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/11`11 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, WI 53719. Job russ Truss Type Qty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 820402341 4405-5Y F7 MONO TRUSS 2 1 1 WB 0.05 Horz(TL) -0.00 3 n/a Job Reference (optional) o. aqui-cu mit en ni-1ia, ice. vv— ­ov.v 1 411 11911 3.10.12 2x4 MII20 11 3-10-12 2 4 3 2><4 M1120 II 3-10-12 3x4 M1120; LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=195/Mechanical, 3=195/Mechanical CSI DEFL in (loc) I/deft L/d TC 0.26 Vert(LL) -0.01 3-4 >999 360 BC 0.11 Vert(TL) -0.02 3-4 >999 240 WB 0.05 Horz(TL) -0.00 3 n/a n/a (Matrix) Wind(LL) 0.00 4 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 19 to TOP CHORD Sheathed or 3-10-12 oc pudina, except end verticals. BOT CHORD Rigid ceiling directly applied on 10-0-0 oc bracing. Max Horz4=87(load case 5) Max Uplift4=-5(load case 3), 3=44(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-31/31,1-4=-159/27 BOT CHORD 3-4=-55/0 WEBS 1-3=-0/66, 2-3=-159/38 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 'f porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale= 1:18.7 IvIQI U 1 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE W7.7473 BEFORE USE. 7777 Greenback Lane Desi n valid for use on with MTfek connectors. This design is based on u Suite 109 9 N g N upon parameters shown. and is for on individual building component. Citrus Heights, CA, 95610 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 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 M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 00 R20402342 4405-5Y F7A JACK 4 1 Job Reference (optional, Max Horz1=40(load case 3) Max Upliftl=-9(load case 3), 2=-47(load case 3) Max Gravl=230(load case 1), 2=187(load case 1), 3=85(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-44/44 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead lord and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. E porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 /QEtOF ESS/p�7\ ONG CO�`` c� m W C49 9 rn I, *\ EXP. OF7730/06 /* j M A WARNING - Ver{fy design parameters and BEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MiTek connectors. This design is based on u Suite 109 9 N 9 N Pon parameters shown, and for an individual building component. Applicability Citrus Heights, CA, 95610 of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 1MI 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, DSB-89 and BCSII Building Component M iTek® Safety Informalion available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Oly Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402343 4405-5Y FS JACK 1 1 Code UBC97/ANSI95 WB 0.00 Horz(TL) 0.13 2 n/a Job Reference (optional) 3: 3x4 M112011 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/defl Ud TC 0.57 Vert(LL) -0.05 3-4 >999 360 BC 0.29 Vert(TL) -0.13 3-4 >533 240 WB 0.00 Horz(TL) 0.13 2 n/a n/a (Matrix) Wind(LL) 0.04 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 15 Ib TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=311/0-5-8,2=236/Mechanical, 3=75/Mechanical Max Horz4=74(load case 5) Max Uplift4=-8(load case 3), 2=-57(load case 3) Max Grav4=311(load case 1), 2=236(load case 1), 3=118(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-271/54, 1-2=66/45 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:17.6 /Q�pF ESS/pN� ON ��`� t; yG Fti 2 LijIX C4�19 X , *\ EXP.h9/30/06 /*, A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED 11HTEIr REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation of component is responsibility of building deli ner - not truss designer. Bracing shown Citrus Heights, CA, 95610M1 PP l 9 Pa P P Po P g t >Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillih7 of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quariy 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, W153719. ' Job russ Truss Type Qty Ply o 0 1.15 TCDL 24.0 Lumber Increase 1.15 820402344 4405-5Y F8A JACK 1 1 Code UBC97/ANSI95 WB 0.00 Horz(TL) -0.03 2 n/a Job Reference (optional) LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.00 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std u.cuv > uu� �a cw� ivy„ cn u�vu_u� w. vvcu mai ve i�ay.vo cvvv rayc � 21 4 3 214 M1120 II 2-1-10 i CSI DEFL in (loc) I/defl Ud TC 0.28 Vert(LL) -0.00 4 >999 360 BC 0.09 Vert(TL) -0.00 3-4 >999 240 WB 0.00 Horz(TL) -0.03 2 n/a n/a (Matrix) Wind(LL) 0.00 3-4 >999 240 REACTIONS (Ib/size) 4=104/Mechanical, 2=82/Mechanical, 3=22/Mechanical Max Horz4=74(load case 5) Max Uplift4=-12(load case 3), 2=-36(load case 5), 3=-20(load case 5) Max Grav4=104(load case 1), 2=82(load case 1), 3=39(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-87/18,l-2=-17/16 BOT CHORD 3-4=0/0 BRACING PLATES GRIP M1120 197/144 Weight: 7 Ib TOP CHORD Sheathed or 2-1-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied ob 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 'f porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard Scale= 1:16.4 A WARNING - Vertjg design Parameters and READ NOTES ON THIS AND INCLUDED 11DTEE REFERENCE PAGE AW -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use any with MiTek connectors. This design is based any upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610M1 pp ty g p p p potation 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrfo Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402345 4405-5Y F9 JACK 1 i Code UBC97/ANSI95 WB 0.00 Horz(TL) 0.04 2 n/a Job Reference (optional) roxwonn uaiorann, ruma, —zona oosw F o.zuu a uw i o — mi i — inuutInes, Inc. vveu wldr uo 1— iu zuuo rage r 2x4 M1120 II 371-71 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/clef! Ud TC 0.25 Vert(LL) -0.01 3-4 >999 360 BC 0.12 Vert(TL) -0.02 3-4 >999 240 WB 0.00 Horz(TL) 0.04 2 n/a n/a (Matrix) Wind(LL) 0.01 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 11 Ib TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=203/0-5-8, 2=156/Mechanical, 3=48/Mechanical Max Horz4=61(load case 5) Max Uplift4=-4(load case 3), 2=-39(load case 3) Max Grav4=203(load case 1), 2=156(load case 1), 3=77(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-176/34,1-2=-43/30 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 If by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:14.1 Q9OFESS/ ON ONG CO �� Z LU C 4919 T , *\ EXP.(49/30/06 /* j OF A WARNING - verj/y design parameters and READ NOTES ON THIS AND INCLUDED DDTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MTek connectors. This design is based on u Suite 109 g N g only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 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 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 M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type Qty Ply 0R20402346 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 4405-5Y F9A JACK 1 1J'ob Code UBC97/ANSI95 WB 0.00 Horz(TL) -0.01 2 n/a Reference (optional) LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std o.<vv s vw w zvvo rvu i e¢ mm—nes, mv, vveo mar vo i o.av: iu cwo rage i 2 4 3 2x4 M1120 II 2-1.10 i i -1-in CSI DEFL in (loc) I/deft Ud TC 0.19 Vert(LL) -0.00 4 >999 360 BC 0.06 Vert(TL) -0.00 3-4 >999 240 WB 0.00 Horz(TL) -0.01 2 n/a n/a (Matrix) Wind(LL) 0.00 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 7 Ib TOP CHORD Sheathed or 2-1-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=104/Mechanical, 2=82/Mechanical, 3=22/Mechanical Max Horz4=61(load case 5) Max Uplift4=-6(load case 3), 2=-29(load case 5), 3=-9(load case 5) Max Grav4=104(load case 1), 2=82(load case 1), 3=39(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-88/17, 1-2=-17/16 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard Scale = 1:14.1 OQ?,OF ESS/pN� ONG 2 IX C49%19 T. L *\ EXP. 0F/30/06 /* / March A WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE IND -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aromenters and ro er incor Citrus Heights, CA, 95610 1 Applicability N g p p p poration 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 responsibilfity 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 M iTek0 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Ply 0 0 TCDL 24.0 Lumber Increase 1.15 BC 0.57 BCLL 0.0 Rep Stress Incr NO R20402347 4405-5Y F-GRDR SPECIAL 1 0.06 Job Reference (optional) roX nn balorarm, Yuma, Nnzona oO400 4-1-12 1 8-0-0 1 11-8-8 I 4-1-12 3-10-4 3-8-8 5x12 M1120= 3x5 M1120 = 3.00 12 3 4 3: o.zuu s uuI I a zuvo mi l eK Inaus —, Inc. vvea mar uo 1-4: I I zuuo rage I 14-8-4 1 17-8-0 1 2-11-12 2-11-12 Scale = 1:32.7 2x4 M1120 II 3x9 M1120= 5 6 Y 3x4 M1120 II 3x10 M1120= 4x9 M1120= 3x5 M1120 11 4.1-12 4-1-12 8-0-0 3-10-4 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.63 TCDL 24.0 Lumber Increase 1.15 BC 0.57 BCLL 0.0 Rep Stress Incr NO WB 0.80 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 0.06 TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* n/a 3-6 2 X 4 SPF 2100F 1.8E Wind(LL) BOT CHORD 2 X 4 SPF 210OF 1.8E *Except* 10 10-14 2 X 6 SPF 1650F 1.5E 240 WEBS 2 X 4 SPF Stud/Std *Except* 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE'S) section. Ply to ply 6-7 2 X 4 SPF 1650F 1.5E, 9-12 2 X 4 SPF 1650F 1.5E 3-9 2 X 4 SPF 1650F 1.5E, 4-8 2 X 4 SPF 1650E 1.5E 6-8 2 X 4 SPF 1650F 1.5E G) 11-6-8 11Fj-8 14-8-4 3-6-8 0-2-0 2-11-12 DEFL in (loc) I/deft Ud Vert(LL) -0.08 10 >999 360 Vert(TL) -0.22 10 >928 240 Horz(TL) 0.06 7 n/a n/a Wind(LL) 0.07 10 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 168 Ib TOP CHORD Sheathed or 5-11-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or /0-0-0 oc bracing. REACTIONS (Ib/size) 7=2411/0-5-8,14=1837/0-5-8 ' Max Horz 14=102(load case 4) Max Uplift7=-87(load case 3), 14=-44(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2967/64, 2-3=-3641!72, 34=-7206/217, 4-5=-4488/157, 5-6=-4488/157, 6-7=-2291/119, 1-14=-1716/61 BOT CHORD 13-14=-97/292,12-13=-81/2830,11-12=-9/371, 10-11=0/0, 8-9=207/7459,7-8=24/261, 9-11=0/246, 4-9=0/657 ' WEBS 2-13=-825/65, 2-12=0!770, 3-12=-1202/158, 9-12=52/3570, 3-9=-172/4030, 4-8=-3198/58, 5-8=-619/139, 6-8=-145/4658, 1-13=-34/2661 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: ' Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc, 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. ESS/� 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE'S) section. Ply to ply �QF connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been designed for the loads by 70 25 ft level, 6.0 dead load ��, Q0)G F wind generated mph winds at above ground using psf top chord G) and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, ofcp dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If a M parches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 UC 19 n 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EX 9/30/06 6) Girder carries hip end with 0-0-0 right side setback, 8-0-0 left side setback, and 8-0-0 end setback. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 936 Ib down at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. T Q ' il"ALt'"SEff9indard F March 8.2 A WARNING - Vert ffy design parameters and READ NOTES ON THIS AND INCLUDED MTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity, 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 M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Ply o 0 R20402347 4405.5Y F-GRDR SPECIAL 1 Job Reference (optional) --v . — ,u cuvu rvn —.0 M.. vu —.1.1 . cuw ray. < LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) Vert: 1-3=-88, 3-6=-210(F=-122), 12-14=-20, 11-12=-48(F=-28), 10-11=-48(F=-28), 7-9=-48(F=-28) Concentrated Loads (lb) Vert: 12=-936(F) A WARNING - 7er{fi/ design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design ramenters and proper incorporation Citrus Heights, CA, 95610M pp ty g pa p p poration 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, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job russ Truss Type Oty Ply 00 1.15 - 24.0 Lumber Increase 1.15 R20402348 4405-5Y F -HIP MONO TRUSS 1 1 Code UBC97/ANSI95 WB 0.61 Horz(TL) 0.00 5 n/a Job Reference (optional' rox m baiorann, Yuma, —ona oajoD v.[vv 5 vw w 4— "1 i.n mvuaulw, "" mei vv i v— is "" ray. i 7.0.15 4-2-1 2x4 M112011 3 4 2x4 M112011 3x7 M1120= 3x4 M1120= I 7-0.15 I 11-3-0 I 7_119 A_7_1 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCOL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 210OF 1.8E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 7=543/0-7-12,5=1130/Mechanical CSI DEFL in (loc) I/deft Ud TC 0.91 Vert(LL) -0.05 6-7 >999 360 BC 0.36 Vert(TL) -0.10 6-7 >999 240 WB 0.61 Horz(TL) 0.00 5 n/a n/a (Matrix) Wind(LL) 0.01 6 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 47 Ib TOP CHORD Sheathed or 5-10-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz7=113(load case 3) Max Uplift5=-112(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-978/0,2-3=109/50, 3-4=-10/0 BOT CHORD 6-7=-113/0,5-6=-91/928 WEBS 2-6=0/263,2-5=-1160/113,3-5=-357/87,1-7=-514/13.1-6=0/945 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -3=-243(F=-77, B=-77), 3=-203(F=-77, B=-77}to-4=-208(F=-80, B=-80), 7=0(F=10, B=10) -to -5=-56(F=-18, 6=18) Scale = 1:25.5 Q�pFESS/pH ONGq, 2 c3 m �I C 40 19 IM , *\ EXP(99/30/06 /*, 1V - A WARNING - Vert& design parameters and READ NOTES ON THIS AND JWCLUDED MTEK REFERENCE PAGE MIJ-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M"Tek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSII Building Component iTek® Safety Inlormafion available from Truss Plate Institute, 583 D'Onofrio Drive, Modison. WI 53719. Job russ Truss Type Qty Ply o0 6x8 M1120% 1 R20402349 4405-5Y G1 COMMON 9 1 Job Reference (optional) ruavwiu� aaaiui ei uu ncune vuuw u.cuu a uui iu cuw rvn i cn uiw_ui w. vvcu mai vv iu.�Y. is cuuv raye i 8.0-0 14$8 I 8-0-0 6-6-8 48 M1120= Scale = 1:33.2 4.00 12 2 REACTIONS (Ib/size) 6=770/0-5-8, 4=770/Mechanical Max Horz6=105(load case 4) Max Uplift6=-41(load case 3), 4=-43(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-787/66, 2-3=457/68,1-6=682/84, 3-4=-703/73 BOT CHORD 5-6=-90/232, 4-5=35/109 WEBS 2-5=-240/100, 1-5=-7/442, 3-5=-29/603 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Q?,OFESS/pN� ONI; � m LU C419 � * EXP. /30/06 * / M A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610Ml pp ty g p p p poration 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 A fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 'Y, iTek® Safety Information available from Truss Plate Institute, 583 D'Onorrio Drive, Ntadison, WI 53719. 6x6 M1120zz� 6x8 M1120% 1 3 3x5 M1120 II 5 3x8 M1120= 4 3x4 M1120 11 6-0-0 14-6-8 8-0-0 f I 6-6-8 Plate Offsets (X,Y): [1:Edge,0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.07 5-6 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.13 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) -0.01 5-6 >999 240 Weight: 61111 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 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 'Except' 1-6 2 X 4 SPF 165OF 1.511, 3-4 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 6=770/0-5-8, 4=770/Mechanical Max Horz6=105(load case 4) Max Uplift6=-41(load case 3), 4=-43(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-787/66, 2-3=457/68,1-6=682/84, 3-4=-703/73 BOT CHORD 5-6=-90/232, 4-5=35/109 WEBS 2-5=-240/100, 1-5=-7/442, 3-5=-29/603 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Q?,OFESS/pN� ONI; � m LU C419 � * EXP. /30/06 * / M A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610Ml pp ty g p p p poration 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 A fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 'Y, iTek® Safety Information available from Truss Plate Institute, 583 D'Onorrio Drive, Ntadison, WI 53719. Job russ Truss Type Oty Ply o 0 1.15 TCDL 24.0 Lumber Increase 1.15 R20402350 4405-5Y G2 JACK 2 1 Code UBC97/ANSI95 WB 0.00 Horz(TL) -0.11 2 n/a Job Reference (optional) rox nn uaiorann, ruma, Anzona aoaoa LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.00 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 3x o.zuu s uw r s zuvo mi i eK inausmes, inc. vveo mar uo i o:ov: i o zuuc rage i 3x4 M1120 11 CSI DEFL in (loc) I/defl L/d TC 0.52 Vert(LL) -0.02 3-4 >999 360 BC 0.17 Vert(TL) -0.05 3-4 >999 240 WB 0.00 Horz(TL) -0.11 2 n/a n/a (Matrix) Wind(LL) 0.03 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 13 Ib TOP CHORD Sheathed or 4-8-2 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=241/0-5-8, 2=187/Mechanical, 3=55/Mechanical Max Horz4=102(load case 5) Max Uplift2=-52(load case 5) Max Grav4=241(load case 1), 2=187(load case 1), 3=91 (load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-207/30, 1-2=-65/47 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:21.3 In /Q,?,pFESS/pN\ ONG 2 IX C4 19 T March A WARNING - ver(fy design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE htD-7473 BEFORE USE. 7777 Greenback Lane --40 Design valid for use only with MiTek connectors. This design is based only upon parameters shown . , and is for an individual building component A licabili of design aromenters and proper incorporation pp ty g p p p poraiion of component is responsibility of building designer -not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 95610 1 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, DSB-89 and BCSII Building Component 1111 iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Ply 0 0 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.37 R20402351 4405-5Y G3 COMMON 1 1 BC 0.16 Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) roxvmnn aaiorann, Tuma, —zona —o0 o.<uu a um i v ww nn i en umwuie ... wau mm vu i..ov. w <vuu reyc i 3: 4.4.14 1 8-0-0 18 4.4.14 3-7-2 0-8-4 44 M1120= Scale = 1:33.0 2x4 M1120 11 4.00 � 3 4 2x4 M1120 11 3x4 M1120= 4x8 M1120= I 4-4-14 I B-8.4 I 4-4-14 4-3.6 c9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.01 6-7 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 6 >999 240 Weight: 48 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) 7=438/0-5-8,5=463/Mechanical Max Horz 7=1 98(load case 4) Max Uplift7=-26(load case 3), 5=-82(load case 4) Max Grav7=438(load case 6), 5=463(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-339/47,2-3=-71/61, 3-4=-43/69.1-7=-403/46,4-5=-23/22 BOT CHORD 6-7=-174/47,5-6=97/288 WEBS 2-6=-61172,2-5=-396f72,1-6=-23/329,3-5=-134151 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 /Q,?,OFESS/pN\ /C"�� ONG Z UJ C 019 T t *\ EXP(99/30/06 /* / 1SV 1�P �FO� © WARNING - Verf/i) design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE AUT -7473 BEFORE USE. 7777 Greenback Lane —r•® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 A licabili of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP N �9 P P P Po P Po N 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity 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/rPII Quality Criteria, DSB-89 and BCSI1 Building Component dD Safety Information available from Truss Plate Institute. 583 D'Onofrto Drive. Madison. WI 53719. ' elk Job russ Truss Type Qty Ply 0R20402352 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.01 4405-5Y G4 COMMON 1 1 Jo Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr b Reference (optional) roxwonn �aioraim, Tuma, —zona oaaoa 3: o.zuu s aol i a zuuo mi i — mu—nes, in, vvea mar uo 14— w zuuo rage 1 4-1-12 3-10-4 2-8-4 4x4 M1120= 4.00 F17 3 2x4 M112011 3x4 M1120= !0-- 3x8 M1120= 2x4 M1120 11 10-8-4 T V 0 Scale =1:33.0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.01 7-8 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 7 >999 240 Weight: 57 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc puffins, 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) 8=561/0-5-8, 5=561 /Mechanical Max Horz8=166(load case 4) Max UpliftB=-32(load case 3), 5=-54(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-488/51, 2-3=-306/66, 3-4=-276!71, 1-8=-516/51, 4-5=-535/54 BOT CHORD 7-8=-143/50.6-7=-103/413,5-6=-38/55 WEBS 2-7=-139/70, 2-6=258/51, 3-6=138/62, 1-7=-26/422, 4-6=-52/433 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 FESS/pN� ONG k /���`� Fyc 2 LU C 49919 A WARNING - Vertftj design parameters and READ NOTES ON THIS AND INCLUDED 1UTEK REFERENCE PAGE MI -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation Citrus Heights, CA, 95610 pp ty g pa p p poration 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, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criferio, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job russ Truss Type oty Ply 00 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.52 R20402353 4405-5Y G5 COMMON 1 1 BC 0.14 Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr Job Reference (optional' 31 4-1-12 3-10-4 4-6-12 4x5 M1120= 4 00117 3 2x4 M112011 3x4 M1120= 4.1-12 8.0.0 3x8 M1120= 0Z- 2:4 M1120 11 Scale = 1:33.0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.01 5-6 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 6-7 >999 240 Weight: 61 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, axcept 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) 8=663/0-5-8,5=663/Mechanical Max Horz 8=1 37(load case 4) Max Uplift8=-37(load case 3), 5=46(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-600/54, 2-3=482!70, 3-4=489/69, 1-8=-616/56, 4-5=-613/65 BOT CHORD 7-8=-114/54.6-7=-92/518,5-6=-35/45 WEBS 2-7=-203/68.2-6=-187/36,3-6=-111/59.1-7=-31/538,4-6=-40/473 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 6.0 psf top chord dead toe d and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. rf porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 QEtOF ESS/pN ONG yG�F�c 2 IX C 49,9'%19 T L *\ EXP. 0h/30/06 /*, March A WARNING - Verj/y design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MH.7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MiTek connectors. This design is based on u Suite 109 9 N 9 N Pon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 95610Ml 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, quafty control, storage, delivery, erection and bracing, consult ANSI7fPi1 Quality Criteria, DSB-89 and SCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type aty Ply 0 0 1.15 TCDL 24.0 Lumber Increase 1.15 R20402354 4405-5Y G6 COMMON 1 1 Code UBC97/ANS195 WB 0.18 Horz(TL) -0.00 4 n/a Job Reference (optional) o.cuu s am i o <uw rvn i eR mausmes, Inc. vvea mar vo i D: v io <uuo rage i 4-11-4 1 9-6-1' 4-11-4 4-7-8 45 M1120= 4.00 12 2 2x4 M1120 II 3x8 M1120= 2x4 M1120 11 1 4-11-4 1 9-6-13 1 4-11-4 4-7-8 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANS195 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/defl L/d TC 0.61 Vert(LL) -0.01 5-6 >999 360 BC 0.11 Vert(TL) -0.02 5-6 >999 240 WB 0.18 Horz(TL) -0.00 4 n/a n/a (Matrix) Wind(LL) -0.00 5-6 >999 240 REACTIONS (Ib/size) 6=501/Mechanical, 4=501/0-7-12 Max Horz6=130(load case 4) Max Uplift6=44(load case 3), 4=45(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-352/64, 2-3=-346/65, 1-6=-448/66, 3-4=-453/64 BOT CHORD 5-6=-96/89, 4-5=-35/44 WEBS 2-5=-267/69, 1-5=36/284, 3-5=40/307 BRACING n ter. PLATES GRIP M1120 197/144 Weight: 47 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or, 10-0-0 oc bracing. 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 k with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. I porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:33.0 F ESS/pN\ CIO ONG 2 w C4�19 X I, *\ EXPA9/30/06 /* / M A WARNING - Ver fy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane —o® Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during consiuction 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 M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type oty PlyR20402355 in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 4405-5Y G7 COMMON 1 1 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 Job Reference (options) 44 M1120= i 2-11-4 1 4-11-0 1 2-11-4 2 1-11-12„.-, 6 5 4 2xq M1120 II 2-11-4 3x8 x1120= 4-11-0 2x4 MI20 11 2.11-4 1-11-12 Scale = 1:26.3 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.00 5-6 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 5-6 >999 240 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: 36 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 6=250/Mechanical, 4=250/Mechanical Max Horz6=168(load case 4) Max Uplift6=-75(load case 3), 4=-89(load Case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-91/60, 2-3=81/63, 1-6=-224/89, 3-4=-235/95 BOT CHORD 5-6=-126/115, 4-5=-39/58 WEBS 2-5=-165/36, 1-5=-71/100, 3-5=-84/147 BRACING TOP CHORD Sheathed or 4-11-0 oc purlins— except end verticals. BOT CHORD Rigid ceiling directly applied c- 10-0-0 oc bracing. 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use on with MiTek connectors. This design a based on u Suite 109 g N g b upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design parvidual rs and proper incorporation al 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, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Oty Ply o0 (loc) I/defl Ud PLATES GRIP TCLL 20.0 R20402356 4405-5Y G-GRDR COMMON 1 1 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 Job Reference (optional) roxwonn e,aioraim, r ume, H1zon3 oa1w u.cuv a "1 11 cuvu nu en uiuu..u, ,u. "" m„ vu , I—. , , "" ray, i 4-1-12 i 8-0-0 1 11-10-4 1 16-0-0 4-1.12 3-10-4 310-4 4-1-12 8 5x5 M1120= 4.0012 3 3x7 M1120 II 10x10 M1120= 1000 M1120= 10x10 M1120= 3x7 M1120 11 4-1-12 1 8-0-0 1 11-10-4 1 16-0-0 1 4-1-12 3-10-4 3-10-4 4-1-12 Scale= 1:33.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.05 8-9 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.13 8-9 >999 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.01 8 >999 240 Weight: 112 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-3-11 oc purlins, except end verticals. ' BOT CHORD 2 X 10 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E 'Except' 2-9 2 X 4 SPF Stud/Std, 2-8 2 X 4 SPF Stud/Std, 4-8 2 X 4 SPF Stud/Std 4-7 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 10=487710-5-8.6=2269/0-5-8 Max Horz 10=-8(load case 4) Max Uplift10=-36(load case 3), 6=-36(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4051/52, 2-3=-3318/74, 3-4=-3320/74, 4-5=-2511/52, 1-10=-3348/52, 5-6=-2124/52 BOT CHORD 9-10=-22/221, 8-9=-31/3781, 7-8=-23/2325, 6-7=-13/131 WEBS 2-9=0/645, 2-8=-970/27, 3-8=0/1698, 4-8=0/1112, 4-7=-1275/62, 1-9=-10/4027, 5-7=-10/2482 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 627 Ib down at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) 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=-88, 3-5=-88, 6-8=-20 Concentrated Loads (lb) Vert: 8=-627(F) Continued on page 2 /Q?,OF ESS/pN\ ON(j 'I C4W719 IT , *\ EXP. P9/30/06 /*, March A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AID -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610M1 pp ty g p p p poraiion 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 Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, WI 53719. Job Truss Truss Type oty Ply 00 820402356 4405-5Y G-GRDR COMMON 1 1 Job Reference o tionall Foxworth Galbraith, Yuma, Arizona 85365 LOAD CASE(S) Standard Trapezoidal Loads (plo Vert:10=-785(F=-765)-to-8=-483(F=-463) 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 08 15:34:17 2006 Page 2 A WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use on with MTek connectors. This design is based on u Suite 109 g N g N 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 Citrus Heights, CA, 95610ll 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/TPI7 Quality Criteria, DSB-89 and BCSIT Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison, WI 53719. Job Truss Truss Type aty Ply Plates Increase 1.15 TC 0.45 TCDL 24.0 Lumber Increase 1.15 R20402357 4405-5Y G -HIP SPECIAL 1 1 Job Horz(TL) (Matrix) LUMBER n/a n/a Reference (optional) 4-3-0 o<uu s Jul i o <uw rve i — mousmes, mc. vvea I—VO i ¢aa: io muo rage i 4-3-0 3x4 M1120 ,A7nR —9 3 2x4 M1120 11 ' LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.45 TCDL 24.0 Lumber Increase 1.15 BC 0.19 BCLL 0.0 Rep Stress Incr NO WB 0.31 BCDL 10.0 Code UBC97/ANSI95 Horz(TL) (Matrix) LUMBER n/a n/a TOP CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) 0.00 BOT CHORD 2 X 4 SPF 1650F 1.5E >999 240 ' WEBS 2 X 4 SPF Stud/Std 3x8 M1120= B-5-15 2x4 M1120 11 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.02 4-5 >999 360 M1120 197/144 Vert(TL) -0.04 4-5 >999 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.00 5 >999 240 Weight: 43 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=627/Mechanical, 6=314/0-6-0 Max Horz4=206(load case 4) ' Max Uplift6=-81(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 3-4=-563146,1-2=-348/27.2-3=-431/83,1-6=-307/73 BOT CHORD 5-6=-21/31, 4-5=-11/162 ' WEBS 3-5=-80/509, 2-5=474/102, 1-5=-15/377 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ' dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -3=-187(F=49, B=-49), 6=0(F=10, 6=10) -to -4=-42(F=-11, B=-11) Scale = 1:31.3 9EkoFESS/pN ONG ���� YGlq, 2 X C4909 T , *\ EXP. P300/06 /* , IL A WARNING - VerjJy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of design aromenters and proper incorporation Citrus Heights, CA, 95610 pp ty g p p p poration 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, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. A Job russ Truss Type Qty Py 00 TCDL 24.0 Lumber Increase 1.15 BC 0.44 BCLL 0.0 Rep Stress Incr NO R20402358 4405-5Y H COMMON 11 1 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std'Except` 8-9 Job Reference (optional). roxwonn Gaioraim, Yuma, An— 65365 5.200 s dui 13 2005 Mi ex m5u: mes, in, VVea mar 06 i 5:34: i o 2006 rage i i 6.0-10 I 11-9-12 1 17-6-14 1 23-7-8 1 6-0-10 5.9-2 5-9-2 6-0-10 Scale = 1:42.2 4x8 M1120= 3.00 12 3 0= 10 9 8 7 6 3x4 M1120 11 3x8 M1120= 5x8 M1120= 3x8 M1120= 3x4 M112011 1 6.0.10 1 11-9-12 1 17-6-14 1 23-7-8 6-0-10 5-9-2 5-9-2 6-0-10 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.67 TCDL 24.0 Lumber Increase 1.15 BC 0.44 BCLL 0.0 Rep Stress Incr NO WB 0.32 BCDL 10.0 Code UBC97/ANS195 (Matrix) LUMBER 0.04 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std'Except` 8-9 1-10 2 X 4 SPF 1650E 1.5E, 1-9 2 X 4 SPF 165OF 1.5E 5-6 2 X 4 SPF 1650F 1.5E, 5-7 2 X 4 SPF 1650F 1.5E DEFL in (loc) Well Ud Vert(LL) -0.05 8 >999 360 Vert(TL) =0.15 8-9 >999 240 Horz(TL) 0.04 6 n/a n/a Wind(LL) 0.04 8-9 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 102 Ib TOP CHORD Sheathed or 4-2-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=1668/0-3-8,6=1668/0-5-8 Max Horz 10=-37(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2171/0, 2-3=-2070/0, 3-4=-2070/0, 4-5=-2171/0, 1-10=-1594/0, 5-6=-1594/0 BOT CHORD 9-10=23/171,8-9=0/2023.7-8=0/2023,6-7=0/171 WEBS 2-9=-640/3, 2-8=-231/50, 3-8=0/343, 4-8=-231/48, 4-7=-640/3, 1-9=0/1993, 5-7=0/1993 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 16.0 psf top chord dead load and 6.6 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with- exposure ithexposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are nct exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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=-123(F=-35), 3-5=-123(F=-35), 6-10=-20 Q�pF ESS/pN� ONG y�� ��pyG Ftic C Z X C 4999 T *\ EXP. 0,#730/06 /*, March © WARNING - Vergy design parameters and READ NOTES ON TN(S AND INCLUDED MTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use on with M'Tek connectors. This design is based on u Suite 109 g y g b upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenlers 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 erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For genual guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdterlo, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison, WI 53719. Job cuss Truss Type oty Py 00 TCDL 24.0 Lumber Increase 1.15 BC 0.44 BCLL 0.0 Rep Stress Incr NO R20402359 4405-5Y H -DRAG COMMON 1 1 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std *Except* 8 Job Reference (optional) roxwonn -orann, rums, -na o- o.euu s am w cvua mi i eK mausmes, mc. vveo mar uo i o:ov: i u - rage r 7 6-0-10 5-9-2 5-9-2 6.0-10 Scale = 1:42.2 4x8 M1120= 3.00 F12 3 0z:- 10 11 9 8 7 6 3x4 M1120 II 3x8 M1120= 5x8 M1120= 3x8 M1120= 3x4 M1120 II 6-0.10 1 11-9-12 1 17-6-14 1 23.7.8 1 6.0-10 5-9-2 5-9-2 6.0-10 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.67 TCDL 24.0 Lumber Increase 1.15 BC 0.44 BCLL 0.0 Rep Stress Incr NO WB 0.37 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 0.04 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std *Except* 8 1-10 2 X 4 SPF 1650F 1.5E, 1-9 2 X 4 SPF 1650F 1.5E 5-6 2 X 4 SPF 1650F 1.5E, 5-7 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 10=1668/0-3-8.6=166810-5-8 DEFL in (loc) I/defl Ud Vert(LL) -0.05 8 >999 360 Vert(TL) -0.15 8-9 >999 240 Horz(TL) 0.04 6 n/a n/a Wind(LL) 0.04 8 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 102 Ib TOP CHORD Sheathed or 4-2-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. Max HOrz10=50(load case 10) Max Uplift10=-44(load case 8), 6=-44(load case 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2171/119, 2-3=-2070/47, 3-4=-2070/47, 4-5=-2171/97, 1-10=-1594/80, 5-6=-1594/81 BOT CHORD 10-11=-978/1065.9-11=-978/1109.8-9=-430/2172.7-8=-114/2023. 6-7=0/171 WEBS 2-9=-640/129,2-8=-382/236.3-8=0/343,4-8=-384/238, 4-7=-640/130,1-9=-131/1993,5-7=-135/1993 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 16.0 psf top chord dead load and 6.6 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-0-0 for 333.3 plf. 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=-123(F=-35), 3-5=123(F=35), 6-10=-20 A WARNING - ver(jy design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane 09 Design valid for use on with Mil ek connectors. This design is based on upon parameters shown, and is for an individual building component. Suite He 9 N 9 N en pa g pong sh Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for laterat 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 responsibirity 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 M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Ply o 0 -0.05 8 >999 360 Vert(TL) R20402360 4405-5Y HG COMMON 2 7 6 n/a n/a Wind(LL) 0.04 8 Job Reference (optional) 6-0-10 I 11-9-12 1 17.6.14 1 23-7-8 8-0-10 5-9-2 5-9-2 6-0-10 Scale = 1:42.2 4x8 M1120= 3.00 F12 3 0ZZ 10 9 B 7 6 3x4 M1120 II 3x9 M1120= 5x8 M1120= 3x9 M1120= 3x4 M112011 6.0-10 1 11-9-12 1 17.6.14 1 23-7-8 I 6.0-10 5-9-2 5-9-2 6-0-10 LOADING (psf) TCLL 20.0 TCDL 24.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC97/ANS195 CSI TC 0.68 BC 0.48 WB 0.38 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 210OF 1.8E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 'Except' 1-10 2 X 4 SPF 1650F 1.5E, 1-9 2 X 4 SPF 165OF 1.5E 5-6 2 X 4 SPF 1650F 1.5E, 5-7 2 X 4 SPF 1650E 1.5E DEFL in (loc) I/deft Ud Vert(LL) -0.05 8 >999 360 Vert(TL) -0.16 8-9 >999 240 Horz(TL) 0.04 6 n/a n/a Wind(LL) 0.04 8 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 102 Ib TOP CHORD Sheathed or 4-6-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=172310-5-8,6=172110-5-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2399/0, 2-11=-2305/0, 3-11=-2151/0, 3-12=-2151/0, 4-12=-2305/0, 4-5=-2398/0, 1-10=-1652/0, 5-6=-1650/0 BOT CHORD 9-10=0/112,8-9=0/2275,7-8=0/2274.6-7=0/112 WEBS 2-9=-760/36, 2-8=339/18, 3-8=0/438, 4-8=-337/18, 4-7=-760/36, 1-9=0/2327, 5-7=0/2327 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-95 components and cladding external pressure coefficients for the exterior(2) zone and 16.0 psf top chord and 6.6 psf bottom chord dead load are being used. The design assumes occupancy category II, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 462 Ib down at 7-0-0, and 462 Ib down at 16-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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=-88, 3-5=-88, 6-10=-20 Concentrated Loads (lb) Vert: 11=-462(F) 12=-462(F) �oQ?,pFESS/p�ql DONG 2 IX C 4W9 , *\ EXP.(W/30/06 /*, �Tq rch ,8 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane ��® Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610w� 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 fabricotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 0R20402361 TCDL 24.0 Lumber Increase 1.15 BC 0.48 BCLL 0.0 Rep Stress Incr NO WB 0.38 4405-5Y HGA COMMON 4 1b Jo DEFL BOT CHORD 2 X 4 SPF 1650F 1.5E I/defl WEBS 2 X 4 SPF Stud/Std *Except* Vert(LL) Reference (optional) 5) i 6-0-10 I 11-9-12 I 17-6-14 I 23-7-8 i 6-0-10 5.9-2 5-9-2 6-0-10 Scale = 1:42.2 48 M1120= 3.00 12 3 10 3x4 M1120 11 6-0-10 9 3x9 M1120= 11.9.12 5-9-2 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.68 TCDL 24.0 Lumber Increase 1.15 BC 0.48 BCLL 0.0 Rep Stress Incr NO WB 0.38 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 210OF 1.8E DEFL BOT CHORD 2 X 4 SPF 1650F 1.5E I/defl WEBS 2 X 4 SPF Stud/Std *Except* Vert(LL) 1-10 2 X 4 SPF 1650F 1.5E, 1-9 2 X 4 SPF 165OF 1.5E 5-6 2 X 4 SPF 165OF 1.5E, 5-7 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 10=1723/0-5-8,6=1721/0-5-8 8 7 5x8 M1120= 3x9 M1120= 1 17$14 5-9-2 DEFL in (loc) I/defl L/d Vert(LL) -0.05 8 >999 360 Vert(TL) -0.16 8-9 >999 240 Horz(TL) 0.04 6 n/a n/a Wind(LL) 0.05 7-8 >999 240 BRACING !0� 4 N 6 3x4 M1120 11 23-7-8 6-0-10 PLATES GRIP M1120 197/144 Weight: 102 Ib TOP CHORD Sheathed or 4-6-13 oc purlins: except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Harz 10=-76(load case 3) Max Uplift10=146(load case 3), 6=-145(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2399/218, 2-11=-2305/224, 3-11=-2151/220,3-12=-2151/220,4-12=2305/224, 4-5=-2398/218, 1-10=-1652/176, 5-6=-1650/176 BOT CHORD 9-10=54/112, 8-9=-206/2275, 7-8=-224/2274, 6-7=-27/112 WEBS 2-9=-760/155, 2-8=-339/56, 3-8=0/438, 4-8=-337/55, 4-7=-760/155, 1-9=-211/2327, 5-7=-212/2327 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 1f porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 462 Ib down and 72 Ib up at 7-0-0, and 462 Ib down and 72 Ib up at 16-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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=-88, 3-5=-88, 6-10=-20 Concentrated Loads (lb) Vert: 11=-462(F) 12=-462(F) /Q?�OFESS/pN� ONGLU YG Fy 2 of C 499 X *\ EXP. OP730/06 J*, Mar(b e, A WARNING - Ver(jy design pammeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE b1II-7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use on with MiTek connectors. This design is based on u Suite 109 y g y upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 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 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 M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type Qty yo 0 (loc) I/defl Ud TCLL 20.0 Plates Increase 820402362 4405-5t* H -GBL COMMON I 1 1 360 TCDL 24.0 Lumber Increase 1.15 BC 0.56 Vert(TL) Job Reference (optional): Foxworth Galbraith, Yuma, Arizona 85365 6.0.10 CONN. OF GABLE STUDS BY OTHERS. 6) 3.00 F12 6.200 s Jul 13 2005 MiTek Indu_tries, Inc. Wed Mar 08 15:34:22 2006 Page 1 5.9.2 5-9-2 6.0-10 4x10 M1120= Scale = 1:42.2 3x4 M1120 11 3x4 M1120= 6x10 M1120= 3x4 M1120= !0 3x4 M112011 1 6-0-10 1 11-9-12 1 17-6-14 1 23-7-8 i &0.10 5-9-2 5-9-2 6-0-10 Plate Offsets (X,Y): [4:0-0-0,0-0-0], [24:0-1-12,0-1-0], [27:0-1-12,0-1-0], [32:0-0-0,0-0-0], [35:0-0-0,0-0-0], [37:0-0-0,0-0-0], [37:0-0-0,0-0-0],'[38:0-0-0,0-0-0], [40:0-0-0,0-0-0], [40:0-0-0,0-0-0], [42:0-0-0,0-0-0], (44:0-0-0,0-0-0], (45:0-0-0,0-0-0], [47:0-1-12,0-1-0], [47:0-0-0,0-0-0], [48:0-0-0,0-0-0], [50:0-1-12,0-1-0], [50:0-0-0,0-0-0], LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.03 6-7 >999 360 TCDL 24.0 Lumber Increase 1.15 BC 0.56 Vert(TL) 0.08 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.02 8-9 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 'Except* 2-8 2 X 4 SPF 1650F 1.5E, 4-8 2 X 4 SPF 1650F 1.5E 1-10 2 X 4 SPF 1650F 1.5E, 5-6 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 10=829/0-5-8,8=2904/1-0-0,6=829/0-5-8 Max Horz 10=-74(load case 15) Max Uplift10=227(load case 9), 6=-136(load case 12) Max Grav10=971(load case 21), 8=2904(load case 1), 6=877(load case 20) PLATES GRIP M1120 197/144 Weight: 160 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied o 6-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1037/370, 2-3=329!713, 34=-109/594, 4-5=-887/246, 1-10=-799/245, 5-6=-706/155 BOT CHORD 10-53=-863/1133, 9-53=-1003/1133, 8-9=-568/1104, 7-8=-239/802, 6-7=0/193 WEBS 2-9=-155/508, 2-8=-1302/196, 3-8=-946/0, 4-8=-1302/118, 4-7=-100/452, 1-9=408/843, 5-7=-263/693 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 16.0 psf top chord dead load and 6.6 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 1c exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Gabe End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) All plates are 2x4 M1120 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) This truss has been designed for a total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-0-0 for 333.3 plf. 8) 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 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610 pp N g p p p porafion 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, quality control, storage, delivery, erection and bracing, consult ANSI/1P11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. M iTek Job russ Truss Type Oty Ply o 0 R20402362 4405-5Y H-GBL COMMON 1 1 Job Reference o tions Foxworth Galbraith, Yuma, Arizona 85365 LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-3=-123(F=-35), 3-5=123(F=35) Trapezoidal Loads (plf) Vert: 10= -53(F= -33) -to -8=-92(F=-72), 8= -92(F= -72) -to -6=-53(F=-33) 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 08 15:34:22 2006 Page 2 A WARNING - VerUij design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1III.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only vdth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design ramenters and proper incorporation Citrus Heights, CA, 95610M1 PP N 5 Pa p p pwation 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. quarity, control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job cusscuss ype Qty Ply 00 floc) I/defl Ud TCLL 20.0 Plates Increase 820402363 4405-5Y HG -DRAG COMMON 1 1 360 ' TCDL 24.0 Lumber Inc rease 1 .15 BC 0.60 Vert(TL) Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc, Wed Mar 08 15:34:23 2006 Page 1 I 6.0-10 I 11-9-12 17-6-14I 23.7.8 6-0.10 5-9-2 59-2 6.0.10 Scale = 1:42.2 410 M1120= 3.00 F12 10 3x7 M1120 11 3x9 M1120= 6x10 M1120= 3x9 M1120= 0:Z� 3x7 M1120 11 v N I 6.0.10 I 11-9-12 I 17-6-14 I 23.7.8 6-0-10 59.2 59-2 6-0-10 Plate Offsets (X,Y): [1:Edge,0-3-8), [4:0-0-0,0-0-0], [5:0-2-12, Edge], [7:0-3-8,0-1-8], [9:0-3-8,0-1-8], [24:0-1-12,0-1-0], [27:0-1-12,0-1-0], [32:0-0-0,0-0-0], [35:0-0-0,0-0-0], [37:0-0-0 ,0-0-0], [37:0-0-0,0-0-0], [38:0-0-0,0-0-0], (40:0-0-0,0-0-0], [40:0-0-0,0-0-0], [42:0-0-0,0-0-0],144:0-0-0,0-0-0], [45:0-0-0,110-0), [47:0-1-12,0-1-0], (47:0-0-0,0-0-0], [48:0-0-0,0-0-01, [50:0-1-12,0-1-0] [50:0-0-0,0-0-0] [52:0-0-0,0-0-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud TCLL 20.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.04 8-9 >999 360 ' TCDL 24.0 Lumber Inc rease 1 .15 BC 0.60 Vert(TL) 0.08 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WS 0.63 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 8-9 >999 240 PLATES GRIP M1120 197/144 Weight: 160 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-11-6 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 5-7-15 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E *Except* WEBS 1 Row at midpt 2-8, 4-8,1-9, 5-7 2-9 2 X 4 SPF Stud/Std, 3-8 2 X 4 SPF Stud/Std, 4-7 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND REACTIONS (Ib/size) 10=841/0-5-8,8=288011-0-0,6=84110-5-8 PLACEMENT OF CONNECTION TO TRANSFER LNTERAL FORCES TO THE Max Horz10=-37(load case 16) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift10=1376(load case 9), 6=-1379(load case 12) Max Grav10=2131(load case 21), 8=2880(load case 1), 6=2130(load case 20) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2880/2218.2-3=-1576/1934,3-4=-1570/1934.4-5=-2880/2223, 1-10=-1953/1389,5-6=-1953/1392 BOT CHORD 9-10=1592/1721,8-9=-956/1508.7-8=-929/1507,6-7=-1551/1721 WEBS 2-9=-860/1207, 2-8=-2214/1132, 3-8=932/0, 4-8=-2214/1130, 4-7=861/1207, 1-9=-2293/2746, 5-7=-2298/2746 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 16.0 psf top chord dead load and 6.6 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 parches exist, they are nc exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 ANSIIrPI 1-2002. 4) All plates are 2x4 M1120 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) This truss has been designed for a total drag load of 270 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-7-8 for 270.0 plf. 8) 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 WARNING - verib design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MiTek connectors. This design is based on upon Suite 109 g ty r fv en parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 1 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 responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding toWcolion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type aty Ply 00 R20402363 4405-5Y HG -DRAG COMMON 1 1 Job Reference (optional) rox onn uaiorann, ruma, —zona oasoo LOAD CASE(S) Standard 11 Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-123(F=-35), 3-5=123(F=35) Trapezoidal Loads (plf) Vert: 10= -53(F= -33) -to -8=-92(F=-72), 8= -92(F= -72) -to -6=-53(F=33) o.<w > "1" 4111 1190 1 A WARNING - Ver(N design parameters and BEAD NOTES ON TWS AND INCLUDED 6DTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with M iTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Appficabifty of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610M1 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, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job russ Truss Type Qty Ply TC 0.20 TCDL 24.0 Lumber Increase 1.15 BC 0.21 BCLL 0.0 Rep Stress Incr YES R20402364 4405-5Y I COMMON 6 1 Job n/a BOT CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std 6 Reference (optional) 4-9-0 4x4 M1120= 3.00 12 3 o.<uu a uui i� —v. r.1. — uiuu.ari ru. rnye , 9-6.0 4-9-0 Scale = 1:15.4 4x6 M1120= 4x6 M1120= I 4-9-0 I 9-6-0 I 4-9-0 4-9-0 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.20 TCDL 24.0 Lumber Increase 1.15 BC 0.21 BCLL 0.0 Rep Stress Incr YES WB 0.11 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 0.01 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std 6 SLIDER Left 2 X 4 SPF Stud/Std 2-4-8, Right 2 X 4 SPF Stud/Std 2-4-8 DEFL in (loc) I/defl Ud Vert(LL) -0.01 5-6 >999 360 Vert(TL) -0.04 5-6 >999 240 Horz(TL) 0.01 5 n/a n/a Wind(LL) 0.01 6 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 29 Ib TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=513/0-3-8,5=513/0-3-8 Max Horz 1 =-7(load case 4) Max Upliftl=-28(load case 3), 5=-28(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1003/52, 2-3=-937/61, 3-4=-937/60, 4-5=-1003/52 BOT CHORD 1-6=-28/909, 5-6=28/909 WEBS 3-6=0/197 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 6.0 psf top chord dead loac and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 O9EtOFESS/pN9 ONG YG G, CO UJI2 w C 4W9 T 1 *\ EXP.(Q,i/30/06 /* / arch A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with PATek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and proper incorporation Citrus Heights, CA, 95610 pp y g p p p poration 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 Welk �/ fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPH Quality Criteria, DSB-89 and BCSII Building Component oY1 iTe^® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job TNSS Truss Type aty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402365 4405-5Y J COMMON 5 1 Code UBC97/ANSI95 WS 0.50 Horz(TL) 0.01 6 n/a Job Reference (optional) ro—onn—orann, Tuma, —na oosoo o.av s dw 10 <u - i e In—In s, Inc, vveo Mar uo rj:a auo rage i 5-5-15 3-9-14 3-9.14 5.5.15 4x7 M1120= 3 Scale = 1:32.6 Jxb MnZu I I 3x7 M1120 II 2x4 M1120 II 5x10 M1120H = Jxb MIILU I I 2x4 M1120 11 3x7 M1120 II 2-7-4 1 5-5-15 1 9-3-12 13.1.10 1 16-0-4 1 18-7-8 I i 2-7-4 2-10-11 3-9-14 3-9-14 2.10.11 2-7.4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/deft Ud TC 0.53 Vert(LL) -0.03 7-8 >999 360 BC 0.22 Vert(TL) -0.07 7-8 >999 240 WS 0.50 Horz(TL) 0.01 6 n/a n/a (Matrix) Wind(LL) 0.01 7 >999 240 BRACING PLATES GRIP M1120 197/144 M1120H 148/108 Weight: 66 Ib TOP CHORD Sheathed or 5-3-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-0-0 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=106/0-3-8,5=106/0-3-8,8=901/0-3-8,6=901/0-3-8 Max Horz1=11(load case 8) Max Upliftl=-272(load case 10), 5=-270(load case 9), 8=-183(load case 8), 6=-181(load case 11) Max Gravl=373(load case 7), 5=373(load case 6), 8=1037(load case 7), 6=1037(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-801/634, 2-3=-1586/732, 3-4=-1586/730, 4-5=-801/628 BOT CHORD 1-8=-579/758, 7-8=-325/483, 6-7=-322/483, 5-6=-574!758 WEBS 3-7=-97/83, 2-8=-924/251, 2-7=326/957, 4-6=-924/249, 4-7=329/957 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 6.0 psf top chord dead loa i and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. 5) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-7-8 for 100.0 plf. LOAD CASE(S) Standard Q?,OF ESS/pN ONG CO�� 2 LU C49419 T. W'3 M I� 0 A WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabilit of desi n aramenters and ro er incor ration of com onent is res Citrus Heights, CA, 956101 Applicability y g p p p po p ponsibility of building designer- not truss designer. Bracing shovm 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, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Welk Job russ Truss Type Qty Ply 00 and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of LOADING(psf) SPACING 2-0-0 CSI DEFL 820402366 4405-5Y J -GBL COMMON 1 1 Plates Increase 1.15 TC 0.53 Vert(LL) -0.03 6-7 >999 Job Reference (optional) Foxwonh Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 08 15:34:26 2006 Page 1 5-5.15 9-3-12 13-1-10 18-7-8 5-5.15 3-9-14 3-9-14 5-5-15 Scale = 1:32.6 1 3x6 Mnzu if 3x7 M1120 11 47 M1120= 2-7-4 1 5-5-15 1 93.12 2-7-4 2-10-11 3-9-14 Jxti Mllzu I I 5x10 M1120H= 3x7 M1120 II 13-1-10 1 16-0-4 1 18-7-E 3-9-14 2-10-11 2-7-4 10 0 Plate Offsets (X,Y): [1:Edge,0-0-31, [1:0-0-12,0-5-91, [5:0-0-12,0-5-91, [5:Edge,0-0-31, [7:0-5-0,0-3-01 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.03 6-7 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.07 6-7 >999 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95, (Matrix) Wind(LL) 0.01 7 >999 240 Weight: 80 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-3-13 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 OTHERS 2 X 4 SPF Stud/Std QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND WEDGE PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=106/0-3-8,5=106/0-3-8.8=901/0-3-8,6=901/0-3-8 Max Horz1=11(load case 8) Max Upliftl=-272(load case 10), 5=-270(load case 9), 8=-183(load case 8), 6=-181(load case 11) Max Gravl=373(load case 7), 5=373(load case 6), 8=1037(load case 7), 6=1037(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-801/634, 2-3=-1586/732, 3-4=-1586/730, 4-5=-801/628 BOT CHORD 1-8=-579/758, 7-8=-325/483, 6-7=-322/483, 5-6=-574!758 WEBS 3-7=-97/83, 2-8=-924/251, 2-7=326/957, 4-6=924/249, 4-7=-329/957 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 building designer ANSI/TPI 1-2002. SOF ESS/� as applicable, or consult qualified as per 4) All MT20 indicated. OQ plates are plates unless otherwise 5) All plates are 2x4 M1120 unless otherwise indicated. ��1, c` QON G YG 6) Gable studs spaced at 1-4-0 oc. C 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-7-8 for 100.0 plf. A i7l1 LU C` 0 M LOAD CASE(S) Standard V*\ EXPJ.p9/30/06 /* OF A WARNING - ver(fy Cestgn parameters and READ NOTES ON THIS AND INCLUDED BUTEK REFERENCE PAGE 11171-7473 BEFORE USE. 7777 Greenback Lane --® Design volid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610Mi pp ty g p p p potation of component is responsibility of building designer- 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, cluafty control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component MiTek® Safety Intormatlon available from Truss Plate Institute. 583 D'Onof c, Drive. Mad'aon. WI 53719. Job Truss Truss Type City y 0 0 TCLL 20.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.07 16-17 >999 360 R20402367 4405-5Y K1 SPECIAL 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.10 10 n/a n/a Job Reference (optional) 5-8-14 11-2-4 12.8-13 1 14.8.2 17-11-0 1 23-5-;- 5-8-14 5-5-6 1-6-9 1-11-5 3-2-14 5-6-E 4x6 M1120= Scale = 1:49.0 400 F12 4 3x4 M1120z l 5 3x4 M1120z 3x4 M1120-- 6 3 3x5 M1120-- 7 3x4 M1120z:- 2 8 1 3x7101120 c 48 M1120= 17 16 15 2x4 M1120 II 5x7 M1120= 14 3x8 M1120= 5x5101120= 0 2.59112 0� 13 4.00112 12 11 2x4 M1120 11 5x12 M1120= 3x10 M1120= I 5-8-14 1 11-2-4 112-8-13 I 14-8-2 1 17-11-0 I 23-E-8 5-8-14 5-5-6 1-6.9 1-11-5 3-2-14 5-6-6 4x5 M1120zz 9 10 2x4 M1120 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.07 16-17 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.21 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.0516-17 >999 240 Weight: 109 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* TOP CHORD Sheathed or 4-3-5 oc purlins, except end verticals. 4-9 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied oe 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* 7-12 2 X 4 SPF Stud/Std, 10-12 2 X 4 SPF 210OF 1.8E WEBS 2 X 4 SPF Stud/Std 'Except' 9-10 2 X 4 SPF 2100E 1.8E SLIDER Left 2 X 4 SPF Stud/Std 2-11-6 REACTIONS (Ib/size) 1=1259/0-3-8,10=1259/0-5-8 Max Horz 1 =-53(load case 5) Max Upliftl=-53(load case 3), 10=-55(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2754/114, 2-3=2678/127, 3-4=-2061/127, 4-5=-1942/127, 5-6=-2195/141, 6-7=-2264/132, 7-8=-1707/98, 8-9=-1296F73 , 9-10=-1203/71 BOT CHORD 1-17=88/2506, 16-17=-88/2506, 15-16=-65/2015, 14-15=-92/2154, 13-14=-94/1709, 12-13=0/58, 7-13=-696/55, 11-12=33/239, 10-11=-23x78 WEBS 3-17=0/209, 3-16=-710/73, 4-16=0/711, 5-16=-422/40, 5-15=-51/512, 6-15=-197/39, 6-14=-171/31, 7-14=2/566, 8-13=-22/700, 8-11=-938/82, 11-13=37/983, 9-11=52/1277 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. tf porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 � OQEtOFESS/pN ONG yG FCO / 1�i m LU C4 19 T * EXP. 9!30/06 \TqT Cl March ® WARNING - Verj/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777Greenback Lane --40Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite He Applicability of design ramenlers and proper incorporation Citrus Heights, CA, 95610 pp fy ig pa p p poration 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 responsibilfity 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 Criterfo, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type oty Ply0 0 1.15 TCDL 24.0 Lumber Increase 1.15 820402368 4405-5Y K10 JACK 1 1 Code UBC97/ANSI95 WB 0.00 Horz(TL) -0.04 2 n/a Job Reference (optional) rox mn --ann, r ums, rrnwne 0—OU LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.00 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 2t 2,4 M1120 II 2-1-15 CSI DEFL in (loc) I/deft Ud TC 0.32 Vert(LL) -0.00 4 >999 360 BC 0.11 Vert(TL) -0.00 3-4 >999 240 WB 0.00 Horz(TL) -0.04 2 n/a n/a (Matrix) Wind(LL) 0.00 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 8 Ib TOP CHORD Sheathed or 2-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=105/0-5-8, 2=83/Mechanical, 3=22/Mechanical Max Horz4=80(load case 5) Max Uplift4=-4(load case 3), 2=-41 (load case 5), 3=-23(load case 5) Max Grav4=105(load case 1), 2=83(load case 1), 3=39(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-89/13.1-2=-23121 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:17.5 ESS/pN\ ONG Y� cc GO c z LU C49 , *\ EXP. 09(30/06 /*, A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with m7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP l 9 P P P Po P Po ty 9 9 9 9 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, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply o 0 1.15 TCDL 24.0 Lumber Increase 1.15 R20402369 4405-5Y K11 SPECIAL 1 1 Code UBC97/ANSI95 WB 0.22 Horz(TL) -0.00 7 n/a Job Reference (optional) roxvionn uaiorann, Tuma, rmmna o-oo c c o -mu s uw ro <uuo Mi i ex mu—nes, Inc. vveu near uo i oav:<o muo rage 1 4-3-10 l 8-3-12 l 9-11-11 4-3.10 4-0-2 1-7-15 3x4 M1120 2x4 M112011 5 6 2x4 MI120 11 7x8 MI120= 3.4 M1120 114.00 112 402 M1120= 1-8-14 l 8-3-12 l 9-11-11 l 1-8-14 6-6-14 1-7-15 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' BOT CHORD 2 X 4 SPF 1650F 1.5E `Except* 4-9 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std *Except* 5-7 2 X 4 SPF 1650F 1.5E !0 CSI DEFL in floc) I/deft Ud TC 0.18 Vert(LL) -0.03 9-10 >999 360 BC 0.66 Vert(TL) -0.06 9-10 >999 240 WB 0.22 Horz(TL) -0.00 7 n/a n/a (Matrix) Wind(LL) 0.00 8 >999 240 BRACING d 4 1¢ [d PLATES GRIP M1120 197/144 Weight: 65 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. REACTIONS (Ib/size) 11=22/0-5-8, 7=421/Mechanical, 10=649/0-5-8 Max Horz 11=217(load case 4) Max Uplift11=39(load case 2), 7=-81 (load case 4), 10=-37(load case 5) Max Grav11=68(load case 4), 7=421 (load case 1), 10=649(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-11=79/0, 1-2=-32/57, 2-3=-13/74, 3 -4= -19l/55,4 -5=-155i67, 5-6=-3/0, 5-7=-367/61 BOT CHORD 10-11=-194/15, 9-10=0/209, 8-9=0/128, 4-8=-258/75, 7-8=-58/71 WEBS 1-10=-46/102,2-10=-175/44,8-10=-124/31, 3-8=-74/86,3-10=-382/60,5-8=52/366 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:37.4 A WARNING - Verj/y design parameters and READ NOTES ON THIS AND INCLUDED 6D7'ER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use on with MiTek connectors. This design is based on u Suite 109 9 N g N 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 Citrus Heights, CA, 9561 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the rec etor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 0 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIPPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job cuss Truss Type Qty Py 00 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 R20402370 4405.5Y K12 MONO TRUSS 1 1 Max Grav3=212(load case 1), 4=131(load case 2), 5=520(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-51/28, 2-3=100/50, 1-6=-60/0 Job Reference (optional) 3 2x4 M1120 11 3x4 M1120= 3x4 M1120= 1 1-8-14 1-11-10 7-8-3 7-@-,12 R Scale = 1:28.2 LOADING (psf) TCLL 20.0 TCDL 24.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0.57 BC 0.25 WB 0.15 (Matrix) DEFL in (loc) I/def! Lid Vert(LL) -0.04 4-5 >999 360 Vert(TL) -0.08 4-5 >904 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) -0.00 6 >999 240 PLATES GRIP M1120 197/144 Weight: 34 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) 3=212/Mechanical, 6=0/0-5-8, 4=90/Mechanical, 5=520/0-5-8 Max Horz6=31(load case 5), 5=98(load case 5) Max Uplift3=-50(load case 3), 4=-17(load case 5) Max Grav3=212(load case 1), 4=131(load case 2), 5=520(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-51/28, 2-3=100/50, 1-6=-60/0 BOT CHORD 5-6=0/0, 4-5=-96/87 ' WEBS 1-5=-18/155, 2-5=514/87, 2-4=96/106 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of ' dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. LOAD CASE(S) Standard Q?,pFESS/pN DOING YG ���� c c� m LU C 4P11 9 T ' * EXP. /30/06 * A WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 9561 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 0 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 tobricotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdterta, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, W153719. Job cuss Truss Type Qty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402371 4405.5Y K13 MONO TRUSS 1 1 Code UBC97/ANSI95 WB 0.15 Horz(TL) -0.00 3 n/a Job Reference (optional` roxwonn vaioram, r uma, --na -- .+.cw n — — mow., ,.,,, o,. ..". —.. I".. vv ,...-- I— I.'o 3 2x4 M1120 11 3x4 M1120= 3x4 M1120= LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std 1-8-14 6-2-13 CSI DEFL in (loc) I/defl Ud TC 0.60 Vert(LL) -0.04 4-5 >999 360 BC 0.26 Vert(TL) -0.08 4-5 >887 240 WB 0.15 Horz(TL) -0.00 3 n/a n/a (Matrix) Wind(LL) -0.00 6 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 34 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=217/Mechanical, 6=0/0-5-8, 5=527/0-5-8, 4=93/Mechanical Max Horz6=31(load case 5), 5=100(load case 5) Max Uplift3=-52(load case 3), 4=-17(load case 5) Max Grav3=217(load case 1), 5=527(load case 1), 4=134(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-54/29, 2-3=-103/52,1-6=-62/0 BOT CHORD 5-6=0/0, 4-5=-98/94 WEBS 1-5=-20/167,2-5=530/90.2-4=104/109 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. LOAD CASE(S) Standard Scale =1:28.5 A WARNING - ver(Ig design parameters and READ NOTES ON THIS AND INCLUDED allTEK REFERENCE PAGE MIT 7473 BEFORE USE. 7777 Greenback Lane __40 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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 o` the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Al Quality Criteria, DSB-89 and BCSI7 Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Niodison, WI 53719. Job russ Truss Type Qly Ply 0R20402372 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 4405-5Y K14 JACK 1 1]'ob Code UBC97/ANSI95 WB 0.11 Horz(TL) -0.00 3 n/a Reference (optional` rox m �aiorann, Tums, —zona a0000 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std o.<uu a uui - zuuu nn i en inuuam w. —u mer uo --- zuuo ray. i 2x4 M112011 3x4 M1120= 1-8-14 I 6-1-15 1 i CSI DEFL in (loc) I/deft Ud TC 0.29 Vert(LL) -0.01 4-5 >999 360 BC 0.12 Vert(TL) -0.02 4-5 >999 240 WB 0.11 Horz(TL) -0.00 3 n/a n/a (Matrix) Wind(LL) 0.00 5 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 23 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=-35/0-5-8, 3=156/Mechanical, 4=35/Mechanical, 5=487/0-5-8 Max Horz6=115(load case 5) Max Uplift6=-35(load case 1), 3=-37(load case 3), 5=-147(load case 5) Max Grav6=142(load case 5), 3=156(load case 1), 4=70(load case 2), 5=487(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-146/28,1-2=-63/53, 2-3=-72/37 BOT CHORD 5-6=-84/0,4-5=010 WEBS 2-5=-396/94,1-5=-0/150 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:25.3 OF S/ ONGUj YG �2c 2 C 4019 T A WARNING - Ver{/y design parameters and READ NOTES ON THIS AND INCLUDED A1TTER REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp ty g p p p po p 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, quality control, storage, delivery, erection and bracing, consult ANSVIPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. MiTek Job ruSSruss Type Qty Py 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402373 4405-5Y K15 JACK 1 1 Code UBC97/ANSI95 WB 0.06 Horz(TL) -0.00 3 n/a Job Reference (optional) roxwonn uaiorann, Yuma, rmmna ooaoo LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std —uu s — r o cuw ... ert mausmes, m, uvea mar vo i.:-:su cuuo rage i 2x4 M1120 11 1 &14 3x4 M1120= 41-15 , CSI DEFL in (loc) I/deft Ud TC 0.09 Vert(LL) -0.00 5 >999 360 BC 0.04 Vert(TL) -0.00 4-5 >999 240 WB 0.06 Horz(TL) -0.00 3 n/a n/a (Matrix) Wind(LL) 0.00 5 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 18 Ib TOP CHORD Sheathed or 4-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=52/0-5-8, 3=85/Mechanical, 4=19/Mechanical, 5=271/0-5-8 Max Horz6=97(load case 5) Max Uplift3=-20(load case 3), 5=-110(load case 5) Max Grav6=106(load case 5), 3=85(load case 1), 4=38(load case 2), 5=271(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-100/0, 1-2=-37/31, 2-3=-39/20 BOT CHORD 5-6=-66/0, 4-5=0/0 WEBS 2-5=-220/52, 1-5=0/118 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:20.5 OQ�pFESS/pN� ONG C0�� 2 LU C 4R0 9 1 *\ EXP. P3030/06 /* j IL arch ® WARNING - Verib design pammeters and BEAD NOTES ON THIS AND INCLUDED MTER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane —® Design valid for use onlywith Mitek connectors. This design is based on u Suite 109 g g b upon parameters shown, and is for an individual building component. Applicability of design paromenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the nil erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. � A Job russ Truss Type Qty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402374 4405-5Y K16 JACK 1 1 Code UBC97/ANSI95 WB 0.00 Horz(TL) -0.03 2 n/a Job Reference (optional) rox rrn �—rann, T Uma, —na oajoa LOADING(psf) SPACING 2-0-0 TC LL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.00 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 2a 31{4 M1120 II 1-11-10 211-1„5 i n CSI DEFL in (loc) I/defl Ud TC 0.34 Vert(LL) -0.00 5 >999 360 BC 0.11 Vert(TL) -0.00 5 >999 240 WB 0.00 Horz(TL) -0.03 2 n/a n/a (Matrix) Wind(LL) 0.00 4-5 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 8 Ib TOP CHORD Sheathed or 2-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=96/0-5-8, 2=83/Mechanical, 3=-18/Mechanical, 4=50/0-5-8 Max Horz5=80(load case 5) Max Up1ift5=-11(load case 3), 2=-39(load case 5), 3=-25(load case 2), 4=-122(load case 5) Max Grav5=96(load case 1), 2=83(load Case 1), 3=74(load case 5), 4=80(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-89/13,1-2=-23/21 BOT CHORD 4-5=0/0, 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 V end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is :.33, and the plate grip increase is 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 Scale = 1:17.5 /Q�pFESS/pN\ ONG c3 m X C4991 I, *\ EXP. 02730/06 /* / March A WARNING - Verth design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use on with MLTek connectors. This design 6 based on u Suite 109 ig b g y poo parameters shown, Dori is for an individual building component. Applicability of design paramenters and proper incorporation of component is respoisibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 9561 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 0 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI) Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Cnofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 0 0 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr R20402375 4405-5Y K17 SPECIAL 1 1 240 BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* Horz(TL) 2-6 2 X 4 SPF Stud/Std 4 WEBS 2 X 4 SPF Stud/Std Job Reference (optional) rox nn �aiDrann, Tuma, Anzona 0000D 3x 5-4-5 3-4-4 o.— s uw i s zwD mi i ex inausmes, mc. vvea mar uo i s— i zuuo rage r 3x4 1)1112015� 3 2.83112 2x4 M112011 3x12 MII20= 2x4 M112011 4x10 M1120 1 1.8-13 1 5-4-5 1 B-8-9 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER 4-5 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* Horz(TL) 2-6 2 X 4 SPF Stud/Std 4 WEBS 2 X 4 SPF Stud/Std n/a CSI DEFL in (loc) I/deft Ud TC 0.41 Vert(LL) -0.01 4-5 >999 360 BC 0.09 Vert(TL) -0.02 4-5 >999 240 WB 0.28 Horz(TL) -0.00 4 n/a n/a (Matrix) Wind(LL) 0.00 5 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 51 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=41/0-5-8,4=368/Mechanical, 7=501/0-5-8 Max Horz8=209(load case 4) Max Uplift4=-84(load case 4), 7=42(load case 5) Max Grav8=84(load case 4), 4=368(load case 1), 7=501 (load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-30/165, 2-3=-310/94, 3-4=-334/95, 1-8=-85/0 BOT CHORD 7-8=-185/22,6-7=-5/24,5-6=0/57,2-5=247/120,4-5=43/62 WEBS 2-7=-041/47, 5-7=-89/195, 3-5=-101/399, 1-7=-127/126 NOTES ' 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 11 porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:37.6 of S/ �1DONG ILLI rn Of C49�19 t *\ EXP. P9/30/06 /*, March A WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with rv4Tek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610MI pp ty g p p p po p 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 rubrication, quality, control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterlo, DSB-89 and BCSII Building Component iTek® Safety Information available from Truss Plate Institute, 583 D'Cnofrio Drive. Madison. WI 53719. Job Truss Truss Type Oty Ply 00 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.41 R20402376 4405.5Y K18 MONO TRUSS 1 1 BC 0.18 Vert(TL) -0.05 4-5 >999 240 8CLL 0.0 Rep Stress Incr Job Reference o tional ruawu.m va.u.a.w- , 'U'.d-- .-- ay., 3 2x4 M1120 11 3x4 M1120= 3x4 M1120= 1-8-13 1�11r9 6-10-3 6-1,1[11 n 1-8-13 0-2-12 4-10.10 0-1-8 Plate IN 0 Scale = 1:28.4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.02 4-5 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.05 4-5 >999 240 8CLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.00 3 n/a n/a 3) Refer to girder(s) for truss to truss connections. BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) -0.00 6 >999 240 Weight: 31 lb LUMBER YG �2c ONGLU BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E c� m TOP CHORD Sheathed or 6-0-0 oc purlins, Bxcept end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E ' * EXP. 0 /30/06 *� BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 3=184/Mechanical, 6=0/0-5-8, 4=70/Mechanical, 5=478/0-5-8 Max Horz 6=31 (load case 5), 5=99(load case 5) Max Uplift3=-40(load case 3), 4=-28(load case 5) Max Grav3=184(load case 1), 4=107(load case 2), 5=478(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-27/30, 2-3=-96/49, 1-6=-36/0 ' BOT CHORD 5-6=0/0, 4-5=-94/49 WEBS 1-5=-12/88, 2-5=-439/53, 2-4=-56/108 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. F porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. LOAD CASE(S) Standard Q�pF ESS/pN YG �2c ONGLU c� m rn C499 ' * EXP. 0 /30/06 *� c v�- March A WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp ty g p p p po p 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, 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. ' Tek Job russ Truss Type Qty Ply 0 0 1.15 TCDL 24.0 Lumber Increase 1.15 R20402377 4405-5Y K19 MONO TRUSS 1 1 Code UBC97/ANSI95 WB 0.06 Horz(TL) -0.00 3 n/a Job Reference (optional) roX nn balarann, Yuma, Xnzona ooJoo LOADING(psf) SPACING 2-0-0 TC LL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.06 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std O.<UU J JUI IJ <UYU MI I CR IIIOI ]IIieS, IIID. V—U Mar UO ID.J4.JJ GUUO rage 1 2x4 M1120 11 1 8-13 3x4 M�I 310.12 4-Ig5 CSI DEFL in (loc) I/deft Ud TC 0.09 Vert(LL) -0.00 5 >999 360 BC 0.03 Vert(TL) -0.00 4-5 >999 240 WB 0.06 Horz(TL) -0.00 3 n/a n/a (Matrix) Wind(LL) 0.00 5 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 18 Ib TOP CHORD Sheathed or 4-0-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=80/Mechanical, 6=55/0-5-8, 4=18/Mechanical, 5=259/0-5-8 Max Horz6=101(load case 5) Max Uplift3=-18(load case 3),5=-1 16(load case 5) Max Grav3=80(load case 1), 6=113(load case 5), 4=36(load case 2), 5=259(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-38/34, 2-3=-41/21, 1-6=-107/0 BOT CHORD 5-6=-70/0,4-5=0/0 WEBS 1-5=-0/124, 2-5=-211/46 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:21.1 Q�OF ESS/p/y �� ONG k q, CO 2 Of C4019 T L *\ EXPA. 9/30/06 /*, A WARNING - Verj/y design parameters and READ NOTES ON THIS AND INCLUDED ArITER REFERENCE PAGE 11tH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MTek connectors. This design k based on u Suite 109 5 N g N eon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 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 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 BCS11 Building Component Safety Informafion available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. MiTek Job russ Truss Type aty Ply o0 CSI DEFL in ' PLATES GRIP TCLL 20.0 R20402378 4405-5Y K1 -HIP SPECIAL 1 1 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.07 8-9 >999 240 BCLL 0.0 Job Reference o tionab 1 2-4-12 I 7-0-3 11-7-10 i 14-11-14 2-4-12 4-7-7 4-7-7 3-4-4 6x6 V!1120% Scale = 1:38.3 5 4x 2.83112 2x4 M1120 11 4x4 M1120= 5x8 M1120= 345 M112011 5x12 M1120= 2-4-12 4-7-7 4-7-7 3.4-4 Plate Offsets (X,Y): [5:0-2-14,0-3-01,[6:0-3-0,0-1-61 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.02 8-9 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.07 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.02 9 >999 240 Weight: 81lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-5-11 oc purlins except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied G- 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except' 5-6 2 X 4 SPF 1650E 1.5E, 5-7 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 11=991/0-7-12,6=1983/Mechanical Max Horz11=318(load case 4) Max Uplift11=23(load case 3), 6=-191(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-987/17, 1-2=-811/28, 2-3=-1497/41, 3-4=-1187/58, 4-5=-1213/137, 5-6=-1797!247 BOT CHORD 10-11=-291/11, 9-10=-255/793, 8-9=-49/423, 7-8=0/242, 4-7=-1028/247, 6-7=-66/109 WEBS 1-10=-36/1127, 2-10=-765/61, 2-9=-8(742, 3-9=-361/119, 7-9=-153/1006, 3-7=-452x8, 5-7=-198/1876 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead Icad and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -5=-330(F=-121, B=-121), 11=0(F=10, 6=10}to-8=58(F=-19, B=19), 7=-58(F=-19, B= -19) -to -6=75(F=27, B=-27) Mal%n A WARNING - ver(/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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/71`11 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job russ Truss Type Qty Py 00 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 820402379 4405-5Y K2 SPECIAL 1 1 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.31 1-10 >883 240 BCLL 0.0 Job Reference (optional) runvw�u� aamu�ei un ncune uuuw u.cuu a uui i� cava nus cn viuuaui ice. uvea nie� vo ivar.�v cavo reye i i 6-8-14 ) 11-2-4 ) 17-11-0 1 22-5-8 I 6.8.14 4.5-6 6-8-12 56-8 4x7 M1120= Scale = 1:46.4 4.00 rl2 3 20 7 6 3x4 M1120 11 4x5 M1120= 5x12 MII20= 6-8-14 I 11-10-4 I 17-11-0 I 23-5-8 I 6.8-14 5-1-6 6-0-12 56-8 H18te urtsets (x,Y): 11:1-u-u,u-u-tz), 11:u-z-l,tage) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.11 1-10 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.31 1-10 >883 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.08 1-10 >999 240 Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-2-15 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. 4-7 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=1246/0-5-8,6=124610-5-8 Max Horz 1 =-67(load case 5) Max Upliftl=-52(load case 3), 6=-54(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3229/136, 2-3=-2212/139, 34=-2439/128, 4-5=-1798/92, 5-6=-1185/83 BOT CHORD 1-10=-95/3004, 9-10=-95/3004, 8-9=-112/1802, 7-8=0/101, 4-8=-862/122, 6-7=-15/97 WEBS 2-10=0/257, 2-9=-1071/77, 3-9=0/946, 4-9=0/542, 5-8=-70/1585, 6-8=-9/32 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 - verjfy design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE PM 7473 BEFORE USE. 7777 Greenback Lane Design valid far use on with Welk connectors. This design is based on u Suite 109 9 only 9 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 Citrus Heights, CA, 9561 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 0 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Mad'aon, WI 53719. Job russ Truss Type Oty Ply 0 0 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr R20402380 4405.5Y K20 SPECIAL 1 1 240 BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* Horz(TL) 2-6 2 X 4 SPF Stud/Std 4 WEBS 2 X 4 SPF Stud/Std Job Reference (optional): LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER 6-7 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* Horz(TL) 2-6 2 X 4 SPF Stud/Std 4 WEBS 2 X 4 SPF Stud/Std n/a 3: 1 5-0.3 5-8-4 5-0.3 0.8-1 3x4 M]120 -- 3X4 M1120 4.53 F12 3 2x4 M1120 11 6 2x4M1120 II 3x12 M1120= 2x4 M01T 112-' 2 1 1-8-13 1-111(9 5-0.3 t;i k n7*, 4 1-8-13 0.2-12 3.0.10 0-7-4 0.0-12 rn 4 0 a9 I n do CSI DEFL in (loc) I/defl Ud TC 0.37 Vert(LL) -0.00 6-7 >999 360 BC 0.07 Vert(TL) -0.01 6-7 >999 240 WB 0.28 Horz(TL) -0.00 4 n/a n/a (Matrix) Wind(LL) 0.00 2 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 40 Ib TOP CHORD Sheathed or 5-8-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=182/Mechaniral, 8=1/0-5-8, 7=399/0-5-8 Max Horz8=169(load case 4) Max Uplift4=-73(load case 4), 8=-4(load case 2), 7=-44(load case 5) Max Grav4=182(load case 1), 8=95(load case 4), 7=399(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-34/177, 2-3=-195/88,34=1175/69,1-8=-93/5 BOT CHORD 7-8=-145/42.6-7=-1/6,5-6=0/52,2-5=-415/135,4-5=-35/52 WEBS 2-7=-262/50.5-7=52f73,3-5=-117/465.1-7=-157/131 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:31.2 g ESS/pN� OONO 2 W C -49A T *\ EXP. 0P/30/06 /*, March A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH 7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with PN1ek connectors. This design is based any upon parameters shown, and is for an individual building component. Sithe 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSII Building Component a Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. ' Job russ Truss Type Qty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402381 4405-5Y K21 MONO TRUSS 1 1 Code UBC97/ANSI95 WB 0.04 Horz(TL) -0.00 2 n/a Job Reference (optional) rox nn uarvrann, Yuma,—na oaa- LOADING (psf) SPACING 2-0-0 TILL20.0 I/deft Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.04 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std i 2-4-7 2x4 M112011 1-11-9 Z"1120= 0-1-8 1.4111''' X14111 "1"11 I'll "1" 11 I111 1191 , l9 CSI DEFL in (loc) I/deft L/d TC 0.09 Vert(LL) -0.00 5 >999 360 BC 0.02 Vert(TL) -0.00 5 >999 240 WB 0.04 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 4 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 11 Ib TOP CHORD Sheathed or 2-4-7 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=95/Mechanical, 5=108/0-5-8, 3=-1/Mechanical, 4=33/0-5-8 Max Horz5=84(load case 5) Max Uplift2=-21(load case 3), 5=-3(load case 3), 3=-57(load case 5) Max Grav2=95(load case 1), 5=108(load case 1), 4=66(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-27/27.1-5=-95/11 BOT CHORD 4-5=-53/0.3-4=-53/0 WEBS 1-3=0/77 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:18.2 IvTal u I © WARNING - Verj& design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MH 7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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 is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, NI 53719. Job russ Truss Type QtY Ply 00 0.0 BCDL 10.0 7-8 >999 R20402382 4405-5Y K2 -HIP SPECIAL 1 1 240 WB 0.55 Horz(TL) -0.00 5 n/a Job Reference o tional' LOADING(psf) TCLL 20.0 TCDL 24.0 BCLL 0.0 BCDL 10.0 3) 4-4-13 I B-6-2 I 1010 4.4-13 4-1-5 2-5.5 6x6 M1120 4 3.88112 2x4 M112011 4x9 M1120= 3x6 M1120 11 412 M1120= 1 1-11-14 I 8-6-2 10 1-11-14 6-6-4 2-5-5 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std !0 i CSI DEFL in (loc) I/defl Ud TC 0.84 Vert(LL) -0.04 7-8 >999 360 BC 0.40 Vert(TL) -0.09 7-8 >999 240 WB 0.55 Horz(TL) -0.00 5 n/a n/a (Matrix) Wind(LL) 0.01 3 >999 240 BRACING N d v PLATES GRIP M1120 197/144 Weight: 65 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 9=526/0-6-7, 5=1052/Mechanical, 8=0/0-7-5 Max Horz 9=30(load case 5), 8=240(load case 4) Max Uplift5=-146(load case 4) Max Grav9=526(load case 1), 5=1052(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-343/13, 2-3=-515/33, 3-4=516/92, 4-5=-937/151, 1-9=-548/0 BOT CHORD 8-9=0/0, 7-8=-3/340, 6-7=0/213, 3-6=-598/164, 5-6=-65/72 WEBS 2-8=-008/69, 6-8=-164/249, 2-6=-157/98, 4-6=-120/914, 1-8=0/504 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 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 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -4=-241(F=-77, B=77), 9=0(F=10, B=10) -to -7=-42(F=-11, B=-11), 6=-42(F=11, B= -11) -to -5=-55(F=-17. B=-17) i Scale = 1:38.9 /QEtOFESS/pN� ONG k( Fy c3 m W C 4A19 T , *\ EXP(09/30/06 /* / March A WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED BITTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building component. Suite 109 A ricabifi of design aromenters and proper incorporation Citrus s Heights, CA, 95610 pp tY g p p p pwation 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, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 00 12 11 10 Plates Increase 1.15 2x4 M1120 II 820402383 4405-5Y K3 SPECIAL 1 1 1 1 20-6-8 1 23-5- 1 6-5.14 4-8-6 1-9-6 2-6-1 2-54 2-7-8 Job Reference (optional) roxvvonn uaiorann, Tuma, rinzona oadoa o.mu s Jul ra mw mi i eK inausmes, mc. vveo mar uo ra:a— zuuo rage r 1 6-5.14 1 11-2-4 1 12-11-10 1 15-5-12 I 17-11-0 I 20.6.8 1 23-5.L____i 6-514 4-8-6 1-9-6 2-6.1 2-54 2.7.8 2-11-0 4x6 M1120= Scale = 1:46.4 4.00 F12 4 3x4 M1120:z� /It\ 5 2 1 ® 3x4 101120 5x7 M1120 II 3x4101120 334 101120 % 3x4 M11620� 17 16 15 \ 2x4 M112011 3x8 M1120= 5X7 M1120= 14 101120ZZ 3x4 M1120-- 7 3x4 MI120zz� 8 3x6 M1120-- 9 2.59112 SPACING 13 ro DEFL in 4.00 12 12 11 10 Plates Increase 1.15 2x4 M1120 II 3x9 M1120= 2x4 M112011 16 >999 360 M1120 197/144 502 M1120= Lumber Increase 1 6-514 1 11-2-4 1 12-11-10 1 15-512 1 17-11-0 1 20-6-8 1 23-5- 1 6-5.14 4-8-6 1-9-6 2-6-1 2-54 2-7-8 2-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.07 16 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.19 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 16 >999 240 Weight: 110 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-4-8 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. 7-12 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 3-4-11 REACTIONS (Ib/size) 1=1259/0-3-8, 10=1259/0-5-8 Max Horz 1 =-49(load case 5) Max Upliftl=-53(load case 3), 10=-55(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2561/109, 2-3=2468/123, 3-4=1959/127, 4-5=-1885/129, 5-6=-2156/137, 6-7=-2152/128, 7-8=-1733/98, 8-9=-1161/66 ,9-10=-1208/66 BOT CHORD 1-17=80/2298, 16-17=-80/2298, 15-16=-67/1986, 14-15=-94/2063, 13-14=-92/1705, 12-13=0/68,7-13=-704/55, 11-12=14/217,10-11=-21/54 WEBS 3-17=0/217, 3-16=-619/68, 4-16=-23/788, 5-16=-497/49, 5-15=-24/441, 6-15=-90/60, 6-14=-243/30, 7-14=-3/513, 11-13=52/870, 8-13=26r`748,8-11=926/84, 9-11=53/1243 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 6.0 psf tap chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 WARNBVG - Verj/y design parameters and READ NOTES ON THIS AND INCLUDED ADTER REFERENCE PAGE IIfIF 7777 Greenback Lane 7473 BEFORE USE. r_ —® Design valid for use on with Ivtliek connectors. This design is based on u Suite 109 ig b g y eon parameters shown, and is for on individuals design component. Citrus Heights, CA, 95610Mi 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 responsibillily 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/rPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek Job russ Truss Type Qty Ply in (loc) I/deFl Ud PLATES GRIP TCLL 20.0 Plates Increase 4405-5Y K3 -HIP SPECIAL 1 1 Joo 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 Reference (optional) 5: 5.9.10 { 9-2-3 I 5-9-10 3.4.8 3x5 M1120 ao r— 3 2x4 M112011 3x12 M1120= 2x4 M1120 11 4x10 M1120 I 2-0-2 1 5-9-10 I 9-2-3 I Scale = 1:35.3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.01 4-5 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 5 >999 240 Weight: 52 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* 2-6 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 8=-30/0-6-11, 4=638/Mechanical, 7=493/0-7-5 Max Horz8=208(load case 4) Max Uplift8=-31(load case 2), 4=-104(load case 4), 7=48(load case 5) Max Grav8=95(load case 4), 4=638(load case 1), 7=493(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-39/119, 2-3=405n2, 34=543/120, 1-8=-94/37 BOT CHORD 7-8=-186/48, 6-7=-41/99, 5-6=0/88, 2-5=-274/147, 4-5=-52/65 WEBS 2-7=-505/37, 5-7=-46/204, 3-5=-83/460, 1-7=-148/110 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -3=-202(F=-57, 8=-57), 8=0(F=10, B=10) -to -6=-28(F=-4, B=-4), 5=-28(F=4, B= -4) -to -4=-46(F=-13, B=-13) A WARNING - Verjjy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane �v® Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation Citrus Heights, CA, 95610 pp ty ig pa p p poration 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type Qty Ply o 0 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.46 R20402385 4405-5Y K4 SPECIAL 1 1 BC 0.42 Vert(TL) -0.15 13-14 >999 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) i 5.8-14 I 11-2-4 I 14.0-11 I 1717 20-2-7 I 2 5.8-14 5-5-6 2-10-7 3-2-3 2-11-9 3-3-1 4x6 M1120= 3 4.00112 3x4 MII20-- 4 3x4 141120 3x4 M1120Z� 2 5 6x6 141120 1 15 14 13 12 ,� 3x4 M1120 II 4x12 M1120= 3x8 M1120= 5x5141120= oL 11 10 2.59 12 2x4 M112011 4x9 M1120= 5-8-14 1 11.2-4 1 14-0-11 1 17-2-15 I 20-2-7 5-8.14 5.5.6 2.10-7 3-2-3 2-11-9 3x4 M1120zz� - 6 3x6 101120Z7 9 8 3x10 fA1120= 2x4 M1120 II 331 Scale = 1:46.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.05 13-14 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.15 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 13 >999 240 Weight: 111 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-9-11 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. 5-10 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std 'Except` 1-15 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 15=125110-3-8,8=1251/0-5-8 Max Horz 15=-60(load case 3) Max Upliftl5=55(load case 3), 8=-56(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2004/100, 2-3=-1698/120, 3-4=-1641/123, 4-5=-1941/125, 5-6=-1768/103, 6-7=1230/67, 1-15=-1179/85, 7-8=-1199/69 BOT CHORD 14-15=-38/290,13-14=-69/1826,12-13=-71/1782,11-12=-90/1697, 10-11=0/73, 5-11=-449/52, 9-10=21/210, 8-9=-22/61 WEBS 2-14=-232/82, 2-13=-401/52, 3-13=-5/619,4-13=-485/51, 4-12=0/255, 5-12=0/178, 9.11=-48/935, 6-11=-21/681, 6-9=-868/84, 1-14=-48/1569, 7-9=-54/1263 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Q,?�pF ESS/ONS ��� pONG yG Fac 2 w C419 M OF Ma Q WARNING - Ver(ig design Parameters and READ NOTES ON THIS AND INCLEMED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use any with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Citrus Heights, CA, 9561 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 0 is for lateral support of individual web members any. 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 ANSIAI'll Quality Criteria, DSB-89 and BCSII Building Component Welk Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Ply 00 TCLL 20.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.04 7-8 >999 360 R204023B6 4405-5Y K5 COMMON 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.03 6 n/a n/a Job Reference (optional) rox nn ualorann, Yuma, Hmmna o- 5> 5-8-14 5-8-14 5.56 4x6 M1120= 3 5-11-14 6-3-6 10 3x4 M1120 11 5.8-14 9 3x6 M1120= 5-5-6 8 5x8 M1120= 17-2-2 5-11-14 7 3x9 M1120= 6-3-6 Scale = 1:43.7 0ZZ 6 3x4 M1120 11 N N LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.04 7-8 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.11 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 7-8 >999 240 Weight: 104 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-2-9 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` 1-9 2 X 4 SPF 165OF 1.5E, 5-6 2 X 4 SPF 165OF 1.5E 1-10 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 10=1251/0-5-8,6=1251/0-5-8 Max Horz 10=-58(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1464/0, 2-3=-1390/0, 3-4=-1400/0, 4-5=-1637/0, 5-6=-1179/0, 1-10=-1185/0 BOT CHORD 9-10=26/116.8-9=0/1317,7-8=0/1474.6-7=0/170 WEBS 2-9=-410/0, 2-8=-188/53, 3-8=0/400, 4-8=-349/23, 4-7=-316/0, 1-9=0/1303, 5-7=0/1371 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 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 QFtOF ESS/pN OONG CIOyG�F�c y UJ C 49V T I, *\ EXP. QF/30/06 /* / A WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED 11IITEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane __40 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 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 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 M iTek® Solely Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job russ Truss Type oty Ply o 0 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.45 R20402387 4405-5Y K5A COMMON 1 1 BC 0.33 Vert(TL) -0.11 7-8 >999 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) rox rrn mann, Tuma„Yn— 00000 u.wv a �w m cvw im i en nmuan ice. uvea nm� w � �ay.Yv cvvu rapt i 1 5-8-14 1 11-2-4 1 17-2-2 1 23-5-8 5-8-14 5-5-6 5.11-14 6-3-6 Scale = 1:43.7 4 4 4x6 M1120= 3 DZZ: 10 9 8 7 6 3x4 M1120 II 4x5 M1120= 5xB M1120= 3x9 M1120= 3x4 M1120 II 1 5-8.14 I 11-2-4 1 17-2-2 1 23-5-8 5-8-14 5-5-6 5-11-14 636 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.04 7-8 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.11 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.03 7-8 >999 240 Weight: 105 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-3-6 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' 5-6 2 X 4 SPF 1650F 1.5E OTHERS 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 6=1226/0-5-8, 11=1239/0-5-8 Max Horz 11=-25(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1348/0, 2-3=-1336/0, 3-4=-1348/0, 4-5=-1597/0, 10-11=0/101, 1-11=1175/0, 5-6=-1155/0 BOT CHORD 9-10=0/44,8-9=0/1207,7-8=0/1436,6-7=0/170 WEBS 2-9=445/0, 2-8=-118/101, 3-8=0/369, 4-8=-359/0, 4-7=-304/12, 1-9=0/1285, 5-7=0/1331 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 16.0 psf top chord dead load and 6.6 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 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) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard CN /QVLpFESS/ ONG k IX C4 19 T M Q WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use any with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design ramenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp ty g Pa p p po po 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, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 00 -0.09 7-8 >999 360 Vert(TL) R20402388 4405-5Y K5 -DRAG COMMON 1 1 6 n/a n/a Wind(LL) 0.02 7-8 Job Reference (optional) rox nn uaiDrenn, Tuma, Anzona aoaoo 5-8-14 5-5-6 4x6 M1120= r— 3 o.zuu s um i s zwD - i e mau smes, mc. vveo mar uo I D:- r LUDO rage i 5-11-14 636 Scale = 1:43.7 0Z - 10 9 8 7 6 3x7 M1120 II 3x10 M1120= 5x8 M1120= 4x8 M1120= 3x7 M112011 5.8-14 1 11-2-4 1 17-2-2 1 23-5-8 1 5-8-14 5-5-6 5-11-14 6-3.6 LOADING (psf) TCLL 20.0 TCDL 24.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.48 BC 0.77 WB 0.95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E ' BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std 'Except' 1-9 2 X 4 SPF 1650F 1.5E, 5-6 2 X 4 SPF 1650F 1.5E 5-7 2 X 4 SPF 1650F 1.5E, 1-10 2 X 4 SPF 1650F 1.5E DEFL in (loc) I/deft Ud Vert(LL) -0.09 7-8 >999 360 Vert(TL) -0.16 7-8 >999 240 Horz(TL) 0.08 6 n/a n/a Wind(LL) 0.02 7-8 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 104 Ib TOP CHORD Sheathed or 3-3-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-1 oc bracing. WEBS 1 Row at midpt 2-8,4-8 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) 10=1251/0-5-8,6=125110-5-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz 10=-145(load case 16) Max Uplift10=-1129(load case 9), 6=-1215(load case 12) Max Grav 1 0=2595(load case 8), 6=2678(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3343/1619, 2-3=2625/1014, 3-4=-2936/1304, 4-5=-3916/1991, 5-6=2599/1246, 1-10=-2523/1159 BOT CHORD 9-10=-2657/2747, 8-9=-3330/4865, 7-8=-1886/3634, 6-7=-11/198 WEBS 2-9=-1155/721, 2-8=-1046/911, 3-8=0/400, 4-8=-1208/880, 4-7=-1020!704, 1-9=-1654/3208, 5-7=-1971/3612 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a total drag load of 230 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-0-C for 490.5 plf. LOAD CASE(S) Standard rk N N QFtpFESS/py ONG C,UJ �� ��pyG Ftic 2 M C4909 M t *\ EXP. pfd/30/06 /* , IL rch S, Q WARNING - Verjfy design parameters and READ NOTES ON THIS AND D9CLr7DED MITER REFERENCE PAGE M11-7473 BEFORE USE. 7777 Greenback Lane __40 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation of component is res Citrus Heights, CA, 95610Ml pp N g pa p p po po 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply 00 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.62 R20402389 4405-5Y K6 MONO TRUSS 1 1 BC 0.13 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr Job Reference o tionall r0% nn ualDrann, Tuma, Anzona oJ"D o.<uu a dm i o [uw mi i —.11 ... Uw. vveu mai oo a.ov.Y i <V— raye i i 4-8-14 I 9-5-11 4-8-14 4-8.14 3 3x4 M1120 3 4 2x4 M1120 II 3x8 M1120= 2x4 M1120 .I 9-5-11 9-5.11 Scale = 1:28.9 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) -0.01 5-6 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 6 >999 240 Weight: 43 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) 7=49210-5-8,5=503/Mechanical Max Horz7=120(load case 5) Max UpIM=-56(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-442/21, 1-2=-537/0, 2-3=-554/45, 3-4=-3/0 BOT CHORD 6-7=-103/113.5-6=0/0 WEBS 3-6=-80/637, 2-6=459/113, 1-6=0/356, 3-5=463!77 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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�pFESS/pN\ ONG 2 IX C 4d 19rn t *\ EXPL09/30/06 /* j March A WARNzwG - verth Resign parameters and READ NOTES ON THIS AND INCLUDED 11DTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 00 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.28 R20402390 4405-5Y K7 MONO TRUSS 1 1 BC 0.11 Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) 3; 4-1-0 B-1-15 4-1-0 4-1-0 3x4 M1120 r— 3 4 2x4 M1120 11 3x8 M1120= 2x4 M112011 Scale: 3/8"=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.01 6-7 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 6 >999 240 Weight: 42 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) 7=421/0-5-8,5=432/Mechanical Max Horz7=133(load case 5) Max Uplift5=-55(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-321/0, 2-3=-356/38, 3-4=-3/0, 1-7=-389/9 BOT CHORD 6-7=-102/0,5-6=0/0 WEBS 3-6=-75/447, 2-6=-424/101, 1-6=0/320, 3-5=-400/73 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 rvrar %A r A WARNING - ver(& design parameters and READ NOTES ON TWS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP l 9 P P P Po P Po N 9 9 9 9 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, Mod'aon, WI 53719. ' Tek Job Truss Truss ype Qty Ply 0R20402391 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP 4405-5Y K8 JACK 1 1b Jo M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.30 Reference (optional) 3x - 1 6-1-15 i 3x5 M112011 Scale = 1:25.3 REACTIONS (Ib/size) 4=321/0-5-8, 2=247/Mechanical, 3=75/Mechanical Max Horz4=115(load case 5) Max Uplifl2=-63(load case 3) Max Grav4=321(load case 1), 2=247(load case 1), 3=121(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-277/42, 1-2=88/61 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 QFtOFESS/pN DONG yG `o2c 2 IX C49M9 T , *\ EXP. 0F/30/06 /* / March A WARNING - VerUij design parameters and READ NOTES ON THIS AND INCLUDED ADTER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane��40 Design valid for use only with Miek connectors. This B design based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity 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 M iTek0 Safety Inlormaflon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. 6-1-15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.06 3-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.15 3-4 >486 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.25 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 3-4 >999 240 Weight: 17 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) 4=321/0-5-8, 2=247/Mechanical, 3=75/Mechanical Max Horz4=115(load case 5) Max Uplifl2=-63(load case 3) Max Grav4=321(load case 1), 2=247(load case 1), 3=121(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-277/42, 1-2=88/61 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 QFtOFESS/pN DONG yG `o2c 2 IX C49M9 T , *\ EXP. 0F/30/06 /* / March A WARNING - VerUij design parameters and READ NOTES ON THIS AND INCLUDED ADTER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane��40 Design valid for use only with Miek connectors. This B design based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity 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 M iTek0 Safety Inlormaflon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Oty y820402392 00 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES 4405-5Y K9 JACK 1 1 360 BOT CHORD 2 X 4 SPF 1650F 1.5E Vert(TL) WEBS 2 X 4 SPF Stud/Std 3-4 >999 Job Reference (optional) 3x 3x LOADING(psf) SPACING 2-0-0 ' TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANS195 LUMBER 3-4 TOP CHORD 2 X 4 SPF 1650F 1.5E 360 BOT CHORD 2 X 4 SPF 1650F 1.5E Vert(TL) WEBS 2 X 4 SPF Stud/Std 3-4 4-1-15 BRACING PLATES GRIP M1120 197/144 Weight: 12 Ib TOP CHORD Sheathed or 4-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=213/0-5-8, 2=166/Mechanical, 3=48/Mechanical Max Horz4=97(load case 5) Max Uplift2=-49(load case 5), 3=-1 (load case 5) Max Grav4=213(load case 1), 2=166(load case 1), 3=80(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-182/26.1-2=58/41 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:20.5 /Q?,OFESS/pN� ONG CO�`` c� m Of C4d19 r , *\ EXP(/09/30/06 /*, March Q WARNING - Verjh design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MiTek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610Ml 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, DSB-89 and BCSIt Building Component M iTek� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 4-1-15 CSI DEFL in (loc) I/defl Ud TC 0.47 Vert(LL) -0.01 3-4 >999 360 BC 0.15 Vert(TL) -0.03 3-4 >999 240 WB 0.00 Horz(TL) -0.09 2 n/a n/a (Matrix) Wind(LL) 0.02 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 12 Ib TOP CHORD Sheathed or 4-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=213/0-5-8, 2=166/Mechanical, 3=48/Mechanical Max Horz4=97(load case 5) Max Uplift2=-49(load case 5), 3=-1 (load case 5) Max Grav4=213(load case 1), 2=166(load case 1), 3=80(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-182/26.1-2=58/41 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:20.5 /Q?,OFESS/pN� ONG CO�`` c� m Of C4d19 r , *\ EXP(/09/30/06 /*, March Q WARNING - Verjh design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MiTek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610Ml 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, DSB-89 and BCSIt Building Component M iTek� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Jo russcuss ype Qty Ply 00 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 820402393 4405-5Y K-GRDR SPECIAL 1 TC 0.91 Job Reference (optional) 11-3-12 2-5.13 7-5-14 10-8-4 10-j1 11 13.2.71 17-11-0 20-6-8 23-5-8 2-5-13 5.0-1 3.2-6 4&%W120t 2j� 1 4-8-8 2-7-8 2-11-0 Scale = 1:50.2 54-1 4x6 MII20� 4.00 12 3x4 MI120 % 6 4 3x5 M1120 1 2 3x5 M1120Z:� - 7 05 M1120�-z 8 45 M1120z�7 9 5x12 MI I 17 16 15 18 14 5x7 5x7 MII20 5� 3x5 MII20= 1000 MII20= 7x8 M1120= 13 2x4 M112011 12 11 10 2.59 12 3x4 MI120 II 5x10 M1120H= 2x4 M1120 11 6x8 M1120= 2-5-13 1 7-5-14 { 10-8-4 11-3-12� 13-9-1 I 17-11-0 1 2D-6-8 I 23-5-8 2-5-13 5-0-1 3-2-6 0-7-8 2-5.5 4-1-15 2-7-8 2-11-0 CIN Y Plate Offsets (X,Y): [1:0-4-12,0-0-41, 15:0-2-8,0-1-151, [13:0-6-4,0-3-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.0814-15 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 SC 0.82 Vert(TL) -0.21 14-15 >999 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.02 15 >999 240 Weight: 250 lb LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E *Except* 1-5 2 X 4 SPF 210OF 1.8E BOT CHORD 2 X 6 SPF 1650E 1.5E *Except* 7-12 2 X 4 SPF Stud/Std, 10-12 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 'Except* 5-15 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 8 DF No.2 -G 1-8-9 REACTIONS (Ib/size) 1=3115/0-5-8, 10=3076/0-5-8 Max Horz 1 =67(load case 5) Max Upliftl=-30(load case 3), 10=-38(load case 4) BRACING TOP CHORD Sheathed or 4-4-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4903/31, 2-3=-4792/53, 3-4=-6479/62, 4-5=-6567/72, 5-6=-6419/73, 6-7=-6965/72, 7-8=-5159/75, 8-9=-2962/45, 9-10=-2992/51 BOT CHORD 1-17=66/4201,16-17=-66/4201,15-16=-29/6111, 15-18=0/6458,14-18=0/6458,13-14=-38/5022,12-13=0/104, 7-13=-1734/44,11-12=-17/487, 10-11=-4/104 WEBS 4-15=-29/301, 6-15=-614/66,6-14=0/749, 7-14=-1/1817, 11-13=-7/2384, 8-13=-6/2790, 8-11=-2698/55, 9-11=-25/3273, 5-15=-22/3495, 3-17=-382/63,4-16=-546/58, 3-16=-2/2014 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-5-0 oc, 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead Ic and 6.0 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 r exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 F ESS/ONG pN� 2 W- C4019 T 1 A WARNING - Verffy design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shovm, and is for an individual building component. Suite 109 Applicability of design ramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP N 9 Pa P P Po P Po N 9 9 �9 9 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/TPI I Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty P y0 0 820402393 4405-SY K-GRDR SPECIAL 1 L 2 Job Reference (optional) ,_...-._ --- _ .nb.w ...,, nD a 1A AA Inn.. Donn 9 NOTES 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1983 Ib down at 10-8-4, and 1052 Ib down at 11-3-12, and 638 Ib down at 13-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-88, 5-6=-88, 6-9=-88, 1-14=-20, 13-14=-20, 10-12=-20 Concentrated Loads (lb) Vert: 14=-638(F) 15=-1983(F) 18=-1052(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 BEFORE USE.7777 Su to 109enback Lane ��® Design valid for use only with MOTek connectors. This design is based only upon parameters shown, and 4 for an individual building component. Citrus Heights, CA, 95610 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 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 M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type aty Ply o floc) I/deft Ud PLATES GRIP TCLL 20.0 R20402394 4405-5Y L COMMON 5 1�Joo >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 Reference o tional 5-1-5 I 10-1-0 l 15-0-11 l 20-2.0 5-1-5 4-11-11 4-11-11 5-1-5 Scale = 1:34.7 4x7 M1120= 4 6x8 M1120= lu y 11 a 6x8 M1120= 2x4 M1120 11 5x8 M1120= 2x4 M1120 11 5-1-5 4-11-11 4-11-11 5-1-5 Plate Offsets (X,Y): [1:0 -2 -7,0 -3 -01,[5:0 -0-0,0-0-0),[7:0-0-0,0-0-01,[7:0-2-7,0-3-11,(9:0-4-0,0-3-01 l� 0 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.14 9-10 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.33 9-10 >732 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.08 9-10 >999 240 Weight: 73 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E ' BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 2-7-7, Right 2 X 4 SPF Stud/Std 2-7-6 ' REACTIONS (Ib/size) 1=1658/0-5-8,7=1658/0-5-8 Max Horz 1 =-47(load case 15) Max Upliftl=-284(load case 9), 7=-284(load case 12) Max Grav 1 =2048(load case 8), 7=2048(load case 7) BRACING TOP CHORD Sheathed or 2-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-8-6 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. ' FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=4811/730, 2-3=4455/542, 3-4=-3027/335, 4-5=-3024/332, 5-6=-4470/557, 6-7=-4825/744 BOT CHORD 1-10=-749/4397, 9-10=-749/4397, 9-11=-879/4561, 8-11=879/4295, 7-8=-587/4412 WEBS 3-10=0/150,3-9=-1326/143, 4-9=0/1034,5-9=-1308/124, 5-8=0/150 ' 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 12-11-0 to 20-2-0 for 278.2 plf. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 569 Ib down and 78 Ib up at 4-10-0, 'and 569 Ib down and 78 Ib up at 15-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) 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 ( Vert: 1-4=-=- 88, 4-7=-88, 1-7=20 Concentrated Loads (Ib) Vert: 3=-569(F) 5=-569(F) FESS/k ONG G CO Fti IX C 491171 AVU T *\ EXP. 09Y30/06 /* A WARNING - very -o design parameters and READ NOTES ON TWS AND INCLUDED MTER REFERENCE PAGE AM 7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MiTek connectors. This design is based on upon parameters shown, and is for an individual building com Suite 109 9 N 9 N Ip pa g pong sh Citrus Heights, CA, 9561 oml Applicability of design paramenters and proper incorporation of component a responvbirity of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to iisure 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 BCSi1 Building Component 411 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. MiTek Job russ Truss Type Oty Ply o 0 4.11-11 4-6-1 BC 0.57 BCLL 0.0 Rep Stress Incr YES 820402395 4405.5Y Ll COMMON 5 1 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 165OF 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std 9-10 Job Reference (optional) 5.1.5 10-1-0 15-0-11 19-6-12 5-1.5 4-11-11 4-11-11 4-6-1 Scale= 1:34.3 4x6 M1120= 4 4x8 M1120= IV ' 4x8 M1120 II 2x4 M112011 5x8 M1120= 2x4 M1120 11 ' 5-1-5 10-1-0 15-0-11 19-6-12 5-1-5 4-11-11 4.11-11 4-6-1 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.54 TCDL 24.0 Lumber Increase 1.15 BC 0.57 BCLL 0.0 Rep Stress Incr YES WB 0.43 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 0.08 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 165OF 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std 9-10 SLIDER Left 2 X 4 SPF Stud/Std 2-7-7, Right 2 X 4 SPF Stud/Std 2-7-6 DEFL in (loc) I/defl Ud Vert(LL) -0.10 9-10 >999 360 Vert(TL) -0.20 9-10 >999 240 Horz(TL) 0.08 7 n/a n/a Wind(LL) 0.04 9-10 >999 240 BRACING TOP CHORD BOTCHORD PLATES GRIP M1120 197/144 Weight: 71 Ib Sheathed or 3-9-0 oc purlins. Rigid ceiling directly applied or 7-10-14 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE ' REACTIONS (Ib/size) 1=1056/0-5-8,7=1056/Mechanical SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz1=11(load case 9) Max Upliftl=-236(load case 8), 7=-236(load case 11) Max Gravl=1453(load case 7), 7=1453(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3225/608, 2-3=2910/421, 3-4=2108/303, 4-5=-2060/261, 5-6=-2610/338, 6-7=-2979/528 BOT CHORD 1-10=-613/2959, 9-10=-613/2959, 9-11=-832/2966, 8-11=-832/2852, 7-8=-377/2643 WEBS 3-10=0/181,3-9=-727/53,4-9=0/508,5-9=554/103,5-8=0/157 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 16.0 psf top chord dead load and 6.6 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. ' If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 12-11-0 to �OQ�(F ESS/0� 19-6-12 for 294.4 plf. .� ' LOAD CASE(S) Standard� DO G coLU c3 m C4 19 SO ' * EXP. /30/06 */ March la Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED DIITER REFERENCE PAGE 1IM-7473 BEFORE USE. 7777 Suite Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 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 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 SCSI) Building Component M iTek® Safety Informailon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Jo]Truss SPACING 2-0-0 Truss Type Qty Ply 00 TCDL 24.0 Lumber Increase 1.15 BC 0.75 BCLL 0.0 Rep Stress Incr NO 820402396 4405.5Y L1 -DRAG COMMON 1 1 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 210OF 1.8E Wind(LL) WEBS 2 X 4 SPF Stud/Std 9-10 Job Reference (optional) 5-1-5 I 10-1-0 i 15.0.11 I 20-2-0 5.1-5 4-11-11 4.11-11 5-1-5 Scale = 1:35.0 4x7 M1120= 4 6x10M1120= lu 11 a 0 6x10M1120= 2x4 M1120 II 5x8 M1120= 2x4 M1120 II 7 LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.84 TCDL 24.0 Lumber Increase 1.15 BC 0.75 BCLL 0.0 Rep Stress Incr NO WB 0.85 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 0.12 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 210OF 1.8E Wind(LL) WEBS 2 X 4 SPF Stud/Std 9-10 SLIDER Left 2 X 4 SPF Stud/Std 2-7-7, Right 2 X 4 SPF Stud/Std 2-7-6 DEFL in floc) Ildefl Ud Vert(LL) -0.16 8-9 >999 360 Vert(TL) -0.33 8-9 >729 240 Horz(TL) 0.12 7 n/a n/a Wind(LL) 0.04 9-10 >999 240 BRACING 5-1-5 PLATES GRIP M1120 197/144 Weight: 73 Ib TOP CHORD Sheathed or 2-2-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-11-10 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND REACTIONS (Ib/size) 1=1658/0-5-8,7=1658/0-5-8 PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horz 1 =47(load case 13) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Upliftl=-570(load case 9), 7=-570(load case 12) Max Grav 1 =2412(load case 8), 7=2412(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5762/1530, 2-3=-5157/1045, 3-4=-3462/703, 4-5=-3467/708, 5-6=-5132/1019, 6-7=-5737/1505 BOT CHORD 1-10=1172/5282, 10-11=-1722/5034,9-11=-1738/5574,8-9=-1387/5256.7-8=-1387/5256 WEBS 3-10=0/145,3-9=-1382/122,4-9=0/1040,5-9=-1417/157,5-8=0/145 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a total drag load of 3900 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 7-3-0 for 537.9 plf.Q?q,(0) F ESS/ ON� 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 569 Ib down at 4-10-0, and 569 Ib �O down at 15-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. ON �� Gy Fti 6) 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 m 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 IIJJ C 19 rn Uniform Loads (plf) Vert: 1-4=-88, 4-7=-88,1-7=-20 * EXP. 9/30/06 Concentrated Loads (lb) Vert: 3=-569(F) 5=-569(F) OF March-&< lv d A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MD.7473 BEFORE USE. 7777 Greenback Lane ��40 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oromenters and proper incorporation of component is res nsibifi of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP N 9 P P P Po P Po N 9 9 5 9 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 overoll 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 M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type Oty Py 00 4-11-11 5.1-5 Ud TCLL 20.0 Plates Increase R20402397 4405-5Y L -DRAG COMMON 1 1 360 TCDL 24.0 Lumber Increase 1.15 BC 0.24 Vert(TL) Job Reference (optional) 5-1-5 4-11-11 4.11-11 5-1-5 Scale = 1:34.4 4x5 M1120= 4 4x5 M1120 11 4x4 101120% "" '" ' ' '" 4x4 M1120z 4x5 M1120 11 2x4 M1120 11 5x8 M1120= 2x4 M1120 II 5-1-5 I 10-1-0 1 15-0-11 I 20-2-0 5-1-5 4.11-11 4-11-11 5.1-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud TCLL 20.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.01 7-8 >999 360 TCDL 24.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.03 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 1-10 >999 240 LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 2-7-7, Right 2 X 4 SPF Stud/Std 2-7-7 PLATES GRIP M1120 197/144 Weight: 73 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=324/6-7-0, 7=324/6-7-0, 10=1334/6-7-0, 8=1334/6-7-0 Max Horz 1 =47(load case 14) Max Upliftl=-1113(load case 9), 7=-382(load case 12), 10=-288(load case 9), 8=-19(load case 12) Max Gravl=480(load case 8), 7=743(load case 7), 10=1673(load case 8), 8=1409(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-670/335, 2-3=-388/188, 3-4=-909/262, 4-5=-1297/644, 5-6=-845/813, 6-7=-1365/1000 BOT CHORD 1-10=340/613, 9-110=340/6113,9-1 1=-976/1271, 8-11=-976/813, 7-8=-825/1182 WEBS 3-10=-1545/358, 3-9=-431f746,4-9=-215/117, 5-9=-142/448,5-8=-1291/97 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 12-11-0 to 20-2-0 for 278.2 plf. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 569 Ib down and 78 lb up at 4-10-0, and 569 Ib down and 78 Ib up at 15-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) 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: 1-4=-88, 4-7=-88, 1-7=20 Concentrated Loads (lb) Vert: 3=-569(F) 5=-569(F) A WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED MTER REFERENCE PAGE DDL7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M -Tek connectors. This design B based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is res CiW s Heights, CA, 95610 PP N 9 P P P Po p ponsibility 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, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, OSB -89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Ply 0 0 4-11-11 5-1-5 DEFL in floc) R20402398 4405-SY LG COMMON 2 1 Vert(LL) -0.10 8-9 >999 360 M1120 197/144 Job Reference (optional) 5-1-5 I 10-1-0 I 15-0-11 I 20-2-0 1 5-1-5 4-11-11 4-11-11 5-1-5 Scale = 1:34.7 4x7 M1120= 4 5x8 M1120= lu 9 a 5x8 M1120= 2x4 M112011 5x8 M1120= 2x4 M1120 II 5-1-5 I I 10-1-0 I 15-0-11 I 20-2-0 I 5-1-5 4.11-11 4-11-11 5-1-5 I� d Plate Offsets (X,Y): [1:0 -2 -3,0 -2 -41,[5:0 -0-0,0-0-01,[7:0-0-0,0-0-01,[7:0-2-3,0-2-51,[9:0-4-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.10 8-9 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.27 8-9 >890 240 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 9-10 >999 240 Weight: 73 lb LUMBER TOP CHORD 2 X 4 SPF 210OF 1.8E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 2-7-7, Right 2 X 4 SPF Stud/Std 2-7-6 REACTIONS (Ib/size) 1=165810-5-8,7=1658/0-5-8 Max Horz 1=47(load case 5) BRACING TOP CHORD Sheathed or 3-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3815/0, 2-3=-3726/0, 3-4=2557/0, 4-5=-2556/0, 5-6=-3726/0, 6-7=3815/0 BOT CHORD 1-10=0/3474, 9-10=0/3474, 8-9=0/3474, 7-8=0/3474 WEBS 3-10=0/154, 3-9=-1222/0, 4-9=0/1024, 5-9=-1223/0, 5-8=0/154 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 16.0 psf top chord dead load and 6.6 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, w.th 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 569 Ib down at 4-10-0, and 569 Ib down at 15-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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: 1-4=-88, 4-7=-88, 1-7=20 Concentrated Loads (lb) Vert: 3=-569(F) 5=-569(F) A WARNING - Verib design parameters and BEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility y of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Mad'aon, WI 53719. Job russruss Type ty Ply 00 23-0-4 27-4-0 1 I 1-6-4 1 I 3-4-14 3-4-14 820402399 4405-5Y M1 HIP 1 1 I I 4-3-12 Plate Offsets (X,Y): [1:0-3-8,Edgel, f4:0-5-4,0-2-01, [6:0-5-4,0-2-01, [8:0-3-8,Edge1 Job Reference (optional) i 1-6-4 1 4-11-2 1 8-4-0 I 13-8-0 I 19-0-0 I 23-0-4 1 27-4-0 1 1-6.4 3-4-14 3-4-14 5-4-0 5-4-0 4-0-4 4-3-12 Scale: 1/4"1' 4x9 M1120= 4.00 F12 4 2x4 M112011 4x9 M1120= 5 6 15 14 13 12 11 10 9 6x8 M1120 11 2x4 M1120 II 3x5 M1120= 3x4 M1120= 3x5 M1120= 3x8 M1120= 3x4 M1120= 2)4 M1120 11 6xB M112011 1-6-4 4-11-2 B-4-0 13-8-0 19-0-0 23-0-4 27-4-0 1 I 1-6-4 1 I 3-4-14 3-4-14 5.4.0 I 5-4-0 1 4-0-4 I I 4-3-12 Plate Offsets (X,Y): [1:0-3-8,Edgel, f4:0-5-4,0-2-01, [6:0-5-4,0-2-01, [8:0-3-8,Edge1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.15 11 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.40 10-11 >783 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.10 11 >999 240 Weight: 105 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' BOT CHORD 2 X 4 SPF 1650F 1.5E 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) 15=-0/0-5-8, 1=1478/0-5-8, 8=1478/0-5-8 Max Horz15=2616(load case 1), 1=2616(load case 1) Max Gravl=1478(load case 1), 8=1478(load case 1) BRACING TOP CHORD Sheathed or 3-6-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2971/0, 2-3=-3302/0, 3-4=-3022/0, 4-5=-3343/0, 5-6=-3343/0, 6-7=-3040/0, 7-8=-3438/0 BOT CHORD 1-15=0/0, 14-15=0/2616,13-14=0/3089,12-13=0/2843.11-12=0/2843, 10-11=0/2847.9-10=0/3125,8-9=0/3125 WEBS 2-15=0173,2-14=0/487,3-14=-46/40. 3-13=-307/7, 4-13=0/306, 4-11=0/688, 5-11=-486/0, 6-11=0/686, 6-10=0/300, 7-10=-329/15,7-9=0/163 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 16.0 psf top chord dead load and 6.6 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, witr 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 nc•t exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 15. ILOAD CASE(S) Standard A WARNING - Ver(fy design pammeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane -40 Design valid for use on with MTek connectors. This design is based on u Suite 109 g y g N 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 Citrus Heights, CA, 95610Ml 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 ANSIAPll Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job russ Truss Type Qty Ply 04405-5Y LOADING(psf) SPACING 2-0-0 CSI M10 JACK 2 1b Jo PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.18 Reference o tional u.—. vv, ,v vv., ­...„ ,..vv r..... ..... . u n.a. vv .v.v..vv wvv rny. 4 3 3-4-11 Scale = 1:11.1 Plate Offsets (X,Y): [4:04-0,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 3-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 3-4 >999 240 Weight: 8lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=172/Mechanical, 2=129/Mechanical, 3=43/Mechanical Max Horz4=43(load case 5) Max Uplift2=-31(load case 3) Max Grav4=172(load case 1), 2=129(load case 1), 3=65(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 14=-151/26,1-2=-48/32 BOT CHORD 3-4=0/0 BRACING TOP CHORD Sheathed or 3-4-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead loa i and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. IB porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 girders) for truss to truss connections. LOAD CASE(S) Standard Q�I,pF ESS/p/y ONG CO �� Z w C4d19rn * EX /30/06 \r'9T V IL Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED df ITER REFERENCE PAGE 11M.7473 BEFORE USE. 7777Greenback Lane __® Design valid for use only with Walk connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design ramenters and proper incorporation Citrus Heights, CA, 95610MI pp ty g pa p p poration 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison, WI 53719. Job fussruss Type Qty Ply 00 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.03 R20402401 4405-5Y M11 JACK 2 1 BC 0.01 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) 4 3 1-4-3xil M1120 11 11 1-4-11 Scale: 1.5"=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.03 Vert(LL) -0.00 4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.01 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 >999 240 Weight: 4lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 1-4-11 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 ' REACTIONS (Ib/size) 4=66/Mechanical, 3=15/Mechanical, 2=51/Mechanical Max Horz4=25(load case 5) Max Uplift2=-13(load case 3) Max Grav4=66(load case 1), 3=25(load case 2), 2=51 (load case 1) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-57/8,1-2=-18/13 BOT CHORD 3-4=0/0 NOTES ' 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 girders) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Q�OF ESS/pN ONGLIJ 2 C4d19 rn I, *\ EXP(99/30/06 /* / A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IIfITEK REFERENCE PAGE DW -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design is based any upon parameters shown. and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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 M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Ply 0 0 1-6-4 4-4-14 4-4-14 6-8-1 5-0-4 820402402 4405-5Y M2 HIP 1 1 BC 0.72 Vert(TL) -0.36 9-11 >857 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) roxwonn --nn, ruma, nnzona oaow 1-6-4 I 5-11-2 I 10-4-0 I 17-0-0 I 1-6-4 4-4-14 4-4-14 6-8-1 4x9 M1120= 48 M1120= 4.00F12 4 5 o.mu saw is auuo mi i- mausmes, mc. wea mar uo 1o:aa:or zuuo rage i 5-D-4 5312 Scale: 1/4"=1' 13 12 11 10 9 8 6x8 M1120 11 2x4 M1120 It 3x7 M1120= 3x5 M1120= 3x8 M1120= 2x4 M1120 11 6x8 M1120 11 3x4 M1120= I1.6.4 5-11-2 1 10-4-0 17-0-0 22-0-4 27-4-0 1-6-4 4-4-14 4-4-14 6-8-1 5-0-4 5312 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.12 9-11 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.72 Vert(TL) -0.36 9-11 >857 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.08 9-11 >999 240 Weight: 103 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-4-13 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) 13=0/0-5-8, 1=1478/0-5-8,7=1478/0-5-8 Max Horz13=-2679(load case 1), 1=2679(load case 1) Max Grav1=1478(load case 1), 7=1478(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3030/0, 2-3=-3285/0, 3-4=2797/0, 4-5=-2625/0, 5-6=-2816/0, 6-7=-3449/0 BOT CHORD 1-13=0/0, 12-13=0/2679,11-12=013060. 10-11=0/2619, 9-10=0/2619, 8-9=0/3138, 7-8=0/3138 WEBS 2-13=01102,2-12=0/388, 3-12=0/116,3-1 1=-519/0, 4-11=0/419, 4-9=-163/172, 5-9=0/414,6-9=-584/0,6-8=0/215 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 13. LOAD CASE(S) Standard /Q?,pF ESS/ONG LILIrn pN\ CIO 2 C 4'19 , *\ EXPA9/30/06 /* j A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTER' REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Qty Ply 0R20402403 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3075/0, 2-3=-3266/0, 3-4=-2493/0, 4-5=-2314/0, 5-6=-2517/0, 6-7=-3445/0 LOADING(psf) SPACING 2-0-0 4405-5Y M3 HIP 1 1b Jo TCLL 20.0 Plates Increase 1.15 load and 6.6 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with TC 0.62 Vert(LL) -0.12 Reference (optional) ,,.— ,,... <...., aye , I 1-6-4 I 6.11-2 I 12-4-0 I 15-0-0 I 21-0-4 I 27-4-0 1-6-4 5-4-14 5-4-14 2-8-1 6.0-4 6.3-12 Scale: 1/4"=1' 4x8 M1120= 4x7 MII20= 4 5 13 12 11 10 9 8 6x8 M1120 11 2x4 M1120 II 4x4 M1120= 3x5 M1120= 3x8 M1120= 2x4 M1120 II 6x8 M112011 3x4 M1120= 1-6-4 5-4-14 5-4-14 2-8-1 6-0-4 6-3-12 Plate Offsets (X,Y): [1:0-3-8,Edge), [4:0-5-4,0-2-01, [7:0-3-8,Edge) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3075/0, 2-3=-3266/0, 3-4=-2493/0, 4-5=-2314/0, 5-6=-2517/0, 6-7=-3445/0 LOADING(psf) SPACING 2-0-0 WEBS 2-13=0/125, 2-12=0/330, 3-12=0/206, 3-10=-839/0, 4-10=0/428, 4-9=-140/182, 5-9=0/419, 6-9=-918/0, 6-8=0/283 CSI DEFL in (loc) I/deFl Ud 1) Unbalanced roof live loads have been considered for this design. PLATES GRIP TCLL 20.0 Plates Increase 1.15 load and 6.6 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with TC 0.62 Vert(LL) -0.12 10 >999 360 exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 MII20 197/144 TCDL 24.0 Lumber Increase 1.15 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BC 0.77 Vert(TL) -0.34 8-9 >904 240 LOAD CASE(S) Standard0 O9?�OFESS/t7N GLU BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.12 7 n/a n/a m BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.08 10 >999 240 Weight: 106 lb LUMBER EXP. 6//30/06 * /3 06 BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-2-5 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 WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 13=-0/0-5-8, 1=1478/0-5-8, 7=1478/0-5-8 Max Horz13=2728(load case 1), 1=2728(load case 1) Max Grav1=1478(load case 1), 7=1478(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3075/0, 2-3=-3266/0, 3-4=-2493/0, 4-5=-2314/0, 5-6=-2517/0, 6-7=-3445/0 BOT CHORD 1-13=0/0, 12-13=0/2728,11-12=0/3034, 10-11=0/3034,9-10=0/2302,8-9=0/3136, 7-8=0/3136 WEBS 2-13=0/125, 2-12=0/330, 3-12=0/206, 3-10=-839/0, 4-10=0/428, 4-9=-140/182, 5-9=0/419, 6-9=-918/0, 6-8=0/283 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 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) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 13. LOAD CASE(S) Standard0 O9?�OFESS/t7N GLU c3 m M EXP. 6//30/06 * /3 06 ® WARNING - Vert(y design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AM -74" BEFORE USE. 7777 Greenback Lane r--® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and'a for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity, 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 iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job russ Truss Type Qty Ply 0 0 TCLL 20.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.13 5-6 >999 360 820402404 4405-5Y M4 COMMON 2 1 BCLL 0.0 Rep Stress Incr YES WS 0.88 Horz(TL) 0.08 5 n/a n/a Job Reference (optional) 6-1-2 5-7-10 4x6 M1120= 3 o.zw s — i s cuw mi i en mausmes, mc. vveo mar ua i o:sv:os zuuo rage r 5.7-9 8-0.6 Scale = 1:44.1 10 9 8 7 6 6x8 M1120 II 3x4 M112011 3x8 M1120= 3x4 M1120= 3x8 M1120= 2x4 M1120 II 6-1-2 I 11-8.12 I 17-4-6 I 25-4-12 I r>1-2 5.7-10 5-7-9 846 16 d LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.13 5-6 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.40 5-6 >762 240 BCLL 0.0 Rep Stress Incr YES WS 0.88 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.09 5-6 >999 240 Weight: 93 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* TOP CHORD Sheathed or 3-3-5 oc purlins, except end verticals. 3-5 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 'Except' 1-10 2 X 4 SPF 1650F 1.5E, 1-9 2 X 4 SPF 1650F 1.5E WEDGE Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 10=1364/Mechanical, 5=1364/0-5-8 Max Horz 1 0=-79(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2367/0,2-3=-1985/0,3-4=1997/0.4-5=-2992/0, 1-10=-1289/0 BOT CHORD 9-10=0/383, 8-9=0/2165, 7-8=0/2165, 6-7=0/2700, 5-6=0/2700 WEBS 2-9=-202/17, 2-7=-481/1, 3-7=0/759, 4-7=-1045/0, 4-6=0/324, 1-9=0/1807 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 16.0 psf tap chord dead load and 6.6 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 nct exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. Q?,pF ESS/pN LOAD CASE(S) StandardDONG Y� l F2c c3 m C4W1 9 , * EXP. V130106 * j March 0 WARNING - Verify design pammerers and READ NOTES ON THIS AND INCLUDED DDTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MTek connectors. This design is based on u Suite 109 g M g N eon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 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 constru:tion 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 M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job russruss Type Qty Ply 00 3-5-6 4-4-0 6-10-12 6-11-12 Vert(TL) R20402405 4405-5Y M5 SPECIAL 5 1 Code UBC97/ANSI95 n/a (Matrix) LUMBER 0.08 TOP CHORD 2 X 4 SPF 1650F 1.5E Job Reference (optional) 3-8-14 3-8-14 7-2-4 I 11-8-12 3-5-6 4-6-8 4x7 M1120= 4 u.cvu a uw w caw rvn i en uwu_m - uvea — uo i D-- cuuo rage 1 18-5-0 I 25-4-12 I 6-8-4 6-11-12 Scale = 1:44.9 13 12 11 8 7 6x8 M1120 II 3x4 M1120 11 3x12 M1120= 3x4 M1120 II 3x5 M112011 3x9 M1120= ' 3-8-14 I 7.2-4 I 11-6-4 I 18-5-0 I 25-4-12 I 3.8-14 3-5-6 4-4-0 6-10-12 6-11-12 LOADING (psf) SPACING 2-0-0 (loc) CSI TCLL 20.0 Plates Increase 1.15 -0.12 TC 0.73 TCDL 24.0 Lumber Increase 1.15 Vert(TL) SC 1.00 BCLL 0.0 Rep Stress Incr YES 240 WB 0.80 BCDL 10.0 Code UBC97/ANSI95 n/a (Matrix) LUMBER 0.08 TOP CHORD 2 X 4 SPF 1650F 1.5E >999 BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* 3-11 2 X 4 SPF Stud/Std, 4-8 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std 'Except* 10-12 2 X 4 SPF 165OF 1.5E, 7-9 2 X 4 SPF 1650F 1.5E 1-12 2 X 4 SPF 1650F 1.5E WEDGE Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 13=1364/Mechanical, 6=1364/0-5-8 DEFL in (loc) 1/defl Ud Vert(LL) -0.12 9-10 >999 360 Vert(TL) -0.34 9-10 >885 240 Horz(TL) 0.14 6 n/a n/a Wind(LL) 0.08 6-7 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 107 Ib TOP CHORD Sheathed or 3-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or -10-0-0 oc bracing. Max Horz 13=-79(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2090/0, 2-3=-3432/0, 3-4=-2461/0, 4-5=-2472/0, 5-6=-3088/0, 1-13=-1298/0 BOT CHORD 12-13=-3/199, 11-12=0/163, 10-11=0/85, 3-10=0/499, 9-10=0/3272, 8-9=0/133, 4-9=0/988, 7-8=0/221, 6-7=0/2800 WEBS 2-12=-1113/0, 10-12=0/1880, 2-10=0/1335, 3-9=-1098/0, 7-9=0/2623, 5-9=66577, 5-7=-217/27, 1-12=0/1798 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 16.0 psf top chord dead load and 6.6 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, will 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ROFESS/� 4) Refer to girder(s) for truss to truss connections. Q OONG LOAD CASE(S) StandardLIJ c3 m * EX 4,019 9/ 0 06 VV MarcWT, A WARNING - Ver(N design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M-rek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design oramenters and proper incorporation Citrus Heights, CA, 95610M1 pp ly g p p p poration 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, quority control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job russ Truss Type Oty Ply 0 0 3-9-4 4-4-0 6.10-12 6-11-12 Rep Stress Incr YES R20402406 4405-5Y M6 SPECIAL 5 1 TOP CHORD 2 X 4 SPF 165OF 1.5E >999 BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* 4-12 2 X 4 SPF Stud/Std Job Reference (optional) roxwonn uaioraim, r uma, ianzon. aaaoo —vu a uoi i a cuuo mi i — in, vveo mar uo 1 o: — —vo rage i 4-0-12 I 7-10-0 I 12-4-8 I 19-D-12 1 26-0-8 4-0-12 3-9-4 4-6-8 6-8-4 6.11-12 Scale = 1:46.1 47 M1120= 5 600 M112011 13 12 9 8 6x8 M1120 II 4x6 M1120-;; 3x8 M1120= 3x4 M112011 3x5 M1120 II 48 M1120= ' 4-0-12 I 7-10-0 I 12-2-0 1 19-0-12 1 26-0-8 1 4-0.12 3-9-4 4-4-0 6.10-12 6-11-12 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.86 TCDL 24.0 Lumber Increase 1.15 BC 0.79 BCLL 0.0 Rep Stress Incr YES WB 0.88 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER Wind(LL) TOP CHORD 2 X 4 SPF 165OF 1.5E >999 BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* 4-12 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std 'Except* 11-13 2 X 4 SPF 1650F 1.5E, 8-10 2 X 4 SPF 1650F 1.5E WEDGE Right: 2 X 4 SPF Stud/Std SLIDER Left 2 X 8 DF No.2 -G 2-2-7 REACTIONS (Ib/size) 1=1407/0-3-8,7=1407/0-5-8 Max Horz 1=-62(load case 6) DEFL in (loc) Well Ud Vert(LL) -0.1510-11 >999 360 Vert(TL) -0.4310-11 >732 240 Horz(TL) 0.16 7 n/a n/a Wind(LL) 0.1010-11 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 110 Ib TOP CHORD Sheathed or 2-10-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2541/0, 2-3=-2441/0, 3-4=-3823/0, 4-5=-2625/0, 5-6=-2627/0, 6-7=3208/0 BOT CHORD 1-13=0/2197, 12-13=0/198, 11-12=0/109, 4-11=0/577, 10-11=0/3640, 9-10=0/135, 5-10=0/1097, 8-9=0/236, 7-8=0/2913 WEBS 3-13=-699/0,11-13=0/2104,3-11=011457, 4-10=-1337/0, 8-10=0/2718,6-10=-638/14,6-8=-233/24 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 k above ground level, using 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard la�¢ /Q?�IDONG �pN\ Q,ON� Z IX C4 9 T. , *\ EXP.(0,b/30/06 /* , JX A WARND9G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane —® Design valid for use on with Welk connectors. This design is based on upon Suite 109 g y g N pn parameters shown, and is for an individual building component. Citrus Heights, CA, 95610MI 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 responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding A fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 'Y' iTek® Safety Informatlon available from Truss Plate Institute, 583 D'Onofdo Drive. Madison. WI 53719. Job russ Truss Type Qty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402407 4405-5Y M7 -DRAG MONO TRUSS 1 1 Code UBC97/ANSI95 WB 0.94 Horz(TL) 0.01 4 n/a Job Reference (optional) roxwonn uaioraim, Yuma. —zona oww o.zav s dm w zu M1 i eK mausmes, Inc. uvea mar ao i o:av:oo cavo rage I 3.2-0 3.2-0 2x4 M1120 11 3 4x7 M1120= LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 8 SPF 1950F 1.5E WEBS 2 X 4 SPF Stud/Std 4x5 M1120= 6-4-0 CSI DEFL in (loc) I/defl Ud TC 0.47 Vert(LL) -0.02 5 >999 360 SC 0.41 Vert(TL) -0.05 5 >999 240 WB 0.94 Horz(TL) 0.01 4 n/a n/a (Matrix) Wind(LL) 0.00 5 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 29 Ib TOP CHORD Sheathed or 3-6-14 oc purlins. BOT CHORD Rigid ceiling directly applied or .5-10-2 oc bracing. Scale = 1:17.6 REACTIONS size) 1=1894/0-5-8,4=1894/Mechanical 4=1894/Mechanical Horz1=QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND MaxMacase 3) PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Upliftl=-13731373(load case 9), 4=-36(load case 10) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3762/3206, 2-3=-2009/1933 BOT CHORD 1-5=-3025/3452.4-5=-1397/2270 WEBS 3-4=-123/9, 2-5=-189/1553, 2-4=-2444/423 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 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) This truss has been designed for a total drag load of 3900 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-4-0 for 616.0 plf. 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=-88, 1-4=-548(F=-528) /Q?,pFESS/pN� ONG /C6�`� Q`�pyG F2c C Z rn Of C49 ;0rn ,*\ EXP. OXID/06 /*, IV A WARNING - Ver(jg design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and Citrus Heights, CA, 95610MI pp y g p 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, quariy control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTekis Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job russ Truss Type oty Ply 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402408 4405-SY M8 JACK 1 1 Code UBC97/ANSI95 WB 0.00 Horz(TL) 0.04 2 n/a Job Reference (optional) o.cvv a uu— cwu rvur eR uiuua ui w. vvnu mer vo ioar.uo cavo raye i 4 3 3x8 M112011 5-4-11 5-4-11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/defl Ud TC 0.54 Vert(LL) -0.03 3-4 >999 360 BC 0.23 Vert(TL) -0.09 3-4 >724 240 WB 0.00 Horz(TL) 0.04 2 n/a nla (Matrix) Wind(LL) 0.02 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 13 Ib TOP CHORD Sheathed or 5-4-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=280/Mechanical, 2=209/Mechanical, 3=71/Mechanical Max Horz4=60(load case 5) Max Uplift4=-l(load case 3), 2=-48(load case 3) Max Grav4=280(load case 1), 2=209(load case 1), 3=106(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-247/44, 1-2=-78/52 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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. LOAD CASE(S) Standard Scale= 1:15.2 A WARNING - Ver((y design parameters and READ NOTES ON THIS AND INCLUDED BITTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is res Citrus Heights, CA, 95610MI pp ty g p p p po p 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, 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. ' Job russ Truss Type City Ply 0 0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.03 1-3 >999 360 M1120 197/144 TCDL 24.0 820402409 4405-5Y M9 JACK 1 1 WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) rox nn uaiDrann, Tuma, mnzona oasoo o.zuu s uw i s zuuD mn eK maul es, mc. vvea mar ua i o:onao zuuo rage i 3A MII7n it 4-11-11 ' 3x6 M1120 II 4-11-11 Scale = 1:12.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.03 1-3 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.07 1-3 >895 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=217/Mechanical, 3=49/Mechanical, 1=266/0-5-8 Max Horz 1=58(load case 3) Max Uplift2=-55(load case 3), 1=-3(load case 3) Max Grav2=217(load case 1), 3=99(load case 2), 1=266(load case 1) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-64/64 BOT CHORD 1-3=0/0 NOTES ' 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 6f porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Q EtOFESS/ �OpN-%� 'D �� �ONG yG nyc ,a m LU C4 19 ' * EXP. 9/30/06 1S�9T Cl P ' F March a4 A WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED hDTER REFERENCE PAGE BW 7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with M"Tek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design oramenters and proper incorporation of component is res Citrus Heights, CA, 95610M1 pp ty g p p p po p 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 const-uct'ion is the responsibilrity 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 BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job russ Truss Type QtY Py 00 PLATES GRIP TCLL 20.0 Plates Increase 1.15 R20402410 4405-5Y M-GRDR HIP 1 1 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.64 13 >481 240 Job Reference (optional) roawunn oamrei un , ncuna .— o.wu a — i s 1— rvu r en mouam rte. -u mar uo ..-- —.. rage i 3-3.12 6-4-0 11-3-4 16-0-12 19-7-0 21-0-0 24-0-4 27-4-0 3-3-12 30-4 4-11-4 4-9-8 3-6.4 1-5-0 3-0-4 3-3-12 Scale = 1:48.7 4x12 M1120= 4.00 F12 3x8 M1120= 3x4 M1120= 6x10 M1120= 3x6 M1120% 4 5 6 7 18 17 16 15 14 13 12 11 10 7x10 M11201-1z�- 3x4 M1120= 3x9 M1120= 3x9 M1120= 7x8 M1120 WB = 4x6 M1120= 8x10 M1120= 3x6 M1120 II 3x10 M1120= 8x10 M1120= ' 1.6.4 1 6-4-0 1 11-3-4 1 16-0-12 1 19.7-0 1 21-0-0 1 24-0-4 1 27-4-0 i 1-6-4 4-9-12 4-11-4 4-9-8 3-6-4 1-5.0 3.0-4 3-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.24 13 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.64 13 >481 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.08 13 >999 240 Weight: 127 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD Sheathed or 1-10-10 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-14 2 X 8 SPF 1950F 1.5E WEBS 2 X 4 SPF 1650F 1.5E *Except* 2-18 2 X 4 SPF Stud/Std, 8-11 2 X 4 SPF Stud/Std 8-10 2 X 4 SPF Stud/Std, 3-16 2 X 4 SPF Stud/Std 6-12 2 X 4 SPF Stud/Std, 3-17 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 9=3047/0-5-8,18=2208/0-5-8 Max Harz 18=31 (load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-293/0, 2-3=-2597/0, 3-4=39611/0.4-5=-6270/0, 5-6=-7911/0, 6-7=-8188/0,7-8=7728/0, 8-9=-6979/0 BOT CHORD 1-18=0/260, 17-18=0/260, 16-17=0/2426, 15-16=0/3718, 14-15=0/6269, 13-14=0/6270, 12-13=0/7911, 11-12=0/7275, 10-11=0/6407,9-10=0/6407 WEBS 2-18=-1795/0, 2-17=0/2352, 4-16=-378/16,4-15=0/2869, 5-15=-1219/0, 5-13=0/1849, 6-13=-613/46, 7-12=0/1769, 7-11=0/586, 8-11=0/1090,8-10=-421/8, 3-16=0/1438, 6-12=-207/358, 3-17=-1104/0 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 16.0 psf top chord dead load and 6.6 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category It, 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1894 Ib down at 19-7-0, and 434 Ib down at 21-0-0 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 Continued on page 2 /Q?,pF ESS/ONG CO pN�\ Z Of C 4 i9 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE DDI -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type Qty Ply o 0 R20402410 4405-5Y M-GRDR HIP 1 1 Job Reference (optional) Fox rth Galbraith, Yuma, Arizona 85365 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-88, 4-7=-88, 7-9=-88, 1-9=-20 Concentrated Loads (lb) Vert: 12=-1894(F) 11=434(F) 6.200 s Jul 13 2005 MiTek Indu=tries, Inc. Wed Mar 08 15:34:57 2006 Page 2 A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE, 7777 Greenback Lane Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design ramenters and Citrus Heights, CA, 95610 PP fY 9 Pa 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 '� AA fabtcation, quality control, storage, delivery, erection and bracing, consult AN51/TPII Quality Criteria, DSB-89 and BC511 Building Component !-, iTek® Safety Information available from Truss Plate Institute. 583 D'Onof6o Drive, Madison, WI 53719. Job russ Truss Type Qty Ply o 0 7 R20402411 4405-5Y WHIP MONO TRUSS 1 1 ' 3x6 M1120 II 3x4 M1120= Job Reference (optional) .. ...... I 4-10-15 l 8-0-13 4-10.15 3-1-14 2x4 M1120 11 Scale = 1:17.5 4 5 REACTIONS (Ib/size) 1=424/Mechanical, 6=434/Mechanical Max Horz 1=73(load case 3) Max Upliftl=-14(load case 3), 6=-39(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-649/7, 2-3=-573/18, 3-4=-38/15, 4-5=-2/0 BOT CHORD 1-7=-53/558, 6-7=-53/558 WEBS 3-7=0/200, 3-6=-641/61, 4-6=-102/18 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MIT 7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MiTek connectors. This design is based on u Suite 109 g N g y upon parameters shown, and is for an individual building component. Applicability of design parameniers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 9561 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 0 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSII Building Component M iTekco Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. 3x4 M1120 7 6 2x4 MII20 II ' 3x6 M1120 II 3x4 M1120= 4.10.15 l 8-0.13 1 1 4-10.15 3-1-14 Plate Offsets (X,Y): [1:0-1-12,0-0-141 ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.02 1-7 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.05 1-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 6 n/a n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 7 >999 240 Weight: 29 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 SLIDER Left 2 X 4 SPF Stud/Std 2-5-15 REACTIONS (Ib/size) 1=424/Mechanical, 6=434/Mechanical Max Horz 1=73(load case 3) Max Upliftl=-14(load case 3), 6=-39(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-649/7, 2-3=-573/18, 3-4=-38/15, 4-5=-2/0 BOT CHORD 1-7=-53/558, 6-7=-53/558 WEBS 3-7=0/200, 3-6=-641/61, 4-6=-102/18 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MIT 7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MiTek connectors. This design is based on u Suite 109 g N g y upon parameters shown, and is for an individual building component. Applicability of design parameniers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 9561 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 0 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSII Building Component M iTekco Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type Qty Ply 00 [3:Edge,0-0-31, [3:0-0-12,0-5-91 LOADING (psf) SPACING R20402412 4405-5Y N COMMON 4 1 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.38 Job Reference (optional) i 5-30 I 10-6.0 5-3-0 5-30 Scale =1:19.0 4x6 M1120= 2 3x7 M1120 11 3x7 M112011 3x7 M1120 11 3x7 M1120 11 WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=569/0-5-8.3=569/0-5-8 Max Horz 1 =-26(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1030/0, 2-3=-1030/0 BOT CHORD 1-4=0/892,3-4=0/892 WEBS 2-4=0/263 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 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 Q?,OF ESS/pv ONGy �G`F2c 2 W C 49419 T *\ EXP. p9/30/06 /* / A WARNING - 9lerfrg design parameters and READ NOTES ON THIS AND INCLUDED MTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp ty g p p p po p responsibility of building designer -not truss designer. Bracing shown is for laterat 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 BCSII Building Component Safety Information available from Truss Plate Institute, 593 D'Onofrio Drive, Madison, WI 53719. Welk 5-30 5-30 Plate Offsets (X,Y): [1:Edge,0-0-31, [1:0-0-12,0-5-91, [3:Edge,0-0-31, [3:0-0-12,0-5-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.02 3-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.06 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 1-4 >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. 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=569/0-5-8.3=569/0-5-8 Max Horz 1 =-26(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1030/0, 2-3=-1030/0 BOT CHORD 1-4=0/892,3-4=0/892 WEBS 2-4=0/263 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 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 Q?,OF ESS/pv ONGy �G`F2c 2 W C 49419 T *\ EXP. p9/30/06 /* / A WARNING - 9lerfrg design parameters and READ NOTES ON THIS AND INCLUDED MTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp ty g p p p po p responsibility of building designer -not truss designer. Bracing shown is for laterat 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 BCSII Building Component Safety Information available from Truss Plate Institute, 593 D'Onofrio Drive, Madison, WI 53719. Welk Job Truss Truss Type oty Ply o 0 TC 0.56 Vert(LL) -0.03 3-4 >999 820402413 4405-5Y NG COMMON 1 1 240 WB 0.15 Horz(TL) 0.02 3 n/a Job Reference (optional) 53-0 47 M1120 = 2 u.cw a vu. ,� cuvu m„ cn ,,,uuw� ,u. vvcu mei w ,u.0-r.ua cuw rcyc � 53-0 Scale = 1:19.0 4x7 M112011 4x7 M1120 II 3x7 M112011 3x7 M1120 II 53-0 Plate Offsets (X,Y): [1:Edge,0-0-31, [1:0-0-12,0-5-9), I LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' BOT CHORD 2 X 4 SPF 1650F 1.5E 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) 1=695/0-5-8,3=695/0-5-8 53.0 CSI DEFL in (loc) I/deft Ud TC 0.56 Vert(LL) -0.03 3-4 >999 360 BC 0.41 Vert(TL) -0.08 3-4 >999 240 WB 0.15 Horz(TL) 0.02 3 n/a n/a (Matrix) Wind(LL) 0.02 1-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 34 Ib TOP CHORD Sheathed or 5-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 1 =-26(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1289/0,2-3=-1289/0 BOT CHORD 1-4=0/1118,3-4=0/1118 WEBS 2-4=0/273 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 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 M1120 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) 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=-20 Trapezoidal Loads (plf) Vert: 1= -100(F= -12) -to -2=-124(F=-36), 2= -124(F= -36) -to -3=-100(F=-12) 1v a oQ?,OF ESS/ pNgl ONO CO UJ �� ��pyG F2c Z w C4 19 XI t *\ EXPA9/30/06 /*, M A WARNING - 7ertfj, design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with AN7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation Citrus Heights, CA, 95610 pp ty g p p p poration 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type ty Ply 0 0 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.21 R20402414 4405-5Y O MONO TRUSS 3 1 BC 0.09 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) roxw — ..r , nwn, o --> .., wv., -..— ,,.. —. -.. v,. ,-- may. , i 3-7-0 2x4 M11210 II 3.7-0 2 2x4 M1120 II 3-7-0 3x4 M1120� 3-7-0 Scale= 1:14.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 3-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 ""' 240 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-7-0 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) 4=178/0-5-8,3=178/Mechanical Max Horz4=33(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-37/37, 1-4=-145/0 BOT CHORD 3-4=-33/0 WEBS 1-3=-0134,2-3=-145/2 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 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�pF ESS/pN� ONG LU of C 49V01419 X , *\ EXP. OP730/06 /*, \Tq Mardb4r, A WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED DDTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp y g pa p p po p 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, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job russ Truss Type Qty Ply o 0 (loc) I/defl L/d TCLL 20.0 Plates Increase R20402415 4405-5Y OG MONO TRUSS 1 >999 360 TCDL 24.0 Lumber Increase 1.15 BC 0.05 Vert(TL) Job Reference (optional) Foxvmrth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 08 15:35:00 2006 Page 1 2x4 M1120 II 3-7-0 2x4 M1120 II 3-7-0 3x4 M1120� LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.00 3-4 >999 360 TCDL 24.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO 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 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=507/0-5-8,3=507/Mechanical Max Horz4=33(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-120/120, 1-4=-474/0 BOT CHORD 3-4=-33/0 WEBS 1-3=-0/34, 2-3=-474/2 PLATES GRIP M1120 197/144 Weight: 31 Ib BRACING TOP CHORD Sheathed or 3-7-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Load case(s) 8 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-288(F=-200), 3-4=-20 8) 2nd unbalanced Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-174(F=-126), 3-4=-20 Scale= 1:14.2 A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111D.- 73 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design k based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design oramenters and proper incorporation of component is res Citrus Heights, CA, 95610mi pp ty g p p p po p 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, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, WI 53719. Job russ Truss Type Qty Ply (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.34 R4405 -5Y P COMMON 5 1Jo BC 0.28 Vert(TL) -0.05 3-4 >999 240 BCLL 0.0 Rep Stress Incr ob Reference (optional) ro—unn bamranq ruma, —zona o-oo 4-11-5 4x6 M1120= 2 o.zuu s um a zuua mi i eK mausin-, mc. vvea mar uo i a:oav r zuuo rage r 4-11-5 3x7 M112011 3x6 M1120 11 4-11-5 9-10-9 4-11-5 Scale = 1:18.3 3x7 M1120 11 3x6 M1120 11 l� 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.02 3-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.05 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.14 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.01 1-4 >999 240 Weight: 27 lb LUMBER 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=535/0-5-8,3=535/0-5-8 Max Horz 1 =-6(load case 4) Max UplifH=-24(load case 3), 3=-24(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-961/53, 2-3=-961/53 BOT CHORD 1-4=-14/830, 3-4=-14/830 WEBS 2-4=0/247 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Q?,pF ESS/pN DONG yG�Ftic c� m C49 9 T * EXP.0 30/06 k sTA_ (V March ® WARNING - verlfij design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M71-7473 BEFORE USE. 7777 Greenback Lane Design valid for use any with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSI1 Building Component M iTek® Safety Informailon available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job russ Truss Type City Ply 0 0 TC 0.34 Vert(LL) -0.02 1-4 >999 R20402417 4405-5Y PG COMMON 1 1 240 WB 0.14 Horz(TL) 0.01 3 n/a Job Reference (optional) 4-11-5 4x6 M1120= 2 COME Scale = 1:18.4 3x7 M1120 11 3x7 M1120 11 3x6 M1120 11 3x6 M1120 II 4-11-5 4-11-5 ' Plate Offsets (X Y): [1:Edge,0-0-3] fl:0-0-4,0-5-9], [3:Er LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 ' BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E 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) 1=535/0-5-8,3=535/0-5-8 Max Horz1=6(load case 3) Max Upliftl=-24(load case 3), 3=-24(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-961/53,2-3=-961/53 BOT CHORD 1-4=-141830,3-4=-141830 WEBS 2-4=0/247 4-11-4 CSI DEFL in (loc) I/defl Ud TC 0.34 Vert(LL) -0.02 1-4 >999 360 BC 0.28 Vert(TL) -0.05 1-4 >999 240 WB 0.14 Horz(TL) 0.01 3 n/a n/a (Matrix) Wind(LL) 0.01 1-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 32 Ib TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. f porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Gabt✓ End Details as applicable, or consult qualified building designer as per ANSIfrPI 1-2002. 4) All plates are 2x4 M1120 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. LOAD CASE(S) Standard 1^ 0 /Qq�OF ESS/pN�� ONGILLI 2 X C4d19 X March ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with M -Tek connectors. This design is based only upon parometers shown, and is for an individual building component. Suite 109 Applicability of design ramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP N �9 Pa P P Po Pa Pa N 9 9 9 9 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/TPI I Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Ntod'aon. WI 53719. Job russ Truss Type ally Ply 00 LOADING(psf) SPACING 2-0-0 820402418 4405-5Y O COMMON 4 1 1 TC 0.29 Vert(LL) -0.01 1-4 >999 360 M1120 197/144 TCDL 24.0 Job Reference (optional) ru-111 oa1ura1......���ur�d v.,w., v., oe� , I 4-7-4 I 9.2.8 4-7-4 4-7.4 Scale = 1:17.6 4x6 M1120= 2 3x7 M112011 3x7 M112011 3x6 M1120 11 4-7-4 4-7-4 Plate Offsets (X,Y): f 1:Edge,0-0-31, (1:0-0-4,0-5-91, (3:Edge,0-0-31, (3:0-0-4,0-5-91 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.01 1-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.04 1-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 1-4 >999 240 Weight: 26 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 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=49910-3-8.3=499/0-3-8 Max Horz 1=24(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-886/0.2-3=-886/0 BOT CHORD 1-4=0/763, 3-4=0/763 WEBS 2-4=0/229 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 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 OFESS/pN\ OONG yG n C c 2 X C499�J M i *\ EXP. 0"0/06 /*, ® WARNING - ver(y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with M -Tek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation Citrus Heights, CA, 95610M1 pp y 5 pa p p poration 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. quality control, storage. delivery, erection and bracing, consult ANSIAPII Quality Criteria, DSB-89 and BCS11 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 00 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.39 R20402419 4405-5Y 01 MONO TRUSS 3 1 BC 0.16 Vert(TL) -0.04 1-4 >999 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) 4.4-15 0-1-4 Scale =1:10.2 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.02 1-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.04 1-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-6-3 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 SPF Stud/Std 2-3-15 REACTIONS (Ib/size) 1=241/0-5-8, 3=196/Mechanical, 4=45/Mechanical Max Horz 1 =44(load case 3) Max Upliftl=-9(load case 3), 3=-50(load case 3) Max Gravl=241(load case 1), 3=196(load case 1), 4=89(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-57/0.2-3=-19/38 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 A WARNING - Verf/y design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MTek connectors. This design is based on u Suite 109 9 N g N upon parameters shown, building For on individual building component. Citrus Heights, CA, 95610Ml 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 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/TPI7 Quality Criteria, DSB-89 and BCSI7 Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, N1ad'aon, WI 53719. Job Truss Truss Type ty y Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 R20402420 4405-5Y Q1 -HIP JACK 2 1 Jo0b WB 0.00 Horz(TL) 0.01 3 n/a Reference (optional) o.ruu a am i c caw — — umuxn w. uvea mar uo i uao .uuo rage i 4X554112011 4-3-7 i 4-3-7 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 WB 0.00 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 4 SPF Stud/Std 2-2-14 CSI DEFL in (loc) I/deft Ud TC 0.41 Vert(LL) -0.02 1-4 >999 360 BC 0.17 Vert(TL) -0.04 1-4 >999 240 WB 0.00 Horz(TL) 0.01 3 n/a n/a (Matrix) Wind(LL) 0.00 1 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 13 Ib TOP CHORD Sheathed or 4-3-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=228/0-3-8, 3=186/Mechanical, 4=42/Mechanical Max Horz 1 =49(load case 3) Max Upliftl=-6(load case 3), 3=-49(load case 3) Max Grav1=228(load case 1), 3=186(load case 1), 4=84(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-61/0,2-3=-22/43 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale= 1:10.9 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Py 00 1.15 TCDL 24.0 Lumber Increase 1.15 R20402421 4405-5Y 02 JACK 4 1 Code UBC97/ANSI95 WB 0.00 Horz(TL) 0.00 3 n/a Job Reference (optional) 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.00 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' BOT CHORD 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 4 SPF Stud/Std 1-4-15 o.euu a uui iu cava nn i en uruuaui w. uvea mai vo iu.u�.uv <wo reye i :i i 1-l;1 i 1-8.1 CSI DEFL in (loc) I/deft Ud TC 0.04 Vert(LL) -0.00 1 >999 360 BC 0.02 Vert(TL) -0.00 1 >999 240 WB 0.00 Horz(TL) 0.00 3 n/a n/a (Matrix) Wind(LL) 0.00 1 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 6 Ib TOP CHORD Sheathed or 1-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=90/0-3-8, 4=17/Mechanical, 3=73/Mechanical Max Horz1=25(load case 3) Max Uplift3=-21(load case 3) Max Grav1=90(load case 1), 4=33(load case 2), 3=73(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-29/0,2-3=-8/17 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Scale = 1:7.5 in Q?,OF ESS/pN ONG GOUJI��� ��oYG�Fyc 2 w C 4019rn , *\ EXPA9/30/06 J*, © WARNING - Vert/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane ��40 Design varid for use only with MiTek connectors. This design is based only upon parameters shown, ond'a for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily, 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 M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job russ Truss Type Qty Ply Suite 109 Citrus Heights, CA, 95610 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 Plate Offsets (X,Y): [1:0-2-4,0-3-6) R20402422 4405-5Y 02 -HIP JACK 2 1 Job CSI DEFL in (loc) I/deft Reference (optional) Scale = 1:9.7 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 4 SPF Stud/Std 1-9-0 REACTIONS (Ib/size) 1=177/0-3-8, 3=144/Mechanical, 4=33/Mechanical Max Horz 1 =40(load case 3) Max Upliftl=-3(load case 3), 3=-39(load case 3) Max Gravl=177(load case 1), 3=144(load case 1), 4=66(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-51/0.2-3=-17/33 BOT CHORD 1-4=0/0 BRACING TOP CHORD Sheathed or 3-4-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Q�OFESS/pN ��� ONG yG Ftic 2 X C 49ftT4A9 X1 t *\ EXP. 0,730/06 /* / March A WARNING - Verify Cesrgn parameters and READ NOTES ON THIS AND INCLUDED MITES' REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane 3-4-2 Suite 109 Citrus Heights, CA, 95610 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 Plate Offsets (X,Y): [1:0-2-4,0-3-6) M'��� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.01 1-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 1-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 10 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 4 SPF Stud/Std 1-9-0 REACTIONS (Ib/size) 1=177/0-3-8, 3=144/Mechanical, 4=33/Mechanical Max Horz 1 =40(load case 3) Max Upliftl=-3(load case 3), 3=-39(load case 3) Max Gravl=177(load case 1), 3=144(load case 1), 4=66(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-51/0.2-3=-17/33 BOT CHORD 1-4=0/0 BRACING TOP CHORD Sheathed or 3-4-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Q�OFESS/pN ��� ONG yG Ftic 2 X C 49ftT4A9 X1 t *\ EXP. 0,730/06 /* / March A WARNING - Verify Cesrgn parameters and READ NOTES ON THIS AND INCLUDED MITES' REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane 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 aramenters and proper incorporation pp ty g p p p poration of component is responsibility of building designer -not truss designer. Bracing shown is for lateral Suite 109 Citrus Heights, CA, 95610 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, quarity control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component® M'��� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss ype Qty Plyo 0 (loc) I/defl Ud PLATES GRIP TCLL 20.0 820402423 4405-5Y O -DRAG COMMON I 1 7 Job Reference (optional) Fox rth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Mar 08 15:35:06 2006 Page 1 I 2.6-9 4-7-4 l 6-7-15 I 9-2.8 2-6-9 2-0-11 2-0-11 2-6-9 Scale= 1:16.5 4x4 M1120= 4x6 M1120= 4x6 M1120= l 2-6.9 I 4-7-4 1 6-7.15 I 9-2-8 I 2-6-9 2-0-11 2-0-11 2-6-9 LOADING(psf) SPACING 2-0-0CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.03 7 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.53 Vert(TL) 0.08 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 8 >999 240 Weight: 71 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=3413/0-3-8,5=3413/0-3-8 Max Horz 1 =64(load case 14) Max Upliftl=-123(load case 9), 5=-123(load case 12) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5795/344, 2-3=-4789/109, 3A=-4789/118, 4-5=-5795/304 BOT CHORD 1-9=-250/5254, 8-9=-380/5254, 7-8=-380/5254, 6-7=-276/5254, 5-6=-276/5254 WEBS 2-8=-10/1123, 2-7=-833/32, 3-7=0/2671, 4-7=-833/86, 4-6=-41/1123 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss has been designed for a total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 500.0 plf. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-88, 3-5=-88, 1-5=677(F=-657) ® WARNING - ver(& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane ��® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper incorporation Citrus Heights, CA, 956100 pp ty rg pa p p poration 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 responsibillily 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 BCSII Building Component MiTek® Safety Information available from Truss Plate Institute. 593 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type QtY Py00 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 820402424 4405-5Y OG SPECIAL 1 1 Code UBC97/ANSI95 WS 0.18 Horz(TL) 0.02 6 n/a Job Reference (optional) o.wu a uw i v <uw mi i en uwuam c. uvea mar uo i o.00.uo <uuo rage i 3-2-1 1 4-3-8 1 4-11-0 1 6-0.7 3-2-1 1-1-7 0.7-7 1-1-7 2.73 12 44 M1120= 44 M1120= 4x10 M1120= 3 4 4x10 M1120zz 3-2-1 ' 4x7 M1120 11 3x4 M1120= 4x7 M1120 11 3x6 MII20 11 32-1 1 43-8 1 411-0 1 6.0.7 1 9-2-8 1 3-2-1 1-1-7 0.7-7 1-1-7 3-2-1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/deft Ud TC 0.18 Vert(LL) -0.02 9 >999 360 SC 0.36 Vert(TL) -0.06 9 >999 240 WS 0.18 Horz(TL) 0.02 6 n/a n/a (Matrix) Wind(LL) 0.02 10 >999 240 REACTIONS (Ib/size) 1=852/0-3-8,6=852/0-3-8 Max Horz1=-5(load'case 4) Max Upliftl=-5(load case 3), 6=-5(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1792/7, 2-3=-1628/7, 34=1593/6, 4-5=-1628/7, 5-6=-1792/7 BOT CHORD 1-10=0/1597, 9-10=0/1612,8-9=0/1593,7-8=0/1612, 6-7=0/1597 WEBS 2-10=0/183,2-9=-100/38,3-9=0/291, 4-8=0/291, 5-8=-100/38,5-7=0/183 BRACING PLATES GRIP M1120 197/144 Weight: 33 Ib TOP CHORD Sheathed or 5-2-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) Girder carries hip end with 3-2-1 end setback. 6) Girder carries hip end with 4-3-8 end setback. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 Ib down at 6-0-7, 95 Ib down at 3-2-1, and 216 Ib down at 4-11-0, and 216 Ib down at 4-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 I Continued on page 2 Scale = 1:17.4 0 �o FESS/ ONG k 2 IX C 49 %19 March S, © WARNING - Verj/ij design pammeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ��40 Design valid for use only with rv4Tek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design ramenters and proper incorporation Citrus Heights, CA, 95610 pp ty g pa p p poration 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, quality control, storage, delivery, erection and bracing, consult ANSI/TPI i Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job cuss Truss Type Oty Py 00 820402424 4405.5Y QG IJob SPECIAL 1 1 Reference (optional) rox nn �aiorann, Yuma, nnzona oosoo o.zuu s uw i s zuva mi i eK mcasmes, mc, vvea mar vo i o:so:vr zvuo rage z LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-88, 2-3=-104(F=-16), 3-4=-148(F=-60), 4-5=-104(F=-16), 5-6=-88, 1-10=-20, 9-10=-24(F=-4), 8-9=-34(F=-14), 7-8=-2;.(F=-4), 6-7=-20 Concentrated Loads (lb) Vert: 10=-95(F) 9=-216(F) 8=-216(F) 7=-95(F) ® WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ML -7473 BEFORE USE. 7777 Greenback Lane -6 Design valid for use only with N6iek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 956 -MI 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 tobrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison. WI 53719. ' Job russ Truss Type Qty Ply204U421 04405-5Y Plates Increase 1.15 TC 0.32 TCDL 24.0 Lumber Increase 1.15 R COMMON 3 1b Jo WB 0.13 BCDL 10.0 Code UBC97/ANSI95 n/a Reference o tionai 4-9-12 4x6 M1120= 2 o.<uu s — a cuw mi i ert mo rsmes, mc. vveo mar uo i o:a¢ur mua raga r 4-9-12 11 3x7 MI120 11 4-9-12 4-9-12 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.32 TCDL 24.0 Lumber Increase 1.15 BC 0.27 BCLL 0.0 Rep Stress Incr YES WB 0.13 BCDL 10.0 Code UBC97/ANSI95 n/a (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E 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=521/0-3-8,3=521/0-3-8 3x7 M1120 11 3x6 M112011 4-9-12 DEFL in (loc) I/deft Ud PLATES Vert(LL) -0.02 1-4 >999 360 M1120 Vert(TL) -0.05 1-4 >999 240 Horz(TL) 0.01 3 n/a n/a Wind(LL) 0.01 1-4 >999 240 Weight: 27 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing Max Horz1=6(load case 3) Max Upliftl=-23(load case 3), 3=-23(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-933/51, 2-3=-933/51 BOT CHORD 1-4=-13/805, 3-4=13/805 WEBS 2-4=0/240 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 GRIP 197/144 Scale= 1:18.0 1v a /q?,oFESS/ONGCO YG c � rn W C 19 X * EX /30/06 \sA- VIL A WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AM -7473 BEFORE USE. 7777Greenback Lane Design valid for use any with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610 pp ty g p p p poration 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 geieral guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Welk Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job Truss cuss ype ty y 00 floc) I/defl L/d PLATES GRIP TCLL 20.0 820402426 4405-5Y RG COMMON 1 1 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 Job Reference (optional) 4-9-12 9.7-8 4-9-12 4-9.12 Scale = 1:18.0 4x6 M1120= • 3x7 M112011 3x7 M112011 3x6 M1120 11 I 4-9-12 I 9-7-8 I 4-9-12 4-9-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.02 1-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.05 1-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 1-4 >999 240 Weight: 31 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' BOT CHORD 2 X 4 SPF 1650F 1.5E 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) 1=521/0-3-8,3=521/0-3-8 Max Horz1=6(load case 3) Max Upliftl=-214(load case 8), 3=-214(load case 11) Max Gravl=712(load case 7), 3=712(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1452/549, 2-3=-1452/549 BOT CHORD 1-4=-496/1239, 3-4=-496/1239 WEBS 2-4=0/240 BRACING TOP CHORD Sheathed or 5-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 M1120 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) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-7-8 fol 100.0 plf. LOAD CASE(S) Standard 16 d QFtOFESS/pN ez 0NG CO 2 X C49S19 T *\ EXP. 0/30/06 /* March All WARNING - Ver(/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 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, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. W153719. Job Truss Truss Type Qty Ply 0 0 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.56 820402427 4405-5Y S COMMON 8 1 BC 0.70 Vert(TL) -0.28 7-8 >999 240 BCLL 0.0 Rep Stress Incr Job Reference (optional) ro—onn oaibmiih r uma, Aria 65365 11 6.260 a 365 13 2005ini i eR ind-in s, in, uvea mar 06 i 5.35.09 2006 rage i 6.3-3 1 12-1-15 1 18-0-11 1 24-3-14 6.3-3 5-10-12 5-10-12 6-3-3 Scale = 1:41.7 4x6 M1120= 3 6x8 M1120 11 8 7 6 6x8 M112011 2x4 M112011 5x8 M1120= 2x4 M1120 11 6-3-3 1 12-1-15 1 18-0-11 1 24-3-14 6-3-3 5.10-12 5.10-12 6-3-3 I4 d LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.10 7 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.28 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wrid(LL) 0.07 7 >999 240 Weight: 82 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-6-1 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=131510-3-8,5=131510-3-8 Max Horz1=14(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2985/0, 2-3=-2091/0, 3-4=-2091/0, 4-5=-2984/0 BOT CHORD 1-8=0/2705, 7-8=0/2705, 6-7=0/2705, 5-6=0/2705 WEBS 2-8=0/270, 2-7=-910/0, 3-7=0/762, 4-7=-910/0, 4-6=0/270 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 16.0 psf top chord dead load and 6.6 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 A WARNING - Verj/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MLI -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MiTek connectors. This design k based on u Suite 109 �9 N g N eon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 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 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 M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type oty Ply 0R20402428 5 to 6x8 M1120 11 8 7 6 6x8 M1120 11 5x8 M1120= 6-3-3 1 12-1-15 18-D-11 24-3-14 I 1 1 I 6-3-3 5-10-12 5.10.12 6-3-3 4405-5Y Sl -DRAG COMMON 1 1b Jo PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.12 8 >999 360 Reference (optional) v.cw a qui i� cuw nn i en uiuuau� �u. vveu mei uv ��.��. �u cuvv rays i I 6-3-3 I 12.1.15 18.0.11 1 24-3-14 I 6-3-3 5-10-12 5-10-12 6-3-3 Scale = 1:41.7 4x6 M1120= 3 4.00 12 r 3x4 101120% 2 3x4 MII20 4 1 5 to 6x8 M1120 11 8 7 6 6x8 M1120 11 5x8 M1120= 6-3-3 1 12-1-15 18-D-11 24-3-14 I 1 1 I 6-3-3 5-10-12 5.10.12 6-3-3 Plate Offsets (X,Y): [1:0-3-8,Edge1, [5:0-3-8,Edgel, [7:0-2-8,0-3-41, [11:0-1-12,0-1-01, [14:0-1-12,0-1-01, [29:0-1-12,0-1-01, [32:0-1-12,0-1-01 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) -0.12 8 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.30 7-8 >977 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 1-8 >999 240 Weight: 116 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 2-10-14 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8-6-0 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 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=1315/0-3-8,5=1315/0-3-8 Max Horz 1 =56(load case 14) Max Upliftl=-229(load case 9), 5=-229(load case 12) Max Grav1=1765(load case 8), 5=1765(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4242/724, 2-3=-2712/251, 3-4=-2712/251, 4-5=-4242/724 BOT CHORD 1-8=-714/3817, 7-8=-86/3252, 6-7=-46/3252, 5-6=-674/3817 WEBS 2-8=0/270, 2-7=-957/0, 3-7=0/762, 4-7=-957/0, 4-6=0/270 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 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 MI120 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) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-3-14 for 100.0 plf. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WT'ER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane __40 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiility, 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 M iTek® Safety Information available from Truss Plate Institute. 583 D'Onolno Drive, Madison, WI 53719. Job russ Truss Type Qty Ply 0 0 5-10-12 6-3-3 (loc) I/defl Ud R20402429 4405-5Y S -DRAG COMMON 1 1 8 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 Job Reference (optional' ro—unn Galbraith, Yuma, Arizona 85365 6.200 a 001 13 2005 rvi; i en inuuaui - vve0 1A., 06 i 5.55. i i 2006 Paye i 633 1 12-1-15 1 18-0-11 1 24-3-14 i 6.3-3 5-10-12 5-10-12 6.3-3 Scale = 1:41.7 4x6 M1120= 3 6x8 M1120 11 8 7 6 6x8 M1120 11 5x8 M1120= 633 1 12-1-15 1 18-0-11 1 24-3-14 1 6-3-3 5-10-12 5-10-12 6-3-3 Plate Offsets (X,Y): [1:0-3-8,Edge], [5:0-3-8, Edge], [7:0-2-8,0-3-4], [11:0-1-12,0-1-0], [14:0-1-12,0-1-0], [29:0-1-12,0-1-0], [32:0-1-12,0-1-0] ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.12 8 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.30 7-8 >977 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.10 5 n/a n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 1-8 >999 240 Weight: 116 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' BOT CHORD 2 X 4 SPF 1650F 1.5E 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) 1=1315/0-3-8,5=1315/0-3-8 Max Horz 1 =56(load case 14) Max Upliftl=-229(load case 9), 5=-229(load case 12) Max Gravl=1765(load case 8), 5=1765(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4242/724, 2-3=-2712/251, 3-4=-2712/251, 4-5=-4242/724 BOT CHORD 1-8=-714/3817, 7-8=-86/3252, 6-7=-46/3252, 5-6=-674/3817 WEBS 2-8=0/270, 2-7=-957/0, 3-7=0/762, 4-7=-957/0, 4-6=0/270 BRACING TOP CHORD Sheathed or 2-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-6-0 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFEP. LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 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 16.0 psf top chord dead load and 6.6 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, wits 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 nit exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 M1120 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) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-3-14 for 100.0 pit. 1 LOAD CASE(S) Standard 1� 0 A WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp ty g p p p po p 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, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component M ITe4 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type aty Ply floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.03 4405-SY T COMMON 2 1 Job Vert(TL) -0.09 3-4 >999 240 BCLL 0.0 Rep Stress Incr Reference (optional' 5.30 4x7 M1120= 2 o.mu s am a zuw mi i ex mmumes, mc. wea mar uo i o:so:n euuo rage r 5-30 Scale = 1:20.0 3x8 31120 II 3x7 MI120 11 5-30 5-30 3x8 M1120 11 3x7 M112011 �r d LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.03 3-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.09 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 1-4 >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. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 90-0-0 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=62310-3-8,3=623/0-3-8 Max Horz 1 =-7(load case 4) Max Upliftl=-27(load case 3), 3=-27(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1142/62, 2-3=-1142/62 BOT CHORD 1-4=-18/992, 3-4=-18/992 WEBS 2-4=0/289 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 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. (- porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Q�OFESS/pN ONG COLU��� ��oYG F2c c3 m w C 49419 X i *\ EXP. p9/30/06 /*, ® WARNING - verf/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use on wilh MiTek connectors. This design b based on u Suite 109 5 N g only pan parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 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 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. MiTek Job russ Truss Type aty Ply 00 LOADING (psf) SPACING 2-0-0 CSI DEFL R20402431 4405-5Y TG COMMON 1 1 Plates Increase 1.15 TC 0.46 Vert(LL) -0.03 3-4 >999 Job Reference (optional) v.auv a vm i v —vv rvu -n 111-111eb, Inc. vveu mar vo i vavac —vo raga i 5-30 I 11-6-0 i 5-30 5-9-0 Scale = 1:20.0 4x7 M1120= 4x7 M1120 11 47 M1120 11 3x7 M1120 It 3x7 M112011 5.30 5.30 date VRSetS (A,Y): Il:tage,u-u-3), [1:u-u-1Z,u-b-91, I3:t[oge,U-U-31, 13:U-u-1Z,U-b-9J LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.03 3-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.09 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 1-4 >999 240 Weight: 37 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E 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) 1=623/0-3-8,3=623/0-3-8 Max Horz 1 =-28(load case 16) Max Upliftl=-117(load case 9), 3=-117(load case 12) Max Grav 1 =845(load case 8), 3=845(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1760/390, 2-3=-1760/390 BOT CHORD 1-4=-380/1511, 3-4=-359/1511 WEBS 2-4=0/289 BRACING TOP CHORD Sheathed or 5-0-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 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 16.0 psf top chord dead load and 6.6 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. The lumber DOL increase is 1.33, and the plate grip increase is 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 M1120 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) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-6-0 for 100.0 plf. i LOAD CASE(S) Standard Q�pF ESS/pN ONG yG F2 2 X C 449 T *\ EXP. Pel/30/06 /* A WARNING - verth design parameters and READ NOTES oN TNIS AND INCLUDED BDTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MNTek connectors. This design is based on upon parameters shovvn, and is for on individual building component. Suite 109 5 N 9 Nen Pa g pang sh Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shovm 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, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' 'Center plate on joint unless x, y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e. y g y g and securely seat. diagonal or X -bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS C. -Z Q-3 4 3. Provide copies Of this truss design to the building designer, erection supervisor, property owner and o WEBSq all other interested parties. w p 4. Cut members to bear tightly against each other. For 4 x 2 orientation, locateU b a � _ plates 0 -'hg' from outside a " CL 5. Place plates on each face of truss at each edge of truss. C7-8 cscsc O joint and embed fully. Knots and wane at joint BOTTOM CHORDSS locations are regulated by ANSI/TPI]. 'This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII . Plate location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the 4 x 4 perpendicular to slots. Second responsibility of truss fabricator. General practice is to dimension is the length parallel camber for dead load deflection. to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. To chords must be sheathed or purlins provided at p p spacing shown on design. BEARING SBCCI 9667, 9730, 96048, 951 1, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. reaction section indicates joint M1 number where bearings occur. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: MiTek ® 16. Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. • BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 © 2004 MiTek®