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10-1398 (SFD) Truss Calcsmal MiTek8 POWER TO PERFORM.' Re: Designs IT10-11016 Taylor Residence MiTek Industries, Inc. 7777 Greenback Lane Suite 109. Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A.C. Houston Lumber -Indio, CA. Pages or sheets covered by this seal: R32915069 thru R32915069 My license renewal date for the state of California is December 31, 2011. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. �t 0 Q?,pFESS/pN\ o SOON 0� c colt3311!-1-1 E - s��TFOFCAi_v FB ITY OF LA QUINTA UILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY 4jV`jafjE' L/ March 31,2011 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility'solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. APR 0 5 2011 By;�� Job Truss Truss Type Qty Py IT10-11016 Taylor Residence LOADING (psf) SPACING 24)-0 CSI R32915069 DESIGNS N1 FLAT 34 1 . Job Refe nce (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Mar 23 2011 MTek Industries, Inc. Thu Mar 3109:57:13 2011 Page 1 . I D:I_SffB4DoF2JKLgDvkFfyrzxOFP-fper-RDmfeAtrM VrwvK9mzrY?23ikX?xzvdaLtzVQ SK 1-111 all 410a 3+o w o s4?4 Im s+o s» 3d 8 asls o -1a zb8 smb=1:e4.o 0.57 lie 3m = 0.a 12 �_ 34= 4s 11411 am= ' 1 2 lam 12 32 5 336 34 r a sono = 4XG = _ e 2,,4 II 4m = 5.14 = 3s a sone = r� 43 10 33 11 39 12 4041 13 02 16 29 I � 31 2 II 2•r ° zs - 4:e 3.411 h. II 3wo 114 - 21 30 2x4 II i i i i i i 3sa ass -0.° 1V s+0 s+0 s-4 0 57-8 ala° 0 4 ° 2A 7 369 Plate Offsets (X,Y): [1:0-0-2,0-3-01, [3:0-5-0,0-2-0], [8:0-55--0,G-3-0], [12:0-3-0,0-2.4], (14:0-6-9, Edge], [115:0-0-12,0-2-4], [16:0-0-1 Edge], [23:0-3-8,0-2-0], [24:65-0,0-3-0], f28:0-8-12.Edge] LOADING (psf) SPACING 24)-0 CSI DEFL in poc) I/deff Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.34 24 >999 240 MT20 174/144 TCDL 20.0 Lumber Increase 1.25 _ BC 0.82 Vert(TL) -0.75 23-24 >522 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) -0.01 20 n/a n/a BCDL 10.0 Code IBC20061TP12002 (Matrix) Weight 211 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-8: 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 2-11-10 oc bracing. BOT CHORD 2 X 4 SPF No.2 *Except* WEBS 1 Row at midpt 7-28, 8-26, 8-24,11-20 12-20:1.5X7.25 RIGIDLAM LVL 1.8E MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 HF/SPF Stud/STD *Except* be installed during truss erection, in accordance with Stabilizer 11-23,12-15: 2 X 4 SPF No.2, 13.16: 2 X 6 SPF 1650F 1.5E Installation guide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. REACTIONS (IbJsize) 28=2185/1-60 (min. 0-4-8),20=27291041-0 (min. 0-4-12),29=582/1-0-0 (min. 04-8) Max Horz29=253(LC 13) Max UpIiR28=846(LC 14), 20=1052(LC 14), 29--606(LC 15) Max Grav28=2312(LC 9), 20=3020(LC 9), 29=825(LC 10) FORCES Ob) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=113/353, 231=114/351, 4-31=158/349, 4-32=782/2283, 5-32=948/2568, 5.33=906/2802, 6-33=1023/2864, 6-34=998/2893, 7-34=1324/3204, 7-35=919/688, 8-35=1256/1018, 8-36=3999/1742, 9-36=3691/1420, 9-37=3602/1314, 1637=3930/1627, 1638=2736/988, 11-38=3003/1230, 11-39=1319/3108, 12-39=944/2740, 12-00=653/853, 40-41=249/457, 13-41=209/439, 13-42=192/402, 4243=155/366,16-43=155/371,1 44- 497/95, 3-44=554/77, 14-45=292/290, 15-46=-645/165,16-46=515/176 BOT CHORD 3-30=291/283,28-29--3015111187, 5-29=165/300, 6-28=586/330'12-20=1300/395' 26-27=587/412, 25-26=1262/3044, 24-25=1669/3441, 2324=1490/3238, 22-23=97611411,17-20=2580/698,15-17=24811600, 21-22=549/464,14-18=336/336 WEBS 26-28=308/934, 2622=-638/1147, 3-4=187/651, 3-29=525/287, 4-29=2147/520, 7-26=458/1211, 7-28=3713/1511, 9-24=502/239, 8-25--0/256,10-23=1133/638, 8-26=3181/1478, 8-24=1051/1614, 1624=1007/1587, 11-23=1313/2843, 12-15--563/2247.11-20--3757/1412 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf, h=25ft; Cat II; Exp C; enclosed; MWFRS pow -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrerd with any other live loads. 5) ' This truss has been desigried for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-x0 tall by 240-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it --lb) 28--846,20-=1052,29=606. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Jab A.C.Job Truss Truss Type Qty Py IT10.11016 Taylor Residence R32915069 DESIGNS N1 FLAT 34 1 Reference (ootionall Houston Lumber Co., Indio, CA 92201 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu Mar 3109:57:14 2011 Page 2 I D:I_SffB4DoF2JKLgDvkFfyrzxOFP-8?CDBnEOWkTV4oTcrOJAOjI RPxT_F5CZN7tJz VQ SJ NOTES (11) 9) This truss has been designed far a total drag load of 4223 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 42.4-12 for 99.6 plf. 10) Design assumes 4x2 (fiat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 11) Per ANSI/rPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard ® WARMNO - Very'fg deign parmnet. and READ NDIW ON THIS AND INCLUDED AMM REPERENCB PAGE lu71-7473 rev. 10-b8 BSPORB USB. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure stability during construction is the responsibility of the MITe'k• erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fatxiwtion, quaity controt storage, delivery, erection and bracin consult ANSIMII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety IrkfamaBan available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Cttius Heights, CA, 95610 Symbols Numbering System AL General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 14_3j4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI. 0.1/ 2. Truss bracing must be designed by an engineer. For j 2 3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator Tbracing TOP CHORDS should be considered. T C1-2 C2-3 WEBS 44 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O �'> ;� ; 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate U a 0 designer, erection supervisor, property owner and plates 0-'Ad' from outside d �' a U all other Interested parties. edge Of truss. p 5. Cut members to bear tightly against each other. c �. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the8 7 6 5 joint.and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. `Plate location details available In MRek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for ` use with fire retardant, preservative treated, or green lumber. The first dimension is thelate p CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Comber is anon-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to Slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ff. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with N8 project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design. (front, back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewng pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ' BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 From: "Brook Marshall" <brook@dc.rr.com> Subject: Date: April 5; 2011 3:35:03 PM PDT To: "'wallingarch"' <wallingarch@aol.com> Hi John: I got your message and this letter states that you can call for a Pre Con and that you can start and just clean the items up prior to the request for setback inspection (see first paragraph). I know Hideaway uses a similar final approval style and the City has approved their projects. If the City has a problem have thein call me directly and we'll get them what you need but in essence this is an approval to start construction with a timeline for items to be resolved as the request for setback inspection. March 31, 2011 Mr. John Strauss c/o Dave Taylor Development 306 N. West El Norte Parkway 480 Escondido, CA 92026 Re: Strauss/Final Design Review Lot 16B at 81435 Columbus Way Dear Mr. Strauss: The Madison Club Design Review Committee reviewed the_ Revised:_ Final _Construction, '.Submittal _for Lot 1613. The project is substantially approved however, the following comments have been left on the letter as the landscape plans were not resubmitted for review. Please address the following comments prior for your request of your setback review in the field. 1. The pool location and development does not appear to be completed on the plans as the infinity basin is not shown. In addition, a portion of the pool, retaining walls and the pool vault are located in the side and rear Natural Areas. Additional information is required for final review of the pool design and Variance if needed. The committee prefers that these improvements be constructed within the private area, but will evaluate variance requests on a case-by-case basis. 2. The yard gates call -out `see details' but the details, finishes and materials could not be located on the plans. Please provide the appropriate details for further review. 3. There will be 2' and 3' high walls exposed to the golf course which are located in the Natural Area close to the rear property line. Please show how these will be screened from view. 4. The site plan is not dimensioned and there are no construction details for the site elements and no material or color call -outs. Please provide all construction details for review. 5. The front landscape easement master planned planting is not shown. This plan was prepared in 2007. The proposed planting in the area may not be compatible with the planned streetscape and the committee will need to review the street landscaping to confirm that it is consistent with the master planting plan. 6. The existing planting adjacent to the west and north property lines is not shown and is required for a complete review and approval of the landscape plan. 7. The concept of planting 36" box citrus trees 6' on center should be explained. 8. The requirement of 10 — 48" box multi -trunk canopy trees along the side yard property lines hasn't been met. 9. In general, the plant palette appears to be acceptable. However, the neighbor's view corridor may be compromised by the planting of California Peppers, Melaleucas and Chamaerops. Please relocate or remove these from the view corridor. 10. The two side yards have minimal vertical tree planting to help soften the impact of the house to the neighbor and community. 11. There are a total of 64 uplights proposed, 32 of which call for 50 -watt lamps. The total number of uplights is restricted to ten with a maximum of 25 -watts per fixture. Please revise the design to reflect the maximum number of uplights. 12. On the lighting plan there are symbols used that could not be found in the schedule. 13. The backflow preventer needs to be screened from view. Please contact Brook at (760) 219-8057 or by email at Brook&dc� with any questions or to schedule a Pre -Construction Meeting at the lot prior to the commencement of construction. Sincerely, Madison Club Design Review Committee cc: John Walling: WallinrarchQaol.com DMTConstruction@hotmail.com DRC File LJEE February 9, 2011 WALLING & McCALLUM / LTD ARCHITECTURE • PLANNING • ENGINEERING 45-190 CLUB DRIVE WALLINGARCH®AOL.COM INDIAN WELLS, CA 92210 FAX (760) 360-0766 [7601360-0--50 City of La Quinta Department of Building and Safety 78495 Calle Tampico La Quinta, CA 92253 Re: Taylor Residence 81435 Columbus Way The Madison Club La Quinta, CA 92253 Gentlemen, I have reviewed the truss calculations, and have found them to be in compliance with the drawings. Yours truly, John G. Walling, A.I.A. JGW/jls DOC # 2010-0247881 08/28/2010 08:M Fee:24.00 Pose t of 2 Doc T Tax Pald Recorded In Orflclat Records County of Riverside RECORDING RF.QUEFM BY Larry U. Yard Assessor, County Clerk 6 Rerdllme�r hn WHEN Strauss WORDED MAIL TO: Q 56 Sherry lane , #1275 ra S R U PAGE SIZE DI► MISC LONGZICOPYlias, TX 75225 9VVA L 465 4 COR SMF l:.CTY Order No.: 5273905.40 . Escrow No.: 10.25765E THE UNDERstGNBD GRANTOR(:) DECLARE(S)THAT DOCUMENTARY TRANSFER TAX LS: COUNTY SI.760.00 X ] computed on full value of pm y convcyed, or 4z� ootttprtted on full vahte less valve of liens or Zanbranoes remaining at time of sale, [ X ] City of La inta and AND Jo '\59 D A.P.N.: 767590-008-5 TRA i9: 0?A-172 FOR A VALUABLE CONSIDERATION, Receipt of which is hereby acknowledged, Kirk J. Ebel and Grace E. Ebert, of the IGrk J. Ebert Trust, or their Sutxsrssors in Trust, under Agreement dated July 28, 1998 hereby GRANTS) to JL•S Properties LLC, a California Limited Liability Company the following descn'bed property in the City of la Quints, County of Riverside State of California; Par+oel l: lot 16 of Tract 33076-2, as per map recorded in Book 393, Page(:) 61 through 80, Incladve of Maps, in the Office of the County Recorder of said Cotmty. Parcel 2: Nan -exclusive easements for calx::, (ngrtsa, egress, drainage, maintenance, repairs and for other purposes, all as dtscrib� in the Declaratitw recorded September 13, 2005 as Instrttme3ut Na Z005 -0T54387 of Official Kirk J. Ebert Successors is By; of the KirkyEberl Trust, SfATBOF Cv10rVd0 GRANT DEED Records. or their tent.da my 28, 1998 Dtxatmettt Date: May 10, 2010 )� COUNTY OF �/C.R�Ai_ ) son(s) aeocd, etewtDod flu inarutneat.Lv I cerdfy under PENALTY OF PERJURY coder the laws of the Sate of CeBfoaafa ttrat the foregoing paragwpn is true and J� On ' - ttetare arc, �rrk t . Ebrrl eE inr9t:,s,, E EbM1 rr_ . a ooary txietc to and for aid tate oermrnttr anoeartd �3a -T211,11- 040;1- V. wAo proved m tae on rhe !»sa at asisfasmvy evideoa m be the perspn(s) mau(s) islore tatbser{bed m the within inmt®mt and aHmovulmaat m me that tul�tJOey t:uxwed the store in hisfherhtuir aadmriad calaeiry(tes), and tnat by his/hedthdr sigmture(s) on the insautneta the permn(s), a the eadry upon hehalt of whim the per correct. NIrNISS my seal. Sigcattue � R F V - rttr rcon�mlut2otn�&tv� o 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 LEVELONEAMOUNT: LEVELTWOAMOUNT: MITIGATION AMOUNT: COMMAND. AMOUNT: DATE: RECEIPT: CHECK#: IMTIALS: CERTIFICATE OF COMPLIANCE (California Education Code 17620) Project Name: Madison Club Date: April 26, 2011 Owner's Name: JLS Properties, LLC/John Strauss Phone No. Project Address: 81435 Columbus Way, LaQuinta, CA Project Description: Single Family Dwelling APN: 767-690-008 Tract #: Lot #'s: 16B Type of Development: Residential XX Commercial Industrial Total Square Feet of Building Area: 5,458 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 authorize ,016—�ign on behalf of the owner/developer. Dated: April 26, 2011 Signature: **********************************************OA**********************,* SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code 17620 Number of Sq.Ft. Amount per Sq.Ft. Amount Collected Gov. Code 65995 5458 $2.97 $16210.26 Project Agreement Existing Not Subject to Fee Approval Prior to 1/1/87 Requirement Building Permit Application Completed: Yes/No By: Jamie T. Brown, Asst. Supt., Business Services Certificate issued by: Laurie Howard, Secretary Signature:�jJi\ i NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. M V:c/mydocs/devfees, certificate ol'compliance 11/2010 1 Building 461, 5 Address Own DAU l4 I Mailing -30(e A1. � Address Tihfl 4 4 a" fU-l3gb P.O. BOX 1504 APPLICATION ONLY 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 •� �jfl S �C� BUILDING: TYPE CONST. �OCC. GRP. 707 � - U1 i' A/-. 4-- r%A-- eZ41 .. A.P. Number 6:73,Z / yo3o�- el`07- o- gob �er,alr6 'f2 0 4O-S-XY JZ09 A'7�,4/0 c7 at,V��. ` o State Lic. City & Classif. 7'3� 1�3 8 Lic. # Designer , Addess ! a ,?�T 7&C., 340 6 0 Welk (�G / JZi� Z2! U Lict# C- -N� LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I m icensed under provisions of Chapter 9 ommencing with Section 7000) of Division 3 o the sines nd Pr fessions e, and license is in full force and oe effect. SIGNATURE 44 DATE OWNER -BUILDER DECLAWTION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or im- provement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law) 0 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S COMPENSATION DECLARATION hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company 0 Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less). I certify that in the performs e f the work for which t ' ppermit is issued, I shall not employ any erso i ny mann o to be o ject orkers' Compensation Laws of CalifN442 'Date/OwneNOTAPPLICANT.' If, after making this Certate of Exemption you should become subject to the Workers' Compensation Provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issu . (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building per it when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip Legal Description - ( ALT 4 7 d-7433D7,P/�2]� Project Description Sq. Ft.5G�S8+ No. Size Stories NewJ6_ Add ❑ Alter ❑ c& n4axt << �u C� �cc C A - X0 3_3-3 No. Dw Units Repair ❑ Demolition ❑ l A7 L7/N.Y«sd"1lr lLy4 lit p 16- Ikad . egot, Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing --- — i-9--li I S.M.I. It1 Grading Driveway Enc. iu Infrastructure",•`v . ,:,F ku.' TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: WHITE = BUILDING DEPARTMENT YELLOW = APPLICANT PINK = FINANCE a " MiTek® POWER TO PERFORM.- Re: Designs IT10-11016 Taylor Residence MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A.C. Houston Lumber -Indio, CA. , Pages or sheets covered by this seal: R32910554 thru R32910556 My license renewal date for the state of California is December 31, 2011. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party. lumber design values. Q?,pFESS/pN W" o� SOON 0142 CIO LU C 0786 c M h 1 or CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DA M4 V << BY #11,1)- t 301b". OF y March 30,2011 Ong, Ch6o Soon The seat on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Oty Ply IT10-11016 Taylor Residence DESIGNS C7A MONO TRUSS 1 1 Job Reference(optional) A.C. Houston Lumber Co., Indio, CA 92201, ACH 7.250 s Sep 1 2010 MiTek Industries, Inc. Wed Mar 30 08A9:39 2011 Page 1 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-mgpPhLgdvyY3NOOEoMU52w6SY/ BpubGeDft9KgzVn7 3-0-0 9-5-13 15-11-10 21-2-5 268-8 3-0-0 6-5-13 6-5-13 5-2-11 ~ 5-63 Scale. 1:43.9 0.25 12 588 = 2x4 11 8x8 = '.E14 — 18 5 19 9 5x14 =2 4x12 = 10 3 17 4 1 15 �14 F5�V + 5 I� 7 8 9 10 11 12 4x4 11 4110= 6x15 Mf16= 334 = 5.14= 4x4 11 3-0-0 9-5-13 14-2-11 21-2-5 268 8 ' 3-0-0 ' 65.13 4-614 611.10 9763 Plate Offsets 1:0-5-4 0-3-0 [2:0-3-8,0-2-01, f4:0-3-0,0-3-01, 6:0-3-7 Ede 8:0-3-8 0-2-0 9:0-7-8, Edge], 112:Ed a 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.52 9-10 >601 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -1.30 9-10 >238 180 MT16 113/113 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(fL) —0.19 6 n/a n/a BCDL 10.0 Code IBC2006fTP12002 (Matrix) Weight: 97 lb FT - 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 "Except* TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins, except T3: 2 X 4 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD *Except* WEBS 1 Row at midpt 2-9,4-11 W2,T2,W9,W14: 2 X 4 SPF No.2, T5:2 X 4 DF 1800F 1.5E MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 6 SPF 1650F 1.5E be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 6-1293/0-5-8, 14-1257/0-5-8 Max Hoa 14-67(LC 14) Max Uplift6=-434(LC 12), 14=-504(LC 15) Max Grav6-1468(LC 9), 14-1509(LC 10) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 7-13--10/36, 1-13--10/36, 1-15--3357/1150, 2-15--3037/834, 2-16--6881/2433, 3-16--6382/1938, 3-17--6512/2122, 4-17--6031/1647, 4-18--4171/1608, 5-18--3756/1198, 5-19--3403/846; 6-19--3723/1175, 6-12-0/101 BOTCHORD 7-8=-347/675, 8-9--1266/3397, 9-10m-1475/5869, 10-11v-1665/5746, 11-12--731/805 WEBS 2-9--1663/3941, 3-10--874/821, 4-10--268/574, 4-11=-2801/1142, 5-11--417/145, 6.11--1173/3766, 3-9=-694/389, 2-8=-1342/544, 1-8--1084/3209 NOTES (13) 1) Wind: ASCE 7-05; 95mph; TCDL-8.4psf; BCDL-4.8psf; h-25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL -1.33 2) Provide adequate drainage to prevent water ponding. 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 live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 Ib uplift at joint 6 and 504 Ib uplift at joint 14. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 10) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 3852 Ib. Lumber DOL -(1.33) Plate grip DOL -(1.33) Connect truss to resist drag loads along bottom chore! from 0-0-0 to 26-3-0 for 146.7 plf. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) Per ANSVTPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on,narrow edge of lumber. LOAD CASE(S) Standard Job Truss Truss Type Qty Py 1T10-11016 Taylor Residence Vdefl • TCLL 20.0 Plates Increase 1.25 R32910554 DESIGNS G1 MONO TRUSS 6 1 i Job Reference (ontionall A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed Mar 30 09:41:56 2011 Page 1 ID:1SffB4DoF2JKLgDvkFfyrzxOFP-nS6P3jWbrU88rbp_HHJ?MaxmPl w8jsLeScefAOz%Amf i 4-2-12 70o I 11-11:_ I 1610-8 I 4-2.12 2-9A 4-114 4-114 S®la - 1:28.6 o.4- F2 4-e II se= LOADING (psf) SPACING 24).0 CSIDEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.03 7-8 >999 240 TCDL 20.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.09 7-0 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.69 Horz(TL) -0.02 6 rda Na BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER BRACING TOP CHORD 1.5X7.25 RIGIDLAM LVL 1.8E TOP CHORD BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 HF/SPF Stud/STD BOT CHORD OTHERS 1.5X7.25 RIGIDLAM LVL 1.8E REACTIONS (Ib/size) 6=589/0.5-8 (min. 0-1-8), 12=1046/0-5-8 (min. 0-1-8) PLATES GRIP MT20 174/144 Weight 90 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Max Horz 12=1 18(LC 14) Max Uplift6=176(LC 12), 12=360(LC 15) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Grav6=659(LC 9), 12=1075(LC 10) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=138/509, 2-13=220/510, 2-14=847/143, 314=836/125, 3-15=1333/378, 4-15=1244/293, 4-16=1268/334, 5-16=1387/445, 5-0=597/193 BOT CHORD 7-8=325/1027,6-7=2021317,2-12=1047/376 WEBS 4-7=370/149, 3718/685, 5-7=-123/1323, 2-8=-07/874, 1-10=-481/147 NOTES (10) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf, BCDL=4.8psf, h=25f; Cat II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 5) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 Ib uplift at joint 6 and 360 Ib uplift at joint 12. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 9) This truss has been designed for a total drag load of 750 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0.0-0 to 16-10-8 for 44.4 plf. 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard A WMWM - Vesj/y dmrgn p...ters wd READ NOTES ON THIS AND INCLUDED JffTBRRBPBRBNCB PAGE MU -7473 rev. 10.08 BBFORB USB. Design valid for use only with MTek connectors. This design a based onlyupon parameters shown, and is for an individual buikfing component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabifty during construction is the resporwbl5y of the MiTek* erector. Addlionol 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/rPlr Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 1T10-11016 Taylor Residence R32910555 DESIGNS G3 MONO TRUSS 1 2 Job Reference (Qptional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Mar 23 2011 MTek Industries, Inc. Wed Mar 30 09:41:58 2011 Page 1 I D:1_SffB4DoF2JKLgDvkFfyrzxOFP-jgDATPXBS6Ps4vzMOhLTS? 15xgdl Btrxww7mEHzM and 4-9-0 1 11-6-0 I 12-10-8 I 18-10-0 I ' 4-9-0 8-9-0 1-4-8 5-11-0 scale: 3ra=1• 0.25 12 3'a = 4>6 = 3.4 11 4.4 = 34 II S NA II d-0-0 0.9-0 3-5-12 134 2-2-6 5.1-10 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.00 8-9 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.00 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(rL) -0.00 6 Na Na BCDL 10.0 Code IBC2006lrP12002 (Matrix) Weight 185 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 SPF 165OF 1.5E `Except' end verticals. 2-9: 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD *Except* 1-11,4-5,3-7: 2 X 4 SPF No.2 OTHERS 2 X 6 SPF 1650F 1.5E QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All bearings 11-5-8 except at --length) 12=0-58. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. (lb) - Max Horz 12=131(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) except 5=164(LC 16), 6=158(LC 18), 7=561(LC 15), 12=406(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 8 except 5=400(LC 27), 6=276(LC 9), 7=2150(LC 10), 12=910(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13 22/428, 2-14=176/476, 3-14=624/748, 3-15=-435/414, 4-15=371/365, 4-5=347/176 BOT CHORD 10-1127/612, 2-12=1048/578, 8-9=1271/1026, 7-8=296/305, 6-7=330/338, 5-0=528/664 WEBS 1-10=223/292,2-8--753/919,3-8=718/596, 3-6=576/608,4-6=485/396, 3-727/289 NOTES (13) 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 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. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25fk Cat II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 240-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 5, 158 Ib uplift at joint 6, 561 Ib uplift at joint 7 and 406 Ib uplift at joint 12. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rP1 1. 10) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. Continued on page 2 ® WARMNO - Ver>(& deign par etem and READ NOTES ON7WS AND INCLUDEDW=119PERBNC6 PAGE 14!11.7473 rcra. 10-108 BBFORB USB. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component B responsibirty of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction is the responsibillity of the MOW erector. Additional permanent tracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, de"verection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI BuBmng Component 7777 Greenback lane, Suite 109 Truss Information available from TnPlate Institute. 281 N. Lee Street. Suite 312 Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty IT10-11016 Taylor Residence MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the buildling designer. For general guidance regarding fabricotion. quality confroL storage. delivery. erection and bracin , consult ANSIfM1 QuafBv Criteria. DSB-89 and SCSI Building Componerd 7777 Greenback Lane, Suite 109 R32910555 DESIGNS G3 MONO TRUSS 1 2 Job Reference (ontionall A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Mar 23 2011 MTek Industries, Inc. Wed Mar 30 09:41:58 2011 Page 2 I D:I_SffB4DoF2JKLgDvkFfyrzxOFPAgDATPX8S6Ps4vzMOhLTS715xgdl Btrxww7mEHzVI and NOTES (13) 11) This truss has been designed for a total drag load of 1948 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-10-0 for 103.4 plf. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1500 Ib down and 300 Ib up at 11-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Per ANSUTPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=80, 10-11=20, 5-9=20 Concentrated Loads (lb) Vert: 7=1500(F) ® WARWM•Vm% dg. p...te„ and RB6DND7MONTNISdDIDINCLUDEDW7EKREPBRENCSPAGE MII•7473leo. 10•'08SSPOREUS& Design valid for use only with MrTek connectors. This design is based only upon parameters shown, and is for an individual buikfing component. Applicability of design paromenters and proper incorporation of component is responsibility of buikfing 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the buildling designer. For general guidance regarding fabricotion. quality confroL storage. delivery. erection and bracin , consult ANSIfM1 QuafBv Criteria. DSB-89 and SCSI Building Componerd 7777 Greenback Lane, Suite 109 Safey Information available hom Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pry IT10-11016 Taylor Residence MiTek LOADING (psf) SPACING 2-0-0 CSI 7777 Greenback Lane, Suite 109 R32910556 DESIGNS N1 FLAT 34 1 — Job Reference (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed Mar 30 09:42:28 2011 Page 1 ID:I– SffB4DoF2JKLgDvkFfynxOFP-rclVmfvyOKBbgWF79?tVfJG8twgbDGIMpbPLIYzVlm9 }3 3-3-3 4-1. 34-0 61-0 6-0-0 64-0 5-7$ 14.8 46-16 0.10- z$$ S.W =1:84.0 0.57112- 54 Q 4x4 = 4x8 II 4x4 II 5.6 = a2s n 4x6 = 1 30 lam 12 32 4 33 5 34 6 35 sm = 4x8 = Ij 7 38 8 II 4�9 = 5.14 = 5.12 = 8x8 43 �1 44 378 �38�10 38 11 4041 12 42 15 IIj� q �rylil = 2x4 n _ 46jb �Y I 2 28 = _T Iry 11 51m o 11 _ – 28 25 24 s -a -a 2,411 214 II 34-A 22 21 20 1P 7 bxe —aa71— 8x18= 5do3.4112,411 2,411 }}3 -9-8 -0 ita 355 -0-0 "}g.11 6.-x1 2-37 61.0 6h-0 5-7� 410-0q.* U. Plate Offsets (X,Y): [1:0-2-15,0-35], [2:0-5-0,0-2-0], [/:0-312,0-3-0], [11:0-3-0,0-2-4], [14:0-5-4, Edge], [15:0-2-0,0-1-12], (15:0-0-1 Edge], [22:0-3-8,0-2-0], [23:0-5-0,0-3-0], [27:0-11-0.0-2-8] MiTek LOADING (psf) SPACING 2-0-0 CSI 7777 Greenback Lane, Suite 109 DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.34 23 >999 240 MT20 174/144 TCDL 20.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.75 22-23 >522 180 BCLL 0.0 Rep Stress Ina YES WB 0.94 Horz(TL) -0.01 19 Na Na BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight 208 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins. BOT CHORD 2 X 4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-0-2 oc bracing. 11-19:1.5X7.25 RIGIDLAM LVL 1.8E WEBS 1 Row at midpt 6-27.7-25,10-19 WEBS 2 X 4 HF/SPF Stud/STD *Except* MiTek recommends that Stabilizers and required cross bracing 10-22,11-14: 2 X 4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 27=2164/140-0 (min. 0-4--8), 19=2729/0-8-0 (min. 04-11), 28=602/140-0 (min. 0.4-8) Max 1-1orz28=225(1-C 13) Max 15) 14), 19=1006(LC 14), 2809(LC QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT 10 Max Grav27=2274(LC 9), 19=2974(LC 9), 28=809(LC 10) GraUplv27=82 4(L LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-30=110/350, 30-31=110/348, 331=148/346, 332=731/2251, 4-32=871/2489, 4-33=-834/2716, 5-33=932/2768, 5-34=914/2800, 6-34=1189/3060, 6-35=849/616, 7-35=1134/892, 7-36=3897/1636, 8-36=3640/1365, 8-37=3563/1272, 9-37=3842/1535, 9-38=2714/964, 10-38=2942/1167,10-39=1 190/2979, 11-39=-875/2671, 11-40=562!760, 40-41=222/427, 1241=194/414,12-42=1 74/381, 4243=143/352,15-43=143/356,1 44- 492195, 2-44=555f78,14-46=-636/158, 15-46=513/170 BOT CHORD 2-29=263/241, 27-28=2896/1075, 4-28=138/275, 5-27=575/303, 11-19=1296/390, 25-26=534/358, 24-25=1196/2984, 2324=1538/3316, 22-23=1389/3139, 21-22=-869/1305,16-19=25371654,14-16--24541571, 20-21=-486/40i, 13-17=283/283 WEBS 2527=306/943, 19.21=591/1147, 2-3=179/651, 2-28=465/244, 328=2135/503, 6-2508/1158, 6-27=-3596/1396, 8-23=502/239, 7-24=0/256, 9-22=1083/588, 7-25=3054/1352, 7-23=921/1482, 9-23=-881/1463,10-22=1199/2730, 11-14=542/2229, 10-19=3664/1317 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip COL --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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-r0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 823 Ib uplift at joint 27, 1006 Ib uplift at joint 19 and 572 Ib uplift at joint 28. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. Continued on page 2 A WARNln1I6 - Verify design parameters and RBAD NOTES ON TWS AND INCLUDED AHTEKREFEROWE PAGE MU -7473 leo. 10-b8 BEFORE rd8& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary tracing to insure staNity during construction is the respornibillity of the MiTek 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 BCSI Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Sheet, Suite 312 Alexandria, VA 22314. - 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Py IT10-11016 Taylor Residence R32910556 DESIGNS N1 FLAT 34 1 Job Reference (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Mar 23 2011 MiTek Industries, Inc. Wed Mar 30 09:42:29 2011 Page 2 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-Jobu_?va9dJSlggK4iOkCXpJdKAgyjYV2F8vq_zVIm8 NOTES (11) 9) This truss has been designed for a total drag load of 3554 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 42.4-12 for 83.8 plf. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard ® WARNING - Vcnj f tj design pasmneters and READ NOTES ON 77IIS AND INCLUDED AffMPEFEFJ E PAGE A91.7473 rc . 10-'08 BSFORG t1SR _�pq Design valid for use only with AMTek connectors. This design is based only upon parameters shown, and is loran individual buikfing component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown -•Y is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilfity, of the MiTek• 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 QuardY Cdtedo, DSR -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Irdorma6on available from Truss Plate Institute, 281 N. Lee Street, Suite 312 Alexandria, VA 22314. Citrus Heights, CA, 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x, y Failure to Follow Could Cause Property 4 offsets are indicated. I6 4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. see BCSI. 0.1/ „ 2. Truss bracing must be designed by on engineer. For 16 j 2 3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator TOP CHORDS bracing should be considered. Cl-2 C2.3 WEBS 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. O �'> �� 3 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U Ac designer, erection supervisor, property owner and plates 0-'na' from Outside a U all other interested parties. edge of truss. CL 0 5. Cut members to bear tightly against each other. c� cs BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the8 7 6 5 and embed fully. Knots and wane at joint locations required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is thelate P CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is anon-structural consideration and Is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice Is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if Indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is Installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.and ® pictures) before use. Reviewng pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTek- BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. - Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10208 0 Ej t3 Fj ^.o � �`t•3• ';� "� � ' .� MEM " A. Y _ — Com— —`• IL Fes. ❑ mm ff�.= ._ — "M mm .m Wlow *aE mm mm I .m � m is Ha .m 1 to= .w �C i^•_�/ . ma 0a�im 0pgfp�apkt� `76ye� mm_ MOM Ma i M�Mmm� Mm 13 mm a_�.mMM MOMMEMMEMP _ _--_. 0 Ej t3 Fj ^.o � �`t•3• ';� "� � ' Y _ — Com— —`• IL ❑ *aE wan'. a I Dave Taylor Ha Truss 0a�im 0pgfp�apkt� `76ye� } i r�br. wive 13 Y \ Q \ — _ 1-7 14D 9-? 101.0 ? r • �y�• _ _ _ _ — _ _ "b ti i ,off 1+ T m m m u ,� / mow:,• -P ALL OVERKANG DETAILS IN THIS AREA TO 9E PRAM®BY OTHERS OWSM • TRUSSES HAVE EXT. ONLY R i _ 1 1 18.9' 7-a1 1'- �a pe ?�� E Y e *aE wan'. a I Dave Taylor Ha Truss 0a�im 0pgfp�apkt� `76ye� } i r�br. wive • 0 I • Lm I• 1• 1• I• AC HOUSTON LUMBER COMPANY 0 15�rrt�' "Lumbermen Since .1884" CITY OF LA QUINTA 83-490 Indio Blvd. BUILDING & SAFETY DEPT. Indio, CA 92201 APPROVED(760)*347-8320 FOR CONSTRUCTION Fax: (760) 347-8515 I �' MAR 0 9 2011 �? F �. f� . DATEli' pa y011 BYpj fG5 mor John Baird Job Name: Taylor Residence Date: 2/22/2011 ej w February 9, 2011 City of La Quinta Department of Building and Safety 78495 Calle Tampico La Quinta, CA 92253 Re: Taylor Residence 81435 Columbus Way The Madison Club La Quinta, CA 92253 Gentlemen, I have reviewed the truss calculations, and have found them to be in compliance with the drawings. Your's truly, John G. Walling, A.I.A. JGW/jls MAR 15 2011 } � A/ BY: r . i wv :4 mw :+Pvb pl!ee uyp( pp jplAe I �— _awmPm >w:']°w00 [K'�Py m�ini®1 Wrn FP:'1 N®�cr<A: ��mERP/A Pl'mC+a E:gPVwP4PnP®.VewP, u••r.mm�:nm mnnw N'9n �,Ra �Y»mm°sm •a P,trirW °rm:m>P'••aY VP,oPb PW o amv.. m+<.m®.rwuo s 411.�+:crAi>sPS Mi Pr.a.m:mm+P.PIWw n.ou.nm•o. n..v.mnn<oimwmP Y.e<M1'OPmc:'a Yl'mePaes!♦tMPmvJr•1rw•:G�Ogq LenalaEy 6upneip;doy5•:••,_: �:..m.m,.•„m..:n wra,m•.+m os°.mL:so:oPnP..wq+a.P ®See 1.9 -.£ I III 1 — -- -� ! ,.. , ; ,_ i.`.____.....-.. s« .,._........ ., ; I , : w r .Ix -.gz 44! b 1 8, I "'b L-.st s-z 1 , ! , - „aF. 1. ............... L� � 1,.. - v . ... ,ani G ...'•.4 �' "F .l.�.. \:...... : IV ..............- -__ .9.9=.5- i - __ ,!♦ -' ...._....... ....w i !!! L - q -. � ._._. ... ._......_.._....._.___.._.»__...____... _....ate, _ _ a.wr :.. ........_.. a yJw..-.._m IN- b � A ,`j �4 � ifl i •Yw 9 , r m I� — 6T ........................................! �_: �•'♦� 9 0,'�� .♦y, ° •,3,0.`0; e , - p "�`•a ( a Pa s � a a a7 "•',,.� � en:�� iw I=G eF 11 if 1 itA 99G Y j) 1 PPP �r D: Fy • II �� dl I • :d `., �' 3,� ._._iI ': !!�' e•' .. .:, \♦,'?i—=-is-in-..�: ! �:. I ^I i - s I d ♦ I; t ;. '• ''fir :. .. ! ${ i,. _) F .. .. ;.i-...._. r II � 1 �� •v M;-';.�,�-b..'d- __ - _� a .... _......... W m..._.. 111'. ❑ ' rq ! . .. ,., f„ II ] 14 li y' :g , 7 i^ Id..; Al' • A: s:<n Y d 0 0 • LJ n u Ll 0 9 Ll i • 10 0 c, Q POWER ro PERFORM.' Re: Designs IT10-11016 Taylor Residence MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A.C. Houston Lumber -Indio, CA. Pages or sheets covered by this seal: R32650609 thru R32650699 My license renewal date for the state of California is March 31, 2011. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. y January 20,2011 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. :_m 0 0 0 MiTek® POWER TO PERFORM.' Re: Designs gpm IT10-11016 Taylor Residence MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A.C. Houston Lumber -Indio, CA. Pages or sheets covered by this seal: R32766539 thru R32766574 My license renewal date for the state of California is March 31, 2011. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. 0 � / February 21,2011 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. C 1 • C KI 0 Job Truss Truss Type Qty Ply -11016 Taylor Residence TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.01 832650609 DESIGNS Al MONO TRUSS 1 1 1710-11016 Taylor Residence 3-4 >999 180 BCLL 0.0 Rep Stress Ina YES Job e e (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:02 2011 Page 1 1D:7N2_5kZuYR SpSH BYyzNsPFyE_P?-Wr25tOA9eF 16QCRhobrYrvRyC5CTiog6ou7KEaztnYN . 380 1 34 0 0.25 12 214 11 5 2 4 3 214 II 3x4 = Smle: Ma V LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.01 3-4 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 15 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 4=135/0-5-8 (min. 0-1-8),3=135/0-5-8 (min. 0-1-8) Max Horz4=-74(LC 3) Max Uplift4=-33(LC 6), 3=-50(LC 4) Max Grav4=311(LC 9), 3=311(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=-285148,2-3=-285/48 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard oQRpFESS/pnq 49- ER S. r,N � �F W 066433 T. *� A-Pki -11 J*, 20,2011 A WARN/NO - Ve,% design parnmeters =d RPdD NOTES ON 7711 S AND INCLUDED AMEK REFERENCE PAGE AUI-7473 w, 10-108 SWORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the MiTek' erector. Additional permanent bracing of the overall structure is the resporubTty of the building designer. For general guidance regarding fabrication, quality control, storage. defivery. erection and broc'usg� consult ANSI/TPII Quafey Criterto, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 safety Information available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312, Alexandria, VA 223 IT Citrus Heights, CA, 95610 0 • KI n V n V r] 0 1• 10 IE Job Truss Truss Type Qty Ply 1710-11016 Taylor Residence BRACING TOP CHORD 2 X 4 SPF No.2 832650610 DESIGNS A2 MONO TRUSS 1 1 1710-11016 Taylor Residence BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference oa A.G. Houston Lumber Co., Indio, CA 82201 7.250 S Jan lU 2011 Mi 1 eK Inausines, Inc. vveo Jan lu 1l:U3:U2 2071 rage l ID:7N2_5kZuYR Sp8H BYyzNsPFyE_P?-Wf25tOA9eF16QCRhobrYrvRyC5CT-jog6ou7KEaztnYN 3110 i r 3-6-0 1 3.4 = 5.25 1z 2.4 It sw1o: 31411• 5 2 4 3 2.4 II 3.4 = LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 8.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2006/TPI2002 CSI TC 0.48 BC 0.10 WB 0.02 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.01 34 >999 240 Vert(TL) -0.01 34 >999 180 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 185/144 Weight: 15 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=135/0-5-8 (min. 0-1-8),3=135/0-5-8 (min. 0-1-8) Max Horz4=-74(LC 3) Max Uplift4=-33(LC 6), 3=-50(LC 4) Max Grav4=311(LC 9), 3=311(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 14=-285/48,2-3=-285/48 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSIfTPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSUTPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQRoF ESS/p�,� S. co P� c� CODQ � LU Of C 04803 m M !fit IRK�M January 20,2011 A WARNING- Vcrify tit sign pwu meters and READ NOTW ON 77US AND TNCLUD&D WTEK REFERENCE PAGE MU -7473 lac, 20 08 BEFORE USE. ° Design valid for use only with MTek connectors. This design's based onty upon parameters shown. and is for an individual binding component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members arty. Additional temporary bracing to insure stability during construction is the responsibllty of the MiTek' erector. Additional permanent bracing of the overall structure is the responubTty, of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing.consult ANSIITP11 Quo 18y Cdfeda, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute, 281 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 �w 0 1 ►J i E LJ n u w 0 Job Truss Truss Type Qty Ply 171 0-1 1016 Taylor Residence CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 832650611 DESIGNS B1 GABLE 1 1 IT10-11016 Taylor Residence BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) -0.18 9 n/a n/a Job ee (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:05 2011 Page 1 ID:7N2_5kZuYRSp8HBYyzNsPFyE_P?-x2jEV201 xAQhHfAGTjPFTX30E11 Hwx4YUsL_rvztnYK s-4-tz f tzso I tr1-7-4 I zsao I � fLd-12 61d 67.4 6.4-12 swie - 7:42.0 3x8 e 1 0.25 I>z 3xa = 2 axe = 3 4x8 = 5x14 = 3x8 = &5-3 I1fs613 I .13 25-0-0 I Plate Offsets (X_Y): [5:0-3-8.0-0.0). [7:0-3-0.0-0-3). [8:0-7-0.0-2-0]. [8:0-3-12.0-3-0). [9:0-2-0.0-0-8). [24:0-1-0.0-0-5). [36:0-1-8.0-1-0) LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.51 7-8 >580 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -1.21 7-8 >246 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) -0.18 9 n/a n/a BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 106 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 'Except' end verticals. 6-8: 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-7-9 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD *Except* WEBS 1 Row at midpt 2-9 5-6.1-9: 2 X 4 SPF No.2 2 Rows at 1/3 pts 4-6 OTHERS 2 X 4 HF/SPF Stud/STDMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stat a 'o Aide REACTIONS (Ib/size) 6=1038/0-5-8 (min. 0-1-10),9=1038/0-5-8 (min. 0-1-10) Max Horz6=-74(LC 3) Max Uplift6=-248(LC 4), 9=-248(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-350/100, 1-03=-253/54, 2-43=-260/53, 2-44=-3721/844, 3-44=-3726/843, 3-45=4146/938,445=4150/937, 4-46=415/87,5-46=-421/86,1-9=-335193 BOT CHORD 8-9=-780/3184, 7-8=-1120/4538, 6-7=-933/3763 WEBS 4-6=-3434/893, 4-7=0/579, 3-7=469/225, 3-8=-866/326, 2-8=41/732, 2-9=-3044/788 NOTES (10) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1-2002. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 14-0 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) This truss is designed in the 2006 International Building Code 2306.1 ANSI/TPI 1. FESS/� accordance with section and referenced standard 9) This truss has been designed for load 240.Olb live located a moving concentrated of at all mid panels and at all panel points along the4�,� Top Chord, live loads. tv �R S. nonconcurrent with any other 10) Per ANSI/TPI 1-2002, Cq=1.0 for face & Cq=1.11 for lumber. plates on wide plates on narrow edge of C LOAD CASE(S) Standard C O ,33 T .k `11 tit January 20,2011 AWARN7N6-VmifydesignparametersandREADNOTESONTHISANDINCLUDEDkIITEKREPERENCEFAGS601-7478 rev. 10-'089SFORGUS& Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromeniers and proper incorporation of component is responsblity of building designer - not tens designer. Bracing shown is for lateral support of indviduol web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' 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 QuanCriteria, OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 • 7 0 Job Truss Truss Type Qty Ply 1710-11016 Taylor Residence Plate Offsets IX -Y): H Z3-7.0-2-0) LOADING (psf) 832650612 DESIGNS B10 MONO TRUSS 1 TCLL 20.0 IT10-11016 Taylor Residence TC 0.88 Vert(LL) 0.15 7-8 >999 240 MT20 185/144 TCDL 14.0 Job eee (optional) A. C. Houston Lumber Co., Indio, CA 92201 7-38 2 3x4 = 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:06 2011 Page 1 ID:7N2_5kZuYRSpBHBYyzNsPFyE P?-PEHcjODgiUYYvpkSlRwU?IcYgiUKfVgijW5YNLztnYJ -10-13 I 1s6o 5.7-5 67-3 Stale - 1:32.7 0.25 112 axe = 3 e m 6 = 3X4 = I2,4 II No 11 3x8 = ' 7.38 968 17-0-0 196-0 I I 7-38 2-3-0 7 -SA I 26-0 Plate Offsets IX -Y): H Z3-7.0-2-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.15 7-8 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.35 7-8 >568 180 BCLL 0.0 Rep Stress Ina NO WB 0.47 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 165 Ib FT = 20% LUMBER BRACING r TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc purlins, except BOT CHORD 2 X 6 SPF 1650F 1.5E end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-9,2-8,1-8: 2 X 4 SPF No.2 REACTIONS (Ib/size) 9=1184/0-5-8 (min. 0-1-8),6=1430/0-5-8 (min. 0-1-8) Max Horz9=-53(LC 3) Max Uplif19=278(LC 6), 6=-412(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=991/276, 1-10=-4556/1078, 2-10=-4565/1077, 2-11=-4718/1057, 3-11=-4722/1056, 3-12=164/541, 4-12=-165/539 BOT CHORD 8-9=172/583, 7-8=-1075/4560, 6-7=$08/3264, 5-6=-131/346 WEBS 3-7=-263/1538, 3-6=-3534/998,4-6=-661/299.2-8=459/169,1-8=-927/4057 NOTES (10) 1) 2 -ply truss to be connected together with 10d (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 0-9-0 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) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. SFE$$/ 8) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Q� Top Chord, nonconcurrent with any other live loads. ! S 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 Ib down and 119 Ib up at 7-3-8, and 500 Ib down and 119 Ib up at 9-6-5 on bottom chord. The design/selection of such connection device(s) is the CO responsibility of others. Q (r 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LU O LOAD CASE(S) Standard 11 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 * Uniform Loads (plf) Vert: 1-4=-68, 5-9=-16 q �F C Continued on page 2 January 20,2011 A WARNING - der(& design parumeters and READ NOYES ON 7771S AND /NCLUDED PJrT 7K REFERENCE PAGE MU -7473 Ira, 10-'08 EEFORE US& ° Design void for use only with MiTek connectors. This design is based only upon parameters shown- and is for an individual buildng component. BE Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. qualty control. storage. delivery, erection and brac'j consult ANSI/TPII Qualify Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Intormallon available from Truss Plate Institute, 281 N. Lee Street Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 n E I* a Job Truss Truss Type Oty Ply IT10-11016 Taylor Residence 832650612 DESIGNS B10 MONO TRUSS 1 2 IT10-11016 Taylor Residence Job Reference (optional) A.C. Houston Lumber Co., Indio, CA 92201 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-500(F) 8=-500(F) 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:08 2011 Page 2 ID:7N2 SkZuYRSp8HBYyzNSPFyE P?-PEHcjODgiUYYvpkSlRwU?IcYgiUKfVgijWSYNLztnYJ A WARNWO - Verify design parameters and READ N0TES ON 9AIS AND INCLUDED MTEK REPERENCE PAOE MU -7478 r eu, 10.08 EEPORE US& ��' Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of indrridual web members ony. Additional temporary bracing to insure stability during construction is the responsblfity, of the _ MiTek_' 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 brocirsg. consult ANSI/TPII Quo Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informallon available from Truss Plate Institute. 281 N. Lee Sheet, Suite 312. Alexandria. vA 22314. Citrus Heights, CA, 95810 ami n U • 10 10 Job Truss Truss Type Qty Ply 1710-11016 Taylor Residence CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 832650613 DESIGNS B11 MONO TRUSS 1 TCDL 14.0 IT10.11016 Taylor Residence BC 0.36 Vert(TL) -0.29 11-12 >905 180 BCLL 0.0 Job Reference (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 1911:03:09 2011 Page 1 ID:7N2 5kZuYRSp8HBYyzNsPFyE_P?-ppzkLPGY?Pw6mGTlIZTBdNE3lvX4stc8PUJC_gztnYG -0-0 8£S 7-2-14 1-1-5 &15 &1-- e-4-13 Scale = 1:86.5 0.25112 214 II 4x6 = 516 = 1 19 2 201 3 ,CJI . il' 2 4110= 314= 5x6= 4 22 5 23 8 3.4 = 214 II 8116 = 3x6 = 316 = 3x6 = 3x4 = 3.4 = 214 II 6x12 = 5 686 681 el 71 . 7-0-0 7.8-12 280 Plate Offsets (X.Y): 13:0-3-0.0-3-0) (4:0-3.8.0-2-0],16:0-3-0.D-3-0) [17:0-3-12.EdgeI LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.12 11-12 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.29 11-12 >905 180 BCLL 0.0 Rep Stress Incr . NO WB 0.84 Horz(TL) 0.03 10 n/a Tire BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 301 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 'Except' end verticals. 17-18: 2 X 4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD *Except* 2-16,1-17,15-17: 2 X 4 SPF No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER 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) 18=393/0-5-8 (min. 0-1-8),14=189110-5-8 (min. 0-1.8), 10=1008/0-5-8 (min. 0-1.8) Max Horz 18=-88(LC 11) Max Uplift 18=-304(LC 13), 14=-496(LC 14), 10=-584(LC 18) Max Grav 18=600(LC 10), 14=1942(LC 9), 10=1281(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-562/294, 1-19=-701/374, 2-19=-579/244, 2-20=-815/474, 3-20=-1304/979, 3 -21= -1087/766,4 -21=-1655/1309,4-22=629/1911,5-22=-1421/2694,5-23=-2014/828, 6 -23= -2471/1275,6 -24=-2663/760,7-24=-3017/1103,7-25=-1079/1161,8-25=-631/706 BOT CHORD 15-16=-937/989,14-15=-2543/1287,13-i4=-951/1849. 12-13=719/1617, 11-12=-1178/3124,10-11=-1060/2383,9-10=-473/553 WEBS 3-17=-760/726, 3-15=-563/316, 4-15=-1541/3230, 4-14=-1284/583, 5-14=-3777/1536, 5-12=-301/793,6-12=-1899/1133,6-11=-707/676,7-11=-783/1412, 7-10=-2990/1493, 8-10=-746/326,2-17=-535/203,1-17=-523/1014,15-17=-914/1256 NOTES (10) 1) 2-pty truss to be connected togetherwith 10d (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 0-9-0 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) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 8) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 5679 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 39-6-0 for 143.8 plf. 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard OQROFESS/p�,q S. C"kf Q � fi LU r46433 T 20,2011 A WARNING - Vel% design parameters and READ NOTES ON THIS AND INCLUD&D AUTEX R&PERENCE PAGE HU -7473 rar. 10-'08 BEFORE US& Design varid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the MiTek 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 braeulg consult ANSI/TPII Quality Cdtedo. OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 r Job Truss Truss Type City Ply 1710-11016 Taylor Residence PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.23 10-11 >999 240 832650614 DESIGNS 612 MONO TRUSS 2 1 IT10-11016 Taylor Residence Rep Stress Incr YES WB 0.90 Horz(TL) 0.06 9 n/a n/a BCDL 8.0 Job Reference (ot' A.G. Houston LumDer GO., India, GA yzZUl /.zbU s Jan iu zul1 MI I eK Inausmes, Inc. wea Jan 1`J 11:u s:1l evi l rage l ID:7N2_5kZuYRSp8HBYyzNsPFyE_P?-mC5Vm5HoXOAq?adOp_ fiioJPbj76KeCRtooJ2YztnYE 755 I t4-9-0 I zalos I 2s-11-14 I 331-3 I ass -o I 7.88 7-2-14 61-5 61-5 8-1-5 6-0-13 Sole. 1:66.8 0.25 (r2 3x8 II 5X8 = 5.6 = 4x8 = 5X6 = I 18 2 .1 I0 lu I0 5.6 = 4x6 - 3.6 = 3.6 = 1l4 = 4x4 = N4 11 758 I 14-9-0 I 22-t-0 29-5-0 I 37-0-0 I' 398-0 758 7-2-14 7-0-0 7-0-0 75.12 2$O Plate Offsets (X Y): 1270-3-0.0-3-01.[570-3-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.23 10-11 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.56 10.11 >470 180 Max Horz 15=-86(LC 3) BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.06 9 n/a n/a BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 143 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins, except 25: 2 X 4 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 4-1-7 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD *Except* WEBS 1 Row at midpt 4-13 1-15,7-8.3-14: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 15=386/0-5-8 (min. 0-1-8),13=1906/0-5-8 (min. 0-3-0), 9=1002/0-5.8 (min. 0-1-9) Max Horz 15=-86(LC 3) Max Upliftl5=96(LC 6), 13=-449(LC 4), 9=-309(LC 6) Max Gravl5=442(LC 9), 13=1906(LC 1), 9=1002(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=340/101, 2-17=-663/139, 3-17=-665/137, 3-18=-006/1752, 4-18=-408/1747, 4-19=1471/327, 5-19=-1475/326, 520=-2367/486, 6-20=-2371/485, 6-21=-197/625, 7-21=-198/623 BOT CHORD 14 -15=-135/685,13-14=-1746/426,12-13=-292/1143,11-12=-292/1143, 10-11=-628/2542, 9-10=-438/1748, 8-9=-112/272 WEBS 2-15=-591/102, 2-14=-410/199, 3-14=-538/2266, 3-13=-1046/339, 4-13=-2976/719, 4-11=-22/566, 5-11=-1113/335, 6-10=-37/730, 6-9=-2133/652, 7-9=-744/317 40 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard I0, I! �oQgOFESSIp�,�l _^ER S. TjN^ Fti CO 0 IX C 04 33 T ©t*ffliii lv January 20,2011 A WARNING - Vm ijy deaiga pww retesa and READ NOTES ON TNISAND MCLUDED49TBK RBPERENCE PAGE bW-7473 ray. 10-T8 BEFORE USE, �' Design valid for use only with MiTek connectors. This design is based only, upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component k 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 MiTek^ erector. Additional permanent bracing of the overall structure is the responsbility, of the building designer. For general guidance regarding fabricofion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quo lHy Crffeda. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexonddo, VA 22314. Citrus Heights, CA, 95610 4X6 - 10 A Job Truss Truss Type Qty Ply1710-11016 Taylor Residence I 1 5217 1 I 1 1 Plate Offsets 1X.Y17 j1:0-3-8.Edge). f2 0-3-0 0-3-0],13:0-3-8 0-2-0).j5:0-2-80-3-01,[7.0-3-7.Edgel, 832650615 DESIGNS B13 MONO TRUSS 3 1 IT10-11016 Taylor Residence TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.16 10-11 >999 240 aD Reference footional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:13 2011 Page 1 ID:7N2_5kZuYRSp8HBYyzNsPFyE_P?AbCFBnJ32dQYFunpxPY7oDPmVWrMoZlkK6HP7RztnYC 766 I 14-9-0 I 2!g I 26-1166-10-14 I 33-13 I 396-0 I 1 766 7-2-14 566 6-1-5 8.4-13 S.% - 1:66.7 0.25k 4x8 II 5X6 = h12 - 3.4 = 5x8 = i 16 2 .. .. ... _ is 14 13 12 11 10 9 6 4X6 - 4x12 - 3.4 = 3.6 = 3x4 = 3i4 = 34 II 3.6 = • 766 1T- 20-3-0 2&5-0 37-0-0 396-0 I I 1 5217 1 I 1 1 Plate Offsets 1X.Y17 j1:0-3-8.Edge). f2 0-3-0 0-3-0],13:0-3-8 0-2-0).j5:0-2-80-3-01,[7.0-3-7.Edgel, f14:0-3-8 0-2-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.16 10-11 >999 240 MT20 185/144 j TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.42 10-11 >469 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.05 9 n/a n/a BCDL 8.0 Code IBC2006frP12002 (Matrix) Weight: 143 Ib FT = 20% LUMBER BRACING . TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-9 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-15.7-8: 2 X 4 SPF No.2 WEBS 1 Row at midpl 2-15,5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 0-5-8. (lb) - Max Horz 15=-86(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) except 15=-130(LC 6), 13=-211(LC 4), 11=-241(LC 4), 9=-272(LC t 6) Max Grav All reactions 250 Ib or less atjoint(s) except 15=540(LC 1), 13=843(LC 1), 11=1075(LC 1), 9=836(LC I 1) 16 KI FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 -15= -339/101,2 -17=-1117/281,3-17=-1122/280,3-18=-109/466,4-18=-111/459, 4 -19=179/754,5 -19=-181/749,5-20=-1472/268,6-20=-1476/267,6-21=-191/634, 7-21=192/633 BOT CHORD 14-15=-276/1137,13-14=462/132. 12-13=-749/193, 11-12=-749/193, 10-11=-376/1375, 9-10=-323/1270.8-9=-109/272 WEBS 2-15=-977/245, 2-14=-256/167, 3-14=-382/1619, 3-13=-822/279,4-13=-66/305, 5-11=2168/561,5-10=0/358,6-10=-36/408,6-9=-1637/524, 7-9=-756/307, 4-11=507/200 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIIrPI 1. 6) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard ® WARNING - Ver% design parvmetem and READ NOTES ON 7TlIS AND DICLUVED AHTEK REFERENCE PAGE MY 7473 r . 20.08 EEPORE US& Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of indvidual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Qua,Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information ovdiable from Tens Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VAA 22314. Citrus Heights. CA. 95610 1 is e Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence I 580 122-1-0 I I 1 l 1-10-0 7-0-0 7812 280 _Plate Offsets (Xy): [1:0-3-8.Edge]. [2:0-3-0.0.3-0] [3:0-3-8.0-2-0]. (5.0.2-0.0-3-0]. [7.0-3-7.Edge] 832650616 1 DESIGNS B14 MONO TRUSS 1 1 IT10-11016 Taylor Residence TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.16 10-11 >999 240 Job Reference (optional A.G. riousion Lumber GO., mato, GA 9zzul t.zou s Jan 1u zu11 MI I etc Industries, Inc. Wea Jan 19 11:D3:14 2u11 Hage 1 I D:7N2_5kZuYRSp8HBYyzNsPFyE_P?-AnmdO7JhpxYPs2M?V63MKRxxOwBVX04tZm 1 zftztnYB 788 I 14-9-0 I 20.3-0 I 26-11-74 I 3}i-3 1 3980 l 788 7-2-14 580 6810 81-5 84.13 Seale • 1:66.7 0.25111 .8II 6x6 = 1 h12 - 3x4 = 5x8 = Is 2 W2 = 41,0 = 3.4 = 3x6 - 6.6 = 3.4 = 214 It FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-339/101, 1-16=-266/86, 2-16=-273/85, 2-17=-1122/269, 3-17=-1127/268, 3-18=108/455, 4-18=-109/448, 4-19=-179/751, 5-19=-180!746, 520=-1473/269, 6-20=-1478/268, 6-21=-191/634, 7-21=-192/632 BOT CHORD 14-15=-268/1144, 13-14=-451/135, 12-13=451/134, 11-12=-745/194, 10-11=-377/1377, 9-10=323/1270, 8-9=-109/272 WEBS 2-15=-943/212, 2-14=-274/176, 3-14=-369/1608, 3-12=-802/272, 4-12=-67/306, A 511=-2167/561, 5-10=0/356, 6-10=-36/408, 6-9=-1637/525.7-9=-755/307, 4-11=510/200 0 Ll NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. �OFESSt 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-x3-0 tall by 2-0-0 wide el) Nql will fit between the bottom chord and any other members. �S. F 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. R rNC ti 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the CO Top Chord, nonconcurrent with any other live loads. (D fn 7) PerANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. Lu 4,�64�33 LOADCASE(S) Standard * Xro/�-11 */ anuary 20,2011 A WARNING - Verify design parnnteters acrd READ NOTES ON 7711S AND WCLUDED kII7EK REFERENCE PAGE 1111.7473 inw, 10-`08 BEFORE USB. �° Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual bulding component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibllity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quaBty control, storage, delivery, erection and bracing consult ANSI/TPII Qualify Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 mr8 - 788 14-9-0 20.3-0 29-5-0 3780 3980 I 7$8 7-2-14 I 580 122-1-0 I I 1 l 1-10-0 7-0-0 7812 280 _Plate Offsets (Xy): [1:0-3-8.Edge]. [2:0-3-0.0.3-0] [3:0-3-8.0-2-0]. (5.0.2-0.0-3-0]. [7.0-3-7.Edge] [1070.3-0.Edge]. 114,0-3-8.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.16 10-11 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.42 10-11 >473 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(rL) 0.04 9 n/a n/a BCDL 8.0 Code IBC2006/ TP12002 (Matrix) Weight: 151 Ib FT = 20% LUMBER BRACING . TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-9 oc purlins, except BOT CHORD 2 X 4 SPF No.2 'Except' end verticals. 13-15: 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD 'Except' WEBS 1 Row at midpt 2-15,5-11 1-15.7-8: 2 X 4 SPF No.2 recommends that Stabilizers and required cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 0-5-8. (lb) - Max Horz 15=-84(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) except 15=-129(LC 6), 12=-213(LC 4), 11=-239(LC 4), 9=-272(LC 6) Max Grav All reactions 250 Ib or less at joint(s) except 15=542(LC 1), 12=838(LC 1), 11=1077(LC 1), 9=836(LC 1) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-339/101, 1-16=-266/86, 2-16=-273/85, 2-17=-1122/269, 3-17=-1127/268, 3-18=108/455, 4-18=-109/448, 4-19=-179/751, 5-19=-180!746, 520=-1473/269, 6-20=-1478/268, 6-21=-191/634, 7-21=-192/632 BOT CHORD 14-15=-268/1144, 13-14=-451/135, 12-13=451/134, 11-12=-745/194, 10-11=-377/1377, 9-10=323/1270, 8-9=-109/272 WEBS 2-15=-943/212, 2-14=-274/176, 3-14=-369/1608, 3-12=-802/272, 4-12=-67/306, A 511=-2167/561, 5-10=0/356, 6-10=-36/408, 6-9=-1637/525.7-9=-755/307, 4-11=510/200 0 Ll NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. �OFESSt 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-x3-0 tall by 2-0-0 wide el) Nql will fit between the bottom chord and any other members. �S. F 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. R rNC ti 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the CO Top Chord, nonconcurrent with any other live loads. (D fn 7) PerANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. Lu 4,�64�33 LOADCASE(S) Standard * Xro/�-11 */ anuary 20,2011 A WARNING - Verify design parnnteters acrd READ NOTES ON 7711S AND WCLUDED kII7EK REFERENCE PAGE 1111.7473 inw, 10-`08 BEFORE USB. �° Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual bulding component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibllity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quaBty control, storage, delivery, erection and bracing consult ANSI/TPII Qualify Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 mr8 - A.G. Houston Lumber Go., Indio, GA 92201 7.2ou s Jan lu zul l MiTex eK industries, Inc. Wed Jan 19 11:03:16 20i i rage 1 ID:7N2 5kZuYRSp8HBYyzNsPFyE_P?-6AuOpoLxLYo76LVNcX5gPsOJKkt??yCA04W4jmztnY9 566 12-9-0 l 18-3-0 l 24-11.14 l 31-1.3 1 376-0 i 566 7-2-14 580 6-&10 6-1-5 84-13 40 ew14 =1:63.4 • 1r. Iw Ill 0.25112 364 = 4X6 = 566 = 16 2 17 3 is 4 3x8 = Job Truss Truss Type Qty Ply1710-11016 Taylor Residence Nl Plates Increase 1.25 TC 0.63 Vert(LL) -0.16 10-11 >999 240 MT20 185/144 TCDL 14.0 R32650617 BC 0.53 DESIGNS B15 MONO TRUSS 3 1 1T10-11016 Taylor Residence BCDL 8.0 Code IBC2006rrP12002 (Matrix) Weight: 136 Ib FT = 20% Job Reference (optional) A.G. Houston Lumber Go., Indio, GA 92201 7.2ou s Jan lu zul l MiTex eK industries, Inc. Wed Jan 19 11:03:16 20i i rage 1 ID:7N2 5kZuYRSp8HBYyzNsPFyE_P?-6AuOpoLxLYo76LVNcX5gPsOJKkt??yCA04W4jmztnY9 566 12-9-0 l 18-3-0 l 24-11.14 l 31-1.3 1 376-0 i 566 7-2-14 580 6-&10 6-1-5 84-13 40 ew14 =1:63.4 • 1r. Iw Ill 0.25112 364 = 4X6 = 566 = 16 2 17 3 is 4 3x8 = 3.4 = 4x8 = 314 = 3x8 = 314 = 3x4 = 2x4 II 3x8 = ' 586 7-2-14 580 1.10.0 7A-0 Plate Offsets Y 4.0A-0 0-3--0��7.0-3-7Edge1 76-12 280 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP Nl Plates Increase 1.25 TC 0.63 Vert(LL) -0.16 10-11 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.42 10-11 >467 180 3.4 = 4x8 = 314 = 3x8 = 314 = 3x4 = 2x4 II 3x8 = ' 586 7-2-14 580 1.10.0 7A-0 Plate Offsets Y 4.0A-0 0-3--0��7.0-3-7Edge1 76-12 280 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.16 10-11 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.42 10-11 >467 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.04 9 n/a n/a BCDL 8.0 Code IBC2006rrP12002 (Matrix) Weight: 136 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-15,7-8: 2 X 4 SPF No.2 WEBS 1 Row at midpt 5-11 Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Fin stallation guide. REACTIONS All bearings 0-5-8. (Ib) - Max Horz 15=-84(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) except 15=-114(LC 6), 13=-173(LC 4), 11=-254(LC 4), 9=272(LC 6) Max Grav All reactions 250 Ib or less at joint(s) except 15=488(LC 9), 13=688(LC 1), 11=1125(LC 1), 9=840(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-306/66, 2-17=-898/234, 317=-903/233, 3-18=-57/257, 4-19=-178/732, 5-19=179/727, 5.20=-1495/274, 6-20=-1499/272, 6-21=-191/634, 7-21=-192/632 BOT CHORD 14-15=-218/897,13-14=-253/81,12-13=-674/172,11-12=-674/172, 10-11=-385/1407, 9-10=-324/1278, 8-9=-1091272 WEBS 2-15=-854/209, 314=-28211179,3-13=-711/254,4-13=-98/438,5-11=-2178/568, 5-10=0/351, 6-10=-29/418, 6-9=-1646/526.7-9=-756/307,4-1 1=-556/211 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. FESS ��/9� 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. OQ�� 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the �� R S. Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for face & Cq=1.11 for lumber. plates on wide plates on narrow edge of C LOAD CASE(S) Standard LL1C 433 M tY * E Janbary 20,2011 A WARNiNO - Ydi,/b design pwwaierem and READ NOTES ON 7N1S AND INCLUDED MMK REFERENCE PAOB 810-7473 r-eu. 20.08 BEFORE USE. ! ° Design valid for use only with MTek connectors. This design B based only upon parameters shown. and is for an individual building component. q■ Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsib9Bty, of the WOW 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 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 10 Job Truss Truss Type City Ply IT10-11016 Taylor Residence I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 832650618 DESIGNS B16 MONO TRUSS 1 1 IT10-11016 Taylor Residence TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) Job Reference (ootional) A.G. Houston Lumber Go., India, GA 92201 /.ZbO s Jan 10 2011 MI I eK Inaustnes, Inc. Wea Jan 19 11:03:18 zui l rage 1 ID:7N2 5kZuYRSp8HBYyzNsPFyE_P?-2YO8EUNBtA2rLffmky71UH6fgXYSTsjTUO?AoeztnY7 566 I 12-9-0 I 18-3-0 I 24-11-14I 31-1-3 I 376-0 566 7-2-14 56-0 86-1014 61-5 64-13 1 9®Ie • 1:82.9 0.25 [IL h4 II 3t4Sa8 = _ h8 = — 1 2 17 3 18 4 19 5 i h U 0 0 3.8 = 318 = 3,4 = 3.4 = 2K4 II b8 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.16 11-12 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.42 11-12 >467 180 Top Chord, nonconcurrent with any other live loads. BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.04 10 n/a n/a BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 136 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8-9,2-16: 2 X 4 SPF No.2 WEBS 1 Row at midpt 6-12 FInMiTeskecommendsrthat Stabilizers and required cross bracing intalledduring truss erection, in accordance with Stabilizer stallation uide. REACTIONS All bearings 0-5-8. (lb) - Max Harz 16=-84(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) except 16=-123(LC 6), 14=-167(LC 4), 12=-256(LC 4), 10=-273(LC 6) Max Grav All reactions 250 Ib or less at joint(s) except 16=495(LC 9), 14=665(LC 1), 12=1130(LC 1), 10=840(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-18=-853/223, 4-18=-858/222, 5-20=-176/725, 6-20=-177/720, 6-21=-1498/274, 7-21=-1502/273,7-22=-191/634,8-22=-192/632,2-16=-013/70 BOT CHORD 15-16=-207/853.13-14=-667/171. 12-13=-667/171, 11-12=-386/1411, 10-11=-325/1280, 9-10=-109/272 WEBS 3-16=833/204, 4-15=-264/1106, 4-14=-694/250, 514=-103/458, 6-12=-2175/567, 6-11=-1/350, 7-11=-28/419, 7-10=-1647/526, 8-10=-756/307, 512=-562/212 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in the 2006 International Building Code 2306.1 ANSI/TPI 1. R()FESS/� NQ accordance with section and referenced standard 6) This truss has been designed for a moving concentrated load of 240.O1b live located at all mid panels and at all panel points along the OQ S. TSN ley Top Chord, nonconcurrent with any other live loads. �� ER 7) Per ANSI/rPI 1-2002, Cq=1.0 for face & Cq=1.11 for narrow edge of lumber. C-0C plates on wide plates on LOAD CASE(S) Standard E �OA 20,2011 ®WARNING - Verify design parameters and READ NOTW ON 77115 AND UXLUDED b1 EIT REFERENCE PAGE 1IW-7473 leu. 20-'08 9EFORS US& Design valid for use only with MiTek connectors. This design B based only upon parameters shown- and is for an individual building component. App6cablity, 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 responsbllty, of the MiTek^ 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 brad consult ANSI/71`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Infermaflon available from Truss Plate Institute. 281 N. Lee Sfreet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 i0 r Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud 832650619 DESIGNS B17 MONO TRUSS 3 1 ,T10-1 1016 Taylor Residence TCDL 14.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.42 10-12 >472 180 Job e e o io a A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:19 2011 Page 1 ID:7N2 SkZuYRSp8HBYyzNSPFyE3 P?-XIaWRgNpeTBizpEyHffxlUegPxuYCJ2cilkkK5ztnY6 1 9-3-0 I 14-9-0 I 21.574 I 27-7- I 34-0-0 i 9.3-0 58-0 &8-10 &1-5 f}4-13 Stale - 1:57.4 0.25 Ill 214 214 II 3x8 = 5X8 = &7Gi 14 13 12 11 10 9 2x4 II 4x12 = - 214 = 3x8 = 3.8 = 3.4 = 3X4 = 214 II I . �-0-0 I 9-3-0 I 14-9-0 11&7-0 I 23.17-0 I 318-0 I 34-0-0 Plate Offsets (X_Y): 14:0-4-0.0-3-011. [7:0-3-7.Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.16 10-12 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.42 10-12 >472 180 BCLL 0.0 Rep Stress Ina YES WB 0.71 Horz(TL) 0.04 9 n/a n/a BCDL 8.0 Code IBC2006rrP12002 (Matrix) Weight: 125 Ib FT = 20% LUMBER BRACING . TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-8: 2 X 4 SPF No.2 WEBS 1 Row at midpt 5-12 that Stabilizers and required cross bracing [MiTeslecommenclsr eintalled during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 0-5-8. (lb) - Max Horz 14=-80(LC 3) ! Max Uplift A11 uplift 100 Ib or less at joint(s) except 13=105(1_C 4), 12=-264(LC 4), 9=-273(LC 6), 14=-103(LC • 6) Max Grav All reactions 250 Ib or less at joint(s) except 13=445(LC 18), 12=1162(LC 1), 9=842(LC 1), 14=511(LC i 9) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-19=-169/698, 5-19=-170/693,5-20=-15061276, 6-20=-1510/275.6-21=-191/634, 7-21=192/632 BOT CHORD 12 -13= -638/165,11 -12=-389/1423,10-11=-389/1423,9-10=-326/1285,8-9=-109/272 WEBS 3-13=-065/196, 4-13=-122/532, 5-12=-2160/563, 5-10=-3/347, 6-10=27/422, 6-9=-1652/527, 7-9=-756/307, 4-12=-590/220, 2-14=-067/199, 1-14=-250/280 • NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for load 240.01b live located the Q�I)FESS/0 N a moving concentrated of at all mid panels and at all panel points along Top Chord, live loads. nonconcurrent with any other 7) Per ANSI/TPI 1-2002, Cq=1.0 for face & Cq=1.11 for lumber. ��0 �R S. • plates on wide plates on narrow edge of co Q Rt LOAD CASE(S) Standard ULU M CO 113 1• I* January 20,2011 A WARNING - Verify design pmvn.fd and READ NOTES ON IVIS AND INCLUDED XTIEK REFERENCE PAOB MI -?473 rzc, 10-'08 BEFORE USB. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilrity of the MiTek erector. Additional permanent bracing of the overall structwe 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citn is Heights, CA, 95610 r\ U Job Truss Truss Type Qty 1 1 260 660 63-4 63-0 Taylor Residence Plate Offsets (X Y) _[1.0-3-7 Edge] 1370-2-4 0.34) X9,0-3-0 0-3-0) LOADING (psf) 832650620 DESIGNS BIB MONO TRUSS 2 [ly�IT10-1110116 1 IT10-11016 Taylor Residence TC 0.65 Vert(LL) -0.09 7-8 >999 240 MT20 185/144 TCDL 14.0 ob eee o A.U. mouston LUmDer GO., In01o, LA eZZul /.Lau 5 Jan lu Zu1 1 NII I eK Inuu51ne5, Inc. vveu Jan iv i i:w.z i zv i i rage i ID:7N2_5kZuYRSp8HBYyzNSPFyE P?-T7hHsWP4A5RPC60LP4h?6vk9dcngAuvALDrPzzlnY4 611-11 1 13-7x4 1 zo-0-2 I 2&M 611-11 6-63 663 5.7-14 Sate a 1:43.8 0.2512 3.4 = 5.6 = 12 2 13 3 .n4 11 4x12 - 5x8 = 3.6 - 3.4 = 214 II •. 260 FL60 14-94 _1 23.0-4 2640 1 1 260 660 63-4 63-0 1 I 2-11-12 Plate Offsets (X Y) _[1.0-3-7 Edge] 1370-2-4 0.34) X9,0-3-0 0-3-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.09 7-8 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.22 7-8 >616 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 95 lb FT = 20% LUMBER BRACING . TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-11.5-6: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 6=377/0-5-8 (min. 0-1-8), 10=638/0-5-8 (min. 0-1-8), 8=1144/0-5-8 (min. 0-1-13) Max Horz 10=-80(LC 3) Max Uplift6=-90(LC 6), 10=-154(LC 6), 8=-275(LC 4) Max Grav6=437(LC 14), 10=638(LC 1), 8=1144(LC 1) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-71/329, 2-12=-73/327, 2-13=-656/153, 3-13=-661/151, 3-14=-172/544, 4-14=-173/539, 4-15=-521/79, 5-15=-523/78, 5-6=434/78 BOT CHORD 9-10=238/768, 7-8=228!742 WEBS 1-10=505/168, 2-10=-952/306, 3-9=-131/732, 3-8=-865/305, 4-8=-1253/396, 5-7=1/510 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25tt; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconlaurent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard OQI�OFESS/�N �� R S. Tj q�F • CID Q LU CO 33 K: 10 January 20,2011 A WARNING - Verity design paraowfers oral RFAD N07M ON TN1S AND INCLUDED AHTEK REFERENCE PAGE 6111-7473 rra. 10.'08 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not hues 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 MiTek' erector. Additional permanent bracing of the overan structure is the responsbTty, of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bract. consult 31ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 2. Alexandra. VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence Plate Offsets (X.Y): [7:0-37.E tdgel. (3:0-2-4.0-3-4). [11:0-30.0-3-0[ LOADING (psf) 832650621 DESIGNS B19 MONO TRUSS 1 1 IT10-11016 Taylor Residence Job Reference o a A.G. Houston Lumber GO., mato, GA `JZZUI f.ZDu s Jan lu ZUl l MI I eK Inauslnes, Inc. vvea Jan l`J 7l:VJ:LL Lull rage I I D:7 N 2_5kZuYR Sp8H BYyzN s PFy E_P?-xJ Ff4sQ ixOZGgGzXzoC Ef 7G KM8y4 Pdg30?zOxQztnY3 611-11 I 137-14 f W3 I 26-0-0 I 611-11 6-9-3 8.63 57-14 S®le • 1:4.1.1 0.2511 8x9 = 3X4 = 5.6 = 14 2 Is 3 sc �� 3X4 = 5.6 = 3x6 = 3.4 = h4 II 10 • OF January 20,2011 ® WARNTNG - Verify rlesign pa a, -t— and READ NOTES ON TT11S AND INCLUDED ARTEK REFERENCE PAGE MJ -7473 r-eu. 10 -'OS BEFORE USE. Nil Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appricablity, of design poromenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral support of indvidual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek^ erector. Additional permanent bracing of the overall structure is the respombility, of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, , consult ANSI/TPII QuoCriteria. OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Int0rmalion available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. V 22314. Citrus Heights, CA, 95610 2-0-0 6.60 63-0 63-0 2.612 Plate Offsets (X.Y): [7:0-37.E tdgel. (3:0-2-4.0-3-4). [11:0-30.0-3-0[ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.09 9-10 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.21 9-10 >619 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.90 Horz(TL) 0.02 8 n/a n/a BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 94 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-13,5-8: 2 X 4 SPF No.2 6-0-0 oc bracing: 10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 12=641/0-5-8 (min. 0-1-8), 10=1128/0-5-8 (min. 0-1-12), 8=403/0-5-8 (min. 0-1-8) Max Horz 12=-80(LC 3) Max Upliftl 2=-1 55(LC 6), 10=-271(LC 4), 8=-110(LC 6) Max Grav 1 2=641 (LC 1), 10=1128(LC 1), 8=447(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-71/329, 2-14=-73/327, 2-15=-668/156, 315=-673/154, 316=-168/519, 4-16=169/514, 4-17=-487/72, 5-17=-489/71, 5-8=-050/102 BOT CHORD 11-112=-239i`777,9-110=21171723 WEBS 1-12=-505/168, 2-12=-962/308, 3-11=-129/726, 3-10=863/305, 4-10=-1196/380, 4-9=266/174, 5-9=0/470 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; • cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI7TPI 1. 6) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for face 8 Cq=1.11 for lumber. RIFE$$/� Q N9 plates on wide plates on narrow edge of O LOAD CASE(S) Standard cLU M 0 31 Of IC 10 • OF January 20,2011 ® WARNTNG - Verify rlesign pa a, -t— and READ NOTES ON TT11S AND INCLUDED ARTEK REFERENCE PAGE MJ -7473 r-eu. 10 -'OS BEFORE USE. Nil Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appricablity, of design poromenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral support of indvidual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek^ erector. Additional permanent bracing of the overall structure is the respombility, of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, , consult ANSI/TPII QuoCriteria. OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Int0rmalion available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. V 22314. Citrus Heights, CA, 95610 01, e tl 0 Job Truss Truss Type Qty Ply1710-11016 Taylor Residence 832650622 DESIGNS 82 MONO TRUSS 10 1 IT10-11016 Taylor Residence Job Reference lootiotlal) A.G. Houston Lumber Go., MOO, GA eZZ01 r.zov 5 Jan lV ZV I I IVII I eK Inuu5tne5, Inc. vveu Jan ly I I:uS.z4 LV I 1 raga I ID:7N2 5kZuYRSpBHBYyzNsPFyE_P?-bNPVYRyTOp 3a7w4DEikYMdGyYMIWILsJSVOlztnYl 6-7-12 I 13.00 I 19-0-0 I 28-0-0 I 07-12 6-0-0 B-0-0 67-12 stale = 1:43.7 0.25 t 12 4 4 It 10.16 = 3x6 = 5[6 = - 12 - 9 e 7 4x4 = 3.4 15x6 = h4 = 588 = 4r8 = 2-5$ I 07-12 10-0-0 I 17-109 I 264).0 I ' 4- -0 '+-4-0 7 1010 &1 7 Plate Offsets (x Y)i[t-Edge 0-3-81,[4.0-3-0 0-3-01,[6.0-3-80-0-01,[8.0.4-00-3-Oj. [1470-2-4 0-1-81.[1470-8-0 2-2-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.35 8-9 >803 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.85 8-9 >330 180 BCLL 0.0 Rep Stress Ina YES WB 1.00 Horz(TL) 0.10 7 n/a n/a BCDL 8.0 Code IBC2006rrP12002 (Matrix) Weight: 97 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, BOT CHORD 2 X 4 SPF No.2 *Except* except end verticals. 7-8,8-11: 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD *Except* WEBS 1 Row at midpt 5-7 6-7,2-10: 2 X 4 SPF No.2 [MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=966/0-5-8 (min. 0-1-8), 14=1182/0-7-0 (min. 0-1-8) Max Horz 14=-75(LC 3) Max Uplift7=-230(LC 4), 14=-292(LC 6) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -16= -1949/504,3 -16=-1954/503,3-17=-3083/700,4-17=-3088/699,4-18=-3678/835, 5-18=-3682/834,5-19=-426/100,6-19=-433/99,6-7=-356/104 BOT CHORD 10 -11=-365/82,9-10=-493/1951,8-9=-996/3896,7-8=-873/3492,2-14=-1 128/308 WEBS 3-9=-220/1241, 4-9=-902/340, 4-8=-387/205, 5-8=0/400, 5-7=-3128/795, 3-10=-832/245, 2-10=-545/2165 NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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 noncencurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the OQ,,OFESS(ON Top Chord, nonconcurrent with any other live loads. 9 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. � R S. LOAD CASE(S) Standard CIO, QQ� C�� Z LU C 0 643 T OF uary 20,2011 A WARNING - V&4jy rl siyn par=to anti READ NOTSS ON IVIS AND INCLUDED ABTE C REFERENCE PAGE OCI.7473 raa. 20-10& SENORS US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to irssum stability during construction is the responsbillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI/TPII Quality Cdteflo. DSO -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 1T10-11016 Taylor Residence CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 832650623 DESIGNS B3 MONO TRUSS 3 1 IT10-11016 Taylor Residence BC 0.78 Vert(TL) -1.00 7-8 >284 180 to BCLL 0.0 ' 0 0 A.C. Houston Lumber Co., Indio, CA 92201 6-7-12 6.7-12 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:25 2011 Page 1 ID:7N2 5kZuYRSp8HBYyzNsPFyE P?-LuxnitSaEJxrhkh6ewlxHluoOMtGczXV5zB2YIztnYO 13-0.0 I 194A I 28'0-0 i 8-0-0 6-04 Stet - 1:43.7 0.25 112- 8.9 = 4x8 = 5.6 = II 2 12 3 • 0 0 KI 0 • 0 4x6 = 8x6 = 30 = 4x8 = z-ao I 10-0-o I n -10-s I 20-o e.o-o 7ao-1n 13 a 4 4x8 5 SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.42 7-8 >670 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -1.00 7-8 >284 180 to BCLL 0.0 ' Rep Stress Incr YES WB 0.91 8 7 BCDL 8.0 e 4x6 = 8x6 = 30 = 4x8 = z-ao I 10-0-o I n -10-s I 20-o e.o-o 7ao-1n zs-ao e -1a Plate Offsets (XY)7 11:0-3-7.Edgel. ►3:0-3-0.0-3-01,15:0-3-8.0-0-0],18:0-2-12.Edae1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.42 7-8 >670 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -1.00 7-8 >284 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.15 6 n/a n/a BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 93 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 'Except' end verticals. 6-8: 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-11-14 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD 'Except' WEBS 1 Row at midpt 2-9 1-10,5-6: 2 X 4 SPF No.2 2 Rows at 1/3 pts 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sta a 'o REACTIONS (Ib/size) 6=985/0-5-8 (min. 0-1-9),9=117510-5-8 (min. 0-1-13) Max Horz9=-75(LC 3) Max Uplift6=-235(LC 4), 9=-281(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=81/336, 2-11=82/334, 2-12=-3308!743, 3-12=-3313!742, 3-13=3797/867, 4-13=-3802/866, 4-14=-426/97, 5-14=-433/96, 5-6=-351/103 BOT CHORD 8-9=-613/2275, 7-8=-1029/4048, 6-7=-906/3605 WEBS 1-9=-498/179, 2-9=-25417711, 2-8=-147/1140, 3-8=-821/321, 3-7=-419/183, 4-7=0/405, 4-6=-3257/831 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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 nonconcurren► with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANS11TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for face 6 Cq=1.11 for lumber. 1�QFESS/� N91 plates on wide plates on narrow edge of LOAD CASE(S) Standard COQ A WARN/NO • Verify de i igrt parameters and READ NOM9 ON 77115 AND INCLUDED AflTW RBPBRBNCS P&M MU -7473 1 . 10 -`OS BEPOR6 ►1S& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsbBfity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing. consult ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information ovailable from Truss Plate institute. 281 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 1 n L-A lJ 0 LI K7 10 Job Truss Truss Type Qty Pty IT10-11016 Taylor Residence CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 832650624 DESIGNS B4 MONO TRUSS 3 1 IT10.11016 Taylor Residence BCLL 0.0 10 9 WB 0.92 e Job Reference t'o A.G. Houston Lumber Go., Indio, GA 92201 7.250 s Jan 10 2011 MITek Industnes, Inc. Wed Jan 19 11:03:26 2011 Page 1 ID:7N2 5kZuYRSp8HBYyzNsPFyE_P?-p5VAvDTC?d3ituGICeHApzRywmEmLQYeJdxb4BztnY? 57-12 I 146-0 I 2/-10-0 I &7-12 7-10-0 7-0-0 67-12 Skal4: ll4'.1' 0.25112 18x9 = 0x8 = 5.6 = 12 2 13 3 2x4 u a6 = 5xe = 3.6 = 4.6 = 214 11 z.ah ae.o alas 14 Plate Offsets (X.Y)7 11:0-3-7.Edgg1. 13:0-3-0.0-3-01,[5:0-3-7.Edge]f9:0-3-12.0-3A] IS SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.35 8-9 >813 240 MT20 185/144 TCDL 14.0 IT I BC 0.76 Vert(TL) -0.99 8-9 >286 180 BCLL 0.0 10 9 WB 0.92 e 7 2x4 u a6 = 5xe = 3.6 = 4.6 = 214 11 z.ah ae.o alas s -0 -its a - z z66 Plate Offsets (X.Y)7 11:0-3-7.Edgg1. 13:0-3-0.0-3-01,[5:0-3-7.Edge]f9:0-3-12.0-3A] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.35 8-9 >813 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.99 8-9 >286 180 BCLL 0.0 Rep Stress Ina YES WB 0.92 Horz(TL) 0.14 7 n/a n/a BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 102 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-3: 2 X 4 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing. 6-9: 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 2-10,4-7 WEBS 2 X 4 HF/SPF Stud/STD 'Except' MiTek recommends that Stabilizers and required cross bracing 1-11.5-6: 2 X 4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10=1160/0-5-8 (min. 0-1-13),7=1210/0-5-8 (min. 0-1-14) Max Horz 10=-75(LC 3) Max Uplift10=-273(LC 6), 7=-357(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-80/336, 2-12=-81/332, 2-13=-3311/690, 3-13=-3317/689, 3-14=-3008/617, 4-14=-3013/615.4-15=-165/651,5-15=-167/649 BOT CHORD 9-10=-610/2282.8-9=-1045/4084,7-8=-594/2565,6-7=-102/304 WEBS 1-10=485/163,2-10=-25451709,2-9=-86/1150,3-9=-8201384,3-8=-1 107/446, 4-8=-23/657, 4-7=-2996/778, 5-7=-792/272 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.0I110 live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. Q?,(FESSj,, LOAD CASE(S) Standard S. LU M E/0433 ary 20,2011 A WARWK0 - Verj%y design pa zmeta and READ NOTES ON IWS AND INCLUDED AMFK REFERENCE PAOB NU -7473 nra, 10 -TS BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the MiTek erector. Additional permanent tracing of the overall structure is the resporubSity of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bra�'v1g. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Info 10 available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply ITIO-11016 Taylor Residence z1o10 z.1a10 o zoo a1.1z Plate Offsets (9,Y): [370-3-0.0-3-01 R32650625 DESIGNS B5 MONO TRUSS 1 2 IT10.11016 Taylor Residence CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Job Reference(optional) A.G. Houston Lumber Gb., Indio, GA 92Zu1 1 : ' e•r-1z 5.6 = + u • r.zou s .ran iu zui i Ml I ex mousmes, mc, vveo ,dan T9 11:uj:za zuT 1 rage T ID:7N2— 5kZuYRSp6HBYyzNsPFyE_P?-mTcwKvUTWEJOYBQhJ2JeuOWHKZz4pOmxnxQi83ztnXz i->_rsn I sns.4 I zs+0.e I za6n 64-4 64.4 6-" Sole: 114-=1' am [1Z 3.4 = 5.6 = 2 14 3 3[6 314 II 314 = axe = 314 = 3x10 = 214 II zero 1000 n.1a10 zeoo zse4 zs z66o • zoo eoo z1o10 z.1a10 o zoo a1.1z Plate Offsets (9,Y): [370-3-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.19 9-10 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.46 9-10 >616 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.68 Horz(TL) 0.06 8 n/a n/a BCDL 8.0 Code IBC2006/TP12002 (Matrix) Weight: 218 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 'Except' end verticals. 10-12: 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 HF/SPF Stud/STD 6-0-0 oc bracing: 7-8. L_J I 0 KI • REACTIONS (Ib/size) 11=2904/0-5-8 (min. 0-2-4),8=113210-5-8 (min. 0-1-8) Max Horz 11=-74(LC 3) Max Uptiftl I=-689(LC 6), 8=-336(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=197/758, 1-13=-287/1086, 2-13=-288/1082, 2-14=-2599/554, 3-14=-2603/553, 3-15=3263/700, 4-15=-3267/699, 4-16=-226/420, 5-16=-233/416, 5-17=-224/420, 6-17=-226/419 BOT CHORD 11-12=-61/251, 10-11=-415/1481, 9-10=-854/3423,8-9=-74513121 WEBS 1-11=-1629/485, 2-11=-2704/746, 2-10=151/1222, 3-10=-903/336, 3-9=-398/218, 4-9=0/354, 4-8=-3070/799, 5-8=-054/186, 6-8=-376/361 NOTES (9) 1) 2 -ply truss to be connected together with 10d (0.131"0") nails as follows: Tap 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 0-6-0 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 (8) face in the LOAD CASE(S) section. Ply t0 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-6=-68, 11-12=-816(8=-800), 7-11=-16 �OQRpFESS/pNgl ER S.CO TjN F� 0 Q L 2 LU IX C 04643 X ♦: �fii\it1r�/ , • Ief1�• 1 1 A WARN7N0 - Verify desigrz pmrimeters and RPAD N098S ON TIUSAND INCLUDED 19r.112 f REPERENCE PAGE MU -7473 ma. 20-'0a EEFORB USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not muss 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 MiTek' erector. Additional permanent bracing of the overall structure is the respombl ility 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 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d 832650626 DESIGNS B6 MONO TRUSS 2 1 IT10-11016 Taylor Residence TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.32 6-7 >616 180 Job Reference (ootionall A.G. Houston LUMDer Go., mato, GA VZZU1 &7-3 1 fi7-3 in Sae II 1 9 • r.[ou s uan I Zu1 I MI I en mausmes, mc. vveu uan re I I:u.7.co 4u I I rage I I D:7N2_5kZuYR SpBH BYyzNsPFyE_P?-mTcwKvUTWEJQYBQhJ2JeuO WLLZyRpMexnxQi83ztnXz 6311 &311 Sml• • 1:32.7 0.25 62 3xa = 2 10 r 1 • N! LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.13 7 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.32 6-7 >616 180 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.06 6 n/a n/a BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 70 Ib FT = 20% i LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins, except • BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 8-1-14 oc bracing. 1-8,45:2 X 4 SPF No.2 WEBS 1 Row at midpt 2-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation uide. REACTIONS (Ib/size) 8=681/0-5-8 (min. 0-1-8),6=932/0-5-8 (min. 0-1-8) Max Horz8=-67(LC 3) Max Uplift8=-158(LC 6), 6=-293(LC 4) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=335/94, 1-9=-285/57, 2-9=292/56, 2-10=-2010/392, 3-10=2015/391, 3-11 =204/612,4-11=-205/610 BOT CHORD 7-8=-511/2012, 6.7=-017/1606, 5-6=-120/278 WEBS 2-8=-1802/468, 3-7=0/579, 3-6=-1958/634, 4-6=-729/333 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. • 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSUTPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �QwoFESS/ O e ER S.co • Q '` 0 m LU m C 04 * EXP. - 0 Jar/dary 20,2011 I• A WARNMO - Verify design pa,v wt— —d READ NOTES ON 77HS AND INCLUDED A7lT£K REPERSWE PAO8 $W-7473 r , 10-`08 BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component's 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 responsbl6ty, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobrication. quality control- storage, delivery. erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 16 10 • Job Truss Truss Type City Ply 1T10-11016 Taylor Residence 832650627 DESIGNS 87 MONO TRUSS 1 IT10-11016 Taylor Residence Job e e A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 1911:03:29 2011 Page 1 ID:7N2 5k2uYRSp8HBYyzNsPFyE P?-EgAlYFV5HYRHAL?ttmgtRb3TIZWYuM4?bgGgwztnXy 1 7-36 I 1240-13 1 196-0 1 7-36 5-7-5 67.3 S®le " 1:87 mc8 = 1 2 3X4 = 0.25112 9 A16 = 3.4 = 6 A4 II 3,6 11 3X9 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 8.0 Code IBC2006rrP12002 LUMBER TOP CHORD 2 X 4 SPF No.2 • BOT CHORD 2 X 6 SPF 165OF 1.5E WEBS 2 X 4 HF/SPF Stud/STD 'Except' 1-9,2-8,1-8: 2 X 4 SPF No.2 19 1* 0 0 CSI DEFL in (loc) I/deb L/d TC 0.88 Vert(LL) 0.15 7-8 >999 240 BC 0.43 Vert(TL) -0.35 7-8 >568 180 WB 0.47 Horz(TL) 0.02 6 n/a n/a (Matrix) PLATES GRIP MT20 185/144 Weight: 165 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 9=1184/0-5-8 (min. 0-1-8), 6=1430/0-5-8 (min. 0-1-8) Max Horz9=-63(LC 3) Max Uplift9=-278(LC 6), 6=-412(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-991/276, 1-10=-4556/1078, 2-10=-4565/1077, 2-11=-4718/1057, 3-11=-4722/1056, 3-12=-164/541, 4-12=-165/539 BOT CHORD 8-9=-172/583, 7-8=-1075/4560, 6-7=-808/3264, 5-6=-131/346 WEBS 3-7=-263/1536, 3-6=-3534/998,4-6=-661/299,2-8=-459/169,1-8=-927/4057 NOTES (10) 1) 2 -ply truss to be connected together with 1 O (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 0-9-0 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) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.Spsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 Ib down and 119 Ib up at 73-8, and 500 Ib down and 119 Ib up at 9-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 5-9=-16 Continued on page 2 rj,,,01ESS,__N4I R S T /NcF�cy „ m January 20,2011 A WARN/NO - Verify design pa nwte and READ N0.9ES ON IVIS AIJD LWLUDED AUTEK REPBRENCE PAGB MU -7473 rau, 10.V S BUORS US& �� ° Design valid for use onty with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilGty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. defivery. erection and bracing consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 �m n u 0 0 L 0 I* Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence 832650627 DESIGNS 87 MONO TRUSS 1 IT10-11016 Taylor Residence Job Reference (optional) A.C. Houston Lumber Co., Indio, CA 92201 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-500(F) 8=-500(F) 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:30 2011 Page 2 ID:7N2_5kZuYRSp8H BYyzNsPFyE_P?-iskglbWj2sZ8nVa4RTL6_pcenNgxHLcEEFvpCyztnXx A WARNM - Verify design parameters and READ NOT= ON 7H1S AND INCLUDED A97EK PXPERENCE PAGE MU -7473 leu, 10-108 BEPORE US& �• Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the _ MiTek_" erector. Additional permanent bracing of the overall structure is the respomblfity, 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 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 • KI Job Truss Truss Type Qty Ply 1710-11016 Taylor Residence CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 832650628 DESIGNS B8 MONO TRUSS 1 1 IT10-11016 Taylor Residence Job Reference (optional) A.G. Houston Lumber GO., India, GA 9ZZu1 /.Pbu s Jan lu 2u11 MI I ex Inaustnes, Inc. vvea Jan 19 11:u3:3u Zul l Nage 1 1D:7N2_5kZuYRSp8H BYyzNsPFyE_P?-iskglbWjj2sZ8nVa4RTL6_pcdpNiLHQ3EEFvpCyztnXx 4-H-0 I 9-10-0 i 4-11-0 4- S.I. - I:16A 0.25 [12- , 12 }7 2be- 8 fixe = 3 axe = 1.4 = • \� J uary 20,2011 A WARNBVO - Vc f%y design pa tett and READ NOES ON 1WS AND 1NCLUDEO kfl7TX REFERENCE PAGE =-7473 rcv, 10-'08 BEFORE US& Design void for use only with MiTek connectors. This design is based only, upon parameters shown, and is for on individual building component. Applicability of deign paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individvol web members only. Additional temporary bracing to insure stability during comtruction is the responsibility, of the MiTek' erector. Additional permanent bracing of the overall structure is the respombTty, 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 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 7-0-0 Plate Offsets (X.Y): WEdge.0-3-81 2460 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.04 5-0 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.09 5-6 >898 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 5 n/a n/a BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 36 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6=252/0-5-8 (min. 0-1-8), 5=550/0-5-8 (min. 0-1-8) Max Horz6=-57(LC 3) Max Uplift6=-49(LC 6), 5=-211(LC 4) Max Grav6=372(LC 9), 5=617(LC 12) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-303/65, 2-8=-184/615, 3-8=-185/613 BOT CHORD 5-6=198/414 WEBS 2-6=-335/270, 2-5=-629/289, 3-5=-679/254 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. ' 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. I LOAD CASE(S) Standard �OQRpFESSIpv� S. � ��P��R CD U.1 CO 643 • \� J uary 20,2011 A WARNBVO - Vc f%y design pa tett and READ NOES ON 1WS AND 1NCLUDEO kfl7TX REFERENCE PAGE =-7473 rcv, 10-'08 BEFORE US& Design void for use only with MiTek connectors. This design is based only, upon parameters shown, and is for on individual building component. Applicability of deign paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individvol web members only. Additional temporary bracing to insure stability during comtruction is the responsibility, of the MiTek' erector. Additional permanent bracing of the overall structure is the respombTty, 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 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 i0 • 0 10 1• 1• 10 Job Truss Truss Type Qty Ply 1710-11016 Taylor Residence CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 832650629 DESIGNS 89 MONO TRUSS 1 1 IT10-11016 Taylor Residence BC 0.46 Vert(TL) -0.29 3-0 >280 180 BCLL 0.0 Job Reference factional) A.G. Houston Lumber GO., India, CA VZZUI f.zou s Jan iu zui 1 MI1 eK Inausines, Inc. vveo Jan l V 1 i:u3:J7 evl l rage l I D:7N 2_SkZuYR Sp8H BYyzNsPFy E_P?-A213zxXLp9h?Pf9G_BsLVvD8o0n?cOvm N TveMkOztnXw I Z14 II 0.25 12 3.6 = 5 2 a's = Stele: 31411' NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQgOFESS1pNgl S. COTjNc�F�ct LU C 9043 X Ww" January 20,2011 A WARWRO - Verify design parameters and READ NOTES ON THIS AND MCLUDED AUTEK RBPEREME PAGB lib! -7473 rev. 20•'08 EBPORE US& �' Deign vagd for use only with MiTek connectors. This design a based onty upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of ind vidval web members only. Additional temporary bracing to insure stability during construction is the responsibgrity of the MiTek erector. Additional permanent bracing of the overall structure is the respombi6ty of the building designer. For general guidance regarding fabricatiorx quality control. storage, delivery. erection and brad consult ANSI/TPII Qualily Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95810 7.2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.13 3-0 >616 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.29 3-0 >280 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 8.0 Code IBC20061TP12002 (Matrix) Weight: 27 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 4=289/0-5-8 (min. 0-1-8),3=289/0-5-8 (min. 0-1-8) Max Horz4=-66(LC 3) Max Uplift4=-69(LC 6), 3=-74(LC 4) Max Grav4=391(LC 9), 3=391 (LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-336/101, 2-3=-336/107 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQgOFESS1pNgl S. COTjNc�F�ct LU C 9043 X Ww" January 20,2011 A WARWRO - Verify design parameters and READ NOTES ON THIS AND MCLUDED AUTEK RBPEREME PAGB lib! -7473 rev. 20•'08 EBPORE US& �' Deign vagd for use only with MiTek connectors. This design a based onty upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of ind vidval web members only. Additional temporary bracing to insure stability during construction is the responsibgrity of the MiTek erector. Additional permanent bracing of the overall structure is the respombi6ty of the building designer. For general guidance regarding fabricatiorx quality control. storage, delivery. erection and brad consult ANSI/TPII Qualily Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95810 I0 K] Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: i LOADING (psf) SPACING 2-M 832650630 DESIGNS C1 MONO TRUSS 1 TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.01 11 >999 240 MT20 174/144 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. Job Reference (optional) A.G. Houston Lumber GO., Into, GA 9ZZU1 /"d s Nov l`J zuiu MI I ex Inousmes, Inc. vvea Jan 1t! l I:oj:4a zui i rage 1 ID:I_SfB4DoF2JKLgDvkFfyrzxOFP-dpRsP1 gllHUnOBpgPcFKSEbVJypnOLRSDo_V81 ztmon 5-5-3 4-9-15 4-4-14 2-6-4 2-6-4 03 Scale = 1:34.9 0.25 12 4x6 = 8x8 = 2x4 II Bx16 = 3x4 = 2.4 II 8x16 = 17 3 18 4 19 20 21 5 22 6 12 11 10 9 8 7 2x4 II 3x4 = 3x8 = 2x4 II 3x4 = 3x4 = 4x12 = m d JOINT STRESS INDEX _ _ - - 20.4 and 14=0.00 NOTES (11) Plate Offsets (X Y): f2:0-4-0.0-4-81 f4:0-3-4.0-4-01. f9:0-1-11,0-11-101 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: i LOADING (psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.01 11 >999 240 MT20 174/144 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. TCDL 20.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.02 1411 >999 180 7) Bearing at joint(s) 14, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify BCLL 0.0 Rep Stress Ina YES WB 0.30 Horz(TL) -0.00 14 n/a n/a anuary 20,2011 BCDL 10.0 Code IBC20067TPI2002 (Matrix) Weight: 210 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 240OF 2.0E end verticals. Except: WEBS 2 X 4 HF/SPF Stud/STD *Except* 6-0-0 oc bracing: 8-9 4-9: 2 X 4 SPF No.2, 4-8: 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 6 SPF 165OF 1.5E -Except- 4-14:1.5X7.25 RIGIDLAM LVL 1.8E • REACTIONS (Ib/size) 14=1371/0-5-8 (min. 0-1-8),15=536/0-5-8 (min. 0-1-8) Max Harz 15=74(LC 4) Max Uplift 14=-285(LC 3), 15=-109(LC 5) Max Grav 14=1371(LC 1), 15=555(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-741/161, 2-16=-739/162.2-17=-445/187,3-17=-443/189, 3-18=-444/188, 4-18=-441/190,4-19=-134/704, 19-20=-134!704,20-21=-134/705,5-21=-134/707, 14-24=-375/79, 8-24=-375/79, 4-14=-998/242, 6-7=-327/42 BOT CHORD 7-8=-369/96, 10-11=-111/739, 9-10=-853/219 WEBS 2-10=-467190.4-10=-210/1070,3-10=-364/117. 1-11=-130/673,5-7=-117/565. 5-8=-545/119 JOINT STRESS INDEX 1=0.11,2=0.13,3=0.37,4=0.56,5=0.50,6=0.37,7=0.50,8=0.52,9=0.51,9=0.00,10=0.59,11=0.50,12=0.48,13=0.00,13=0.12 and 14=0.00 NOTES (11) 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. F ES$I ON9� Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs follows: 2 X 4 1 0-9-0 Delo "Q S. connected as - row at 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) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 C04 3 T 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. * E -11 # 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 14, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Or lF Continued on page 2 anuary 20,2011 • AWARN/NO- Verify designpmurnetcrsandREADNOTES ON7WSANDWCLUDEDkfrEKRBP8RBNCEPAOBMU-7473rev, 20•'088&PORSUS& Design valid for use only with M1ek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tans designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsblifity of the MiTek' 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 7777 Greenback Lane, Suite 109 Safety Information available from Tans Plate Institute, 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 0 Job Truss Truss Type Oly Ply IT10-11016 Taylor Residence ' ' 832650630 DESIGNS C1 MONO TRUSS 1 2 Job Reference (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Jan 19 11:53:48 2011 Page 2 ID:I_SftB4DoF2JKLgDvkFtyrzxOFP-dpRsP1gilHUnOBpgPcFKSEbVJypnOLRSDo V8lztmon NOTES (11) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 Ib uplift at joint 14 and 109 Ib uplift at joint 15. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 10) This truss has been designed for a moving concentrated load of 240.O1b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. j 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard Ll 0 0 9 0 0 0 A WARNTN0 - VeHfy design pw�ietcrs and READ Iv01'13S, ON IWIS AND INCLUDED kf rEK REPBRBNCE PAOB 6111.7473 +w. 10-T S BEFORE US& Design valid for use only with Mifek connectors. This design B based only upon parameters shown, and is for on individual building component. Applicoblity 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 responsibllty, of the MiTek erector. Additional permanent bracing of the overall structure is the respom Miry of the building designer. For general guidance regarding fobricofion. quolity control, storage. delivery, erection and braci consult ANSI/TPI] QuolltAy Crlterla, DSB-89 and SCSI BuBding Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95810 0 i � s • • Job Truss Truss Type Qty Ply 1016 Taylor Residence832650631DESIGNS LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deff Ud PLATES GRIP C2 MONO TRUSS 1�JT10-1 Vert(LL) -0.01 11 >999 240 MT20 174/144 TCDL 20.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.02 10-11 >999 180 ob Reference (optional) A.C. Houston Lumber Co., Indio, L 92201 1.250 s Nov 19 2010 MiTek Industries, Inc. Wed Jan 19 11:55:24 2011 Page 1 ID:I SffB4DoF2JKLgDvkFfyrrxOFP-pHE9YsNVbma9vx9H1m_rLUavLeaBumCblkEbWSrimnH 53.8 4-8.4 4-1-8 2-9-10 2-9-10 0.3 Scale = 1:34.9 0.25 12 8x18 = 4x6 _ 8x8 2x4 II 4x12 = 3x4 = 2x4 II = 8x16 = 18 3 19 4 2021 22 5 23 6 m 13 n 12 11 10 9 8 7 2x4 II 3x4 = 3x8 = 2x4 II 3x4 = 6x6 = 10 A WARNING - Vaifg design pwvnrcl:ers and RPAD NOTES ON IVIS AND INCLUDED MTGY REPERENCB PAGE 6111-7473 leu, 20 -TS BEPORE US& ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 responsbB6ty, of the MiTek" 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 ANSt/TPII Quality Criteria, DSB-89 and SCSI SuBding Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. i 22314. Citrus Heights, CA, 95610 2O - o Plate Offsets (X,Y): 11:11-2-8,1-0-151, f2:0-3-0,0-4-81, 14:0-3-4,0-4-01, 17:Edge.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deff Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.01 11 >999 240 MT20 174/144 TCDL 20.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.02 10-11 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.30 Horz(TL) -0.00 15 1 1 BCDL 10.0 Code IBC2006ffP12002 (Matrix) Weight: 210 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 240OF 2.0E end verticals. Except: WEBS 2 X 4 HF/SPF Stud/STD 'Except' 6-0-0 oc bracing: 8-9 4-9: 2 X 4 SPF 14-8: 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 6 SPF 1650F 1.5E -Except- Except'4-15:1.5X7.25 4-15:1.5X7.25RIGIDLAM LVL 1.6E • REACTIONS (Ib/size) 15=1436/0-5-8 (min. 0-1-8),16=471/0-5-8 (min. 0-1-8) Max Horz 16=74(LC 4) Max Uplift 15=299(LC 3), 16=-95(LC 5) Max Grav 15=1436(LC 1), 16=516(LC 9) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-656/135, 2-17=-653/136, 2-18=-313/372, 3-18=-311/374, 319=-311/373, 4-19=-309/374, 4-20=-158/808, 20-21=-158/808, 21-22=-1571808, 5-22=-157/811, 9-24=-945/258, 15-24=-303/98, 15-25=-441/94, 8-25=-441/94, 4-15=-1021/245, 6-13=-331/45 BOT CHORD 7-8=-413/105, 10-11=-80/644, 9-10=-1040/275 0 WEBS 2-10=-548/107, 4-10=-210/1069, 3-10=-359/115, 1-11=-107/595, 5-13=-131/628, 5-8=-607/140 JOINT STRESS INDEX 1=0.11,1=0.00,2=0.37,3=0.37,4=0.66,5=0.50,6=0.37,7=0.64,8=0.52,9=0.50,10=0.59,11=0.50,12=0.44,13=0.00,14=0.00,14=0.12 and 15= 0.00 NOTES(11) FESS/ �N9� 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top follows: 2 X 4 1 0-9-0 2 X 6 2 0-9-0 �P�O S. chords connected as - row at oc, - rows at oc. ��i _A�R 1 • Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs follows: 2 X 4 1 0-9-0 �� \�' C connected as - row at oc. Q 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 0 1Y7 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. � C 4 33 TO 3) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 * E 1 11 k 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. r OFC'i Continued on page 2 Jai ary 20,2011 10 A WARNING - Vaifg design pwvnrcl:ers and RPAD NOTES ON IVIS AND INCLUDED MTGY REPERENCB PAGE 6111-7473 leu, 20 -TS BEPORE US& ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 responsbB6ty, of the MiTek" 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 ANSt/TPII Quality Criteria, DSB-89 and SCSI SuBding Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. i 22314. Citrus Heights, CA, 95610 IE 0 n LA �• Irl 10 10 10 Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence R32650631 DESIGNS C2 MONO TRUSS 1 2 Job Reference (optional) A.C. Houston Lumber Co., Indio, c 92201 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Jan 1911:55:24 2011 Page 2 ID:I_SRB4DoF2JKLgDvkFfyrzxOFP-pHE9YsrWhma9vx9H t m_rLUavLeaSumCblkEbVvSztmnH NOTES (11) 7) Bearing at joint(s) 15, 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 Ib uplift at joint 15 and 95 Ib uplift at joint 16. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 240.O1b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard ® WARAINO - Veri/)r design pa ureters and READ KIDM ONTHIS AND INCLUDED AIITEICREPERENCE PROS MU -7473 r . 20-108,1WORS US& ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 responsrbllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatiom qualty control- storage- delivery, erection and bracing consult ANSI/TPII Quo IIN Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 i0 ; `J Is Job Truss Truss Type Oty Ply IT10-11016 Taylor Residence -'12-4I Plate Offsets (X.Y): WO -44.0-2-81. [3:0-2-O.Edgel 832650632 DESIGNS C3 MONO TRUSS 1 1 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.04 9-10 >999 240 Job Reference foptional) A.U. Houston LUMDef co., mato, L;A Wietll r.zou s dan lu zul T Mn eK Inauslnes, Inc. vveo ,tan la 1 i:us:x zul l rage T ID:I Sffl34DOF2JKLgDvkFfyrzxOFP-XO5yOebUeiKHVQ1DnkSWD460onlh4t6cBM7QcztnXf 0.5-61 582 I 130-12 l 16-3-0 t 0., solo 78to lza 0.25 a wale - 1:27.6 4x6 3x4 = 6x6 = = 2 Ili 7 ads 17 11 10 9 a 7 314 = 6 314 11 3x4 = 3.4 = 2x4 II N4 II M a:u= ,0.5A l 19-3 I 10.&13 l 13812 l irl Ki 910 nuary 20,2011 A WARNfNB - Va* design parvnwte and READ NOTES ON TRIS AND INCLUDED ARTEITREPERENCE PAGS HU -7478 rec. 20-108 EEFORE USE. Deign vorid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual bu0ding component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek^ erector. Additional permanent bracing of the overall structure is the respombility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/11`111 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 -'12-4I Plate Offsets (X.Y): WO -44.0-2-81. [3:0-2-O.Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.04 9-10 >999 240 MT20 174/144 TCDL 20.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.10 9-10 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.42 Horz(TL) 0.01 13 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 76 Ib FT = 20% LUMBER BRACING (� TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 240OF 2.0E end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-12: 2 X 6 SPF 1650F 1.5E, 1-11: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 1.5X7.25 RIGIDLAM LVL 1.8E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=102/0-5-8 (min. 0-1-8),13=88610-5-8 (min. 0-1-8), 14=546/0-5-8 (min. 0-1-8) Max Horz 14=81 (LC 4) Max Uplift4=-31(LC 6), 13=182(LC 3), 14=-112(LC 5) Max Grav4=298(LC 13), 13=886(LC 1), 14=561 (LC 9) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-584/121, 2-15=-577/122, 2-16=-254/61 BOT CHORD 9-1 0=-1421745. 3-13=-812/158 WEBS 1-10=80/548, 2-10=-291/135, 2-9=-552/158, 3-9=-1/513 NOTES (10) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. ' 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 13, 14 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Gap between inside top bearing first diagonal 0.500in. ROFESSip of chord and or vertical web shall not exceed 10) Per ANSI/TPI Cq=1.0 6 Cq=1.11 for lumber. 1-2002, for plates on wide face plates on narrow edge of • LOAD CASE(S) Standard c LU 04- E -13 irl Ki 910 nuary 20,2011 A WARNfNB - Va* design parvnwte and READ NOTES ON TRIS AND INCLUDED ARTEITREPERENCE PAGS HU -7478 rec. 20-108 EEFORE USE. Deign vorid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual bu0ding component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek^ erector. Additional permanent bracing of the overall structure is the respombility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/11`111 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 I0 Job Truss Truss Type Qty Ply 171 0-1 1016 Taylor Residence LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d 832650633 DESIGNS C4 MONO TRUSS 1 1 Job Re A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:37 2011 Page 1 10:1_SffB4 DoF2J KLg DvkF"OFP-?CiKD_b6P?S87ac0 LRzlm HOvxB670 P VG rr5hy2ztnXq }19 Mso -i0 5-2.11 1 513 0-2.2 Stai4: �e-•r 0.25 52 o: &,a = 10 9 X10 = 4x10 = 314 II a4 II 4x4 = • 2Aa SA }}11 5-11-10 5b-3 Plate Offsets (XY): (2:0-3-8.0-1-8) 1370-3-0.0-3-01,15,0-3-7.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.06 7-8 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.22 7-8 -859 180 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(TL) -0.02 5 n/a n/a BCOL 10.0 Code IBC2006(TPI2002 (Matrix) Weight: 70 Ib FT = 20% LUMBER BRACING ! TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins, except BOT CHORD 2 X 4 SPF 240OF 2.0E end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-6: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) 10=-455/0-5-8 (min. 0-1-8), 5=674/0-5-8 (min. 0-1-8), 9=1598/0-5-8 (min. 0-1-12) Max Harz 10=77(LC 4) Max Uplift10=-455(LC 1), 5=-134(LC 5), 9=-330(LC 5) Max GfaviO=101(LC 5), 5=674(LC 1), 9=1598(LC 1) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-78/436, 1-11=-178/914, 2-11=-178/918, 2-12=617/89, 312=-613/90, 313=-1388/277,4-13=-1384/278,4-14=-1388/282,5-14=-1384/283 BOT CHORD 8-9=-914/204, 7-8=-246/1184 WEBS 2-8=-278/1640, 3-8=-763/248, 37=-59/423, 4-7=-427/150, 5-7=-247/1332, 1-9=971/194,2-9=-1034/251 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; ! cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIrl PI 1. 7) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Gap between inside top bearing first diagonal 0.500in. �OFESS/0 of chord and or vertical web shall not exceed 9) Per ANSI/TPI 1-2002, Cq=1.0 for face & Cq=1.11 for lumber. plates on wide plates on narrow edge of S. ! LOAD CASE(S) Standard C, 0 IX C 0 643 T 10 J2 nary 20,2011 A WARNING • VeriJy design parnmeiers and READ NOABS ON IWS AND INCLUDED A f7EK RSPERENCE PAGE MU -7473 r . 10-'O8 BEPORS US& Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsbBity of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobiLty during construction is the responsbillity of the MiTek erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding fabricofion, quoGty control. storage- delivery. erection and bracvg� consult ANSI/TPII quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street- Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 10 km • Job Truss Truss Type Oty Ply IT10-11016 Taylor Residence Plate Offsets (X.Y): 12:0-3-8.0-1-81.f3:0-3-0.0-3-01.[570-3-7.0-3-01 LOADING (psf) 832650634 DESIGNS C5 MONO TRUSS 1 1 Plates Increase 1.25 TC 0.62 Vert(LL) -0.06 7-8 >999 240 MT20 185/144 TCDL 20.0 Job ee (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:38 2011 Page 1 ID:I SHB4DoF2JKLgDvkFfyrzxOFP-TODiRKckAJa?IkBcv9U IVx4sbS19t4P4VrEUUztnXp a -e a a++-0 az-z smr4. cx.o 5X6 = 0.25 f12 ar4 II 4 &a = 5 b4 II 4x4 = .1. = -- -- 10 0 20,2011 A WAPJMO - irm ify design pananwt s and READ NOTES ON TWS AND INCLUDED ARTEK REFERENCE PADS MU -7473 r , 10.08 BEFORE USE. �° Design valid for use only with Mifek connectors. this design B based only upon parameters shown. and is for an individual building component. Applicability of design paromentens 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 B the responsbBrity of the MiTek erector. Additional permanent bracing of the overall stricture is the respombTty 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 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandra. VA 22314. Citrus Heights, CA, 95610 311-0 5-8 3b11 8-+1-+e 5.8-3 Plate Offsets (X.Y): 12:0-3-8.0-1-81.f3:0-3-0.0-3-01.[570-3-7.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.06 7-8 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.22 7-8 >845 180 BCLL 0.0 Rep Stress Ina YES WB 0.88 Horz(TL) -0.02 5 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 74 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins, except BOT CHORD 2 X 4 SPF 240OF 2.0E end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-0: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) 10=-167/0-5-8 (min. 0-1-8), 5=683/0-5-8 (min. 0-1-8), 9=1425/0-5-8 (min. 0-1-9) Max Hoa 10=77(LC 4) Max Upliftl 0=-1 84(LC 16), 5=-136(LC 5), 9=292(LC 5) Max Grav10=139(LC 9), 5=683(LC 1), 9=1425(LC 1) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-158/803, 2-11=-157/808, 2-12=-693/106, 3-12=-688/107, 3.13=1417/283, 4-13=1412/284,4-14=-1416/288,5-14=-1412/289 BOT CHORD 8-9=-803/183, 7-8=-258/1244 WEBS 2-8=-274/1603, 3-8=-741/242, 3-7=-87/398, 4-7=427/151, 5-7=-253/1361, 1-9=-859/175, 2-9=-1036/257 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 6) This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.O1b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. B) Gap between inside top bearing first diagonal 0.500in. RQFESS/� Q N of chord and or vertical web shall not exceed 9) Per ANSI/TPI 1-2002, Cq=1.0 for face & Cq=1.11 for lumber. �(,R ��t�•� plates on wide plates on narrow edge of S. %jy LOAD CASE(S) Standard CCO IX C 04 m * EXP. 10 0 20,2011 A WAPJMO - irm ify design pananwt s and READ NOTES ON TWS AND INCLUDED ARTEK REFERENCE PADS MU -7473 r , 10.08 BEFORE USE. �° Design valid for use only with Mifek connectors. this design B based only upon parameters shown. and is for an individual building component. Applicability of design paromentens 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 B the responsbBrity of the MiTek erector. Additional permanent bracing of the overall stricture is the respombTty 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 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandra. VA 22314. Citrus Heights, CA, 95610 I0 , Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence 8-11-10 583 Plate Offsets (X.Y): 1270-".0-1-81.[370-3-0.0-3-01.[570-3-7.0-3-01 832650635 DESIGNS C6 MONO TRUSS 1 1 TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.06 7-8 >999 240 MT20 185/144 Job Re e ce t'o a A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:39 2011 Page 1 I D:I_SffB4DoF2J KLgDvkFtyrzxOFP-xbn4egdMxdisMtmoSsOD dTD D?o WuKLZJ 9anOxztnXo 4-68 dao Salo sz,11 s83 az-z style=1s4.z 0.75 R 5.6 = tae = 10 8 4x10 = 3x4 II N4 II .4 = 4.10 = • d-0-0 5-e }}71 8-11-10 583 Plate Offsets (X.Y): 1270-".0-1-81.[370-3-0.0-3-01.[570-3-7.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.06 7-8 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.22 7-8 >844 180 BCLL 0.0 Rep Stress Ina YES WB 0.88 Horz(TL) -0.02 5 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 74 Ib FT = 20% LUMBER BRACING . TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins, except BOT CHORD 2 X 4 SPF 240OF 2.0E end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-6: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 10=-153/0-5-8 (min. 0-1-8), 5=684/0-5-8 (min. 0-1-8), 9=1419/0-5-8 (min. 0-1-9) Max Horz 10=77(LC 4) Max Uplift10=173(1_C 16), 5=-136(LC 5), 9=-291(LC 5) Max Grav10=148(LC 9), 5=684(LC 1), 9=1419(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-157/795, 2-11 =-1 5 617 99, 2-12=698/108, 3-12=-694/108, 313=-1419/284, 4-13=-1414/284,4-14=-1418/288, 514=-1414/289 BOT CHORD 8-9=-795/182, 7-8=-259/1248 WEBS 2-8=-273/1599, 38=-740/242, 3-7=-89/396,4-7=-427/151. 5-7=-254/1363, 1-9=-854/174, 2-9=-1036/258 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, nonconcument with any other live loads. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Per ANSIrrPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. • LOAD CASE(S) Standard 0 January 20,2011 A WARt17NO • Verb design Ra wtem and READ NOTES ON 11111S AND /1J17LUDED A177EK RBPERENCE PAOB NU -7473 sec. 10.08 EEPORE USBi Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown A 'a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the MiTek' 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 bra�1 consult ANSI/TPII Qua, Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 i • Job Truss Truss Type Qty Ply ITT 0-11016 Taylor Residence Plate Offsets (Xn: [1:0-5-4.0-30]. [2:0-38.0-1.8). (4:0-3-0.0-3-0). [6:0-3-7.Edge[. [7:Edge.0-3-8). [10:0 -6A.0 -3-0J. [11:0-3-8.0-2-01 LOADING (psf) 832650636 DESIGNS C7 MONO TRUSS 5 1 Plates Increase 1.25 TC 0.90 Vert(LL) 0.44 9-10 >701 240 MT20 185/144 TCDL 20.0 Job Reference (optional) A.G. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 1U 2U11 MITek InauslneS, Inc. Wed Jan 19 11:03:41 2011 Page 1 ID:I_SffB4DoF2JKLgDvkFfyr xOFP-tzvr3MedSEyacBwBaH2hw7ZVhpP?MGGsmT3u5pztnXm 3-0-0 I 9-573 I 15-11-10 I 21-2-5 1 6513 6513 52.11 58-3 Sole = 1:46.2 314 = 0.25 12 5x6 = 2x4 li 8x6 = 18 5 16 a 12 11 10 9 17 314 II 4x8 = 6x15 MT16 = 3<4 = .14 = 414 It ! 3-0-0 9-513 14-2.11 21-2.5 M I I 1 1 6,11-10 I I Plate Offsets (Xn: [1:0-5-4.0-30]. [2:0-38.0-1.8). (4:0-3-0.0-3-0). [6:0-3-7.Edge[. [7:Edge.0-3-8). [10:0 -6A.0 -3-0J. [11:0-3-8.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.44 9-10 >701 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -1.23 9-10 >253 180 MT16 113/113 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(rL) -0.17 6 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 96 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins, except 1-4: 2 X 4 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 7-9-13 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD 'Except' WEBS 1 Row at midpt 4-8 2-10,6-7,6-8,1-11: 2 X 4 SPF No.2, 1-12: 2 X 4 SPF 240OF 2.0E MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 6 SPF 1650F 1.5E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6=1293/0-5-8 (min.0-2-0), 14=1257/0-5-8 (min. 0-1-8) Max Harz 14=67(LC 4) Max Uplift6=-260(LC 3), 14=-251 (LC 5) • FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-2773/566,2-15=-2769/567,2-16=-5589/1142, 316=-5584/1144,3-17=-5462/1072, 4-17=-5456/1073, 4-18=-3207/645, 5-18=-3203/646, 5-19=-3206/650, 6-19=-3202/651 BOT CHORD 11-12=-82/414, 10-11=-548/2773, 9-10=-1119/5583, 8-9=-1075/5259 WEBS 2-10=-585/2863, 3-9=-369/210, 4-9=0/382, 4-8=-2144/485, 5-8=-417/145, 6-8=-628/3221, 310=-478/173,2-11=-1091/297,1-11=-524/2645 NOTES (11) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 t� 2) Provide adequate drainage to prevent water ponding. 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 live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 14 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 8) This truss is designed in the 2006 International Building Code 2306.1 ANSI/TPI 1. �OFESS/0 accordance with section and referenced standard 9) This truss has been designed for load 240.01b live located a moving concentrated of at all mid panels and at all panel points along the Top Chord, live loads. �� R S. nonconcurrent with any other 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Per ANS11TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. m 04 LOAD CASE(S) Standard * E 13 KI 10 OF 20,2011 A WARNINO - Vea-(& design par anreters and READ NOTES ON 7111SAND MCLUDED k117EK REPERENCE PAGE M1.7473 rec, 10-'08 BEFORE USE. ° Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual Iwllding component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsbillily of the MiTek^ erector. Additional permanent bracing of the overall structure is the responsbTty of the building designer. For general guidance regarding fatxicotion. quoGty control. storage. delivery. erection and bracing consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane, Suite 109 Safety Info Ila available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 • 10 Job Truss Truss Type aty PlyIT10-11016 Taylor Residence • R32650637 DESIGNS C8 MONO TRUSSI 1 1 Job A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:42 2011 Page 1 ID:I SffB4DoF2JKLgDvkFyrzxDFP-LATDGhfFDY4RDLVN8?ZwTL5hTCkT5fY??6pSdFztnXl sa3 1 t 0 &14 l 5++-m I 2+ -as I ze e e t 583 52-11 52-+1 52-11 I 3.4 = 0.25 u N4 11 5 Sorts • 1:45.3 4.8 = a,5Mri6 = 3.4 = 5.14 = 4x4 It 0 73-z I +4-z-1+ 1 zt-z-s I 21,: 7-11 Plate Offsets (XY)[4:0-3-00-3-01,j6:037.Edge] f7TEdge.Q3-81. [10:0-7-0.0-3-) 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.45 9-10 >694 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -1.27 9-10 >244 180 MT16 113/113 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) -0.05 6 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 96 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-13 oc purlins, BOT CHORD 2 X 4 SPF 240OF 2.0E except end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 7-7-8 oc bracing. 1-11,6-7,6-8: 2 X 4 SPF No.2 WEBS 1 Row at midpt 4-8 2 Rows at 1/3 pts 2-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sta alio REACTIONS (Ib/size) 11=1298/0-5-8 (min. 0-1-8), 6=1298/0-5-8 (min. 0-2-1) Max Hoa 11=77(LC 4) + Max Upliftl 1 =-260(LC 3), 6=-260(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-376/87, 1-12=-411n9,2-12=-403/80,2-13=-4817/929, 3-13=-0813/930, 3-14=-5527/1077, 4-14=-5523/1078, 4-15=-3226/652, 5-15=-3222/653, 5-16=-3226/657, 6-16=-3222/658 BOT CHORD 10-11=-865/4194, 9-10=-1172/5716, 8-9=-1064/5256 WEBS 2-11=-3916/836, 2-10=-52/803, 3-10=-977/292, 3-9=-369/134, 4-9=0/448, 4-8=-2121/464, 5-8=428/151, 6-8=-638/3244 NOTES (10) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. ,?aOFESS/0 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIIrPI 1. OQ � 8) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the S. 1<1 • Top Chord, nonconcurrent with any other live loads. rNC 2C 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. 0 f11 LU M LOAD CASE(S) Standard C04 * EXP. - 20.2011 ®WARNMG-Vcrj/ydeeigrtp--t--dR&W NOT= ONT&ISAND INCLUDED AHTEK REFERENCE PAGE b01-7473 m., 20-`088EPORE USS. Design valid for use only with MiTek connectors. This design is bused only, upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsiblrity, of the MiTek 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 broc'ug. consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 n LJ • Job Truss Truss Type Dty Ply 1T10-11016 Taylor Residence Plate Offsets (X Y): jZO-0-6.0-1-121 (3:0-4-0 0-0-41 16:0-3-7.EdgeJ 17�Edge 0-3-8] [10:0-7-0.0-3.41 LOADING (psf) 832650636 DESIGNS C9 GABLE 1 1 Plates Increase 1.25 TC 0.84 Vert(LL) 0.45 9-10 >694 240 MT20 185/144 TCDL 20.0 Job Re e o To a A.C. Houston Lumber Co., Indio, CA 92201 7.2b0 s Jan 10 2011 MI I eK Inrluslnes, Inc. Wed Jan 19 11 WAW 2011 Nage 1 ID:I_SffB4DoF2JKLgOvkFfyrzxOFP-ml8Lvjh7WfSO4oDyp76d5zjCjDmAI?IRh416EaztnXi S&3 1 10$-14 1 15,11-10 1 21-2.5 1 26-&8 1 58.3 52-11 5-2.11 5.2.11 58-3 Soto • 1:45.3 Edi 3x8 = 3.4 = 0.25 52 Bats = 8x8 = 34 S 35 6 9 1.4 = 5x14 = 4.4 II • 7-}2 14-2-11 21-2-5 1 1 7-}2 8-11-10 8-11-10 1 58-3 Plate Offsets (X Y): jZO-0-6.0-1-121 (3:0-4-0 0-0-41 16:0-3-7.EdgeJ 17�Edge 0-3-8] [10:0-7-0.0-3.41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.45 9-10 >694 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -1.27 9-10 >244 180 MT16 113/113 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) -0.05 6 n/a n/a BCDL 10.0 Code IBC2006frP12002 (Matrix) Weight: 107 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-13 oc purlins, BOT CHORD 2 X 4 SPF 240OF 2.0E except end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 7-7-8 oc bracing. 1-11,6-7,6-8: 2 X 4 SPF No.2 WEBS 1 Row at midpt 4-8 OTHERS 2 X 4 HF/SPF Stud/STD 2 Rows at 1/3 pts 2-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e REACTIONS (Ib/size) 11=1298/0-5-8 (min. 0-1-8), 6=1298/0-5-8 (min. 0-2-1) Max Horz 11=77(LC 4) . Max Upliftl 1=260(1_C 3), 6=-260(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-376/87, 1-31=-411f79, 2-31=-403/80, 2-32=-4817/929, 3-32=-4813/930, 3 -33= -5527/1077,4 -33=-5523/1078,4-34=-3226/652,5-34=-3222/653,5-35=-3226/657, 6-35=-3222/658 BOT CHORD 10-11=-865/4194, 9-10=-1172/5716, 8-9=-1064/5256 WEBS 2-11=-3916/836, 2-10=-52/803, 3-10=-977/292, 3-9=-369/134, 4-9=0/448, 4-8=-2121/464, 5-8=-428/151, 6-8=-638/3244 NOTES (13) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIffPI 1-2002. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 14-0 oc. live loads. gOFESSIO Q Nq 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ' 3-&0 2-0-0 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle tall by wide ��G� . will fit between the bottom chord and any other members. I 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. CO 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 0 fi 11) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along LU C 04 the Top Chord, nonrwncurrent with any other live loads. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. E 11 13) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard TFOF 1F 0 anuary 20,2011 0 AWARNING. Verti&designpmr wfensandREADNOTESON7711SANDINCLUDEDA97EKREFERENCEPAGBMU-7473r+su,!0-08BEFOREUSE. Wit valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual buildng component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsbilfity of the MireW erector. Additional permanent bracing of the overall structure is the responsbTty of the building designer. For general guidance regarding fabricafion, quality control, storage, delivery, erection and brac. consult ANSI/TPII Quafily Crffeda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informailon avaibde from truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 11 �� 4x8 = Q15 MT1s = • Job Truss Truss Type Qty Ply 1710-11016 Taylor Residence LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP 832650639 DESIGNS D1 MONO TRUSS 1 1 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.07 Job Reference 'o a A.G. Houston Lumber GO., Indio, GA 92201 t.zou s Jan iu zui l MI I eK mousmes, Inc. Wed Jan 1U 11:us:40 zU17 rage 1 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-ml8LAh7WTSO4oDyp76d5zjDRQrXIEIRh416EazlnXi -ae 4-1a4 t8 2x4 II 0.25 12 S.WY411' Is li I0 W1 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQgpFESS/QN�I S COT��,G�.c��ct Of C 04.633 m. ME VVIYOZZ�0 January 20,2011 ® WARN7NO • Verify design par umeSe s and READ NOTES ON IVIS AND INCLUDED KMW REFERENCE PAGE 69-7473 rad, 30•108 BEPORB USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. [■� Appficabflity of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsb86ty of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quoT control. storage, delivery. erection and brocin , consult ANSIITP11 Quaf8v Crtterla- DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Into rmofion available from Truss Plate Institute, 281 N. Lee Sheet Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 34= 4-1 4-10-8. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.03 3-4 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.07 3-4 >831 180 BCLL 0.0 Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2006ITP12002 (Matrix) Weight: 20 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-8 oc puffins, except • BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 3=229/0-3-8 (min. 0-1-8), 4=229/0-3-8 (min. 0-1-8) Max Horz4=76(LC 4) Max Uplift3=-47(LC 5), 4=-58(LC 3) Max Grav3=378(LC 11), 4=378(LC 9) • FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-332/69, 1-4=-332/68 Is li I0 W1 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQgpFESS/QN�I S COT��,G�.c��ct Of C 04.633 m. ME VVIYOZZ�0 January 20,2011 ® WARN7NO • Verify design par umeSe s and READ NOTES ON IVIS AND INCLUDED KMW REFERENCE PAGE 69-7473 rad, 30•108 BEPORB USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. [■� Appficabflity of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsb86ty of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quoT control. storage, delivery. erection and brocin , consult ANSIITP11 Quaf8v Crtterla- DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Into rmofion available from Truss Plate Institute, 281 N. Lee Sheet Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 n L Job Truss Truss Type Qty Ply 1710.11016 Taylor Residence Plate Offsets (x Y); WO-3-8.Edgej I LOADING (psf) 832650640 DESIGNS D10 MONO TRUSS 1 1 Plates Increase 1.25 TC 0.79 Vert(LL) 0.18 6 >999 240 MT20 185/144 TCDL 20.0 Job Reference factional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 1911:03:46 2011 Page 1 ID:I_SBB4DoF2JKLgDvkFfyrzxOFP-Exik63ilHmasiyoBNgesdBGOBg1X1 WvbwknfmlztnXh &815 I 12-&5 I19-24 I f 8."s 6-2.7 &815 Sane: 318^+1' 0.15 12 3x6 = 3x8 = axe II 2 9 3 10 4 5.6 = • 9-7-2 19- A ( 9-7-2 9-7-2 Plate Offsets (x Y); WO-3-8.Edgej I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.18 6 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.56 5-6 >407 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 HOrz(TL) 0.11 5 n/a n/a BCDL 10.0 Code IBC2006/rP12002 (Matrix) Weight: 69 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 7-6-11 oc bracing. 1-7,4-5:2 X 4 SPF No.2 WEBS 1 Row at midpt 2-7.3-5 Tekecommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer F stallation uide. REACTIONS (lb/size) 7=94510-3-8 (min. 0-1-8),5=945/D-3-8 (min. 0-1-8) Max Horz7=77(LC 4) Max Uplift7=-190(LC 3), 5=-190(LC 5) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-382/96, 1-8=-399/54, 2-8=-391/55, 2-9=-2806/495, 3-9=-2801/496, 3-10=-295/41, 4-10=-288/43, 4-5=-370/92 BOT CHORD 6-7=-589/2743, 5-6=-540/2536 WEBS 2-7=-2453/589, 2-6=-81/317, 3-6=01505, 3-5=-2351/555 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �Oo?OFESS/pnq S.CO ER 0LU MQ C Of * 31-311 • January 20,2011 A WARNMO - Vef{/g design parameters and READ NOYES ON ?HIS AND INCLUDED MTEK REFERENCE EAOB 6YU-7473 n , 10•108 BEFORE US& �� ° Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 responsbllty of the MiTek erector. Additional permanent bracing of the overol structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality CrItefla, DSB-89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Inns Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights. CA, 95610 0 • Job Truss Truss Type Qty Ply 1T1 D-11016 Taylor Residence Plate Offsets (X.Y). 14.Edge.0-3-81 LOADING (psf) 832650641 DESIGNS D11 MONO TRUSS 1 1 Plates Increase 1.25 TC 0.57 Vert(LL) -0.12 5-6 >945 240 MT20 185/144 TCDL 20.0 Job Ree o a A.G. Houston Lumber GO., InaIO, GA 9ZZU1 "Ou S Jan lU zul l MI I eK Inousme9, Inc. Web Jan 1`J 11:us:4r zul l rage l ID:I SffB4DoF2JKLgDvkFfyrzxOFP-i7G6KPjN24ijK6NLwY95AOpdKDTKm3jk8OWDJTztnXg 59-13 11-0-3 I _"l 7- ' 59-13 S55 59-13 Sole - 1:28.7 0.25 FIT 3x6 = U4 = 4x6 II 3.4 = 5x6 = • '7.10-0 17.2.0 7-10-0 9-3.12 Plate Offsets (X.Y). 14.Edge.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.12 5-6 >945 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.28 5-6 >386 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.35 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 63 Ib FT.= 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7,4-5: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) 7=298/0-3-8 (min. 0-1-8), 5=385/0.3-8 (min. 0-1-8), 6=1004/0-5-8 (min. 0-1-9) . Max Horz 7=78(LC 4) Max Uplift7=-62(LC 3), 5=-76(LC 5), 6=-205(LC 5) Max Grav7=421(LC 9),5=472(LC 13),6=1004(LC 1) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-352/81, 2-9=-137/382,3-9=-135/390, 4-5=-350/80 BOT CHORD 6-7=-42/254, 5-6=-113/470 WEBS 2-6=730/262, 3-6=-900/311, 3-5=-354/138 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; j cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQt�OFESSI/ S. LU C/E0433 0 -*' January 20,2011 1• A WARNMO - Verify design parameters and READ NO7 W ON THIS AND INCLUDED AITMK REPMWNCE PADS ML -7473 + , 20•'08 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and is for an individual bung component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilityduring construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Inlormalion available from Tnrss Plote Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 i n L I Job Truss Truss Type Oty Ply 1710-11016 Taylor Residence Plate Offsets (KY1 14:Edge.0-3-8] LOADING (psf) R32650642 DESIGNS D12 MONO TRUSS 1 1 Plates Increase 1.25 TC 0.77 Vert(LL) -0.22 5-6 >568 240 MT20 185/144 TCDL 20.0 Job Reference (optional) A.G. Houston Lumber Co., Indio, CA 92201 5313 oa7' 0.25 F12 2x4 II 2 7.250 s Jan 10 2011 M1Tek Industries, Inc. Wed Jan 19 11:03:48 Z011 Page 1 1 D:I_SffB4DoF2J KLgD vkFtyrzxOF P -A KgUXIkOpOgaxGyX UFg KicLkzdm6UTbtN2GmrvztnXf 1 17-1.0 5-9.8 5-5-0 Suite = 1:28.5 F 3,4 = 4x6 II 3 10 4 2x4 11 3x8 = 6x6 = • 8-0-0 17 1 1 1 e .. 10&12 Plate Offsets (KY1 14:Edge.0-3-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.22 5-6 >568 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.55 5-6 >229 180 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC20061TPI2002 (Matrix) Weight: 63 lb FT=20% LUMBER BRACING . TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. 1-7,4-5:2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) 7=232/0-3-8 (min. 0-1-8), 5=483/0-3-8 (min. 0-1-8), 6=965/0-5-8 (min. 0-1-8) Max Horz7=80(LC 4) Max Uplift7=-55(LC 3), 5=100(LC 5), 6=-185(LC 5) Max Grav7=375(LC 9), 5=528(LC 13), 6=965(LC 1) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=333/73, 3-10=-264/2, 4-10=-260/3, 4-5=-348/76 BOT CHORD 5-6=196/705 WEBS 3-6=-833/260, 3-5=-576/247, 2-6=-487/179 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.Bpsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �o0RpFESS/pN9 ER S. CO 2 CD m LU C 433 TO 0 January 20,2011 A WARNING • Verj& design parnnreif r aad READ NO78S ON 7UIS AND INCLUDED A97EK REFERENCE PAOB MU -7473 r , 10-'08 BEFORE US& � ° Design varid for use only with MiTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the msponsibllity of the MiTek 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 CAferla, DSB•89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute, 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 10 • • Job Truss Truss Type Qty Ply -11016 Taylor Residence NO i R32650643 DESIGNS D2 MONO TRUSS 1 1 TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.23 4-5 >452 240 MT20 185/144 Job Refere f a A.G. Houston Lumber GO., Inafo, GA 92201 "W 5 Jan 1V 2011 MI I eK In0u5tnes, Inc. We0 Jan 18 11:03:48 2V71 Nage 1 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-eWOsk5leahyRZQXj2zBZFpu??18vD_1 ci?JNLztnXe 4•s-4 I e-taa i 0.25 12 2 314 = 5 4 3X4 = 3X4 = Smite a 1:17.7 • -8 NO i LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deo Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.23 4-5 >452 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 SC 0.46 Vert(TL) -0.57 4-5 >181 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.30 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2006lrP12002 (Matrix) Weight: 34 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except • BOT CHORD 2 X 4 SPF 240OF 2.0E end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-5: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation quide. REACTIONS (Ib/size) 5=429/0-3-8 (min. 0-1-8),4=429/0-3-8 (min. 0-1-8) Max Horz5=77(LC 4) Max Uplift5=-91(LC 3), 4=-87(LC 5) Max Grav5=498(LC 9), 4=498(LC 12) . FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-306/49,1-5=-306/49 BOT CHORD 45=184/576 WEBS 2-5=-618/232, 2-4=-616/219 0 10 10 1• NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �O9?jo ESSIONgI ER S.CO rjN F� LU C 0464 ary 20,2011 A WARNING - Verify design pa ncefens and READ NOTES ON "US AND INCLUDED kII71EK RSPERENCE PAGB bW-7473 m., 10-08BEFORE US& ° Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MR is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, derwery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 • u Job Truss Truss Type Qty Ply 1710-11016 Taylor Residence LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP 832650644 DESIGNS D2A MONO TRUSS 1 1 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.30 Job Refere oa A.G. Houston Lumber Gd., Indtd, GA UZ201 /.ZDV s Jan 10 Zul l MI I eK If1dU5 nes, Inc. Wed Jan riJ l l:uJ:V`J Zul l rage l ID:I SffB4DoF2JKLgDvkFfyrzxOFP-eWOsk5leahyRZQXj2zBZFpu?K17pD0 1d?JNLztnXe 360 I 7-011 360 360 � s Z" 11 0.25 12 3.4 = 2 214 II s 114 = 3.4 = li a 1• 1• NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI[TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) PerANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQRpFESS/Al S. CO P� cF CD C 0433 nuary 20,2011 A WARNING - Verib design panamcde and READ NOYES ON THIS AND INCLUDED kRTEK REPERENCE PAGE MU -7473 s , 10.08 BEFORE US& ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component's responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracirig to insure stability during construction's the responsblfity, of the MiTek erector. Additional permanent bracing of the overall structure is the respombTty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tows Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.12 45 >663 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.30 45 >265 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Hoa(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 27 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except • BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-5: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) 5=335/0-3-8 (min. 0-1-8), 4=335/0-3-8 (min. 0-1-8) Max Horz5=68(LC 4) Max Uplift5=-73(LC 3), 4=-68(LC 5) Max Grav5=441(LC 9), 4=441 (LC 12) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-292/38,1-5=-292139 BOT CHORD 4-5=-122/451 WEBS 2-5=-093/165, 2-4=-493/153 li a 1• 1• NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI[TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) PerANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQRpFESS/Al S. CO P� cF CD C 0433 nuary 20,2011 A WARNING - Verib design panamcde and READ NOYES ON THIS AND INCLUDED kRTEK REPERENCE PAGE MU -7473 s , 10.08 BEFORE US& ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component's responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracirig to insure stability during construction's the responsblfity, of the MiTek erector. Additional permanent bracing of the overall structure is the respombTty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tows Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 An n U Ll Job Truss Truss Type Qty Ply -11016171 0 Taylor Residence I &11-0 LOADING (psf) SPACING 2-0-0 R32650645 DESIGNS D3 MONO TRUSS 1 1 TC 0.70 Vert(LL) 0.13 6 >999 240 MT20' 185/144 TCDL 20.0 Job Reference (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:50 2011 Page 1 I D:I_SffB4DoF2JKLgDvkFfyrzxOFP-6iyEyRIGL?41Ba6wcgiool R6cRQXyMGAgMINozlnXd BBB 1 1s9 -01-9-s I ILW ' eaa e -o -e ' S.I. - 1:29,8 6.26 12 ha = ax4 = ba II 7 Sib = 1.4 = a Sv6 = • • 0 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �O9?,pFESS/pN-1 S.CO 0 LU C/96433 T r,W.Mny��Wl 20,2011 AWARNING -Vcr(%ydesigrtpwrimetersandPEADN0.9ESON?HISAND INCLUDED AXIIEKREPMBNCEPAGE 11111-7473 rev, 20-'0886PORSUS&. Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not thus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilily during constriction B the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, civalty control, storage, delivery. erection and broci . consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Trus Plate Institute, 281 N. Lee Street. Suite 312- Alexandria, VA 22314. Citrus Heights, CA, 95810 &11-0 17-160 8.11-0 I &11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.13 6 >999 240 MT20' 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.41 5-6 >511 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 65 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc pur ins, except • BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 8-2-15 oc bracing. 1-7,4-5: 2 X 4 SPF No.2 WEBS 1 Row at midpt 2-7,3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 7=877/0-3-8 (min. 0-1-8),5=877/0-3-8 (min. 0-1-8) Max Horz7=77(LC 4) Max Uplift7=177(LC 3), 5=-176(LC 5) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-371/89, 1-8=-343/48, 2-8=-335/49, 2-9=-2395/425, 3-9=-2390/426, 3-10=-260/38, 4-10=-252/39, 4-5=-361/85 BOT CHORD 6-7=-499/2332, 5-6=-460/2170 WEBS 2-7=-2103/506, 2-6=-76/283, 3-6=0/434, 3-5=-2023/478 • • 0 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �O9?,pFESS/pN-1 S.CO 0 LU C/96433 T r,W.Mny��Wl 20,2011 AWARNING -Vcr(%ydesigrtpwrimetersandPEADN0.9ESON?HISAND INCLUDED AXIIEKREPMBNCEPAGE 11111-7473 rev, 20-'0886PORSUS&. Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not thus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilily during constriction B the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, civalty control, storage, delivery. erection and broci . consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Trus Plate Institute, 281 N. Lee Street. Suite 312- Alexandria, VA 22314. Citrus Heights, CA, 95810 • n U • Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence 832650646 DESIGNS D4 MONO TRUSS 1 1 Job o f a A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:51 2011 Page 1 ID:I SffB4DoF2JKLgDvkFtyrzxOFP-bvVd9mmu6JD9ojh69OD1KEz18roEhrOK3000SEztnXc SS3 1 105.13 1 16-0-0 1 SS3 St -1 t SS3 Smle • 1:26] 0.25 12 1� 3x8 = 2 3.4 = 3 Q 05 = 4x8 = • 8-0-0 I 16-05 I Plate Offsets (X.Y)7(4:Edge.0-3-8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.08 5-6 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.26 5-6 >713 180 BCLL 0.0 Rep Stress Ina YES WB 0.45 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 59 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9.13 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 9-4-3 oc bracing. 1-7,4-5:2 X 4 SPF No.2 WEBS 1 Row at midpt 2-7,3-5 FMi'Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS (Ib/size) 7=785/0-3-8 (min. 0-1-8),5=785/0-3-8 (min. 0-1-8) Max Horz7=77(LC 4) Max Uplift7=-159(LC 3), 5=-158(LC 5) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=356f79.1-8=-277/41, 2-8=-270/42.2-9=-1901/341, 3-9=1897/342, 4-5=-348/76 BOT CHORD 6-7=-391/1843, 5-6=-363/1730 WEBS 2-7=1683/407, 3-6=0/349, 3-5=-1628/385 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 6 Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQ�pFESS/p�,q S. LU M CO3 * EX . 3- 0 0 20,2011 A WARN/NO • Verify design par a -f ers and READ NOTES ON THIS AND INCLUDED AnTEK REFERENCE PAGE M-7473 rev. 10.08 BSPORE US& ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component B 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's the responsibility of the _MiTek` 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 Qua" Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Info 10 available from Truss Plate Institute, 281 N. Lee Street Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 I0 Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence Well Ud TCLL 20.0 Plates Increase 1.25 832650647 DESIGNS D5 MONO TRUSS 1 1 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.34 5-6 >573 Job Reference (optional) A.G. Houston Lumber Go., India, GA 92201 7.250 5 Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:52 2011 Page 1 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-353?N6nMcLOQlGlj5kGlSWSuE7WQHHTIgE_gztnXb 553 I 10-613 I 1&8-12 113 St -11 511-15 Smle • 1:27.7 0.25 12 3r8 = 314 = NS II LOADING (psl) SPACING 2-M CSI DEFL in (loc) Well Ud TCLL 20.0 Plates Increase 1.25 TC 0.65 Verl(LL) -0.10 5-6 >999 240 TCDL 20.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.34 5-6 >573 180 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code IBC2006rrP12002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD • BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD 1-7,4-5: 2 X 4 SPF No.2 WEBS REACTIONS (Ib/size) 7=814/0-3-8 (min. 0-1-8),5=814/0-3-8 (min. 0-1-8) Max Horz 7=77(LC 4) Max Uplift7=-165(LC 3),5=1164(1_C 5) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-358/80,1-8=-280/44, 2-8=-273/45, 2-9=-2058/369, 3-9=-2054/370, 3-10=-253/40, 4-5=-362/86 BOT CHORD 6-7=-410/1949, 5-6=-406/1926 WEBS 2-7=-1787/422, 2-6=33/288, 3-6=0/326, 3-5=-1777/421 C 10 is s1e = PLATES GRIP MT20 185/144 Weight: 60 Ib FT = 20% Structural wood sheathing directly applied or 3-8-1 oc purlins, except end verticals. Rigid ceiling directly applied or 9-1-5 oc bracing. 1 Row at midpt 2-7,3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ^ This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVIPI 1. 6) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard o0?'0 ESS/0�,� ��R s %Nc�FyZ Q IX C04i643_ T 1001?�A®© OF 20,2011 A WARNMG - Verify design parnareters and RSdD NOTES ON7111S AND 1NCLUD&O AMEK RBPERENCE PAGE 697.7473 r , 10 -TS BEFORE USE, Design vorid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek^ erector. Additional permanent bracing of the overall structure is the respombi fity of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quaff Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 I• Job Truss Truss Type Ory Ply IT10-11016 Taylor Residence 832650648 DESIGNS D6 MONO TRUSS 1 1 Job Reference (optional) A.C. Houston Lumber Go., India, CA 92201 7.250 s Jan 10 2011 MITek Industnes, Inc. Wed Jan 19 11:03:53 2011 Page 1 I D:I_SffB4DoF2JKLgDvkFtyrzxOFP-XHdNaSo6ewTt21 gVHoGVPf3dbeTH9k6dXKZX W7ztnXa 59A 1 11-3-8 1 .8 1W 1 ' 1 560 59-6 3x9 = 2 9 3x4 = 3 19 Sole • 1:29.9 5.6 = • 6$-6 1 17-1.0 1 Plate Offsets (X.Y)7 14:Edge.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.11 6 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 SC 0.68 Vert(TL) -0.35 5-6 >584 180 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 62 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 8-8-0 oc bracing. 1-7,4-5: 2 X 4 SPF No.2 WEBS 1 Row at midpt 2-7,3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 7=840/0-3-8 (min. 0.1-8), 5=840/0-3-8 (min. 0-1-8) Max Horz 7=77(LC 4) Max Uplift7=-170(LC 3), 5=-169(LC 5) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-365/85, 1-8=-315/45, 2-8=-307/46, 2-9=-2184/389, 3-9=-2180/390, 4-5=-356/82 BOT CHORD 6-7=453/2124, 5-6=418/1983 WEBS 2-7=-1924/464, 2-6=74/265, 3-6=0/398, 3-5=-1855/439 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. • 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQROFESSIO�,� CO 0 LU C 0 643 rn, 1t t-11 1• OF uary 20,2011 A WARNING - Verify rZwiga p -r ders and JW" NOTES ON IVIS AND INCLUDED 4f IEK REFERENCE PAGE 6Ill-7473 rcu. 10- ©8 BSPORB US& Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of indvidual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricotton. quality control. storage, delivery. erection and brac'v1g� consult ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 n LJ Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence . 832650649 DESIGNS D7 MONO TRUSS 1 1 Job Re oa A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:53 2011 Page 1 ID:1 SfB4DoF2JKLgDvkFyrzxOFP-XHdNaSoBewTt2lgVHoGVPf3d3eSX9jKdXKzXW7ztnXa 511-11 I 111-13 I 1711 i � 571-11 SB -3 577-11 Sete -129.5 0.25 r 26 = 414 = 3v8 11 518 = • a-9-12 I 17-71 &9-12 B-9-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.12 6 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.39 5-0 >530 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 HOrz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 64 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins, except • BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 8.4-5 oc bracing. 1-7,4-5: 2 X 4 SPF No.2 WEBS 1 Row at midpt 2-7,3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=867/0-3-8 (min. 0-1-8),5=867/0-3-8 (min. 0-1-8) Max Horz7=77(LC 4) Max Uplift7=175(LC 3), 5=-174(LC 5) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-369/88, 1-8=-335/47, 2-8=-327/48, 2-9=-2334/415, 3-9=-2329/416, 3-10=-255/38, 4-5=-359/84 BOT CHORD 6-7=485/2272, 5-6=-448/2116 WEBS 2-7=-2051/494, 2-6=-75/278, 3-6=0/423, 3-5=1975/467 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. ! 4)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQRpFESS/p�,� • ER S.CO m LU of TO * C -3 -311 0 E January 20,2011 A WARNING - Ve, & design parvmete and READ N07W ON IVIS MID INCLUDED k17TP.K REPERENCB PAGE W-7473 soma. 20-IOS BEFORE US& ° Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an individual bu9ding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the MiTek erector. Additional permanent bracing of the overall structure is the responsbTty of the building designer. For general guidance regarding fabricotion. quality control. storage. delivery, erection and brocin consult AN51/TPIl Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sleet. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 1T10-11016 Taylor Residence TC 0.72 Vert(LL) 0.14 6 >999 240 832650650 DESIGNS D8 MONO TRUSS 1 1 WB 0.65 Horz(TL) 0.09 5 n/a n/a Job eee ce a A.C. Houston Lumber Co., Indio, CA 92201 6-1-13 3x8 = 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:54 2011 Page 1 1 D:I_SRB4 DoF2J KLg DvkFfyrzxOF P -?TBI 000mPEbkf B Phr WnkytbmF2 nyu9i mIJ42ZztnXZ 12-0-3 I A 5.10.5 -1-13 Sorb • 1:30.4 0.2511-2 4x4 = Sia 11 7 sxfi = 3x4 = 5 5x6 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 20.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2006/TPI2002 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.72 Vert(LL) 0.14 6 >999 240 MT20 185/144 BC 0.78 Vert(TL) -0.45 5-6 >482 180 WB 0.65 Horz(TL) 0.09 5 n/a n/a (Matrix) Weight: 66 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD 40 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD 1-7,4-5:2 X 4 SPF No.2 WEBS REACTIONS (Ib/size) 7=894/0-3-8 (min. 0-1-8),5=894/0-3-8 (min. 0-1-8) Max Horz7=77(LC 4) Max Uplift7=-180(LC 3), 5=180(LC 5) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=374/91, 1-8=-357/49, 2-8=-349/50, 2-9=-2497/442, 3-9=-2492/443, 3.10=-269/39, 4-10=-261/40,4-5=363/87 BOT CHORD 6-7=521/2434, 5-6=480/2261 WEBS 2-7=-2189/526, 2-6=-78/292, 3-6=0/451, 3-5=-2104/497 Structural wood sheathing directly applied or 3-0-5 oc purlins, except end verticals. Rigid ceiling directly applied or 8-0-12 oc bracing. 1 Row at midpt 2-7.3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 10 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANS11TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard Ir 1 0 0 A WARMNO - Verify design parameters and READ NOTES ON 1SIS AND INCL WED 0971EK REPERENCE PAOB ADI -7473 rcv, 10•'08 BEFORE USE. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual budding component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsbi1ity of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing consult ANSIITP11 Quality CMerla, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 1 • Ll Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 832650651 DESIGNS D9 MONO TRUSS 1 1 MT20 185/144 A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:55 2011 Page 1 ID:I_SffB4DoF2JKLgDvkFtyrzxOFP-Tgl7?8p P9XjbHL_tODIzU48xRS50dbl v_eSeb?ztnXY s 40 I 12-401 184.8 ea0 60a 8-00 8®10 • 1:31.3 0.25[12 I's = 3X6 = 3[8 It 5.6 = • e4 1 9-4-4 4 494-4 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.16 6 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.50 5-6 >440 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 68 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc puffins, except . BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 7-9-7 oc bracing. 1-7,4-5:2 X 4 SPF No.2 WEBS 1 Row at midpt 2-7,3-5 Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Fin allation guide. REACTIONS (Ib/size) 7=921/0-3-8 (min. 0-1-8), 5=921/0-3-8 (min. 0-1-8) Max Horz7=77(LC 4) Max Uplift7=-186(LC 3), 5=-185(LC 5) • FORCES (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 1-7=-378/93,1-8=-378/52,2-8=-371/53,2-9=-2657/470, 3-9=-2652/471, 3-10=-283/40, 4-10=-275/41, 4-5=-367/90 BOT CHORD 6-7=557/2594, 5-6=-511/2404 WEBS 2-7=2326/559, 2-6=-79/305, 3-6=0/479, 3-5=-2233/527 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel paints along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQ?,OFESS/p�,� S. rjNC��c2 • C`32 0 m LU C 04 3 * E . 0 nuary 20,2011 A WARMNO - Verify design parvmeterrs and READ NOTES ON 9NIS AND MCLUDED bII78K REFERENCE PAGE 891-7473 s , 10-V8 BEFORE USE. ! ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. q■ Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tons designer. Bracing shown is for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsiblrity of the MiTek• 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 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 I0 1E 0 Job Truss Truss Type 0ty Ply -11016 -11016 Taylor Residence Plate Offsets (X.Y): 14-0-6-0.EdgeJ j5:Edge.0-3-8) j9:0-6-8.0-3-0) LOADING (psf) R32650652 DESIGNS E1 FLAT 1 1 Plates Increase 1.25 TC 0.83 Vert(LL) 0.36 8-9 >892 240 MT20 185/144 TCDL 20.0 Job Reference (optional) A.U. Houston Lumber co., Into, GA 922U1 r.zou s Jan 1u 2011 MI I eK Industries, Inc. Wea Jan 18 1 I:u3:ab 2u11 rage i I D:I_SffB40oF2JKLgOvkFtyrzxOFP-xsJ WCUglwrrSvVZ3yxpC1 Hg51 s0XM103DIC87SztnXX 4.63 I 1}68 I 22-2-13 I 2611-0 � 463 69-5 69.5 4.8J � Sole • 1:45.8 4411 3110 314 = 4112 = 3110 = .4 I I 5x8 = 8115 hTf18 = 3110 = 518 = • 9-0-13 17-163 2611-0 1 I Plate Offsets (X.Y): 14-0-6-0.EdgeJ j5:Edge.0-3-8) j9:0-6-8.0-3-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES . GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.36 8-9 >892 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -1.07 8-9 >297 180 MT16 113/113 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.21 7 n/a n/a BCDL 10.0 Code IBC20061TP12002 (Matrix) Weight: 97 Ib FT = 20% LUMBER BRACING I • TOP CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 244 oc puffins, except BOT CHORD 2 X 4 SPF No.2 'Except' end verticals. 7-9: 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6.6-2 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD 'Except' WEBS 1 Row at midpt 2-10.5-7 1-10.6-7: 2 X 4 SPF IN o.2 MiTek recommends that Stabilizers and required cross bracing [be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=1331/0-3-8 (min. 0-2-1), 10=1331/0-3-8 (min. 0-2-1) Max Harz 10=74(LC 4) Max Uplift7=-269(LC 4), 10=-269(LC 3) • FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-312142, 2-12=4467/832;3-12=4467/832, 3-4=-4467/832,4-5=-4467/832. 6-7=-311141 BOT CHORD 9-10=-729/3067, B-9=-1201/5429, 7-8=-706/3069 WEBS 2 -10= -3126/761,2 -9=-144/1502,3-9=-1032/387,3-8=-1032/388,5-8=-144/1501, 5-7=3128/760 NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. fl; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads.Q_ 8) Per ANSI/TPI 1-2002, Cq=1.0 for face & Cq=1.11 for lumber. RQFESSI plates on wide plates on narrow edge of • LOAD CASE(S) Standard 0�R S LIJ04 �` C * EXP. - >f � 0 0 ary 20,2011 A WARNING - Verify rlwign pwr esters and READ NOTZS ON IWS AND MCLUDED WTEK REFERENCE PAGE MU -7473 r w. 10•108 BEFORE USG �° Design vafid for use only with M1ek connectors. This design a based only upon parameters shown- and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbllity, of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality confrd, storage. delivery. erection and lxacing consult ANSI/TPII Quality CMeria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 0 . • Job Truss Truss Type Qty Ply 1710-11016 Taylor Residence LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Well Ud 832650653 DESIGNS E2 FLAT 1 1 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.98 8-9 >317 180 b e ceoCoa A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:57 2011 Page 1 ID:I_SffB4DoF2JKLgDvkF(y1zxOFP-P2luQgrfh9zJXe8GWeKRaVOGfFnN5UACRyxkfurtnX W 4a -o I ta-z-o I 2t -9.o 1 zs-4.o i 4-7-0 &711 8-7-0 Sole • t:a.e 4x4 II 3x10 = 3.4 = m10 = 3.10 = 4x4 II 10 9 tl 7 5.6 = 6x 15 MT16 = 0x10 = 5x8 = - 6-108 1 175.8 1 26-4.0 Plate Offsets (X.Y): (4:0-5-O.Edgeel.16:Edge.0-3-81,[9:0-7-00-3-01 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.33 8-9 >951 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.98 8-9 >317 180 MT16 113/113 BCLL 0.0 Rep Stress Ina YES WB 0.80 Horz(TL) 0.19 7 n/a n/a • BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 95 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, BOT CHORD 2 X 4 SPF No.2 'Except' except end verticals. 7-9: 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-7-14 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD *Except* WEBS 1 Row at midpt 2-10,5-7 1-10,6-7:2 X 4 SPF No.2MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 7=1302/0-3-8 (min. 0-2-1), 10=1302/0-3-8 (min. 0-2-1) Max Harz 10=74(LC 4) Max Uplift7=-263(LC 4), 10=-263(LC 3) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-310/41, 2-12=-4274/797, 3-12=-4274/797, 3-13=4274/797, 4-13=4274/797, 4-5=4274/797, 6-7=-310/41 BOT CHORD 9-10=-699/2935,8-9=-1 150/5193, 7-8=-677/2936 WEBS 2-10=-3000/731, 2-9=138/1441, 3-9=-989/372, 3-8=-989/372,`5-8=-138/1439, 5-7=-3001/730 NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 7) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Per ANSI/TPI 1-2002, Cq=1.0 for face & Cq=1.11 for lumber. �OFES$J� plates on wide plates on narrow edge of I • LOAD CASE(S) Standard S. �� `�`�R G LU M C 00f,33 IX 1• 0 January 20,2011 A WARN K0 - Verify design pw.elers and READ NOTES ON 9Nis AND mcwD&D kii77EK RSPERENCE PAGE 61U-7473 rec. 20-D8 BEPORS US&. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek 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 Building Component 7777 Greenback Lane, Suite 109 Safety Infonnaflon available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 • 0 • Job Truss Truss Type Oty Ply IT10-11016 Taylor Residence TCLL 20.0 Plates Increase 1.25 TC 0.74 832650654 DESIGNS EA MONO TRUSS 44 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 0 oa A.U. Houston LUmDer co., mato, cA azzul r.zou s jan 1u zul1 ml I eK mausines, Inc. vveo can 1 v T 1:us:oo zu11 rage 1 I D:I_SRB4DoF2JKLgDvkFfyrzxOFP-tFOGdAsHSS598ojS4Mrg6imS?fK8g7rMgchlBKztnXV 90.0 I i m4 1 6 2 4 71 7 2.00 12 4x4 It 5 n u 40 DEFL in (loc) I/deft Vert(LL) 0.00 3 n/r Vert(TL) -0.00 3 n/r Horz(TL) 0.00 n/a CONNECT FOR 372 LBS HORIZONTAL LOAD PLATES GRIP MT20 185/144 Weight: 12 Ib FT = 20% sole. 1256 BRACING TOP CHORD Structural wood shething directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly pplied or 10-0-0 oc bracing. MiTek recommend that Stabilizers and required cross bracing be installed during It ss erection, in accordance with Stabilizer NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Non Standard bearing condition. Review required. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 8) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Per ANSIIrPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard January 20,2011 A WARMNO - Verify design parvmeters and READ NOTES ON 77USAM) INCLUDED KrrEK REFERENCE PAGE MU -7473 rev. 10-'08 BEFORE US& ° Oesgn valid for use only with Mitek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component's responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilliy of the MiTek^ erector. Additional permanent broci g of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quoliy, control- storage. delivery- erection and bracing consult ANSI/11`11 Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety information available from Tans Plate Institute, 281 N. Lee Sleet. Suite 312- Alexandra. VA 22314. Citrus Heights. CA. 95610 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.74 TCDL 20.0 Lumber Increase 1.25 BC 0.00 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF No.2 • WEBS 2 X 4 HF/SPF Stud/STD REACTIONS (Ib/size) 4=203/Mechanical, 5=540/Mechanical Max Horz4=372(LC 1), 5=-372(LC 1) .� Max Uplift4=-138(LC 5), 5=-102(LC 4) Max Grav4=308(LC 15), 5=540(LC 1) • FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-144/328, 2-6=-144/328, 2-4=-229/372, 1-7=-463/126, 3-7=-502/111, 35=-639/126 n u 40 DEFL in (loc) I/deft Vert(LL) 0.00 3 n/r Vert(TL) -0.00 3 n/r Horz(TL) 0.00 n/a CONNECT FOR 372 LBS HORIZONTAL LOAD PLATES GRIP MT20 185/144 Weight: 12 Ib FT = 20% sole. 1256 BRACING TOP CHORD Structural wood shething directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly pplied or 10-0-0 oc bracing. MiTek recommend that Stabilizers and required cross bracing be installed during It ss erection, in accordance with Stabilizer NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Non Standard bearing condition. Review required. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 8) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Per ANSIIrPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard January 20,2011 A WARMNO - Verify design parvmeters and READ NOTES ON 77USAM) INCLUDED KrrEK REFERENCE PAGE MU -7473 rev. 10-'08 BEFORE US& ° Oesgn valid for use only with Mitek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component's responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilliy of the MiTek^ erector. Additional permanent broci g of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quoliy, control- storage. delivery- erection and bracing consult ANSI/11`11 Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety information available from Tans Plate Institute, 281 N. Lee Sleet. Suite 312- Alexandra. VA 22314. Citrus Heights. CA. 95610 I0 • Job Truss Truss Type Oty, Ply IT10-11016 Taylor Residence I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud 832650655 DESIGNS Ft MONO TRUSS 3 1 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.15 5-6 >999 180 Job Rate ceo 'oa A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:03:59 2011 Page 1 I D:I_SffB4DoF2J KLgDvkFtyrzxOF P -M R_er WsvDm DOmy l ed3Nvfwl hx3ZJZQ_V VGQrkmztnX U 468 I 8 -MI 134-0 1 4$9 4-3-0 {r 48 5.1.•122.2 0.25 12 36 II 3x8 = axe = • 66-0 13-0 i e 6a 68-0 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.05 6 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.15 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.04 5 n/a fila BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 49 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc puffins, except • BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7,4-5:2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) 7=652/0-5-8 (min. 0-1-8),5=65210-5-8 (min. 0-1-8) Max Horz7=65(LC 4) Max Uplift7=-132(LC 3), 5=-131(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-340/67, 1-8=-257/38, 2-9=-1534/275, 3-9=-1530/276, 4-5=-332/64 BOT CHORD 6-7=315/1490, 5-6=-293/1401 WEBS 2-7=-1345/326, 3-6=0/294, 3-5=-1308/310 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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 nonconcur ent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 6) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQ�pFESS/p�/�l S. Tjyc�F�y � � 0 2 m E04 1 10 IW PFC 20,2011 A WAPWMG - Ver(& dwi_wL parr2nwtd and READ NOTES ON IFAS AM MCLUDED kfTILK REFERENCE PROS JUI.7473 1`e4. 10-'08 BEFORE USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual Wilding component. Applicability of design peromenters and proper incorporation of component's responsblity of building designer - not tens designer. Bracing shown rs for lateral support of indvidual web members only. Additional temporary bracing to insure stability during construction is the responsblrily of the MiTek' erector. Additional permanent bracing of the overall stnrctwe 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 BCSI Building Component 7777 Greenback Lane, Sule 109 Safety Information available from Tens Plate Institute, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 I* 4 Job Truss Truss Type Qty Ply gpm IT10-11016 Taylor Residence Plate Offsets (X Y): (20-0-0 0-6-41 LOADING (psf) 832766539 DESIGNS G1 MONO TRUSS 6 1 Plates Increase 1.25 TC 0.63 Vert(LL) 0.03 9 >999 240 MT20 174/144 TCDL 20.0 Job Reference A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:44:29 2011 Page 1 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-3_RWDdWgLhXAcj1VILNjOoOkVfKeuySt6nyPC2ziurW a-zaz I 7-0-0 t 11x1=4 I 18-10-e a -z-12 z -s 4 4-114 al1-0 Sob a 1:28.6 0.25 12 3.6 II 5.6 = L14 II 4xb - ,Pta - ep - 6 3.4 II L 10 21.2011 A WARNMO - Ver4b design pwr rt =a and READ NOTES ON THIS AND INCLUDED AffTWC REPERENCE PAGO 601-7473 s,•u. 10-'08 BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overa0 structure is the responsbTity of the building des -finer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Creerlo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 It 441-0 .1-M 21 1 4-11-0 Plate Offsets (X Y): (20-0-0 0-6-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.03 9 >999 240 MT20 174/144 TCDL 20.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.08 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 Code IBC20061TP12002 (Matrix) Weight: 90 Ib FT = 20% LUMBER BRACING • TOP CHORD 1.5X7.25 RIGIDLAM LVL 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 1.5X7.25 RIGIDLAM LVL 1.8E recommends that Stabilizers and required cross bracing FMi,Tek installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS (Ib/size) 6=589/0-5-8 (min. 0-1-8),12=1046/0-5-8 (min. 0-1-8) Max Horz 12=67(LC 4) Max Uplift6=-106(LC 3),12=-331 (LC 5) Max Grav6=593(LC 14), 12=1046(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-104/509, 2-13=-103/510, 2-14=-821/68, 3-14=-819/69, 3-15=-1161/207, 4-15=-1158/208.4-16=-1161/212,5.16=-1157/212,5-6=-539/125 BOT CHORD 7-8=51/816, 2-12=-943/272 WEBS 4-7=-368/147.3-7=-143/543,5-7=-192/1092,2-8=-55/874. 1-10=-481/103 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint 6 and 331 Ib uplift at joint 12. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for load 240.01b live located the RoFESSio N9� a moving concentrated of at all mid panels and at all panel points along Top Chord, nonconcurrent with any other live loads. OQ S. 9) Per ANSIfrPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. Q LOAD CASE(S) Standard m 0LU M 61 33 XPl L 10 21.2011 A WARNMO - Ver4b design pwr rt =a and READ NOTES ON THIS AND INCLUDED AffTWC REPERENCE PAGO 601-7473 s,•u. 10-'08 BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overa0 structure is the responsbTity of the building des -finer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Creerlo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply gpm ITIO-11016 Taylor Residence Plate Offsets (X.Y)7 12:0-2-0.0-5-121 LOADING (psf) 832766540 DESIGNS G2 MONO TRUSS 1 1 Plates Increase 1.25 TC 0.79 Vert(LL) -0.02 7-8 >999 240 MT20 185/144 TCDL 20.0 Job Reference(ootionall A.G. rlousron LumDer GO., M010, GA `JZZVI /.ZDV s Jan zo zui 1 ml I e6 1nausmes, Inc. man reo ZI TI:49:J1 ZV I I rage I ID:I SHB4DoF2JKLgDvkFfyrzxOFP-?NZGelY5tlnur1BusmOBTD6lbS7ZMr4ga5RWGxziurU 4-9-0 I 812 I 11-10.8 I 1&140 i 4-. 3-2-512 3.7-12 8-11-8 Scale: y8b 1' 0.25 12 3.6 — 4X4 11 a4 = Bae = 4x10 II 3.8 = 1012 — 1s 3 18 4 17 5 08 = 3X4 II • d -0a &2-12 13-841 18-10-0 14-9-0 I I I 4-0-0 0.9-0 3572 5510 51-1D Plate Offsets (X.Y)7 12:0-2-0.0-5-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.02 7-8 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.51 11 >96 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 HOR(TL) -0.01 8 n/a n/a BCDL 10.0 Code IBC2006/rP12002 (Matrix) Weight: 79 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-11,5-6,2-9: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 6 SPF 1650F 1.5E be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 6=462/0-5-8 (min. 0-1-8),8=734/0-5-8 (min. 0-1-8),13=646/0-5-8 (min. 0-1-8) Max Horz 13=76(LC 4) Max Uplift6=-96(LC 5), 8=-86(LC 3), 13=-293(LC 5) Max Grav6=515(LC 14), 8=734(LC 1), 13=861(LC 9) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-64/347, 3-15=-62/363, 3-16=-60/361, 4-16=59/365,4-17=-595/115, 5-17=-589/116, 5-6=-461/114 BOT CHORD 8-9=424/102, 7-8=-162/646 WEBS 4-8=1098/276, 5-7=46/456, 3-8=-294/116 NOTES (10) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) The Fabrication Tolerance at joint 2 = 12% 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 6, 86 Ib uplift at joint 8 and 293 Ib uplift at joint 13. 8) This truss is designed in the 2006 International Building Code 2306.1 ANSI/TPI 1. �QFESS/� q/9 accordance with section and referenced standard 9) This truss has been designed for load 240.01b live located the OQ `Fti j a moving concentrated of at all mid panels and at all panel points along Top Chord, live loads. �� R S. r�N j nonconcurrent with any other �� 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates an wide face & Cq=1.11 for plates on narrow edge of lumber. CO Q� Z LOAD CASE(S) Standard LU C 0 643 M * 1-11 it IA Fe ruary 21,2011 10 A WARN/NO - Ve ify design patrwmet. d READ NOT= ON THIS AND /NCLUDED AMEK RBPSRENCB Pd08 bW-7473 nea. 10-`08 BEFORE US& ! ° Design valid far use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. L Applicability of design paramenters and proper incorporation of component is responsbflity of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the MiTek' 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 QuaZB Cdterla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Teas Plate Institute. 281 N. Lee Street, Suite 312- Alexandria, VA 22314. Citrus Heights, CA, 95610 ill 0 • • i 0 Job Truss Truss TypeQty TCLL Pty gprn 17 7 0-1 1016 Taylor Residence TC 0.86 TCDL 20.0 Lumber Increase 1.25 BC 0.58 832766541 DESIGNS G3 MONO TRUSS 1 10.0 Code IBC2006/rP12002 (Matrix) LUMBER TOP CHORD t'o a A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:44:32 2011 Page 1 I D:1_SffB4Do F2JKLgDvkFfyrzxOF P-TZ7ereZj ecvlTBm4QUxQORe B7sN U 5QfJpIA3pNzi urT 4-ao I 111-o I 1z -tae I tomo 1 a-9-0 asa 111 5-111 sixiw 3ra,,, 0.25- 12 a8 = 2x4 it 4r4 = 3.4 II LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.86 TCDL 20.0 Lumber Increase 1.25 BC 0.58 BCLL 0.0 Rep Stress Ina NO WB 0.19 BCOL 10.0 Code IBC2006/rP12002 (Matrix) LUMBER TOP CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 2-9: 2 X 4 SPF No.2 WEBS 2 X 4 HF/SPF Stud/STO'Except* 4-5,3-7: 2 X 4 SPF No.2 OTHERS 2 X 6 SPF 165OF 1.5E DEFL in (loc) I/deb Ud Vert(LL) -0.00 8-9 >999 240 Vert(TL) -0.00 8-9 >999 180 Horz(TL) -0.00 6 n/a n/a PLATES GRIP MT20 185/144 Weight: 185 Ib FT = 20% 5 A4 II BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 5-6. REACTIONS All bearings 11-5-8 except (jt=length) 12=0-5-8. (lb) - Max Horz 12=69(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 7=-466(LC 5), 12=-319(LC 3) Max Grav All reactions 250 Ib or less at joint(s) 8, 6 except 5=400(LC 13), 7=2055(LC 1), 12=863(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces, 250 (lb) or less except when shown. TOP CHORD 2-14=101/476, 3-14=99/481, 4-5=-347/83 BOT CHORD 10-11=-288/114,2-1I2=-887/347,8-9=-1 128/272 WEBS 1-10=-119/301, 2-8=-152/688, 3-8=-337/101, 3-7=-522/184 NOTES (12) 1) 2 -ply truss to be connected together with I Od (0.131'x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 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) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) 7=466,12=319. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1500 Ib down and 300 Ib up at 11-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 6 Cq=1.11 for plates on narrow edge of lumber. Continued on page 2 �OQ?�pFESS/pN�I s riNc�F�2 LU C04 bruary 21,2011 A WAPN7N0 - VerifB design par-anteS and READ NOrM ON THIS AND INCLUDED hHTffiC RHPBRBNCE PAOH MU -7493 rev. 10-`08 BEFORE US& Design vofid for use only with MTek connectors. This design is based only upon parometers shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not Inns designer. Bracing shown is for lateral support of indnidual web members only. Additional temporary bracing to insure stobTty during construction is the responsblifify of the MiTek_ 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 bracts consult ANSI/TPII Quality Crterla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 I0 0 0 n Job Truss Truss Type Qty Ply gpm 1710-11016 Taylor Residence 832766541 DESIGNS G3 MONO TRUSS 1 Jot) e foot one A.C. Houston Lumber Co., Indio, CA 92201 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-80, 10-11=-20, 5-9=-20 Concentrated Loads (lb) Vert: 7=-1500(F) 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:44:32 2011 Page 2 ID:I Sff84DoF2JKLgDvkFfyrzxOFP-TZ7ereZjecvlT8m4QUxQORe87sNU5QfJpIA3pNziurT A WARNRPO - Ve Vy desigrx parnn+etcra and READ NOM; ON THIS AND INCLUDED kf1TFX REPERENCE PAGE DDI -7473 nsc. 10•`09 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbllity of the Mirek' erector. Additional permanent bracing of the overall structure is the responsbirity of the building designer. For general guidance regarding fabrication, cluofity control, storage. delivery. erection and brocing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Inns Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 • r� LJ �0 Job Truss Truss Type Dry Ptygpm IT10-11016 Taylor Residence Plates Increase 1.25 TC 0.73 TCDL 20.0 832766542 DESIGNS H1 MONO TRUSS 1 1 YES WB 0.01 BCDL 10.0 Code IBC2006rrP12002 (Matrix) Job Reference (optional A.G. Houston Lumber Ga., Into, GA 92ZUI r.zou s Jan Zd ZUl l MI I eK Inausines, mc. man reD Zl 11:44:33 Zu11 rage 1 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-xlg13 ZLPvlc5KLG_BS1YeBOxGslgvhSlPwcLpziurS . 388 I 4-7-0 I 3$-B 1 3X4 = 0.25 12 114 = 2 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.73 TCDL 20.0 Lumber Increase 1.25 BC 0.05 BCLL 0.0 Rep Stress Incr YES WB 0.01 BCDL 10.0 Code IBC2006rrP12002 (Matrix) 3[4 = a14 II $Cale - 1:14.4 DEFL in floc) I/deb L/d PLATES GRIP Vert(LL) -0.00 4 >999 240 MT20 185/144 Vert(TL) -0.00 34 >999 180 Horz(TL) 0.00 3 n/a n/a LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD • BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 'Except' BOT CHORD 24,14: 2 X 4 HF/SPF Stud/STD REACTIONS (Ib/size) 3=173/0-5-8 (min. 0-1-8),5=178/0-5-8 (min. 0-1-8),4=7610-5-8 (min. 0-1-8) Max Horz5=-59(LC 3) Max Uplift3=58(LC 4), 5=49(LC 6) Max Grav3=326(LC 11), 5=333(LC 9), 4=117(LC 2) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=310165,1-5=-319157 �s 16 10 10 - Weight: 18 Ib FT = 20% Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Per ANSUTPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQ�XpFESS/pN� S. LU 06433 T ry 21,2011 A WARMNO - Verify design parv-d isna and RE1D NOTES ON THIS AND INCLUDED AffTYX REFERENCE PAGE MY 7473 rev. 20-'08 ESPORS US& Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown rL is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responsibility of the r VliTek" 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 brocir�g consult ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Trus Plate Institute. 281 N. Lee Sheet Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 • 0 0 L K] Job Truss Truss Type Qty Ply gpm 1710-11016 Taylor Residence Plates Increase 1.25 TC 0.26 -Vert(LL) -0.02 5-6 >999 240 MT20 185/144 832766543 DESIGNS H2 MONO TRUSS 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 5 n/a n/a Job Reference tooto a A.G. Houston Lumber Go., Indio, GA 92201 7.250 s Jan 26 2011 MiTek IndUslnes, Inc. Mon Feb 21 11:44:34 2011 Page 1 I D:I_SRB4 DoF2J KLg DvkFfylzxOFP-Py E PGKazAD9SiUwTXvzu 5skg4g9NZKRcG3fAtFziurR oars I oars I '-3-e I s -s-0 I OA -8 311-12 2-7d 2-5-B 0.25112 Scale: 31a-=1' 1 axa = ax8 = he = 8 2 9 3 h4 = 10 0 4xa = 214 II axe = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 -Vert(LL) -0.02 5-6 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.06 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2006frP12002 (Matrix) Weight: 37 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 SPF No.2 be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 5=279/0-5-8 (min. 0-1-8), 7=124/0-5-8 (min. 0-1-8), 6=541/0-5-8 (min. 0-1-8) Max Horz7=-60(LC 3) Max Uplift5=-58(LC 4), 7=25(LC 6), 6=-109(LC 4) Max Grav5=407(LC 14), 7=314(LC 9), 6=566(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-284/26, 2-6=-397/117.1-7=-286/37 BOT CHORD 5-6=-108/432 WEBS 3-6=-446/114, 3-5=-416/131 NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 7 except Qt=1b) 6=109. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard OeRpFESS,r S r/NcF��G' LU C 04433 T. i 1t\ ER.�-11-11 - /* , ary 21,2011 ® WARN/NO - Ver-ijy design par=xrt rs and READ NOYTIS ON THIS AND INCL.UD&D AUTEK REFERENCE FAGS M-7473 r , I0-`08 EEFOR& USE. Design valid for use only with Mi7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component B 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's the responsbllty, (� A of the " iTek' 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 Cilia Ia. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tnns Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria. VA 223 IT Citrus Heights, CA, 95610 i10 • Job Truss Truss Type Oty Ply gpm IT10-11016 Taylor Residence 832766544 DESIGNS H3 MONO TRUSS 1 1 Job ee (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:44:35 2011 Page 1 I D:I_SffB4 DoF2J KLgDvkFfyrzxOFP-tBonTgbbxX HJ KeVf5cU7e3GrH4 UV I IXIVj Pj Pizi urO 37-0 I 7-2-0 I ta2-0 t 135-8 17-0 37-0 }0-0 338 stele = cn.r 0.25 Ili 11.4 II 2>4= 8 h8 = 74x8 = 8 4x8 = • 7-2-0 I 135-8 I 7-2-0 63.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.03 7-8 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.08 7-8 >995 180 BCLL 0.0 Rep Stress Ina YES WB 0.31 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2006IrP12002 (Matrix) Weight: 50 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS' 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 8-0-2 oc bracing. 1-8: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 SPF No.2 be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) 6=261/0-5-8 (min. 0-1-8), 8=294/0-5-8 (min. 0-1-8), 7=762/0-5-8 (min. 0-1-8) Max HorzB=-64(LC 12) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift6=-208(LC 18), 8=-207(LC 17), 7=-179(LC 14) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav6=416(LC 9), 8=441 (LC 10), 7=785(LC 9) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-282/182, 2-9=-484/394, 2-10=-421/486, 4-11=-436/509, 4-12=-442/356, 5-12=-263/155, 5-6=-307/51, 3-7=-383/106.1-8=-310/51 BOT CHORD 7-8=-542/748, 6-7=-487/667 WEBS 4-7=-812/519.4-6=-591/498,2-8=-626/499, 2-7=-899/595 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 6=208,8=207,7=179. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1556 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag �0FESS/p loads along bottom chord from 0-0-0 to 13-5-8 for 115.6 plf. QQ 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber.R S' TSN F�J. • LOAD CASE(S) Standard C Of C 04 `" * EXP 0 reblogary 21,2011 0 A WARNNO - Verf/g doHyn pmumetem and READ NOTES ON IBIS AND MCLUDED WTEX RSPERENCB PAG$118l-7473 r ev, 20 'O8 ESPOR6 US& �� ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown- and is for an individual building component. Applicability of design paromenters and proper incorporation of component's responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members onty. Additional temporary bracing to insure stabTty during construction is the responsbillity of the WOW erector. Additional permanent bracing of the overall structure is the respombility, of the building designer. For general guidance regarding fabrication- quality control storage. delivery. erection and brocirg. consult ANSI/TPII Qua Criteria, DSB-89 and BCSI Building Component 7777 Greenback lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet, Suite 312, Alexandra. VA 22314. Citrus Heights, CA, 95610 i0 0 Is • Job Truss Truss Type Qty Ply gpm 1TID-11016 Taylor Residence 1.25 TCDL 20.0 Lumber Increase 1.25 832766545 DESIGNS H4 MONO TRUSS 1 1 Code IBC2006/TPI2002 WB 0.20 Horz(TL) 0.01 6 n/a n/a Job Reference (optionall A.G. Houston Lumber GO., Into, GA VZ20T 1.ZbU s Jan Za zui 1 MI I eK mausmes, Inc. Mon reD zit 11:44: Jo zul l rage 7 ID:I_SRB4DoF2JKLgDvkFfyrzxOFP-LKM9hOcDhgPAyo4rfK?MAHp?3Tpo1 DUv)N8Hy8ziurP 37-0 I 7-z-0 I 6a6 I 11_A Il b ' 37-0 37-0 286 31 Sole - 1:21.1 0.25 112 1314 II E 1,6 = 4x8 = h8 = 23,4 _ 10 3.8 - 11 4r. = 12 4xB = LOADING (psf) SPACING 2-M TCLL 20.0Plates Increase 1.25 TCDL 20.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code IBC2006/TPI2002 CSI DEFL in (loc) 1/deb Ud PLATES GRIP TC 0.29 Vert(LL) -0.03 7-8 >999 240 MT20 185/144 BC 0.30 Vert(TL) -0.08 7-8 >976 180 WB 0.20 Horz(TL) 0.01 6 n/a n/a (Matrix) Weight: 48 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD • BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD 1$: 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 REACTIONS (Ib/size) 6=228/0-5-8 (min. 0-1-8),8=298/0-5-8 (min. 0-1-8), 7=728/0-5-8 (min. 0-1-8) Max Horz8=-63(LC 3) l Max Uplift6=-46(LC 6), 8=61(LC 6), 7=-149(LC 4) Max Grav6=376(LC 15), 8=419(LC 9), 7=728(LC 1) • FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-304/45.3-7=-372/96.1-8=-310/49 BOT CHORD 7-8=118/434, 6-7=-73/326 WEBS 4-7=-5071126.4-6=-281/68, 2-8=-384/118, 2-7=-577/173 0 1• 1• 10 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 8 except Qt=1b) 7=149. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard "OQqjOFESS/0� A S. CO � �C04�M \\ 1t\ EXV3,X1,1'r /*, OF 21,2011 ® WARNM - Verib design pamn wt- and READ NOTES ONTH/SAND INCLUDED MTPX REFERENCE PAGE NU -7473 r . 10-'08 EEFORB US& Design valid for use only with MiTek connectors. This design is based only, upon parameters shown. and is for an individual buldng component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of intLvidual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bra�S 'i consult ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Trus Plate Institute. 281 N. lee freet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Plygpm IT10A 1016 Taylor Residence I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.58 832766546 DESIGNS HS MONO TRUSS 1 1 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.38 7 >189 Job Reference (optional) A.C. Houston Lumber Go., Indio, CA 92201 40-12 0.25 a /.2b0 S NOV 19 2010 Mi I ek Industries, Inc. Mon FeD "ll 14:4J:U7 2071 rage l ID:I_SRB4DoF2JKLgDvkFfyrcxOFPa182Lgvobe4p7GpS RMKCilhLOjQRkieaLMpFB9zisE8 8-1-12 2-10-12 Scale = 1:24.7 4x6 = 2x4 II 8x16 = = 3x4 = 18x16 13 2 14 3 15 4 16 sva = 4xB = f 40-12 5.6.8 5.6-0 157-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.15 7 >469 240 TCDL 20.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.38 7 >189 180 BCLL 0.0 Rep Stress Ina YES WB 0.39 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) 40 s K] LUMBER TOP CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 HF/SPF Stud/STD OTHERS 2 X 6 SPF 1650F 1.5E -Except' 5-6: 2 X 4 SPF No.2 PLATES GRIP MT20 185/144 Weight: 57 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (Ib/size) 6=224/0-5-8 (min. 0-1-8), 11=832/0-5-8 (min. 0-1-8),12=367/0-5-8 (min. 0-1-8) Max Horz 12=-42(LC 6) Max Uplift 6=-52(LC 6), 11=-176(LC 4), 12=-80(LC 6) Max Grav 6=373(LC 15), 11=832(LC 1), 12=460(LC 16) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=-633/135, 2-13=-636/134, 2-14=-634/131, 3-14=-637/130, 5-6=-406/58 BOTCHORD 3-11=-773/197, 1-12=-424/90 WEBS 1-9=-113/615, 2-9=-362/121, 3-9=-131/707, 4-6=0/429 JOINT STRESS INDEX 1 = 0.16, 2 = 0.14, 3 = 0.31, 4 = 0.34, 5 = 0.74, 6 = 0.65, 7 = 0.08, 8 = 0.65, 9 = 0.65, 10 = 0.48, 11 = 0.00, 11 = 0.33,12 = 0.00 and 12=0.18 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 6, 176 Ib uplift at joint 11 and 80 lb uplift at joint 12. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard OFESSS. /pNgl CZ8k33 m *\ & -31-11 /* i 21,2011 A WARMNO - Vert/y design paraoeeters and READ NOTES ON 2H7S AND INCLUDED 6ff7EFr REFERENCE PAGE 617!•7473 rr . 20.08 BEFORE US& ��' Design valid for use only with M1ek connectors. This design is based only upon porometers shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek* erector. Additional permanent bracing of the overall structure is the responsbTy, of the building designer. For general guidance regarding fabricofion, iau,W control, storage, delivery, erection and brac'vsg consult ANSI/TPII Quality Criteria. DSB-8T and SCSI Building Component 7777 Greenback Lane, Suite 109 Surety Information available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 lu • Job Truss Truss Type Qty Ply gpm 1710-11016 Taylor Residence Plates Increase 1.25 TC 0.43 TCDL 20.0 832766547 DESIGNS H5A - MONO TRUSS 1 1 YES WB 0.41 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Jot) Reference (optional) A.C. Houston Lumber Co., Indio, CA 92201 — ' I4a1z 214 II 1 @18= II 2 4Ib 0.25 L1z In r.ZSu s Jan 2a 2011 MI I eK industries, Inc. Man heD Zl 11:44:Ja "11 rage 1 ID:I_SBB4DoF2JKLgDvkFfyrzxOFP-mv21J1 e6_InlpFoOKSZ3ovRU9hsvEXOLQKNxZTziurM I /s-/-4 0-1-12 2-10-12 ' simile a 1:25.2 S*6 = 3 13 114 — LOADING (psf) SPACING 24-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.43 TCDL 20.0 Lumber Increase 1.25 BC 0.21 BCLL 0.0 Rep Stress Ina YES WB 0.41 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF No.2 • BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 HF/SPF Stud/STD OTHERS 2 X 4 SPF No.2 'Except' 1-10: 2 X 6 SPF 1650F 1.5E 7 489 _ fte = DEFL in (loc) I/deb L/d PLATES GRIP Vert(LL) -0.02 7-8 >999 240 MT20 185/144 Vert(TL) -0.06 7-8 >999 180 Horz(TL) -0.00 7 n/a n/a BRACING TOP CHORD BOTCHORD REACTIONS (Ib/size) 6=218/0-5-8 (min. 0-1-8),7=811/0-5-8 (min. 0-1-8), 10=407/0-5-8 (min. 0-1-8) Max Horz 10=42(LC 6) Max Uplift6=-44(LC 6), 7=163(1_C 4), 10=-83(LC 6) Max Grav6=370(LC 16), 7=811(LC 1), 10=484(LC 17) Weight: 57 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. i • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=711/148, 2-11=-713/147, 2-12=-712/144, 3-12=-715/143, 5-6=-301/42, 3-7=550/171 BOT CHORD 6-7=-65/318, 1-10=446/92 j WEBS 1.8=-131/708, 2.8=-394/135, 3-8=-136/735, 4-7=-462/108, 4-6=279/63 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 10 except (jt=1b) 7=163. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. R()FESSI(j OQ N9� S. I 10) Per ANSI/rPI 1-2002, Cq=1.0 for on wide face a Cq=1.11 for on narrow edge of lumber. • plates plates CID Q LOAD CASE(S) Standard (,D (Zi1 LU C 04 X Of * E -1 1 OFC F ruary 21,2011 A WAPNnMO - Ve,% design: po a peters and READ N0TW ON 7NIS AND INCLUDED Afl7EK REPERENCE PAGO 61277473 lea. 10-10811VORS tWls. 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 tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobTty during construction is the responsibility of the MiTek 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 Qua18v Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, suite 109 Safety Information available from Tens Plate Institute, 281 N. Lee Sheet. Suite 312. Alexandrb. VA 22314. Citrus Heights. CA, 95610 :_M 0 Lj Job Truss Truss Type Qty TCLL gpm 1710-11016 Taylor Residence Plates Increase 1.25 TC 0.74 TCDL �Ply� 832766546 DESIGNS H6 MONO TRUSS 1 1Job Reference foot ona A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:44:40 2011 Page 1 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-E6cgXNfkl3wcOPNdu941K7_a 58Xz 5Ue 7U5vziurL I M4 01z I 12-54 i 2 84.8 Scale • 1:20.9 4x6 = 1 8+16 = 2214 II 0.25112 310112 = @18 = 8214 Ii a 7314 11 6 314 = 5 3110 = 4x8 = 4!12 I 9-7-0 I 12-5-0 I 4.0-12 Sb6 2-160 Plate Offsets (X Y)- 13.0-3-8 0-5-01 f l l 70-3-0 0-1-01 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.74 TCDL 20.0 Lumber Increase 1.25 BC 0.51 BCLL 0.0 Rep Stress Ina YES WB 0.35 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER • TOP CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 HF/SPF Stud/STD OTHERS 2 X 6 SPF 1650F 1.5E 'Except' 4-5: 2 X 4 SPF No.2 0 0 0 1-1 L 0 REACTIONS (Ib/size) 10=801/0-5-8 (min.0-1-8), 11=356/05-8 (min.0-1-8) Max Horz 11=-39(LC 6) Max Upliftl0=-252(LC 4), 11=-57(LC 6) Max Grant 10=81O(LC 14), 11 =454(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-596166, 2-12=-598/65, 2-13=-598/63, 3-13=-601/61 BOT CHORD 3-10=-757/274, 7-8=-592/126, 1-11=418/68 WEBS 1-8=-38/526, 2-8=-289/102, 3-8=-169/637 DEFL in (loc) I/deb L/d PLATES GRIP Vert(LL) -0.01 7-8 >999 240 MT20 185/144 Vert(TL) -0.04 7-8 >999 180 Horz(TL) -0.01 10 n/a n/a Weight: 55 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except (jt=1b) 10=252. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Per ANSIlrP1 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQROFESS/S. pngl CCO fi it46433 T t * Ix -11 */1 21,2011 A WARMNO - Verify design pmvnteter,a and READ NOSES ON 7WS AND INCLUDED n7EK RSPERENCE PROS OIU-7473 rw, 20-`08 EEPORS US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component 6 responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillty of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabfcafion. quality confrol, storage. delivery, erection aril bra�'LrR consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 I9 • Job Truss Truss Type City Ply gpm 1T10-11016 Taylor Residence Plate Offsets (xY)o 130-3$ 0-5-01,111.0-3-0 0-1-01 LOADING (psf) 832766549 DESIGNS H7 MONO TRUSS 1 1 ot all A.C. Houston Lumber Co., Indio, CA 92201 7.250s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:44:412011 Page 1 I D:I_SffB4DoF2JKLgDvkFfyrzxOFP-il92kjgM WN2T2ZypRtbXtKWIkUUoiPWetesl dMziurK saa t 11-11 I 13 11-0 ' 56-6 588 sole a 1-23.5 h6 = 1 @016 = 214 11 2 0.25 9 B 314 = 3x4 II 3x10 = 3x4 II 6 4x6 = • SBA 11-1.0 13.71-0 I 586 586 1 2.10-0 1 Plate Offsets (xY)o 130-3$ 0-5-01,111.0-3-0 0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.02 8 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.05 8 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.47 Horz(TL) -0.01 10 n/a n/a BCDL 10.0 Code IBC20061TPI2002 (Matrix) Weight: 61 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 6 SPF 1650F 1.5E -Except' be installed during truss erection, in accordance with Stabilizer [Installation 4-5: 2 X 4 SPF No.2 guide. REACTIONS (Ib/size) 10=865/0-5-8 (min.0-1-8), 11=439/0-5-8 (min.0-1-8) Max Horz 11=-40(LC 6) Max Upliftl0=262(LC 4), 11=-76(LC 6) Max Grav10=865(LC 1), 11=504(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=809/109, 2-12=812/108, 2-13=-811/105, 3-13=-815/104 BOT CHORD 3-10=-805/282, 1-11=-449/96, 8-9=45/260, 7.8=-592/124 WEBS 1.8=60/662, 2-8=-313/122, 3-8=-210/849 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. • . 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify • capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except Qt=lb) 10=262. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 240.OIb live located at all mid and at all panel points along the QFE$$/ O�q panels Q� Top Chord, nonconcurrent with any other live loads. 10) Per ANSI/TPI 1-2002, Cq=1.0 for on wide face & Cq=1.11 for on narrow edge of lumber.co S. • plates plates LOAD CASE(S) Standard LU C * -3 -311 0 21,2011 A WARNM - Ve,(& doign panumefers and READ NOT W ON 7815 AM INCLUDED It1IT M REFERENCE PAGE 69l-7473 i w, 10-T 8 BEFORE USE. Of 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 responsiblity 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, warily control, storage, delivery, erection and bracing, consult ANSI/TPII Guolih Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Inlormafion available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights. CA, 95610 i*° • 0 Ll `J 0 0 1 0 0 Job Truss Truss Type Ory Ply gpm 1710-11016 Taylor Residence CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 832766550 DESIGNS H8 MONO TRUSS 1 1 BC 0.31 Vert(TL) -0.10 3-4 >638 180 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. BCLL 0.0 Rep Stress Ina YES Job Reee ce o 'o a A.G. Houston Lumber GO., India, GA 8ZZU1 /.Lou s Jan La LUl l MI I eK Inoustnes, mc. Mon heD Ll 11:44:4[ LUl l rage 1 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-AUjOx3g HgAKgjX??a6mOY3xfus5RxSn6lcb9oziurJ 6.25 r2 sale: v4tr r mre = mil = r 2 4x6 = NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.04 3-4 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.10 3-4 >638 180 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(TL) 0.01 3 n/a n/a plates plates BCDL 10.0 Code IBC2006lfP12002 (Matrix) CO Weight: 23 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1J: 2 X 4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 6 SPF 165OF 1.5E 'Except' be installed during truss erection, in accordance with Stabilizer [installation 2-3: 2 X 4 SPF No.2 guide. REACTIONS (Ib/size) 3=273/0-5-8 (min. 0-1-8),6=238/0-5-8 (min. 0-1-8) Max Horz6=-47(LC 3) Max Uplift3=-54(LC 4), 6=-50(LC 6) Max Grav3=404(LC 11), 6=366(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=319/59 BOTCHORD 3-4=-81/270 WEBS 1-3=-282/70 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 6. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Per ANSI/TPI 1-2002, Cq=1.0 for on wide face & Cq=1.11 for on narrow edge of lumber. pFE$$J ONq plates plates �O9V LOAD CASE(S) Standard S. �� CO 0 LU M 04 - -13 E;'4 OF ary 21,2011 A WAMM-Vcrify design pamomilirs and READ NOTES ON TNIS AND INCLUDED AITTEK REFERENCE PAGE MU -7473 rev. 10-'08 BEFORE US& Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for on individual building component. Applicability of design peramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblfity of the MiTek' erector. Additional permanent bracing of the overall structure is the mspombiitty, of the building designer. For general guidance regarding fabrication. quality control. storage, delvery. erection and brac'ug- consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 • Job - Truss Truss Type Qty Ply gpm IT10-11016 Taylor Residence LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d 832766551 DESIGNS H9 MONO TRUSS 1 1 3-4 >867 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.46 Job Reference focitionall H.G. ttOuslon LnmDer uo., In01o, uA vzzui 1 We = r.[Du s dart zo zu i i ivu 1 uK inuusmes, iii, mmr reu c i i r.•w.vo cu i i rays r ID:I SffB4DoF2JKLgDvkFfyrzxOFP-egHp9Phc2_IBHt6BZld?ylc2mlgzAMZwKyLBiEziurl 6-9-0 0-3-0 0.75 12 4.6 = S®le - 1:16.3 7 2 • f 688 3 4x8 = I 8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.09 3-4 >867 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.23 3-4 >345 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.31 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 27 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Stnictural wood sheathing directly applied or 2-2-0 oc purlins, except • BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-3: 2 X 4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 6 SPF 165OF 1.5E -Except- be installed during truss erection, in accordance with Stabilizer [installation 2-3: 2 X 4 SPF No.2 guide. REACTIONS (Ib/size) 3=330/0-5-8 (min. 0-1-8),6=295/0-5-8 (min. 0-1-8) Max Horz6=-08(LC 3) Max Uplift3=-06(LC 4), 6=-62(LC 6) Max Grav3=438(LC 11), 6=403(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-337/72 BOT CHORD 34=111/346 WEBS 1-3=-356/100 E�J 1• 0 0 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 6 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 6. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 8) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard ® WARN/N0 - Verify deign pw m 4ers and READ N07W ON THIS AND INCLUDED WTEFr REPERBNCE PAG$ 1111111- 7473 rec. 10•'08 BEPORB US& Design valid for use only with Milek connectors. This design 6 based only upon parameters shown. and is for on individual building component. Applicability of design pciamenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek 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 bracm consult ANSI/TPII QualBv Crtteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. lee Sheet Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 E i 0 . 1-1 L iJ Job Truss Truss Type Oty, Ply gpm IT10-11016 Taylor Residence 8-9 >625 180 BOT CHORD 2 X 6 SPF 1650F 1.5E Horz(TL) 0.02 WEBS 2 X 4 HF/SPF Stud/STD *Except* 832766552 DESIGNS A MONO TRUSS 1 1 Job R e A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MITek Industries, Inc. Mon Feb 21 11:44:44 2011 Page 1 ID:IiSffB4DoF2JKLgOvkFfylzuOFP-6trBMIiEpIQ2vlhO7?gEVz8DHiUyvgK4Zc5iEgziurH 7- 3tt-tz I e -a t t-0-0 I ts-sa I I 311-12 3a4 30-4 4-5-0 Smle = 1:26.7 0.25 12 I�1 tm 214 II 7117.5 MM = 516 = 7$0 I 11-0,4 I 1S9 -B I LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina NO Code IBe2006/TPI2002 CSI TC 0.92 BC 0.54 WB 0.85 (Matrix) LUMBER MT20 185/144 TOP CHORD 2 X 4 SPF No.2 8-9 >625 180 BOT CHORD 2 X 6 SPF 1650F 1.5E Horz(TL) 0.02 WEBS 2 X 4 HF/SPF Stud/STD *Except* 1-9,5.7,5-6: 2 X 4 SPF No.2 OTHERS 2 X 6 SPF 1650F 1.5E BRACING REACTIONS (Ib/size) 9=1452/0-5-8 (min. 0-2-4),11=13841D-5-8 (min. 0-1-8) Max Hoa 9=72(LC 4) Structural wood sheathing directly applied or 2-10-13 oc purlins, Max Uplift9=-275(LC 3), 11=-264(LC 5) except end verticals. DEFL in (loc) I/dell L/d PLATES GRIP Vert(LL) 0.10 8-9 >999 240 MT20 185/144 Vert(TL) -0.30 8-9 >625 180 MT16 116/127 Horz(TL) 0.02 11 n/a n/a Weight: 71 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • TOP CHORD 1-9=-347/61,1-12=-373/65,2-12=-367/65. 2-13=-3328/615, 3-13=-3325/616, 3-14=2379/461, 4-14=-2375/462, 4-15=-2379/465, 5-15=-2376/466, 6-10=-31/306, 5-10=-31/306 BOT CHORD 8-9=-460/2231, 7-8=-595/3324, 6-7=-70/474 WEBS 2-9=-2082/461, 2-8=-15511316,3-8=-14/317, 3-7=-1143/175,4-7=-389/113, 5-7=-412/2158 10 u 0 NOTES (12) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 11 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 9=275,11=264. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Girder carries be -in span(s): 6-0-0 from 0-0-0 to 15-4-0 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Per ANSIrrPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 A WARNINO - Verify dwiyn parameters and READ MOM ONT191SAND INCLUDED 111MKREPERENCE PAGE MU -7473 rev. 10-108 EEPORE USG Design valid for use only with M1ek connectors. This design's based only upon parameters shown. and is for on individual building component. Applicability of design paromenters and proper incorporation of component 6 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 B the responsibillity, of the WOW erector. Additional permanent bracing of the overall structure is the respombTly of the building designer. For general guidance regarding fabrication quality control. storage. delivery, erection and brac'vsg� consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 1 • 0 0 0 0 40 Job Truss Truss Type Oty Ply gpm IT10-11016 Taylor Residence 832766552 DESIGNS J7 MONO TRUSS 1 1 Job R A.C. Houston Lumber Co., Indio, CA 92201 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-80, 6-9=-109(F=-89) 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:44:44 2011 Page 2 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-6IrBMliEp1O2vlhO7?9EVz8DHiUyvgK4Zc5iEgziurH A WARNlNO - Ver j& design paranrelfam and READ NOTES ON IWS AND MCLUDED bd1 rEK REPBRENCB PAOB NU -7473 r . 10- U8 BBPORB US& Sol- is ° Design valid for use only with Wel,connectors. This design is based only upon parameters shown, and is for an individual building component. (`J Applicability of design paramenters and proper incorporation of component -s responsibility of building designer- not truss designer. gracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and brach consult ANSI/TPII puM Cdterla, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informatton available from Truss Plate Institute. 281 N. lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 i� L Job Truss Truss Type Qty Ply gpm 1710-11016 Taylor Residence I I 1 LOADING (psf) 832766553 DESIGNS J2 MONO TRUSS 1 1 Plates Increase 1.25 TC 0.70 Vert(LL) -0.04 6-7 >999 240 MT20 185/144 TCDL 20.0 Job Reference (ol2tional) A.G. Houston LUmDer GO., In01Q GA VZZUI In t.zou s Jan za zu11 ml I eK InauslneS, Inc. mon reD Zl 11:44:4o Zul1 rage l ID:I SffB4DoF2JKLgDvkFfyrzxOFP-b3PZa5jtabYvXAGagigTIAhSR6uneEKDoGgFm7ziurG 3-841 3.84 0.10-4 8.25 12 smle - +:18.5 7.17.5 M 1 = 2 .#.4= it 3214 II 12 4 1• 10 21,2011 A WARNING - Verify design paramt2er-s and READ NO.MS ON IVIS AND INCLUDED kti77EK REFERENCE PAGE i1D1-7473 rev, 10- 08 ESPORS US& � ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsbility, 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 7777 Greenback Lane, Suite 109 Safety tnformalion available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95010 3.8 = .66_0 10-2-4 11-0A I I 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.04 6-7 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.11 6-7 >999 180 MT16 113/113 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 44 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 6 SPF 165OF 1.5E be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) 7=533/0-5-8 (min. 0-1-8),9=496/0-5-8 (min. 0-1-8) Max Horz 7=73(LC 4) Max Uplift7=-110(LC 3), 9=-102(LC 5) Max Grav7=560(LC 9), 9=529(LC 13) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-294/33, 2-11=-807/161, 3-11=-805/161, 3-12=-807/164, 4-12=-805/165 BOT CHORD 6-7=-137/611 WEBS 2-7=-666/194, 2-6=-10/347, 3-6=-395/118, 4-6=-131/755 NOTES (10) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. i 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of.truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 7=110.9=102. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, live loads. woFESS/� N,4., nonconcurrent with any other Per 1-2002, Cq=1.0 for face & Cq=1.11 for lumber. OQ �, 10) ANSI/TP1 plates on wide plates on narrow edge of R S. • LOAD CASE(S) Standard 0 LU C 6433 1• 10 21,2011 A WARNING - Verify design paramt2er-s and READ NO.MS ON IVIS AND INCLUDED kti77EK REFERENCE PAGE i1D1-7473 rev, 10- 08 ESPORS US& � ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsbility, 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 7777 Greenback Lane, Suite 109 Safety tnformalion available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95010 r -M Job Truss Truss Type Qty Ply gpm IT10-11016 Taylor Residence LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP 832766554 DESIGNS J3 MONO TRUSS 1 1 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.14 Jot)eee rs o t'o a A.U. Houston Lumber uo., Ino10, UA yL"Lul r.zou s ,fan za zul l MI I en inoustnes, Inc. noon leo zl 1 -t:44:4a zul l rage l I1) :I_SHB4DoF2JKLgDvkFfyrzxOFP-b3PZa5jtabYvXAGagigTl AhOC6sbellDoGgFm7ziurG S7$ I 630 I S7 -B 1-1$ 0.25 17 7x17.5 MM = 2 Sr = 1:17.1 . &4 = 630 630 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.06 3-4 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.14 3-4 >499 180 MT16 113/113 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 24 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except • BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-3: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 6 SPF 1650F 1.5E be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 4=293/0-5-8 (min. 0-1-8), 6=257/0.5-8 (min. 0-1-8) Max Horz4=71(LC 4) Max Uplift4=-66(LC 3), 6=-56(LC 5) Max Grav4=416(LC 9), 6=379(LC 11) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-329/65 0 1• 10 • NOTES (10) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 6. 8) This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Per ANS11TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQgOFESSI A ER S.CO T/N �Fti 0 C 03-* EX . 3- * , 21,2011 A WARNING. Verify design, pa-axsfers and RPAD NOTES ON THIS AND INCLUDED MTEK REPERENC13 PAGE IIGJ-7473 rev. 20-`08 EEPORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the MiTek erector. Additional permanent bracing of the overotl structure is the responsibility of the building designer. For general guidance regarding fabricatiort quality control. storage, delivery. erection and bracing consult ANSI/TPII Quality CrIterla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 1 • Job Truss Truss Type Qty Ply gpm 17 7 0-1 1016 Taylor Residence Plates Increase 1.25 TC 0.76 TCDL 20.0Lumber 832766557 DESIGNS K2 MONO TRUSS 1 A L o o 'o A.C. Houston Lumber Co., Indio, CA 92201 3-10-12 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:44:52 2011 Page 1 I D:I_SffB4DoF2JKLgDvkFfyrzxOFP-uPKC2UoGwlQvsFlwbhl6gfTdmwLfnUwFPsl7 WDziur9 D80 3.4-8 0.25 12 5x6 = 10 1.11-6 Stale - 1:19.9 ar4 II 4x6 = 3 5x6 II 11 4 12 5 LOADING (psf)SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.76 TCDL 20.0Lumber Increase 1.25 BC 0.04 BCLL 0.0 Rep Stress Ina YES WB 0.11 BCDL 10.0 Code IBC2006rrP12002 (Matrix) LUMBER TOP CHORD 2 X 6 SPF 240OF 2.0E • BOT CHORD 2 X 4 SPF 240OF 2.0E WEBS 2 X 4 HF/SPF Stud/STD *Except* 3-8: 2 X 6 SPF 1650F 1.5E 40 16 10 16 REACTIONS (Ib/size) 6=-134/Mechanical, 8=1189/0-5-8 (min. 0-1$) Max Horz8=82(LC 4) Max Uplift6=-173(LC 9), 8=-600(LC 3) Max Grav6=183(LC 14),8=1 189(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-8=848/407, 2-10=-549/959, 3-10=549/962 BOT CHORD 8-9=304/194 WEBS 2-8=716/408 3.6 = 2x4 II DEFL in (loc) I/deb Ud I PLATES GRIP Vert(LL) -0.04 7 >999 240 MT20 185/144 Vert(TL) -0.50 1-2 >99 90 Horz(TL) -0.12 6 n/a n/a Weight: 80 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES (11) 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 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) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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) ' This truss has been designed for a live load of.20.Opsf. on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=173.8=600. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard OQRpFESSlpnq S. rti �Fti W 06433 r 21,2011 ® WARNING - Verify design p-amfers and READ NOYSS ON TWS AND INCLUDED AR 7EK REPERENCE PAGE /x1.7473 n6v. 10.Oa EEPORB US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsbillty of the MiTek erector. Additional permanent tracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage ,ndelivery . erection and frac'ug. consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane. Suite 109 I Safety Information available from ns Plate Institute, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA. 95810 ic Job Truss Truss Type Qty Ply gpm IT10-11016 Taylor Residence Plates Increase 1.25 TC 0.43 TCDL 20.0 Lumber Increase 1.25 BC 0.10 832766558 DESIGNS K3 MONO TRUSS 1 (Matrix) LUMBER TOP CHORD 2 X 4 OF 180OF 1.5E 'Except' • 1-5: 2 X 6 SPF 240OF 2.OE Job Reference footionall A. C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:44:54 2011 Page 1 ID:I SffB4DoF2JKLgDvkFfy z OFP-qoSzTAgWSMgd6ZSJi5Kav4Z2LkO6FNfYsAWDa5ziur7 116-12 r -0 aao u s s 7-0 Sole " 1:26.4 5.6 II 2.4 II o.25 t2 6.8 = 214 II a.4 = b6 = B14 II • coo I 4 -b -o 138-0 F 2a -o I LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.43 TCDL 20.0 Lumber Increase 1.25 BC 0.10 BCLL 0.0 Rep Stress Incr YES WB 0.15 BCDL 10.0 Code IBC2006/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 OF 180OF 1.5E 'Except' • 1-5: 2 X 6 SPF 240OF 2.OE BOT CHORD 2 X 4 SPF 240OF 2.0E WEBS 2 X 4 HF/SPF Stud/STD 'Except' 3-11: 2 X 6 SPF 1650F 1.5E, 7-8.2-12: 2 X 4 SPF No.2 DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.06 10 >999 240 MT20 185/144 Vert(TL) -0.53 1-2 >95 90 Horz(TL) -0.11 8 n/a n/a Weight: 118 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 8=277/Mechanical, 11=1241/0-5-8 (min. 0-1-8) Max Horz 11=92(LC 4) Max Uplift8=-13(LC 6), 11=-540(LC 3) Max GravB=419(LC 16), 11=1241(LC 1) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=588/10211,3-13=-587/11023, 5-16=A72/0,6-16=-46810,6-17=-469/1. 7-17=-468/1, 3-11=-916/354, 7-8=447/0 BOT CHORD 11-12=-366/230, 9-10=-62/551 WEBS 5-10=-572/64, 6-9=-309/152, 7-9=0/555, 5-9=199/301, 2-11=-707/414 1• I16 10 NOTES (11) 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 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) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Qt=1b) 11=540. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard A WARNMO - Verify design Pararrtd. and READ NOTES ON 7NIS AND INCLUDED bMEK REFERENCE PAGE MU -7473 tea, 10 -VS BEFORS US& e 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 support of individual web members only. Additional temporary bracing to insure stoblTity during construction is the responsibarity, of the MiTek' erector. Additional permanent brocirtg of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication quality control storage. delivery, erection and broc'utg� consult ANSI/TPII Quo Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandrio. VA 22314. CiWs Heights, CA. 95610 Ll I� 11 U Job Truss Truss Type Qty Ply gpm IT10-11016 Taylor Residence TCDL 20.0 Lumber Increase 1.25 BC 0.15 BCLL 0.0 Rep Stress Incr YES 832766559 DESIGNS K4 MONO TRUSS 1 3 TOP CHORD 2 X 4 SPF No.2 'Except' 1-5: 2 X 6 SPF 240OF 2.0E BOT CHORD 2 X 4 SPF No.2 Jot) Reference ( o t'o A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 25 2011 MITek Induslnes, Inc. Mon f -el) 21 11:44:56 2011 rage - ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-mBZjurrm_xLLtbhq WM2_VePHXgsjH2rKU?Kf_ziur5 6.10-0 1 e -aa 1 Vi 1 ' 8-10-0 z-s.o s -bo Sole - 1:35.8 0.2e F12 Silo 9 3.411 A4 11 8X8 = b4= 3"4 _ 18 6 17 7 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.34 TCDL 20.0 Lumber Increase 1.25 BC 0.15 BCLL 0.0 Rep Stress Incr YES WB 0.16 BCDL 10.0 Code ISC2006/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF No.2 'Except' 1-5: 2 X 6 SPF 240OF 2.0E BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 HF/SPF Stud/STD 'Except' 3-12: 2 X 6 SPF 1650F 1.5E, 2-13,7-8: 2 X 4 SPF No.2 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.02 10-11 >999 240 MT20 185/144 Vert(TL) -0.59 1 >150 90 Horz(TL) 0.00 8 n/a n/a Weight: 192 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied 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: 12-13. REACTIONS (Ib/size) 12=1530/0-5-8 (min. 0-1-8), 8=548/Mechanical, 2=2834/0-5-8 (min. 0-1-8) Max Horz2=94(LC 4) Max Upliftl2=1530(LC 1), 8=-112(LC 3), 2=-2047(LC 5) Max Gravl2=1537(LC 5), 8=567(LC 16), 2=2834(LC 1) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=228/358, 5-16=-1149/202, 6-16=-1141/203, 6-17=-713/180, 7-17=-712/180, 3-12=-1715/1832, 7-8=-544/119 BOT CHORD 12-13=-409/259, 10-11=-293/1255, 9-10=-145/710 WEBS 6-10=30/540, 4-11=-78/475, 5-11=-1324/310, 6-9=-541/152, 7-9=-205/871 0 0 EJ NOTES (14) 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 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) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 12=1530,8=112.2=2047. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIlrPI 1. 11) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 14) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �O??,o ESS/pN� ER S. TjN CFS ca LU C 0433 X ry 21,2011 A WARNIND - Ve,% r7ealgn prow-cf— and READ NOTES ON TNIS AND INCLUDED AffTElr REPERENCE PAGS HU- 7473 r . 20-'O& BEFORE US& Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component 6 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 responsibilfily of the MiTek' 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 brocing� consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Buflding Component 7777 Greenback Lane, Suite 109 Safety into rmallon available from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 is Job Truss Truss Type Qty Ply gpm IT10-11016 Taylor Residence TCDL 20.0 Lumber Increase 1.25 BC 0.22 BCLL 0.0 Rep Stress Incr YES 832766560 DESIGNS K5 MONO TRUSS 1 2 Reference o Job ' A.C. Houston Lumber Co., Indio, CA 92201 564 3612 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:44:58 2011 Page 1 ID:I_SflB4DoF2JKLgDvkFtytzxOFP4ZhTIXtl Wb83aAI4xxPW3wjinLL8BAH8noURjsziuf3 18-7-0 9a-0 Smle • 1:35A 214 II eta = 0.25112 34 = 3x4 = 214 11 12 3.4 = 3%4 = 9 3B = 2x4 II 72 tLA T 5-9-14 362 1-9A LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.53 TCDL 20.0 Lumber Increase 1.25 BC 0.22 BCLL 0.0 Rep Stress Incr YES WB 0.24 BCDL 10.0 Code IBC2006/iP12002 (Matrix) LUMBER FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 X 4 SPF No.2 'Except' 1-5: 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF No.2 7-18=-711/182, 3-12=-380/0, 7-8=-549/122 WEBS 2 X 4 HF/SPF Stud/STD *Except* 3-12: 2 X 6 SPF 165OF 1.5E, 2-13,7-8: 2 X 4 SPF No.2 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.02 10-11 >999 240 MT20 185/144 Vert(TL) -0.68 1 >112 90 Horz(TL) 0.01 8 n/a n/a Weight: 135 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. j REACTIONS (Ib/size) 8=557/Mechanical, 12=157/0-5-8 (min. 0-1-8), 2=1157/0-5-8 (min. 0-1-8) Max Horz2=95(LC 4) Max UpliftB=-116(LC 3), 2=-842(LC 5) Max Grav8=572(LC 16), 12=540(LC 17), 2=1157(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=229/583, 3-14=-228/585, 5-17=-1170/215, 6-17=-1161/216, 6-18=-713/182, 7-18=-711/182, 3-12=-380/0, 7-8=-549/122 BOT CHORD 12-13=-470/274, 10-11=312/1293, 9-10=-147!109 WEBS 6-10=-42/556, 4-11=-86/495, 5-11=-1367/329, 6-9=-547/155, 7-9=-208/873 NOTES (13) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 9 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) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide QFESS! will fit between the bottom chord and any other members. 7) Refer to for truss to truss connections. Q� O�q girder(s) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) S. 8=116,2=842. �� 9) Beveled or shim required to full bearing surface with truss chord at joint(s) 2. Q 2 plate provide C- 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LUO ri 11) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along V V43 the Top Chord, nonconcurrent with any other live loads. 11 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) Per ANSI/rPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard q OFC 21,2011 A WAP-WNG • Verj& design pwwnwta and READ NOTES ON 7MS AND MCLUDED AnTEK REFERENCE PAOB MU -7473 reo. 10-'08 BEFORE USS, ° Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on indvtdual building component. Applicability of design paramenters and proper incorporation of component B 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 B the responsibillity of the MiTek_" erector. Additional permanent tracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. qualify control. storage. delivery. erection and tracing. consult ANSI/TPII Qualify Cdtede, DSB-89 and SCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Informa80n available from Tnns Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Dy Ply gpm ITIO-11016 Taylor Residence LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d 832766561 DESIGNS K6 MONO TRUSS 1 1 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.67 1 >91 90 ob A.C. Houston Lumber Co., Indio, CA 92201 7.250s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:45:00 2011 Page 1 ID:I SffB4DoF2JKLgDvkFyrzxOFP-ypEjDuH2CRmgUvT3MR_8Lp_eg_Bf?1RF5zYolziurl 480 I 9-3-0 I 18-7-0 I 4$0 4-7-0 9ha Scale - 1:75.8 0.25 F12- 5x8 II 2x4 II axis = 3.4 = 3,,4 = 17 8 18 7 1.4 = N4 II 16 OF February 21,2011 A WARMNG - Verify dc7iyn panumeters and READ NO" S ON 71116 AND INCLUDED MTEX REFBRBNCE PAGE NP 7473 nw. 20 -VS BEFORE US& �° Design valid far use only with MiTek connectors. This design B based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not inns 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 MiTek' 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 comult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 4$12 2-11-12 184 1 5.9.14 382 1-9A Plate Offsets (X.Y)7 [TO -38 0-5-011 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.05 10-11 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.67 1 >91 90 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 70 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins, except 1-5: 2 X 6 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 HF/SPF Stud/STD *Except* 6-0-0 oc bracing: 12-13. 3-12: 2 X 6 SPF 165OF 1.5E, 2-13,7-8: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 8=557/Mechanical, 12=646/0-5-8 (min. 0-1-8), 2=692/0-5-8 (min. 0-1-8) Max Horz2=96(LC 4) Max Uplift8=-116(LC 3), 12=-26(LC 6), 2=-461(LC 5) Max Grav8=572(LC 16), 12=716(LC 17), 2=692(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-184/501, 3-14=-183/505,5-17=-1 145/209, 6-17=-1137/211, 6-18=-697/178, 7-18=696/179, 312=-603/45, 7-8=-550/122 BOTCHORD 12-13=-383/232,10-11=-301/1265,9-10=142/694 WEBS 6-10=-40/549, 4-11=-85/496, 5-11=-1341/319, 6-9=-547/155, 7-9=-205/863 NOTES (11) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except Ot=1b) 8=116,2=461. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 8) This truss is the 2006 International Building Code 2306.1 ANSIrrPI 1. ()FESS/0 Nq� designed in accordance with section and referenced standard load 240.01b live located QP S. 9) This truss has been designed for a moving concentrated of at all mid panels and at all panel points along the Top Chord, live loads. !2� �R r 11<11 NiC nonconcurrent with any other �� C 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. CO 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. (j m W ( O � LOAD CASE S) Standard 3 + 16 OF February 21,2011 A WARMNG - Verify dc7iyn panumeters and READ NO" S ON 71116 AND INCLUDED MTEX REFBRBNCE PAGE NP 7473 nw. 20 -VS BEFORE US& �° Design valid far use only with MiTek connectors. This design B based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not inns 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 MiTek' 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 comult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 • 0 Jab Truss Truss Type Qty Ply gpm 1710-11016 Taylor Residence Plate Offsets (X.Y17 [270-3-8.04-01 LOADING (psf) 832766562 DESIGNS K7 MONO TRUSS 1 1 Plates Increase 1.25 TC 0.67 Vert(LL) -0.16 9-10 >953 240 MT20 185/144 TCDL 20.0 Job (optional) A.L;. Houston LUmDer Go., mato, GA 9zzul /.zau s Jan to zu t I Mi I eK inuusmes, inn. mon rev z t t I:4u:u I zu I i rdge 1 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-78NcxZvvpWZdSeUfc4yDhYLBvYGcOQYaTli5KBziurO 1-3a I San I 48a I 9-0-0 I 17-7-14 1 27-2-0 I 1-30 280 0-11-0 4-8-0 &314 3.g2 swle - 1:36.4 0.25 12 6x8 = 2x4 Il 3X6 = 5X6 II D�0 II 16 6 17 7 214 11 11114 = 4x8 = 8 7x6 = 214 11 • ` -,February 21,2011 KI A WARWNO - Vcrfy design parvntet ers aad RSW NO.TBS ON IVIS AND INCLUDED ktITEITREFERENCE PAGE 8111.7473 wen. 10-V8 BEFORE USE. Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown is for lateral support of indvidual web members only. Additional temporary bracing to insure stability during construction b the responsibAGty, of the MiTek' erector. Addtional permanent bracing of the overa8 shucture is the responsbTty of the building designer. For general guidance regarding fabrication, quality control. storage- delivery. erection and brocing. consult ANSI/TPII QuanCriteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute, 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 5-8 Plate Offsets (X.Y17 [270-3-8.04-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.16 9-10 >953 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.45 9-10 >341 180 BCLL 0.0 Rep Stress Ina YES WB 0.59 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 72 Ib FT = 20% LUMBER BRACING A TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 5-3.0 oc purlins, except 1-5: 2 X 6 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD 'Except' MiTek recommends that Stabilizers and required cross bracing 3-11: 2 X 6 SPF 165OF 1.5E, 2-12,7-8: 2 X 4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 8=569/Mechanical, 11=818/0-5-8 (min.0-1-8), 2=557/0-5-8 (min.0=1-8) Max Horz2=97(LC 4) Max Uplift8=-117(LC 3), 11=-108(LC 3), 2=-339(LC 5) Max Grav8=579(LC 16), 11=818(LC 1), 2=557(LC 1) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-158/439, 313=-157/445, 5-16=-1040/177, 6-16=-1033/179, 6-17=-1035/183, 7-17=-1032/184,3-11=-724/122,7-8=-593/104 BOT CHORD 11-12=-295/191, 9-10=-303/1182 WEBS 5-9=-325/162, 7-9=-152/1072, 6-9=-364/118, 4-10=-79/498, 5-10=-1257/322 i NOTES (11) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=117,11=108,2=339. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVTPI 1. load 240.01b live located the RsJFESSJ,, N9� 9) This truss has been designed for a moving concentrated of at all mid panels and at all panel points along Top Chord, nonconcurrent with any other live loads. QQ S. TSN 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �� ER Fac �j �l 11) Per ANSI/TPI 1-2002, Cq=1.0 for face & Cq=1.11 for lumber. plates on wide plates on narrow edge of C LOAD CASE(S) Standard LU C 433 M • ` -,February 21,2011 KI A WARWNO - Vcrfy design parvntet ers aad RSW NO.TBS ON IVIS AND INCLUDED ktITEITREFERENCE PAGE 8111.7473 wen. 10-V8 BEFORE USE. Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown is for lateral support of indvidual web members only. Additional temporary bracing to insure stability during construction b the responsibAGty, of the MiTek' erector. Addtional permanent bracing of the overa8 shucture is the responsbTty of the building designer. For general guidance regarding fabrication, quality control. storage- delivery. erection and brocing. consult ANSI/TPII QuanCriteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute, 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply gpm 1710-11016 Taylor Residence Plate Offsets (X.Y): [3:0-0-9.0-2-0). [4:0-2-0.0-2-1) LOADING (psf) 832766563 DESIGNS K8 MONO TRUSS 1 1 Plates Increase 1.25 TC 0.80 Vert(LL) -0.24 9-10 >849 240 MT20 185/144 TCDL 20.0 Job Rceo a A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:45:02 2011 Page 1 I D:I_SffB4 DoF2JKLgDvkFfyrzxOFP-bKx_BvwxaghU 3o3rAnTSE muKeya E7rkji PSfteziuR 1-3-0 I 3-9-0 I s -a -e I Ba -e I lase l n -r-14 i n-3-0 Solo • 1:38.3 0.25 12 ®t8 = 214 II ft6 = 6 17 7 214 It SUPPORT BY OTHERS - TYP. is 10 21,2011 A WARN1N0 - Ver%%jt design parameters and READ M07W ON 7HISAM INCLUDED 1.UTEK REFERENCE PAGE bW-7473 s , 10 -VS BEFORE IISB. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsbTty, of the building designer. For general guidance regarding fabricatiom quality control. storage. delivery, erection and bracing consult ANSI/TPI1 Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information ovaifoble from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights. CA, 95610 17-7-14 7-3-0 33-8 3.8.4 9-5-2 Plate Offsets (X.Y): [3:0-0-9.0-2-0). [4:0-2-0.0-2-1) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.24 9-10 >849 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.71 9-10 >284 180 BCLL 0.0 Rep Stress Ina YES WB 0.72 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IBC20061TPI2002 (Matrix) Weight: 74 Ib FT = 20% LUMBER BRACING A TOP CHORD 2 X 4 SPF No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, except 1-5: 2 X 6 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD *Except' MiTek recommends that Stabilizers and required cross bracing 7-9,7-8,2-13: 2 X 4 SPF No.2, 3-12: 2 X 6 SPF 1650F 1.5E be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS All bearings 0-5-8 except Qt=length) B=Mechanical. (lb) - Max Horz 13=97(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 12 except 8=-156(LC 3), 2=-705(LC 3) Max Grav All reactions 250 Ib or less at joint(s) 13, 2 except 12=1494(LC 13), 8=769(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4 -15= -1086/191,5 -15=-1081/192,5-16=1872/352,6-16=-1862/354,6-17=-1866/359, 7-17=-1862/360,3-12=-1472/43,7$=-755/154 BOT CHORD 9-10=-514/2194 WEBS 4-10=-207/1310, 5-10=-1254/388, 5-9=-535/194, 7-9=-328/1867, 6-9=457/178 NOTES (11) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except Qt=lb) 8=156,2=705. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 8) This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSIrrPI 1. 9) This truss has been designed for load 240.O1b live located the ROFESS/,, N9� a moving concentrated of at all mid panels and at all panel points along Top Chord, live loads. OQ nonconcurrent with any other 10) Gap between inside top bearing first diagonal 0.500in. �� R S. tv of chord and or vertical web shall not exceed 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) StandardLLl M C 3 C X * 31-11 k is 10 21,2011 A WARN1N0 - Ver%%jt design parameters and READ M07W ON 7HISAM INCLUDED 1.UTEK REFERENCE PAGE bW-7473 s , 10 -VS BEFORE IISB. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsbTty, of the building designer. For general guidance regarding fabricatiom quality control. storage. delivery, erection and bracing consult ANSI/TPI1 Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information ovaifoble from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights. CA, 95610 • 0 • Job Truss Truss Type Qty Ply gpm 1710-11016 Taylor Residence Plate Offsets (KY)• [770-3-7.0-3-01 LOADING (psf) 832766564 DESIGNS K9 MONO TRUSS 1 t Plates Increase 1.25 TC 0.81 Vert(LL) -0.22 9-10 >999 240 MT20 185/144 TCDL 20.0 ob ce a A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:45:04 2011 Page 1 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-Xj2lZbxn5RxCJ5DEICWWJBzgrmEmbiJ09jxlw vziugz 1.3-0 I 4-9d � 10.6a I na-14 I z}so 1 ` i.;.0 38-0 S9A 7-1L 59-2 S.I. - 1:39.9 0.25112 a's = 8.8 = 7 oullurc r • 1-3-0 }g.p 17.7-14 2}50 I I 1-3-0 260 4-572 &52 59-2 Plate Offsets (KY)• [770-3-7.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.22 9-10 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.76 9-10 >299 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) -0.10 7 n/a n/a BCDL 10:0 Code IBC2006rTP12002 (Matrix) Weight: 88 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins, except 1-5: 2 X 6 SPF 240OF 2.0E end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 HF/SPF Stud/STD *Except* 7-7-14 oc bracing: 9-10. 4-10,7-9.7-8: 2 X 4 SPF No.2, 3-12: 2 X 6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=899/0-5.8 (min. 0-1-8),12=1367/0-5-8 (min. 0-2-2) Max Horz 12=71 (LC 4) Max Uplift7=-172(LC 5), 12=-384(LC 3) • FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-160/578,3-15=-159/579,4-17=-2111/290, 517=-2106/292,5-18=-2496/456, 6-18=-2487/458,6-19=-2491/464,7-19=-2486/465,3-12=-1185/294 BOT CHORD 9-10=-581/3044 WEBS 4-10=-286/2210, 5-10=-1062/349, 5-9=-809/153.7-9=-431/2454, 6-9=477/187, 2-12=-619/175 NOTES (10) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 7=172,12=384. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIIfPI 1. for load 240.01b live located the �OFESS/0 Nq� 8) This truss has been designed a moving concentrated of at all mid panels and at all panel points along QQ Top Chord, nonconcurrent with any other live loads. �� ER S. T/N F2 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Per ANSIIrPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard LU C 0 643 T. 0 0 OF 21.2011 A WARMNO - Ve>ifg design pwvmetcra and READ NOTES ON 7NIS AND INCLUDED 11fIflE CREFERENCE PAOE MU -7473 raa, 14'08 BEFORE US& ��' Design vald for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applcablify of design paramenters and proper incorporation of component o responsibility of building designer - not tons designer. Bracing shown �L /� 6 for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsbllty of the iMiTek" 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 1710-11016 Taylor Residence • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 832650662 DESIGNS K10 MONO TRUSS 1 1 13 TCDL 20.0 Lumber Increase 1.25 214 II 2 Jot) Reference (013 ionall A.G. Houston Lumber Co., Info, CA 92201 7.250 s Jan 10 2011 M1TeK Industnes, Inc. Wed Jan 19 11:00:06 2011 Page 1 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-envHJvylaw5161K Y1?YR05gluvEiYLXWrdjUsztnXN t-3-0 I d-9-0 I 10.0.8 I 1ST£ I 21.4-8 i ' 1-3-0 3-6.0 S9A 5-0.14 5-9-2 Smle - 1:36.2 0.25 F12 8X8 = 2X4 11 M = 4Xlo II _ _ — 18 6 19 7 SUPPORT a.8 = 3.4 11 • 1-3-0 }9-0 7-}72 1ST$ 1 2 15 3 • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 t4 13 TCDL 20.0 Lumber Increase 1.25 214 II 2 BCLL 0.0 3X8 = SUPPORT a.8 = 3.4 11 • 1-3-0 }9-0 7-}72 1ST$ 21.441 I I I I 5-92 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.16 9-10 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.56 9-10 >373 180 BCLL 0.0 Rep Stress Ina YES WB 0.80 Horz(TL) -0.11 8 n/a n/a BCDL 10.0 Code IBC20061TP12002 (Matrix) Weight: 82 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins, except • 1-5: 2 X 6 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 HF/SPF Stud/STD 'Except' 8-7-5 oc bracing: 9-10. 7-8,7-9: 2 X 4 SPF No.2, 3-12: 2 X 6 SPF 165OF 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 8=816/0-5-8 (min. 0-1-8),12=1291/0-5-8 (min. 0-2-0) Max Horz 12=69(LC 4) Max Uplift8=-155(LC 5), 12=-370(LC 3) • FORCES (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2-15=-179/640, 315=-178/641, 4-17=-1334/161, 517=-1329/163, 5-18=-2273/404, 6 -18= -2265/406,6 -19=-2269/411,7-19=-2264/412,7-8=-752/169,3-12=-1092/272 BOT CHORD 9-10=-462/2473 WEBS 4-10=-155/1446, 5-10=-1224/342, 59=-507/166, 7-9=-359/2134, 6-9=-402/159, 2-12=-686/195 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQRQFE$$/�� S.03 tiR • 0 Lu M L 10 January 20,2011 ® WARAANO • Vm ify design. pwv i7 tem aad READ NOTES ON 1NIS AND INCLUDED h11TEK REPBRENCE PSDB W- 7473 r . 20 -VO SEPORE US& Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design paramenters and proper incorporation of component B 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 B the responsbilfity of the MTek^ 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 bracirg, consult ANSI/TPII Quality Crtterla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inla .Bon available from Tens Plate Institute, 281 N. Lee Sfreef, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 0 , Job I Truss Truss Type Qty Ply 1710-11016 Taylor Residence 832650663 DESIGNS K11 MONO TRUSS t 1 Job Reference (optional) A.G. Houston Lumber Go., India, GA 92201 1-3-0 ' 3-6-0 5.9.8 3x4 = 4x10 II -- r.zou s tvov 19 zulu mt I ex Inausmes, Inc. vvea Jan 19 u:aa:ua zu11 rage] ID:I_SHB4DoF2JKLgDvkFfyrzxOFP-9LxPJmW9dKgg5xwm6u9aHdMoxkpbQZ3wCdo_ufztj WY 6-9$ 4.0-0 1-2-0 Scale = 1:39.1 0.25 12 8x8 = 3x8 = 3x4 II 3x8 II 21 6 22 7 23 8 !d 10 2X4 II 3x6 _ SUPPORT 3x4 = 3x10 = 3x4 II i 1-3-0 } 2-6-0 1 36-12 10-0-4 _ 4-0.0 F 1 22-6-0 Plate Offsets (X,Y): [6:0-3-8.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.26 12-13 >609 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.67 12-13 >238 180 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) -0.13 12 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 89 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-5: 2 X 6 SPF 1650F 1.5E end verticals. Except: BOT CHORD 2 X 4 SPF No.2 6-0-0 oc bracing: 10-11 WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8-9,3-15: 2 X 6 SPF 1650F 1.5E, 7-11: 2 X 4 SPF No.2 WEBS 1 Row at midpt 5-12 [Mi�ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 40 Installation uide. REACTIONS (Ib/size) 9=76/0-5-8 (min.0-1-8), 12=108910-5-8 (min. 0-1-11). 15=1047/0-5-8 (min. 0-1-10) Max Horz 15=70(LC 4) Max Uplift 9=44(LC 3), 12=-172(LC 5), 15=-334(LC 3) Max Grav 9=282(LC 17), 12=1089(LC 1), 15=1047(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-178/639, 3-18=-178/640, 4-20=-760/85, 5-20=-752/87, 5-21=-106/316, 6-21=-102/321, 6-22=-275/154,7-22=-268/157,8-9=-267129, 3-15=-848/236 BOT CHORD 12-13=321/1241 WEBS 4 -13= -73/822,5 -13=-520/272,5-12=-1517/358,10-12=-264/122,2-15=-685/194, 6-12=-556/193, 6-10=-48/408 JOINT STRESS INDEX 2=0.50,3=0.89,4=0.33,5=0.55,6=0.36,7=0.46,8=0.36,9=0.00,10=0.35,11=0.39,12=0.54,13=0.64,15=0.38 and 16=0.37 NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Q?,QFESS/0� 2) Provide adequate drainage to prevent water ponding. R r q 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S. S 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. QP �� /f211 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 Ib uplift at joint 9, 172 Ib uplift at jointLU n ^ 12 and 334 lb uplift at joint 15. VHF 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , 7) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the * E 11 {y Top Chord, nonconcurrent with any other live loads. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard rFOF 1F anuary 20,2011 10 A WARNING • Verify design pwvnxfera and READ NO.Y= ON IVIS AND WCLUDSD kf rEK REFERENCE PAGE #W -7473,w, 10.08 BEFORE US& ! ° Design valid for use only with Mgek connectors. This design is based only upon parameters shown. and is for an incrwiduol building component. ■( Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of incl icival web members onty. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' 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 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate institute. 281 N. Lee Sheet. Suite 312. Alexandra. VA 22314. Citrus Heights, CA, 95810 i.. ►-"1 U Job Truss Truss Type Oly Ply 171 0-1 1 01 6 Taylor Residence Plate Offsets (X,Y): f7:0-3.8,0-1-81. [11:0-8-12,0-7-31 6-23=-203/338, 6-24=-744/189, 7-24=-741/190, 7-25=-736/161, 8-25=-729/162, LOADING (pst) SPACING 2-0-0 R32650664 DESIGNS K12 MONO TRUSS 1 1 TC 0.73 Vert(LL) 0.05 16 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 Job Reference (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Jan 19 15:39:48 2011 Page 1 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-aXn5LgnOubvmB4RymSXClmDkR3isX2xNLSj233ztjUv 1.3-0 3.6-0 5.9-8 3-4-0 4.7-8 4-0.0 1-2-0 Scale = 1:41.4 0.25 12 3x4 = 4x10 II 4x4 = 8x8 = 3x4 = 3x8 = 3x10 II 23 6 24 7 25 8 26 9 1 SUPPORT 1.3A 2.6.0 3.6.12 6-6.12 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 4-7-8 4-0.0 1-2-0 23-8-0 Plate Offsets (X,Y): f7:0-3.8,0-1-81. [11:0-8-12,0-7-31 6-23=-203/338, 6-24=-744/189, 7-24=-741/190, 7-25=-736/161, 8-25=-729/162, LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.05 16 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.52 19 >91 90 MT16 113/113 BCLL 0.0 Rep Stress Incr YES WB 0.51 HOfz(TL) -0.14 14 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) 2) Provide adequate drainage to prevent water ponding. 3) All MT20 indicated. �4Z, _A�R C Weight: 94 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-5: 2 X 6 SPF 1650F 1.5E A,1 C Qy end verticals. Except: BOT CHORD 2 X 4 SPF No.2 10-0-0 oc bracing: 11-12 WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-10,3-17: 2 X 6 SPF 1650F 1.5E, 8-12: 2 X 4 SPF No.2 1k EX .3 6-0-0 oc bracing: 13-14. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. MiTek recommends that Stabilizers and required cross bracing 8) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the be installed during truss erection, in accordance with Stabilizer . 9 Installation guide. REACTIONS (Ib/size) 10=424/0-5-8 (min. 0-1-8),14=99910-5-8 (min. 0-1-9),17=906/0-5-8 (min. 0-1-8) � Max Horz 17=71(LC 4) anuary 20,2011 Max Uplift 10=-97(LC 3), 14=-166(LC 5), 17=-312(LC 3) Max Grav 10=496(LC 18), 14=999(LC 1), 17=906(LC 1) KI A WARNING - Verify d7 igra parameters and READ N07PS ON 77DS AND /NCLUDSD M7EK REPERENCE PAGE MU -7473 ray. 10- ©8 BVORS US& Design valid for use only with Mffek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabTty during construction is the responsbillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsbTty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Ouaia Cfffeda. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-178/639, 320=-178/640, 4-22=-416/0, 5-22=-412/0, 5-23=-208/333, 6-23=-203/338, 6-24=-744/189, 7-24=-741/190, 7-25=-736/161, 8-25=-729/162, 8-26=-393/88, 9-26=-392/89, 9-10=336/42, 3-17=707/214 • BOTCHORD 14-15=-100/518,13-14=-335/207, 10-11=75/396 WEBS 4-15=0/449, 5-14=-831/112,11-13=145/602,2-17=-685/195.7-13=-368/125, 6-14=-644/182,6-13=-164/932 JOINT STRESS INDEX 2=0.50,3=0.89,4=0.19,5=0.20,6=0.72,7=0.36,8=0.00,9=0.48, 10=0.00, 11 =0.40, 12=0.47, 13=0.67, 14=0.52, 15=0.50, 17=0.38 and 18=0.37 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 QROFESst Q q S• %/� �t�y 2) Provide adequate drainage to prevent water ponding. 3) All MT20 indicated. �4Z, _A�R C plates are plates unless otherwise �, 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willLUM fit between the bottom A,1 C Qy chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 Ib uplift at joint 10, 166 Ib uplift at joint 14 and 312 Ib uplift at joint 17. 1k EX .3 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. QFC � LOAD CASE(S) Standard anuary 20,2011 KI A WARNING - Verify d7 igra parameters and READ N07PS ON 77DS AND /NCLUDSD M7EK REPERENCE PAGE MU -7473 ray. 10- ©8 BVORS US& Design valid for use only with Mffek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabTty during construction is the responsbillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsbTty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Ouaia Cfffeda. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence . 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Plate Offsets (X,Y): 17:0-3-8,0-1-81.[11:0-8-12,0-7-31 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will LOADING (psf) 832650665 DESIGNS K13 MONO TRUSS 1 1 TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.06 14-15 >999 240 MT20 185/144 Job Reference (optional) A.G. Houston Lumber Go., Indio, CA 92201 7.250 s Nov 19 2010 MiTek Industries, Inc. Thu Jan 20 10:27:54 2011 Page 1 I D:I_SffB4Do F2J KLg DvkFfyrzxOFP-m DeC9sw316dwYyufujspl NZox is BTI_9j3q ikurtSZJ 1-3-0 3.60 5-9-8 4-2.4 3-94 5-2-0 1-2-0 Scale = 1:43.4 0.25 12 3x4 = 4x10 114x4 = 8x8 —_ 4x4 = 3x10 = 3x10 II 23 6 24 7 25 8 26 9 0 19 -la 17 16 \ 15 14 is 1Z 2x4 II 3x6 = 3x4 — 3x4 = 3x10 = 3x4 II SUPPORT 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; 130 2-60 3-612 7.5-0 3-94 5-2-0 1-2-0 QROFESS/Q�, Q q� S. 24-10.0 SOF �, C 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Plate Offsets (X,Y): 17:0-3-8,0-1-81.[11:0-8-12,0-7-31 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.06 14-15 >999 240 MT20 185/144 k -31-11 TCDL 20.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.53 19 >91 90 MT16 113/113 BCLL 0.0 Rep Stress Incr YES Code WB 0.53 Horz(TL) -0.14 14 n/a n/a BCDL 10.0 IBC2006/TPI2002 (Matrix) Weight: 100 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, 1-5: 2 X 6 SPF 1650F 1.5E except end verticals. Except: BOT CHORD 2 X 4 SPF 165OF 1.5E 10-0-0 oc bracing: 11-12 WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-10,3-17: 2 X 6 SPF 1650F 1.5E, 8-12: 2 X 4 SPF No.2 6-0-0 oc bracing: 13-14. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer • Installation guide. REACTIONS (Ib/size) 10=424/0-5-8 (min.0-1-8), 14=1091/0-5-8 (min. 0-1-11), 17=930/0-5-8 (min. 0.1-8) Max Horz 17=72(LC 4) Max Uplift 10=-96(LC 3), 14=-187(LC 5), 17=-314(LC 3) Max Grav 10=496(LC 18), 14=1091(LC 1), 17=930(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-20=-179/640, 3-20=-178/641, 4-22=-473/8, 522=-469/10, 5-23=-124/389, 6-23=-121/395, 6-24=-645/175, 7-24=-642/176, 7-25=-760/192, 8-25=-753/193, 8-26=-382/88, 9-26=-381/88, 9-10=-312/26, 3-17=-732/216 • BOT CHORD 14-15=-137/670.13-14=-392/122,12-13=-16/255, 10-11=-74/385 WEBS 4-15=0/511, 514=-1042/188,11-13=-130/460,2-17=-686/195,7-13=-382/130, 6-14=-692/193, 6-13=-193/968 JOINT STRESS INDEX 2=0.50,3=0.89,4=0.21,5=0.28,6=0.54,7=0.43,8=0.00,9=0.55,10=0.00,11=0.48,12=0.77,13=0.70,14=0.61,15=0.50,17=0.38 and 18=0.37 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. QROFESS/Q�, Q q� S. 3) All plates are MT20 plates unless otherwise indicated. SOF �, C 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O QP �� fi 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. LU C 3 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 10, 187 Ib uplift at joint i 14 and 314 Ib uplift at joint 17. k -31-11 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber. Q LOAD CASE(S) Standard � anuary 20,2011 ® WARNMO - Verify design pwvnreters and READ NOTES ON TWS AND INCLUDED AHTS C REPMWNCE PEGS MU -7473 rau. 20.08 E&PORS US& Design valid for use only with MiTek connectors. This design is based only upon parometers shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component B responsibility of building designer- not truss des -finer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilMiTek' 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 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tnns Plate Institute. 281 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 I• a • Job Truss Truss Type Qty Ply 171 0-11016 Taylor Residence I Plate Offsets (X_Y): f71Eddge.0-3-81 19:0-5-4.0-3-01 832650666 DESIGNS K14 MONO TRUSS 1 1 Job Reference (as) . t I A.U. Houston Lumber co., Into, taA 9221.11 r.zou s uan iu zui i MI I etc mauslnes, mc. vveo San iN 1 i:uan.s tui i rage i ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-x7gxnllhw3—lR6MLS?dCOtu UiD4ri4Z7RpbDyztnXG tab f I case I tsz.t2 I ztae I za-o=b i ' t -w 3a -o ss -e sa-4 batz 4-tta Scale. COCA 0.25 52 2X4 II W2= are n 2r4 II a 4 = 6X8 = SXn2 = 5X8 = 1-3-0 3-97a 12 . 18-2-12 26-0-0 - I I 1 I Plate Offsets (X_Y): f71Eddge.0-3-81 19:0-5-4.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.28 9-10 >947 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 1.00 Verl(TL) -0.89 9-10 >297 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.12 8 n/a n/a ! BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 99 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-0: 2 X 6 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD *Except* WEBS 1 Row at midpt 6-8 7-8,3-10: 2 X 4 SPF No.2 recommends that Stabilizers and required cross bracing [l.iTek installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 8=1063/0-5-8 (min. 0-1-11), 11=1522/0-5-8 (min. 0-2-6) Max Horz 11=47(LC 4) Max UpliftB=-206(LC 5), l l=-401(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-184/762, 3-14=-183/763,3-15=-2083/224,4-15=-2077/225,4-16=-4096/727, 5 -16=4088f729,5 -17=4091f734, 6-17=-40871735,6-18=260/14.7-18=-256/15, 7-8=-344/71,3-11=-1279/286 BOT CHORD 10-11=-714/157, 9-10=-717/3751, 8-9=-535/2597 WEBS 3-10=-380/2493, 4-10=-1792/545, 4-9=-112/614, 6-9=-175/1562, 2-11=-823/201, 5-9=-396/147, 6-8=-2495/586 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 6) This truss has been designed for a moving concentrated load of 240.O1b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. . LOAD CASE(S) Standard I 0 1 0 ary 20,2011 AWARNING - Ver jldtW9.par riet and READ NOT= ON7}11& AND 1NCLUD&DltiTEKRSPBIPENCEPAGE NU- 7473 mc. 10-`08BEFORSUS& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual buildng component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of indvidual web members only. Additional temporary bracing to insure stability during construction is the responsibtlGty of the MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage ,usdelivery. erection and bracing consult ANSI/TPII Quality Cdterla. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Trs Plate tnstitute. 281 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 E Job Truss Truss Type Qty Ply 171 0-11016 Taylor Residence Plate Offsets (x Y)- [7t-3-7.0-2-81, [107OA-00-341 LOADING (psf) 832650667 DESIGNS K15 MONO TRUSS 1 1 Plates Increase 1.25 TC 0.86 Vert(LL) 0.32 10-11 >855 240 MT20 185/144 TCDL 20.0 Job A.G. Houston Lumber Co., mato, CA 922D7 I.ZaU s Jan lu zul l MI I ex mauslnes, Inc. vvea Jan PJ l l:uq: 14 dui l rage 7 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-PKOJ e2JhN6u3GxXOj8Rm4Q946bba7KiM5Z8mPztnXF -t 1-30 380 S98 5-&4 5-0A s2-12 4 Smie - 1:46.0 0.25 F2 _ 34 = b4 11 5.8 = &.8 17 5 18 6 19 7 b4 It a 4 = 4.10 = 5x8 = 5.14 = 3.4 II ♦� 1-30 39-0 7312 16-2-12 21.7-0 27-tA I I I I I 1-30 280 36-12 &17-0 S -0-B I SS -0 Plate Offsets (x Y)- [7t-3-7.0-2-81, [107OA-00-341 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.32 10-11 >855 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -1.04 10-11 >267 180 BCLL 0.0 Rep Stress Ina YES WB 0.99 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 104 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-4: 2 X 6 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD *Except* MiTek recommends that Stabilizers and required cross bracing 7-8,311,7-9: 2 X 4 SPF No.2 be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 8=1121/05-8 (min. 0-1-12),12=157710-5-8 (min. 0-2-8) Max Harz 12=48(LC 4) Max Uplift8=218(LC 5), 12=-411(LC 3) . FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-183/760, 315=-182/761, 3-16=-2252/245, 4-16=-2246/247, 4-17=4548/840, 5-17=-4540/841, 5-18=-3062/608, 6-18=-3057/609, 6-19=3061/613, 7-19=-3057/614, 75=-1040/238, 312=-1336/291 BOT CHORD 11-12=-714/150, 10-11=-775/4036, 9-10=815/4537 WEBS 3-11=-397/2663, 4-11=-1915/584, 4-10=41!736, 2-12=521/200, 6-9=437/158, 5-9=-1532/247,7-9=-583/2986 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcument with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard OQ�OFESS/�/v �� R S.LU C 643 Of I• 1• nuary 20,2011 A WARN7N0 - Verify design parameters and READ NOTES ON 7EIS AND INCLUDED Alf= REFERENCE PAGE WI -7473 rta. 14'08 BEFORE IIS& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibBGty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibTty of the building designer. For general guidance regarding fabricotion. quality control storage. delivery. erection and bracing consult ANSI/TPII quality Criteria, DSII -89 and SCSI Bueding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. lee Seet. Suite 312. Alexandra. VA 22314. Citrus Heights, CA, 95610 r� u Job Truss Truss Type Oty Ply 1710-11016 Taylor Residence Plate Offsets (X.Y)7 12,0-6-0 .0-4-01. (TO -3-7 0-2-81. I&Edge 0-3-8], IMO -4-0.0-341 LOADING (psf) 832650668 DESIGNS K16 MONO TRUSS 1 1 Plates Increase 1.25 TC 0.98 Vert(LL) 0.35 10 >833 240 MT20 185/144 TCDL 20.0 Job Reference o f a A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:04:16 2011 Page 1 ID:I_SffB4DoF2JKLgDvkFfyrexOFP-MiW3PK4aD McIZ5v78AvrVWrgwGd25RpP2FgHztnXD t -3.o I 4 -an I rasa I ts-alz I 22-24 1— ze-lao 1 1-3-0 IV 5.9a SA -0 5.11a 4-7-12 1-Sa SmIe - 1:50.1 ax8 = axe = 5 0.25 5 5.8 = 7 5� 13 11 5.8 = 5"14 = 41411 3x4 II • 3.an 7atz 1&2.121 22-2-435- za-as 11-w 1 1 1 1.3-0 2a-0 12 &11-0 5-1fa 1 S7-0 1 Plate Offsets (X.Y)7 12,0-6-0 .0-4-01. (TO -3-7 0-2-81. I&Edge 0-3-8], IMO -4-0.0-341 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.35 10 >833 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -1.13 10-11 >256 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.73 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code IBC2006ffP12002 (Matrix) Weight: 1121b FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4: 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* WEBS 1 Row at midpt 5-9 13-15: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 HF/SPF Stud/STD *Except' be installed during truss erection, in accordance with Stabilizer 7-0,311,7-9: 2 X 4 SPF No.2 Installation guide. REACTIONS (Ib/size) 8=1144/0-5-8 (min. 0-1-13),12=1863/0-5-8 (min. 0-2-15) Max Horz 12=52(LC 4) Max Uplift8=206(LC 5), 12=-594(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 317=-1860/0, 4-17=-1856/0, 4-18=4741/73(5, 5-18=4733!/38, 5-19=-3368/602, 6-19=3363/604, 6-20=-3367/608, 7-20=3362/609, 7-8=-1058/229, 312=-1972/667 BOT CHORD 13-14=-10341648.12-13=-1022/644, 11-12=1070/647, 10-11=-488/3811, 9-10=712/4730,8-9=-24/267 WEBS 311=514/2950, 4-11=2175/688, 4-10=-230/994, 2-14=-268/66, 6-9=471/179, 5-9=-1423/145, 7-9=-568/3250,3-14=-703/1139 NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; • cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrenl with any other live loads. 7) Design assumes 4x2 (flat orientation) at oc spacing indicated, fastened to truss TC w/ 2-10d nails. OFESS/ purlins Q� q1' 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber. I�C) S R rNC�� LOAD CASE(S) Standard CID Q� GZ 2 c� m UJ 33 Of ZC6 0 v LGanuary 20,2011 A WARNINO - Vd-ff}1 design pw-anrefers and READ NO.TBS ON 77115 AND /NCL MED P91EK RBPERENCE PADS 6111-7473 mr 10-`08 BSPORS t/S& � ° Design valid for use only with Mgek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not muss 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 MiTek* 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 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95610 0 I* e • Job Truss Truss Type. Qty Ply gpm 1710-11016 Taylor Residence I I sbA 6-&4 Plate Offsets (X.Y)7_(7:0-3-8.0-1-8] (1570-0-11 0-4-4] 832766555 DESIGNS K17 MONO TRUSS 1 n PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 G Job Reference (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:44:47 2011 Page 1 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-XSXJ?mk76DocmUPzo7ix7bmkMvT9672WFaJMr?ziurE 1-w t s-s.o I loa-e I 1s-z-lz I n -9-a I ze-1ao I z9-sa 1-ao z -o -o 7-3-e s.s.4 ese 4a1z za-a SmIe • 1:51.5 0.25 r 0xe = axe = 16 '- 14 12 M = 10 WO= V4 II Dia 11 axe = 5xto II1 ms II • -3-o 1s -z -1z n-sa zasa I Utz I 1ml.'r-n 121-0O s-Q1z e-11-0 I I sbA 6-&4 Plate Offsets (X.Y)7_(7:0-3-8.0-1-8] (1570-0-11 0-4-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.31 11 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.94 11-12 >342 180 BCLL 0.0 Rep Stress Ina YES WB 0.47 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 229 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins, except 14: 2 X 6 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-13: 2 X 4 HF/SPF Stud/STD WEBS 2 X 4 HF/SPF Stud/STD *Except* 3-12,7-9: 2 X 4 SPF No.2 REACTIONS (Ib/size) 8=1313/0-5-8 (min. 0-1-8),13=1811/0-5-8 (min. 0-1-8) Max Horz 13=53(LC 4) Max UpliftB=-252(LC 5), 13=-534(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-18=3800/449, 4-18=-3792/452, 4-19=-6206/1122, 5-19=-6198/1124, 5-20=-4273/826, 6-20=-4267/827, 6-21=-4273/833, 7-21=-4267/834, 7-8=1220/276 BOT CHORD 14-15=-253/256, 11-12=-1030/5681, 10-11=-1099/6195, 9-10=1099/6195, 8-9=-32/297, 3-13=-2021/753 WEBS 3-12=-669/3964,4-12=-2022/636,4-11=-70!766,2-15=-73/378, 6-9=-523/199, 5-9=-1974/311, 7-9=-788/4128, 3-15=-360/377 10 0 0 L NOTES (10) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 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) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 8=252,13=534. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, noncwncurrent with any other live loads. 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard ® WARwN0 - verify design parameters and READ NOT= ON MS AND INCLUDED 19TEK RSPEREWE PAOB MY 7473 ler. 10-'08 BSPORE US& WN, valid for use only with MiTek connectors. The design 6 based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibiiGty of the MireW erector. Additional permanent bracing of the overall structure is the responsbLty of the building designer. For general guidance regarding fabrication,• quality control. storage, delivery. erection and bracing, consult ANSI/TP11 qualify Crtterlo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety information available from Truss Plate Institute. 281 N. Lee Street Suite 312. Alexandra. VA 22314. Citrus Heights, CA, 95610 I i•• Job Truss Truss Type City Ply gpm IT10-11016 Taylor Residence 832766556 DESIGNS K18 MONO TRUSS 3 Job erence (Opt o A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:44:50 2011 Page 1 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-x1CSdon?08ABdy8YTGFekEOF97TcJUayxYYORKziurB 1-001 330 10&6 162.12 - 22.11.0 2&160 7&90 1 2-0-0 7.16 50< 64-0 1110 2110 smie = 1:52.0 0.25 12 8.8 = 214 II 6 3.8 = 7 9 - 14 12 ate = 10 5x10 = 3xa 11 300 b4 II 4x6 = �� 3.6 II 74-12 M2.12 01 1 1-0-0 - 5612 8,11-0 984 6160 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 20.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code IBC2006rrP12002 LUMBER • TOP CHORD 2 X 4 SPF No.2 *Except* 1-4: 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF No.2 'Except* 3-13: 2 X 4 HF/SPF Stud/STD WEBS 2 X 4 HF/SPF Stud/STD 'Except' 3-12.7-9: 2 X 4 SPF No.2 10 a CSI DEFL in (loc) I/deb L/d TC 0.96 Vert(LL) 0.32 11 >999 240 BC 0.78 Vert(TL) -0.97 11-12 >335 180 WB 0.48 Horz(rL) 0.10 8 n/a n/a (Matrix) REACTIONS (Ib/size) 8=1328/05-8 (min.0-1-8), 13=1825/0-5-8 (min. 0-1-8) Max Horz 13=53(LC 4) Max Uplift8=-255(LC 5), 13=-536(LC 3) PLATES GRIP MT20 185/144 Weight: 231 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-18=-3834/452.4-18=-3826/454, 4-19=-6341/1147, 5-19=-6333/1149, 5-20=4399/851, 6-20=-4393/852, 6-21=-4399/858, 7-21=-4393/859, 75=-1233/280 BOT CHORD 12-13=-231/265.11-12=-1064/5837, 10-11=-112416330,9-10=-112416330,8-9=-34/305. 3-13=-2035/756 WEBS 3-12=-659/3966,4-12=-2136/665. 4-11=-61/753,2-15=-83/396,6-9=-5371204. 5-9=-1981/311, 7-9=-812/4244, 3-15=-348/362 NOTES (10) 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connecteC as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 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) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=255,13=536. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcument with any other live loads. 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard r;_o1ESS,0 ER S X ( C 0433 I T. 21,2011 A WARNING - Ire,% design parameters -dREAD MOMS ON 71118 AND 1NCLUDTiD WTSK R&P&RENCE PAGE 111111-7473-, 20-`08 B&POR& US& �• Design valid for use only with MiTek connectors. This design's based only upon parameters shown. and is for on individual bulding component. Q 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 B the responsbBrity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricofion. quality control, storage. delivery. erection and bracing, consult ANSI/TPI] Quality Crtterto, DSO -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Intormalion available from Tens Plate Institute. 281 N. Lee Street, Suite 312. Alexandria. VA 223 IT Citrus Heights. CA, 95610 i0 • Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence Plate Offsets (Z(Y)7[270-6-0 0-4-01.[7.0 3-7 0-3-0J [11 �0-3-8 0-1-8j LOADING (psf) 832650671 DESIGNS K19 MONO TRUSS 1 1 Plates Increase 1.25 TC 1.00 Vert(LL) 0.459-11 >689 240 MT20 185/144 TCDL 20.0 o 'oa A.V. HOUslon LUMoer GO., halo, UA 7ZZU1 r.zau s Jan IV LV 1 I MI I ex Inuu5ines, Inc. VVea Jan IV I I.V4.L I GV 1 I raye I ID:I SffB4DoF2JKLgDvkffyrzxOFP-igJyS17i2X_vPLztwhm4YZDK4xyVjJEkzhlOWzlnX8 1-w I 4 -so I to -a -e I lsz-1z I 2z-11-0 I zs•s.o ta-0 34}0 sa-s s -6a 644 atoo SwIe a 052.6 0.25 12 1,6 = 2x4 II e.10 = Bx8 - 19 5 20 6 21 7 Its 15 14 3 Soo 4 II 3x4 12 1.10 = 10 8110 = 3.6 II 7x17.5MT16 = . 39-0 7-3-12 16-2-12 22-11-0 29-9-0 11-3-0 I I I I 1.3-0 2$a 3412 8-11-0 644 I A.41 Plate Offsets (Z(Y)7[270-6-0 0-4-01.[7.0 3-7 0-3-0J [11 �0-3-8 0-1-8j LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.459-11 >689 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 7' 11-12 >224 180 MT16 116/127 BCLL 0.0 Rep Stress Ina YES WB 0.85 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 117 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-0: 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF 165OF 1.5E `Except' WEBS 1 Row at midpt 5-9 14-16: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 HF/SPF Stud/STD *Except* be installed during truss erection, in accordance with Stabilizer 7$,3-12.7-9: 2 X 4 SPF No.2 Installation guide. REACTIONS (Ib/size) 8=1221/0-5-8 (min. 0-1-15), 13=1932/0-5-8 (min. 0-3-0) Max Horz 13=53(LC 4) Max Uplift8=-222(LC 5), 13=-607(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-18=2017/0,4-18=-201410,4-19=-5352/849,5-19=-5344/851. 520=-3943/712, 6 -20=39371713.6 -21=-3943/719,7-21=-3937/720,7-8=-1127/248,3-13=-2037/679 BOT CHORD 14-15=1027/646, 1314=-1016/643,12-13=-10641644,11-12=-550/4166. 10-11=-826/5341, 9-10=-826/5341, 8-9=-33/309 WEBS 3-12=-549/3144, 4-12=-2347/717, 4-11=-282/1202, 2-15=-267/65, 6-9=-535/203, 5-9=-1473/148, 7-9=-669/3773,3-15=-701/1132 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; • cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. OFESS/ O�q 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Qi C`� 9) Per ANSI/ TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber.CO `S • LOAD CASE(S) StandardLu 433 Cr -C * ' 1• 1• January 20,2011 A WARN/NO - Verj& designparaxnete =d JWAD NO.TW ON 11116 AND MCLUDED htiMKREPBRENCB PAGE W-7473 - 10-108 BEFORE US& Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not inns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' 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 Crlferia, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Info available from Truss Plate Institute, 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights. CA, 95610 I0 • Job Truss Truss Type Qty Ply 171 0-1 1016 Taylor Residence Plate Offsets (XY)� [270-6-0.0-4-01.(770-3-7.0-3-01,11170-3-8.0-1-81 LOADING (psf) 832650673 DESIGNS K20 MONO TRUSS 1 1 Job Reference (optional) A.G. I10uston Lumber GO., mato, L;A `JZZWl /.zaU s Jan lu zul l MI I eK mauslnes, mc. vvea Jan l`J 11:V9:L9 Lull rage 1 ID:I—SffB4DoF2JKLgDvkFfyrzxOFP-7 F?553AbKSNTGoiSbpJnABrrQ8?Pwg7Bff_g6gztnX5 1-3o I 4 -s -o I rose i 16.2.12 I 22-11-0 1 z9 -s -o ' 1-3-0 380 5.9A 584 684 Stale • 1:52.6 �I 13 16 6 l4 5-tb 4 II 3x4 — 025 12 7x8 = 2x4 II 6,10= 6x6 — 19 5 20 6 21 7 3.10 = 10 Z. = 3.6 II 6x15MTis = • . 1-30 310A 7-3-12I 16.x12 22.11-o 29-9-0 I I I I I Plate Offsets (XY)� [270-6-0.0-4-01.(770-3-7.0-3-01,11170-3-8.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.43 9-11 >707 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -1.33 11-12 >230 180 MT16 116/127 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code IBC20061TPI2002 (Matrix) Weight: 117 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4: 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.5E 'Except' WEBS 1 Row at midpt 5-9 Tek recommends that Stabilizers and required cross bracing 14-16: 2 X 4 SPF No.2[be, WEBS 2 X 4 HF/SPF Stud/STD 'Except' installed during truss erection, in accordance with Stabilizer 7-8,3-12,7-9: 2 X 4 SPF No.2 Installation uide. REACTIONS (Ib/size) 8=121110-5-8 (min. 0-1-14), 13=194210-5-8 (min. D-3-1) Max Horz 13=53(LC 4) Max Uplift8=-219(LC 5), 13=-613(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • TOP CHORD 3-18=1893/0, 4-18=1890/0, 4-19=-5264/821, 5-19=-5256823, 5-20=-3903/700, 6 -20=38981701,6 -21=-3903/706,7-21=-38981707,7-8=-1117/245,3-13=-2044/678 BOTCHORD 14-15=-1093/679,13-14=-1083/676,12-13=-I 1331681,11-12=-504/4023, 10-11=798/5253,9-10=-798/5253,8-9=-33/309 WEBS 3-112=535/3065.4-112=-23721723, 4-11=-301/1258,2-15=-273/69,6-9=-535/203, 5-9=1441/132, 7-9=-65613733,3-15=-731/1194 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; • cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 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) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. QFE$$/ 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2 -10d nails. Q? p 9) Per ANSI/TP 1 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber.CO S NC �� • �Q�IrO`��T� LOAD CASE(S) Standard C - * -31-13 Ki 0 nuary 20,2011 A WARNMO - Verify design parameters and READ Nags ON THIS AND INCLUDED WTEK RBPERENCS PAOB 691-7473 rr ' 10.08 ESPORS US& ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design 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 B the responsbillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibTity of the building designer. for general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crtterla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tntss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 12 :m • r1 Job Truss Truss Type Qty I I I I ' 1-311 sae zaa a IT10-1 1016 Taylor Residence 2) Provide adequate drainage to prevent water ponding. Plate Offsets (X Y): [3:0-7-8 0-4-0] 14:0-4-0 Edge1.17:0-3-7 0-3-0J [8:Edge.0-3-8J. [11:0-3.8.0.2-8J. [15:0-3-8.0-5-01 3) All plates are MT20 plates unless otherwise indicated. LOADING (psf) 832650674 DESIGNS K21 MONO TRUSS 1 [ly� 1 Plates Increase 1.25 TC 0.89 Vert(LL) 0.31 9-11 . >926 240 MT20 185/144 9) Per ANSI/TPI 1-2002, Cq=1.0 for on wide face 8 Cq=1.11 for plates on narrow edge of lumber. Job Reference (ootionah A.G. Houston Lumber GO., Indio, GA 922U1 t.zou s Jan lU zul1 MI I ex Inausines, Inc. wea Jan 19 71:u4:eo evi l rage 1 I D:I_SffB4DoF2J KLgDvkFtyrzxOF P-3d7rVkBrs3tlB V6sgjEM FFcwC Wyj?OZtT6zTnBiztnX3 lose I le-z-tz I 12X I zasa 130 38-0 59.8 58-0 88-8 58a 84a1e - 1:52.1 9� 16 15m 2_ a4 = 14 13 6�d 3x4 11 114 0.255 Sr6 = 2x4 II 8x8 = 8.12 = 19 5 20 6 21 7 0 6 12 5.14= 10 5.14= 414 II 6.15 MT16 = • 130 4-11A 7-3-12 1&2.12 1. n-9-0 z9-5-8 I I I I ' 1-311 sae zaa a 1 B -6-B s -e-4 2) Provide adequate drainage to prevent water ponding. Plate Offsets (X Y): [3:0-7-8 0-4-0] 14:0-4-0 Edge1.17:0-3-7 0-3-0J [8:Edge.0-3-8J. [11:0-3.8.0.2-8J. [15:0-3-8.0-5-01 3) All plates are MT20 plates unless otherwise indicated. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.31 9-11 . >926 240 MT20 185/144 9) Per ANSI/TPI 1-2002, Cq=1.0 for on wide face 8 Cq=1.11 for plates on narrow edge of lumber. TCDL 20.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -1.00 9-11 >290 180 MT16 116/127 0 m BCLL 0.0 Rep Stress Ina YES WB 0.95 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 117 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins, except 1A: 2 X 6 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E 'Except* BOT CHORD Rigid ceiling directly applied or 51-0 oc bracing. 14-16: 2 X 4 SPF No.2 WEBS 1 Row at midpt 5-9 WEBS 2 X 4 HF/SPF Stud/STD 'Except'[ba Tek recommends that Stabilizers and required cross bracing 7-8,3-12.7-9: 2 X 4 SPF No.2 installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (Ib/size) 8=1109/0-5-8 (min. 0-1-12), 13=2014/0-5-8 (min. 0-3-3) Max Horz 13=53(LC 4) Max Uplift8=-188(LC 5), 13=-666(LC 3) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-18=-750/335, 4-18=-746/339, 4-19=-4353/545, 519=-0345/547, 5-20=-3430/561, 6 -20= -3424/563,6 -21=-3430/568,7-21=-3424/569,7-8=-1019/214,3-13=-2113/676 BOTCHORD 14-15=-1658/963, 13-14=-1652/962, 12-13=-1792/1006, 11-12=-133/2668, 10-11=-522/4342, 9-10=-522/4342, 8-9=-29/295 WEBS 3-12=-388/2323, 4-12=-2551/778, 4-11=-463/1712, 2-15=-310/92, 6-9=-524/198, 5-9=-1145/17, 7-9=-518/3266, 3-15=-994/1728 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, live loads. �OFESSII N9� nonconcurrent with any other 8) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. OQ S. 7--, 9) Per ANSI/TPI 1-2002, Cq=1.0 for on wide face 8 Cq=1.11 for plates on narrow edge of lumber. ��G �R plates • C �Z CO P F� Q LOAD CASE(S) Standard 0 m LU M of E 433 1 0 ' Jan.6ary 20,2011 A WARMNG - Verify design pa-tefers -d RBAD NOM ON 7111SAND INCLUDED A97EK REPERENCE PAG$ MI.7473 r , 10-W8 BEFORE US& Design void 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 6 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 responsbllity of the MiTek 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 Bulding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandra. VA 22314. Citrus Heights, CA, 95610 KM W] • • Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence [16:0-3-8.0-5-0J LOADING (psf) SPACING 2-0-0 832650675 DESIGNS K22 MONO TRUSS 1 1 TC 0.70 Vert(LL) -0.11 12-13 >999 240 MT20 185/144 TCDL 20.0 Job e e A.C. Houston Lumber Co., Indio, CA 92201 - 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:04:27 2011 Page 1 ID:I_SNB4DoF2JKLgDvkFfyrzxOFP-XghEj4CTdN127GR 7 GxtUngTQGL3J71 NdLdCKj9ztnX2 1-3a I 4.7az 1 rose 1 16-2.12 1 rao 1 z7-3-0 '3d-12 510.12 584 SS -4 S7-0 ' scale: u4•=t. o.25 Fz xr4 = N4 II hl8 = 7 " 314 = " 314 = 14.8 = 6.8 = 5114 = 3.4 II tenni= 8110 II 9.0.0 a F 730 34-12 I 0. 1S12 Il SS -0 S7-0 Plate Offsets (x Y)' [3:0-3-7.0-2-1 J. [9:0-3-7.0.2-0J [12:0-2-12 0-3-4] [15.0.5-0 0-3-8J. [16:0-3-8.0-5-0J LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.11 12-13 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.60 17 >183 90 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.52 17 >211 120 Weight: 114 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc puffins, except 1-0: 2 X 6 SPF 165OF 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 3-1-12 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD 'Except' 9-10,6-12.5-15: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIONS (Ib/size) 10=719/0-5-8 (min.0-1-8), 13=2184/0-5-8 (min. 0-0-7) Max Horz 13=51 (LC 4) Max Uplift10=-64(LC 5), 13=-814(LC 3) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=900/1636, 4-19=-900/1639, 5-19=-899/1641, 5-20=1990/3468, 6-20=-1989/3472, 6-21=1768/28, 7-21=-1764/30, 7-22=-1693/91, 8-22=-1689/92, B-23=-1693/95, 9-23=1689/96, 9-10=-647/88, 5-13=-1080/540 BOT CHORD 15-16=-1359/777, 14-15=-3440/1908,13-14=-3440/1908. 12-13=-1668/1268, 11-12=-2/1767 WEBS 6-13=-2439/816, 6-12=-943/2795, 2-16=-365/126, 7-12=-464/273, 8-11=-444/164, 7-11=-401/405,9-1 1=-7111582, 3-16=-831/1468, 3-15=-788/387,5-15=-1069/1946 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. • LOAD CASE(S) Standard 0 0 ary 20,2011 A WARNING - Verify design parvowt=s mrd READ NOTES ON THIS AND INCLUDED llffTEK RSPERENCS PAGB MY -7473,w, 10-'08 BSPORS US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsiblity, of building designer - not tens designer. Bracing shown rL A Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTek� erector. Additional permanent bracing of the overall structure is the responsibiTity, of the building designer. For general guidance regarding fabrication, quality control. storage. defivery. erection and bracing consult ANSIITP11 Quality Crfteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Sidle 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA. 95610 • Ll • n LJ Job Truss Truss Type City Ply 1710-11016 Taylor Residence il5:0-5-0.0-3-8j. j16:0-3-8.0-5-0) LOADING (psf) 832650676 DESIGNS K23 MONO TRUSS 1 1 TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.11 Job Reference footionall A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:04:29 2011 Page 1 I D:I_SHB4DoF2JKLgDvkFfyrzxOFP-TCo_amEk9_?mMZbPOMvytFYmm9lnbxtwowhRol ztnXO 1-3-0 I 4-7-t2 I 106.8 f 79-z-tz I 2141-0 I 27.3-0 ' 1-3-0 3-0-1z St0.tz s6.4 Ss -4 S76 ' smi4: u4br o.25 12 3x4 = 214 It Wo= F '° 3.4 = " 3.4 = 14�e = W= 5.14 = 3x4 11 W.12 = Bx10 II 1-3-0 3-0-12 26-0 0. &5-12 SSd S7-0 Plate Offsets (X.Y): 1310-3-7.0-2-1), [g:0-3-7.0-2-01, [12:0-2-12.0-3Al. il5:0-5-0.0-3-8j. j16:0-3-8.0-5-0) LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.11 12-13 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.60 17 >183 90 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Wind(LL) 0.52 17 >211 120 Weight: 114 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins, except 1-0: 2 X 6 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 3-1-12 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD *Except* 9-10,6-12.5-15: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) 10=719/0-5-8 (min. 0-1-8), 13=2184/0-5-8 (min. 03-7) Max Horz 13=51 (LC 4) Max Uplift10=-64(LC 5), 13=-814(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-900/1636, 4-19=900/1639, 5-19=-899/1641, 5-20=-1990/3468, 6-20=-1989/3472, 6-21=1768/28, 7-21=-1764/30, 7-22=-1693/91, 8-22=-1689/92, 8-23=-1693/95, 9-23=1689/96, 9-10=-647/88, 5-13=-1080/540 BOT CHORD 15-16=-1359r777,14-15=-344011908, 13-14=-3440/1908,12-13=-1668/1268, 11-12=-2/1767 WEBS 6-13=2439/816, 6-12=-943/2795, 2-16=-365/126, 7-12=-464/273, 8-11=-4447164, 7-11=-401/405,9-11=-71/1582. 3-16=-831/1468, 3-15=-788/387, 5-15=-1069/1946 NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcument with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. • LOAD CASE(S) Standard 9-1 10 A WARNMG - Verj& design pmnaretam and READ NOTES ONTBISAND INCLUDED k1ITEKREPBRENCB PAOB 691-7473 xesv. 10 -'OR BEFORE USE. !° Design vorid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. L 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 responsbillity, of the MiTek' 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 bac'mg consult ANSI/TPI] Quo Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexondria. VAA 22314. Citrus Heights. CA, 95610 11 Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 832650677 DESIGNS K24 MONO TRUSS 2 1 Vert(TL) -0.72 14 >268 180 MT16 113/113 BCLL 0.0 Rep Stress Ina YES WB 0.92 Horz(TL) -0.06 9 n/a n/a Job Reference A.G. Houston LUm Der Ga., Inalo, GA 92ZUI /.Lau s Jan lu LV I l MI I eK 1nuu51nes, Inc. vveu Jan ev i i mu .o I zu I i rayu r I D:I_SHB4DoF2JKLgDvkFfyrzxOFP-ObwkZSF_hbFUctkoVnx0ygd7azT53gcDGEAYswztnX_ 2-0-0 I 7-3-0 t 1&z-0 I z3-z-lz 1 Im ' z41-0 s3a tatatz Satz s3 -d S.I. - 1:49.5 I• I• 1• I• • 10 0.25 112 4.6 = 2x4 II Jx8 — 4x10 = 4x6 = 10x22.5 UT16 = 6 23 7 24 6 16 16 — 14 -- - 11 10 ax6 _ 4x6 = 1,6 II 4x12 = 3x10 = y,4 II 3x4 II 3-&a SS -4 13 d-}15 5-3-0 Plate Offsets (XY)7 [4.0-8-0 0-3-121, [5.0-3-0 Edge) 1870-3-7 0-2-0) [97Edge 0-3-8i. i12 0-3-8 0-1-8I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.25 14 >755 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.72 14 >268 180 MT16 113/113 BCLL 0.0 Rep Stress Ina YES WB 0.92 Horz(TL) -0.06 9 n/a n/a W� Code IBC2006/TPI2002 (Matrix) 16 16 — 14 -- - 11 10 ax6 _ 4x6 = 1,6 II 4x12 = 3x10 = y,4 II 3x4 II 3-&a SS -4 13 d-}15 5-3-0 Plate Offsets (XY)7 [4.0-8-0 0-3-121, [5.0-3-0 Edge) 1870-3-7 0-2-0) [97Edge 0-3-8i. i12 0-3-8 0-1-8I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.25 14 >755 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.72 14 >268 180 MT16 113/113 BCLL 0.0 Rep Stress Ina YES WB 0.92 Horz(TL) -0.06 9 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 122 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins, except 1-5: 2 X 6 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 3-8-0 oc bracing. 10-14: 2 X 6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 HF/SPF Stud/STD *Except* be installed during truss erection, in accordance with Stabilizer [installation 3-17,4-13,2-17: 2 X 4 SPF No.2 guide. OTHERS 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 9=748/0-5-8 (min. 0-1$), 16=2179/0-5-8 (min.0-3-7), 19=-104/0-5-8 (min. 0-1-8) Max Horz 16=58(LC 5) Max Uplift9=-146(LC 5), 16=-931(LC 3), 19=-594(LC 11) Max Grav9=748(LC 1), 16=2179(LC 1), 19=285(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-21=-1354/3212, 4-21=-1352/3219, 4-22=-1951/239, 5-22=-1941/241, 5-6=-1938/242, 6 -23= -19391245,7 -23=-19351246,7-24=-1656/335,8-24=-1648/336,2-17=-325/146 BOT CHORD 8-9=-615/157, 16-17=-20371810.15-16=-537/171, 4-19=-403/403,12-13=-338/1651, 11-12=-57/310, 10-11 =-571330, 9-10=-57/310 WEBS 3 -17= -788/1879,3 -16=1637/672,4-16=-2989/1246,4-13=-259/1981,7-13=0/564, 7-12=-5121133,8-12=-294/1459,6-13=-320/123 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OFESSj Q� 7) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify bearing surface. �0 S capacity of 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q 9) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the (0) fn Top Chord, nonconcurrent with any other live loads. LU 04 m 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. OffC LOAD CASE(S) Standard * EXP. - 20,2011 A WARNMO - Very/b design. panametere and READ NOTES ON INIS AND INCLUDED AITTEK REPIMNCE PAGS NU -7473 rtv. 10•`08 EEPORE EIS& Design valid far use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramentens and proper incorporation of component 6 responsibility of building designer- not tons designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibB6ty of the MiTek 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tans Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 I0 Job Truss Truss Type oty Ply -11016 Taylor Residence TCDL 20.0 Lumber Increase 1.25 BC 0.56 BCLL 0.0 ' Rep Stress Incr YES 832650678 DESIGNS K25 GABLE 1 1 TOP CHORD 2 X 4 SPF No.2 'Except' Structural wood sheathing directly applied or 3-6-14 oc purlins, except 1-5: 2 X 6 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 'Except' Rigid ceiling directly applied or 6-0-0 oc bracing, Except: Job Reference A. C. Houston Lumber Co., Indio, CA 92201 7-3-4 7.3-4 • 1 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:04:34 2011 Page 1 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-gActBTHs Wd3TKTNBwV7alFdNAUoGAkfyCPCSFztnWx 10-10-12 5.0.12 2x4 II 4x6 = 2x4 II 41 = 10x22.5 MT16 = 8 y4 II 30 5-3-4 Scab - 1:49.5 0.25 12 3x8 = 4x12 7 b4 II 31 8 13 11 1 16 -- 14 -- - -- - 11 10 m6 - 618 = 3X8 II 5X10 = 4x10 = 3X4 II 3X4 II 3.6 II LOADING (psf) SPACING2-0-0 CSI • TCLL 20.0 Plates Increase 1.25 TC 0.64 TCDL 20.0 Lumber Increase 1.25 BC 0.56 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 BCDL 10.0 Code IBC20061TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF No.2 'Except' Structural wood sheathing directly applied or 3-6-14 oc purlins, except 1-5: 2 X 6 SPF 1650F 1.5E end verticals. BOT CHORD 2 X 4 SPF No.2 'Except' Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-14: 2 X 6 SPF 1650E 1.5E 3-1-13 oc bracing: 16-17 WEBS 2 X 4 HF/SPF Stud/STD *Except* 9-9-0 oc bracing: 12-13. 3-17,4-16,4-13,2-17: 2 X 4 SPF No.2 Tek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 HF/SPF Stud/STD *Except* [b:einstalled during truss erection, in accordance with Stabilizer 4-26: 2 X 6 SPF 1650F 1.5E o e DEFL in (loc) I/deb L/d PLATES GRIP Vert(LL) -0.25 14 >754 240 MT20 185/144 Vert(TL) -0.73 18 >152 90 MT16 116/127 Horz(TL) -0.05 9 n/a n/a Weight: 126 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 3-1-13 oc bracing: 16-17 9-9-0 oc bracing: 12-13. Tek recommends that Stabilizers and required cross bracing [b:einstalled during truss erection, in accordance with Stabilizer o e QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER 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) 9=749/0-5-8 (min. 0-1-8),16=2185/0-5-8 (min. 0-4-0),26=-111/0-5-8 (min. 0-1-8) Max Horz 16=212(LC 15) 0 Max Uplift9=288(LC 16), 16=-1300(LC 11), 26=-601(LC 29) Max Grav9=891(LC 9), 16=2551(LC 10), 26=605(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-277/310, 3-27=-508/660, 3-28=-1833/3694, 4-28=-2192/4107, 4-29=-2508(790, 5 -29= -2253/547,5 -6=-2195/493,630=-2086/411,7-30=-2327/637,7-31=-1834/514, 831=-2060/748,2-17=-328/162 BOT CHORD 8-9=730/271, 16-17=-2619/1566,15-16=731/384, 4-26=-4331424,13-14=-457/457, 12-13=-822/2137,11-12=-4691673. 10-11=-180/330.9-10=-951310 WEBS 3-17=-865/1896, 3-16=-1661/701, 4-16=-3830/2177, 4-13=-788/2516, 7-13=-359/748, • 7-12=625/246, 8-12=-686/1853, 6-13=-323/141 0 10 NOTES (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable studs spaced at 1-0-0 oc. 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 11) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, noncencurrent with any other live loads. 12) This truss has been designed for a total drag load of 2499 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 28-6-0 for 87.7 plf. Continued on page 2 OQ?,OFESS/p�,q S.CO W C 04633 T *� E f,.-11 /fir January 20,2011 A WARNING - Ve -ifg design pru-aaeetcns and RPdD NOT= ON 971IS AND INCLUDED RDTEITREPERENCE PAGE MU -7473 - 10.08 EEPORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual bullding component. Applicabi ity of design paromenters and proper incorporation of component B responsibflity 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 resporubOrity of the _MiTek' erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Cdterla, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA. 95610 0 0 0 IJ K] • Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence 832650676 DESIGNS K25 , GABLE 1 1 Job Re e o A.G. Houston Lumber Go., Indio, GA 92201 r.2ou s Jan lU 2u11 MI I eK Industries, Inc. vvea Jan 19 l i v l:J9 zul1 rage z ID:I_SftB4DoF2JKLgDvkFfyrzxOFP-gActBTHs_Wd3TKTNBwV7al FdNAUoGAkfyCPCSFztnWx 13) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard A WARNING - Verify design pwv-etcr a and READ NOTES ON ISIS AND INCLUDED AUTE'K RSPERENCE PAOB MU -7473.w, 10•IOS BEFORE US& ° Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibility of the MiTek' 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 Qual8v Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312. Alexondrio. VA 22314. Citrus Heights, CA, 95610 �m n Li • n U n 7 I • lu 1• 10 Job Truss Truss Type Qty Ply gpm 171 0-1 1016 Taylor Residence 1.25 TCDL 20.0 Lumber Increase 1.25 832766565 DESIGNS L1 MONO TRUSS 2 1 Code IBC2006/TPI2002 of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=130.8=125. A.G. Houston Lumber Co., Indio, CA 92201 518 = 7.250 s Jan 2t1 2u11 MI I eK Industries, Inc. Mon i-eD 21 11:40:U4 2U11 rage 1 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-Xj2lZbxn5RxCJ5DEICWwJBzgTmMkblrO9jxhyv&ugz 69-0 I 1360 G9-0 69-0 1 Scale - 1:22.4 0.25112 2214 II m 8 414 II LOADING (pst) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 20.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code IBC2006/TPI2002 CSI DEFL in (loc) I/deft L/d TC 0.77 Vert(LL) 0.07 5 >999 240 BC 0.34 Vert(TIL) -0.19 5-6 >848 180 WB 0.75 Horz(TL) 0.00 8 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD 1-6,3-4: 2 X 4 SPF No.2 OTHERS 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 6=656/0-5-8 (min. 0-1-8),8=619/0-5-8 (min. 0-1-8) Max Horz6=-46(LC 3) Max Uplift6=-130(LC 6), 8=-125(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-569/155,1-9=-1570/328,2-9=-1575/327,2-10=-15701321. 3-10=-1575/320 BOT CHORD 5-6=65/292,4-5=-98/486 WEBS 1-5=-267/1355, 2-5=-493/190, 3-5=-231/1155 PLATES GRIP MT20 185/144 MT16 113/113 Weight: 51 Ib FT = 20% Structural wood sheathing directly applied or 4-0-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (10) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=130.8=125. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, live loads. �pFESS�p Nq� nonconcurrent with any other 10) Per ANSUTPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. OQ � S. LOAD CASE(S) Standard LU /04 Febrbary 21,2011 A WARNTNO - Verify design pa;=mtem acrd READ NOTES ON TRIS AND /NCLQDSD hfITEK REPERENCE PAGE JIU-7473 rev. 1010811UORS USE Design valid for use only with Mifek connectors. This design 6 based only upon parameters shown, and is for an incrwiduat building component. APpkcabdiity of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is far lateral support of indvidual web members onty. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fa general guidance regarding fabrication, quality control. storage. delivery. erection and bracing consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information ovoiable from Truss Plate Institute, 281 N. Lee Sheet, Suite 312. Alexandra, VA 22314. Citrus Heights, CA. 95610 • 4 0 Job Truss Truss Type Qty Ply gpm IT10-11016 Taylor Residence Plate Offsets (X.Y): WO-3-7.0-2-81A4:Edge.0-3-81 LOADING (psf) 832766566 DESIGNS L1A GABLE 1 1 Plates Increase 1.25 TC 0.77 Vert(LL) 0.07 5 >999 240 MT20 185/144 TCDL 20.0 D Reee ce o Co a A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:45:06 2011 Page 1 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-T6AV_Gz2d2BwYPMcPdYOOc2OyZ2C3fKJdl Qs?Pziugx as -0 I I3--0 S.W -1:22.4 0.21 112 1 5.8 = a 4x4 II 7 I� • 6-H 13--0 I 6-9-0 6-9-0 Plate Offsets (X.Y): WO-3-7.0-2-81A4:Edge.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.07 5 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.19 5-6 >848 180 MT16 113/113 BCLL 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.00 17 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 55 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc puffins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-0,3-4: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 HF/SPF Stud/STD *Except* be installed during truss erection, in accordance with Stabilizer [Installation 3-16:2 X 6 SPF 165OF 1.5E guide. REACTIONS (Ib/size) 6=65610-5-8 (min. 0-1-8), 17=619/0-5-8 (min. 0-1-8) Max Horz6=-46(LC 3) Max Uplift6=-130(LC 6), 17=-125(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-569/155,1-18=-1570/328, 2-18=-1575/327, 2-19=-1570/321, 3-19=-1575/320 BOT CHORD 5-6=-65/292, 4-5=-98/486 WEBS 1-5=-267/1355, 2-5=-493/190, 3-5=-231/1155 NOTES (13) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIlrPI 1-2002. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide I will fit between the bottom chord and any other members. 9) Bearing at joint(s) 17 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. O�ESS, �N 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) Q� q� 6=130,17=125. S 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. G' 12) This truss has been designed for a moving concentrated load of 240.01b live located at all mid and at all along Q� Q 2 panels panel points m the Top Chord, nonconcurrent with any other live loads. O 13) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 10 OFC February 21,2011 A WARMUG - Verify design pa nketers and READ NOTM ON 9g1S AMD 1NCLUDED kifTEK REPERENCE PAOB W-7473 lea. 20.08 BEFORE US& �!° Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �`j Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the MiTek" 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 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Jab I Truss Truss Type Qty Ply gpm IT10-11016 Taylor Residence CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 832766567 DESIGNS L2 GABLE 5 1 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.53 9 >98 90 BCLL 0.0 Job Reference (optional) A. C. Houston Lumber Co., India, CA 92201 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Feb Z1 14:292152U111 Page 1 ID:I_SffB4DoF2JKL9DvkFfyrzxOFP-3LIEcExNZg8m_ZfLBhC4AtQ 1 YBARH?pdw3tc3vzisOt 5-2.8 1 3-2-10 1 3.7.6 i 6-2-0 Scale = 1:29.9 4x4 = 1 10x16 = 11 2 12 0.25 112 3x6 = 3 13 4x6 11 4x8 = aurr- __ - 6x6 = ® WARN/F/G - Verify design p-wmeters and READ NOT'HS ON THIS AND INCLUDED MTEK REPERENCE PAGE MU -7473 r , I0-'08 EEPORS US& Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component B 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 MiTek' 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 aril txac'i consult ANSI/TPII Quo CrIterla, DSO -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Trus Plate Institute. 281 N. lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 10 Plate Offsets (X,Y): [8:0-3-12.0-2-01 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.17 5-0 >974 240 MT20 174/144 TCDL 20.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.53 9 >98 90 BCLL 0.0 Rep Stress Ina YES WB 0.84 Horz(TL) -0.18 5 n/a n/a 79 Ib FT = 20% BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: LUMBER BRACING TOP CHORD 2 X 6 SPF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 'Except' end verticals. 2-10:1.5X7.25 RIGIDLAM LVL 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD 'Except' MiTek recommends that Stabilizers and required cross bracing 4-5: 2 X 4 SPF No.2 be installed during truss erection, in accordance with Stabilizer OTHERS 2 X 6 SPF 240OF 2.0E Installation guide. i • REACTIONS (Ib/size) 5=613/0-5-8 (min. 0-143), 8=1163/0-5-8 (min. 0-1-8) Max Horz 8=-71 (LC 3) Max Uplift 5=-125(LC 4), 8=-244(LC 6) i FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=116/817, 2-11=-117/814, 2-12=-826/105, 3-12=-836/104, 3-13=-029/0, 4-13=-432/0, 4-5=-393/87 BOT CHORD 8-10=-951/234, 2-10=1039/260, 5-6=-388/1337 WEBS 2-0=-99/901, 3-6=-539/317.3-5=-1022/409,1-8=-851/149 JOINT STRESS INDEX 1=0.45,2=0.79,3=0.36,4=0.69,5=0.63,6=0.71,8=0.39,9=0.49,10=0.00 and 10=0.00 NOTES (11) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) Provide adequate drainage to prevent water ponding. 1�I�F E$$/O 4) Gable studs spaced at 14-0 oc. 5) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. QP Nq� S. psf 6) ' This truss has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 �� R • a of on chord all areas where a rectangle wide will fit between the bottom co chord and any other members. Q 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 0 fn of bearing surface. LU C 3 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint 5 and 244 Ib uplift at joint 8. -31-11 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) PerANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. T F0 LOAD CASE(S) Standard ebruary 21,2011 ® WARN/F/G - Verify design p-wmeters and READ NOT'HS ON THIS AND INCLUDED MTEK REPERENCE PAGE MU -7473 r , I0-'08 EEPORS US& Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component B 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 MiTek' 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 aril txac'i consult ANSI/TPII Quo CrIterla, DSO -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Trus Plate Institute. 281 N. lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 10 Job I Truss Truss Type Qty Pty gpm 1T10-11016 Taylor Residence ' TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 R32766568 DESIGNS L.2A GABLE 1 1 be installed during truss erection, in accordance with Stabilizer fit between the bottom chord and any other members. Installation uide. REACTIONS (Ib/size) 9=1057/05-8 (min. 0-1-11), 12=702/0-5-8 (min. 0-1-8) Max Horz 9=-42(LC 3) Job Reference (optional) A.G. Houston Lumber Go., India, GA 92201 2-11-4 3-2-12 A 0.25112 3x4 = 2x4 II 3x4 = 1 13 2 14 3 I'ZbU S NOV 19 Zu1 u MI I eK Industries, Inc. Mon Feb 21 1430:04 2011 rage 1 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-xfbcbDOCdLwNYPZfOgu?iu?U7 W/CAHeDgz5dPizisDH 7-10-8 3.8-8 5 - Scale = 1:30.1 15 3x4 = 8x10 = 4 16 5 12 Im n lJ Ll `J i 0 LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 SPACING 2-041 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2006/TPI2002 CSI TC 0.83 BC 0.77 WB 0.50 (Matrix) DEFL in Vert(LL) -0.18 Vert(TL) -0.51 Horz(TL) 0.10 (loc) I/deft Ud 6 >997 240 6 >355 180 12 n/a n/a PLATES GRIP MT20 185/144 Weight: 68 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-7: 2 X 4 SPF No.2MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 6 SPF 165OF 1.5E be installed during truss erection, in accordance with Stabilizer fit between the bottom chord and any other members. Installation uide. REACTIONS (Ib/size) 9=1057/05-8 (min. 0-1-11), 12=702/0-5-8 (min. 0-1-8) Max Horz 9=-42(LC 3) C7 C 0 643 LU7 Max Uplift 9=-21l (LC 6), 12=-148(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-98/473, 2-13=-98/472, 2-14=-99/473, 3-14=100/471, 3-15=-1591/275, k 1 11 4-15=-1598/273,4-16=-1777/352,5-16=-1782/351 BOT CHORD 11-12=-702/148,5-11=-673/142,8-9=-303/1176,7-8=-35011782 WEBS 1-9=-541/131, 3-9=-1494/411, 3-8=0/578, 4-8=284/91,2-9=-309/46,4-7=-5041178. 9 5-7=371/1889 OFC JOINT STRESS INDEX 1=0.66,2=0.37,3=0.74,4=0.50,5=0.37,7=0.73,8=0.50,9=0.71,10=0.37 and 11=0.00 NOTES (11) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) Provide adequate drainage to prevent water ponding. 4) Gable studs spaced at 141-0 oc. 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 live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 Q�QFESS/�� Q Q S. a of on chord all areas where a rectangle wide will ��' `��R fit between the bottom chord and any other members. 7) Beating at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide truss to bearing 211 Ib 9 148 Ib C7 C 0 643 LU7 mechanical connection (by others) of plate capable of withstanding uplift at joint and uplift at joint 12. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. k 1 11 10) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. 9 OFC LOADCASE(S) Standard 21,2011 A 1VARN/NO - Verify design pmnoreters mrd READ NOTPS ON 7NIS AND INCLUDED An7EK REPERENCe PAGE M-7473- 10-'08 BEPORG US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component B 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 responsbOGly of the MireW 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 Quaff Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Pate Institute. 281 N. Lee Sheet. Suite 312 Alexandra. VA 22314. Citrus Heights, CA, 95610 • • Job Truss Truss Type Qty Ply gpm 171 0-1 1 01 6 Taylor Residence Plate Offsets XY1: r5:0-3-8.0-0-01 LOADING (psf) 832766569 DESIGNS L2B GABLE 2 1 Plates Increase 1.25 TC 0.73 Vert(LL) 0.14 7-8 >999 240 MT20 185/144 TCDL 20.0 Job Reference o 'o a A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:45:10 2011 Page 1 ID:I SfB4DoF2JKLgDvkFfyrzxOFP-MtQOgeOYhHhM10gOeTcKYSDihBJo?SgvYfO48Aziugt N11-':4 -tta I e -z -o I tzoa I 1B -z41 z-11.4 3.2.12 St08 &2.0 1 Sxat4 = 1:30.5 0.25 L13 ar4 II 3x4 = 3x6 = 4x8 — 10 2 11 3 12 4 4x6 II 4x6 = 1 40 0 21,2011 A WMNM - Verify design par=wters and READ NOTES ON "US AM LIVC1,UVED A97EK REFERENCE PAGE M-7473 r . 20-`08 BEFORE US& �` Design vaBd for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbfl6ty of the MiTek^ 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 SCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information ovailable from Tens Plate Institute. 281 N. Lee Street, Suite 312, Alexandra, VA 22314. Citrus Heights, CA, 95610 2-ttd ta5-z 18.2-8 • I I Plate Offsets XY1: r5:0-3-8.0-0-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.14 7-8 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.44 7-8 >494 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 68 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, BOT CHORD 2 X 4 SPF No.2 except end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 7-9-12 oc bracing. 5-6: 2 X 4 SPF No.2 WEBS 1 Row at midpt 4-6 recommends that Stabilizers and required cross bracing eintalledduring truss erection, in accordance with Stabilizer [MiTe�k stallation guide. REACTIONS (Ib/size) 9=896/0-5-8 (min. 0-1-8), 6=896/0-5-8 (min. 0-1-8) Max Horz9=-75(LC 3) Max Uplift9=-180(LC 6), 6=-181(LC 4) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 -9= -880/177,1 -10=-1326/262,2-10=-1329/261,2-11=-1327/259,3-11=-1330/258, 3-12=-2596/487, 4-12=-2601/486, 4-13=-348/63, 5-13=-355/62, 5-6=-374/90 BOT CHORD 7-8=-527/2313, 6-7=-562/2561 WEBS 1-8=-262/1491, 3-8=1099/294, 3-7=0/482, 4-6=-2321/520, 2-8=-313/70 NOTES (10) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Provide adequate drainage to prevent water ponding. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 9=180, 6=181. 8) This truss is designed in the 2006 International Building Code 2306.1 ANSI!TPI 1. ROFESS/p accordance with section and referenced standard This has for 240.01b 9) truss been designed a moving concentrated load of live located at all mid panels and at all panel points along the Top Chord, live loads. S. • nonconcurrent with any other 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. CO QQ CSL fi LOADCASE(S) Standard LOAD LU C 43 M ,�- 1 40 0 21,2011 A WMNM - Verify design par=wters and READ NOTES ON "US AM LIVC1,UVED A97EK REFERENCE PAGE M-7473 r . 20-`08 BEFORE US& �` Design vaBd for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbfl6ty of the MiTek^ 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 SCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information ovailable from Tens Plate Institute. 281 N. Lee Street, Suite 312, Alexandra, VA 22314. Citrus Heights, CA, 95610 1• �a Job Truss Truss Type Qty Ply gpm IT10-11016 Taylor Residence Plate Offsets (XY17 [4:0-3-8.0-0-01 LOADING (psf) 832766570 DESIGNS L3 GABLE 4 1 Plates Increase 1.25 TC 0.73 Vert(LL) 0.15 6 >999 240 MT20 185/144 TCDL 20.0 ob e e e ce 'o A.C. Houston Lumber Co., Indio, CA 92201 7.250s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:45:112011 Page 1 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-g3z01_tASbgCeAFaCA8Z5fmtNaeAkx_2nJ7dgcziugs 5-1 t o I 11-10-0 I 1 e.o.o ' s11a sloe &zo ' ScWr -1:30.1 0.25 LM m4 = 2 3.6 = 3 7 Us = 314 = 5 sub = • &1412I 1840-0 I Plate Offsets (XY17 [4:0-3-8.0-0-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.15 6 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.45 5-6 >474 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 65 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2 X 4 SPF No.2 except end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 7-8-13 oc bracing. 1-7,4-5: 2 X 4 SPF No.2 WEBS 1 Row at midpt 2-7,3-5 that Stabilizers and required cross bracing intalledduring truss erection, in accordance with Stabilizer [MiTe.kecommendsr tallation uide. REACTIONS (Ib/size) 7=885/0-5-8 (min. 0-1-8),5=885/0-5-8 (min. 0-1-8) Max Horz 7=-75(LC 3) Max Uplift7=-178(LC 6), 5=-179(LC 4) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-359/84, 1-8=-259/39, 2-8=-266/38, 2-9=-2519/446, 3-9=-2524/445, 3-10=-368/51, 4-10=-376/50, 4-5=-375/91 BOT CHORD 6-7=-521/2261, 5-6=-566/2485 WEBS 2-7=-2109/498, 2-6=0/476, 3-6=-100/277, 3-5=-2219/536 NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 7=178,5=179. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Per ANSI/TPI 1-2002, Cq=1.0 for face & Cq=1.11 for lumber. �OFESS/p plates on wide plates on narrow edge of • LOAD CASE(S) Standard � co CD Q '` m LU M C04 3 ,t E . I,E 10 0 21,2011 A WARMN0 - Vo fy design parrrmeders mrd READ N07W ON 7WS AND INCLUDED AUTEK REFERENCE PAGE MY -7473 rev. 10.08 ESFORS USS. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component B 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 respombil6ty, of the MiTek 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 Building Component 7777 Greenbank Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandra. VA 22314. Citrus Heights, CA, 95610 r 1 U • Job Truss Truss Type Qty Ply gpm IT10-11016 Taylor Residence SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP 832766571 DESIGNS L4 GABLE 4 1 6 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.53 Job Reference (optional) A.G. Houston Lumber Go., India, GA 922U1 51.3 a2sLa /.20U s Jan 2a zul l MI1 eK Inauslnes, Inc. mon reo 21 1 l:qo: IJ zu I I rage I ID:I SffB4DoF2JKLgDvkFtyrzxOFP-mS58Sf2R_C4wuUPyJbA1A4rGz00wCnjLEdckkVziugq I 1 57 -3s -o -o S.I. -1:25.0 3x9 II 314 = 3.4 = 9 2 9 3 416= s 1• 1 0 0 NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 7=148,5=149. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Per ANSUTPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. • LOAD CASE(S) Standard �O99,01FESS/�Nq S. C LU M CO 21,2011 ® WARNMO - Ver(/g design. parameters and READ NOTES ONTNIS AND INCLUDED MTEK RVERENCB PAGE JVJ-7473 rra. 10-'08 BEPORS US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respombillity of the MiTek 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 Criterta, DSB-89 and BCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Carus Heights. CA. 95610 '719 74i109 I 15-M i 7-" LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.07 6 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.21 6-7 >841 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 55 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-14 oc purlins, except • BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 9-55 oc bracing. 1-7,4-5: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) 7=735/0-5-8 (min. 0-1-8), 5=735/0-5-8 (min. 0-1-8) Max Horz7=-75(LC 3) Max Uplift7=-148(LC 6), 5=-149(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • TOP CHORD 1-7=-342/72, 2-9=-1706/309, 3-9=-1710/308, 4-10=-257/39, 45=-349/74 BOT CHORD 6-7=369/1558, 5-6=-384/1656 WEBS 2-7=-1470/348, 2-6=0/316, 3-5=-1515/366 s 1• 1 0 0 NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 7=148,5=149. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Per ANSUTPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. • LOAD CASE(S) Standard �O99,01FESS/�Nq S. C LU M CO 21,2011 ® WARNMO - Ver(/g design. parameters and READ NOTES ONTNIS AND INCLUDED MTEK RVERENCB PAGE JVJ-7473 rra. 10-'08 BEPORS US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respombillity of the MiTek 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 Criterta, DSB-89 and BCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Carus Heights. CA. 95610 • • • Job Truss Truss Type Qty Plygpm ITIO-11016 Taylor Residence I/deft L/d TILL20.0 Plates Increase 1.25 832766572 DESIGNS L5 GABLE 3 1 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.11 5 >999 Job Reference 0 A. C. Houston Lumber Co., Indio, CA 92201 1.250 s Jan 282011 MITek Industries, Inc. Mon Feb 21 11:4b:14 2011 Page 1 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-EefXf?331 WCnVezgtlhGjlOQXolQxl8VTHMHHxziugp 1 s9-0 I ix tab I S 9-0 0.25 12 S.I. • 1:19.1 U6= 7 2 34 - 8 3 _ h4 II 218 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TILL20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.04 5 >999 240 TCDL 20.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.11 5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.70 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD • BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 HF/SPF Stud/STD *Except* BOT CHORD 1-6,3-4: 2 X 4 SPF No.2 REACTIONS (Ib/size) 6=560/0-5-8 (min. 0-1-8),4=560/0-5-8 (min. 0-1-8) Max Horz6=-71(LC 3) Max Uplift6=-113(LC 6),4=-1 15(LC 4) Max Grav6=576(LC 9), 4=576(LC 12) • FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=5112/1133,11-7=-1 154/252, 2-7=-1158/251, 2-8=-264/62, 3-8=-272/61, 3-4=-359/82 BOT CHORD 4-5=-256/1153 WEBS 1-5=-207/1024, 2-4=-993/207 10 1• 1 0 0 PLATES GRIP MT20 185/144 Weight: 43 Ib FT = 20% Structural wood sheathing directly applied or 5-0-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 6=113,4=115. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Per ANSIfrPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQROFESSI A ER S. TjN �Fti LU M Q 21,2011 A WARMNO - detify design parameters and READ NOTNS ON THIS AND INCLUDED kft7YX REPBRENCE PAOE 60I-7478 leu. 10-'08 MUVRE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown �y A a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the MiTek' 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 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 `m 0 • JobTruss 5-9-0 1 116-0 5-90 5.9-0 Truss Type City Ply gpm IT10-11016 Taylor Residence - DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 R32766573 DESIGNS .' L6 GABLE 1 1 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.11 5 >999 180 BCLL 0.0 ob eee cs i A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:45:15 2011 Page 1 1 D:I_SffB4DoF2JKLgD vkFfyrzxOF P-igDvtL4h WpKe7oYLRDC VFVwbHC5fglOe hx5rpNziugo sa-0 I 16-0 1 I 5-90 590 1 5.8 = 0.25 112 N4 II 1 ere = Sok • 1:19.1 2.4 It h8 = • 5-9-0 1 116-0 5-90 5.9-0 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.04 5 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.11 5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.70 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2006rTP12002 (Matrix) Weight: 47 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc puffins, except • BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6,3.4: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 HF/SPF Stud/STD be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 6=560/0-5-8 (min. 0-1-8),4=560/0-5-8 (min. 0-1-8) Max Horz6=-71(LC 3) Max Uplift6=-113(LC 6), 4=-115(LC 4) Max Grav6=576(LC 9), 4=576(LC 12) • FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-512/133,1-15=-1154/252,2-15=-1158/251,2-16=-264/62, 3-16=-272/61, 34=359/82 BOT CHORD 4-5=-256/1153 WEBS 15=-207/1024, 24=-993/207 NOTES (10) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Provide adequate drainage to prevent water ponding. 4) Gable studs spaced at 14-0 oc. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=113.4=115. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. the FESS /Q�91 9) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along Top Chord, nonconcument with any other live loads. OQR� S. 10) Per ANSI/TPI 1-2002, Cq=1.0 for on wide face & Cq=1.11 for on narrow edge of lumber. ��G ER • plates plates Q LOAD CASE(S) Standard C7 TZtt LU C 04 `" * EXP. - 0 0 21,2011 A WARNING - Verify design pwr infers and READ NOTES ON THIS AND INCLUD&D k177EK REFERENCE PAGE MU -7493 r , 10•'08 BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parometers shown, and is for an individual building component. Applicobeity, of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall stnrctwe is the responsibility of the building designer. For general guidance regarding fabricotbn, qualiy control storage. delivery. erection and brocin consult ANSI/TPII Qua!A Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 I* - • • • Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence I/deb L/d PLATES GRIP TCLL 20.0 832650695 DESIGNS M1 GABLE 4 1 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 Job Reee o ' A.G. Houston Lumber GO., Indio, GA 92201 1.2b0 s Jan W 2011 MI I ex maustnes, Inc. Wed Jan 19 I l:u4:a4 2u11 rage 1 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-FOpROJXPGf9DsP?DM6spOW4 kEIkyE6bYJFG94ztnWd z-9 0 1'.. t 44e 9-0 i 7-s e 1 1149 i 1s7-0 i 448 3 I 4-68 S.I. - 1:31.5 0.25 1`52- 2,411 2.411 3x4 = b4 II 7.17.5 MT16 = is 3 16 4 17 5 16 6 14 1d_' 10 9 6 7 3x4 If 7.17.5 MT16 = .12 = 3.4 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.11 8-9 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.39 8-9 >464 180 MT16 113/113 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) -0.01 14 n/a n/a BOT CHORD 9-10=-3/293, 8-9=-023/2197, 7-8=-54/327 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) 6-8=233/1491 Weight: 59 Ib FT = 20% i LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 9-0-9 oc bracing. 2-10.6-7: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 6 SPF 1650F 1.5E be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 13=1010/0-5-8 (min. 0-1-8),14=696/0-5-8 (min. 0-1-8) Max Horz 13=40(LC 4) Max Upliftl 3=-31 9(LC 5), 14=-131(LC 3) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1740/228.3-15=-1736/229, 3-16=-1739/232.4-16=-1736/232,4-17=-1686/285, 5-17=-1683/286, 5-18=-1686/289, 6-18=-1683/289 BOT CHORD 9-10=-3/293, 8-9=-023/2197, 7-8=-54/327 WEBS 2-9=-315/1692, 3-9=-339/92.4-9=-585/215,4-8=-683/160.5-8=-3C>4/108. 6-8=233/1491 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. • 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 13, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designee should verify capacity of bearing surface. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, live loads. ?OESSi nonconcument with any other 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber. � S. LOAD CASE(S) Standard C7 CELU 433 Of * 0 ' Jan6ary 20,2011 AWARNINO-Verif)7design pa nwtersandREAD NOYESON7WSAND LWLUDEDAIfrEKRBPERENCEPAGE AW- 7473rev, 10•'O8M;FORSUS& Design valid for use only with MiTek connectors. This design's based only upon parameters shown- and is for an individual buliding component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsblrity of the MiTek~ 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 SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandra, VA 22314. Citrus Heights, CA, 95610 0 i•- 1 • • Job Truss Truss Type City Ply1710-11016 Taylor Residence Plates Increase 1.25 TC 0.70 Vert(LL) -0.16 7-8 >999 240 MT20 185/144 R32650696 DESIGNS M2 GABLE 1 1 'Job Reference (ootional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:04:55 2011 Page 1 ID:I SffB4DoF2JKLgDvkFfyrzxOFP-jDNpbfY11zH4UZaPvgN2wkdODecThijlnz?phXztnWe 4 -o -e I 6s -e t ss -4-4 I ssss-a I t9-tt-a i 1 4-08 2-9-0 4.612 46-12 4.OA Sole = 1:34,2 0.25 12 IN12 = 3.8 = 3 214 II 3X4 II 3.6 = 6X14 = 6 214 II 4$O I 69A I IVY I 19-11-8 l 4$0 238 9.1-8 4-0$ Plate Offsets (X Y): [2-0-3-4-0-5-01,1570-3-7.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.16 7-8 >999 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.47 7-8 >378 180 BCLL 0.0 Rep Stress Ina YES WB 0.85 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2006frP12002 (Matrix) Weight: 73 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 *Except* end verticals. 2-9: 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD *Except' r MiTek recommends that Stabilizers and required cross bracing 5-6: 2 X 4 SPF No.2 be installed during truss erection, in accordance with Stabilizer OTHERS 2 X 6 SPF 1650F 1.5E Installation guide. REACTIONS (Ib/size) 6=661/0-5-8 (min. 0-1-8), 10=1221/0-5-8 (min. 0-1-8) Max Horz 10=34(LC 4) Max Uplift6=-106(LC 3), 10=-436(LC 3) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-717/0, 3-11=-713/0, 312=-1664/213, 4-12=-1661/214, 4-13=-1663/218, 5-13=-1661/218, 5-6=-644/109 BOT CHORD 2-10=-1306/408, 8-9=-567/420, 7-8=-200/1778 WEBS 5-7=-167/1535, 4-7=-358/133,2-8=-88/1199, 37=-400/143, 3-8=-1426/559 NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Per ANSI/rPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. Is LOAD CASE(S) Standard 0 0 �OQ?,OFESS/O A ER S. TjN F� c W C 04053 * \ Cj/:-a`j%f- I I / -* OF 20, 2011 A WARNING - Ver(%p design parameters and READ NOYES ON THIS AND INCLUDED KITE.X REFERENCE PAGE &VJ-7473 r , 10.08 BEFORE US& �° Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown rL is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the WOW erector. Additional permanent bracing of the overall structure is the responsbility, of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and broc'vg. consult ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 i•x 0 Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence • 4430 &9-B ly' 19-11-8 1 - I I 4$0 2-38 9-1-0 832650697 DESIGNS M2A GABLE 1 1 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Job Reee A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 19 11:04:56 2011 Page 1 I D:I_SfB4DoF2JKLgDvkFfyrzxOFP-BPxBo?YfoH Px6j9bTXuHTxAPV2vHQ7puOdkMEzztnWb 11-0-0 1 15-11-0 1 19-11-8 1 4-0$ 1-5-8 1-343 4$12 4$12 4-0-8 Scale - 1:34.2 0.25 12 3x8 = 214 II 012 = 3.6 = Bx 19 = 7 2x4 II • Ki 10 NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.011b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard January 20,2011 A WARNINO - Verify design par anwfers mrd READ NOTES ON IMS AND INCLUDED iIITLK REPERENCB PAGE 6fI!•7473 r . 10.08 BEFORE US& Design valid for use only with Miiek connectors. This design is based only upon parometers shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for literal support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilrity of the MiTek' 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 brocirs consult ANSI/TPI) Qua lHy CrItedis, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312, Alexandra. VA 22314. Citrus Heights, CA, 95610 LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. • 4430 &9-B ly' 19-11-8 1 - I I 4$0 2-38 9-1-0 I 4-0-8 Plate Offsets (K)0: 1370-0-4-0-2-01- [6'0-3-7 0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.25 8-9 >723 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.71 8-9 >257 180 BCLL 0.0 Rep Stress Ina YES WB 0.92 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 72 Ib FT = 20% LUMBER BRACING . TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 end verticals. WEBS 2 X 4 HF/SPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-7: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 6 SPF 165OF 1.5E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=691/0-5-8 (min. 0-1-8), 11=1183/0-5-8 (min. 0-1-8) Max Horz 11=50(LC 4) Max Uplift7=-117(LC 5), 11=-423(LC 3) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13=-598/31,4-i3=-596/32,4-14=1789/248.5-14=-1786/249, 5-15=-1788/252, 6-15=1785/253,6-7=-687/114,2-11=-1183/423 BOT CHORD 8-9=-245/1987 WEBS 6-8=-198/1669, 5-8=-343/154, 3-9=-14n47,4-8=-494/118,4-9=-1438/241 • Ki 10 NOTES (8) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.011b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard January 20,2011 A WARNINO - Verify design par anwfers mrd READ NOTES ON IMS AND INCLUDED iIITLK REPERENCB PAGE 6fI!•7473 r . 10.08 BEFORE US& Design valid for use only with Miiek connectors. This design is based only upon parometers shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for literal support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilrity of the MiTek' 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 brocirs consult ANSI/TPI) Qua lHy CrItedis, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312, Alexandra. VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply IT10-11016 Taylor Residence Plate Offsets (X.Y): [2:0-3-8.0-4-0). r470-".0-4-81 LOADING (psf) 832650698 DESIGNS M3' GABLE 1 1 Plates Increase 1.25 TC 0.70 Vert(LL) -0.21 7-8 >933 240 MT20 185/144 TCDL 20.0 Job (optional) A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 10 2011 MiTek Industries, Inc. Wed Jan 1911:04:57 2011 Page 1 ID:I_SffB4DoF2JKLgDvkFfyrzxOFP-fbVZOLZIZeXojtko1 FPW79iZjR IC9aQ 1 FHUwmPztnWa 5.8 }7-0 SA 8-10-d 8-0.12 4-0-8 Smite a 1:36.6 0.25112 4x6 = 8.8 = 416 = yy 2 6x10 = 10 3 11 12 4 13 5 4 9 B 2x4BII 5t14 = - • 7-9A 17.5.0 2t-5-8 I 7-9.8 9.7.8 I I a -0A Plate Offsets (X.Y): [2:0-3-8.0-4-0). r470-".0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.21 7-8 >933 240 MT20 185/144 TCDL 20.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.64 7-8 >308 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 79 Ib FT = 20% LUMBER BRACING • TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc pur ins, BOT CHORD 2 X 4 SPF No.2 'Except' except end verticals. 2-9: 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD 'Except' MiTek recommends that Stabilizers and required cross bracing 5-7,56: 2 X 4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 6=742/0-58 (min. 0-1-8),2=1290/0-5-8 (min. 0-2-0) Max Horz2=36(LC 4) Max Uplift6=-1125(LC 3), 2=-447(LC 5) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=1239/0, 3-10=-1235/0, 3-11=2015/296, 11-12=-2014/298, 4-12=-2009/299, 4-13=20311309,5-13=-2025/3111, 56=-732/125 BOT CHORD 8-9=-478/338, 7-8=-243/2122 WEBS 5-7=-267/1952, 4-7=-054/178, 3-7=-472/177, 3-8=1135/433, 2-8=-183/1625 NOTES (9) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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. ' 4) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard OQ�OFESS/'�� R SLU �4� CO Q C/00433 Of * / 0 January 20,2011 A WARNWO - Vv-ifg design parnmet6rs and READ NOTWI ON 7WIS AND INCLUDED h07EK REPERENCE PAGE PUT 7473 rec. 10.08 BEFORE SIS& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appricability, 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 responsibllity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibTty of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and broci consult ANSI/TPII Quality Criteria. DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate tnstitute. 281 N. Lee Sheet. Suite 312 Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply gpm 1T10-11016 Taylor Residence Plate Offsets (X,Y): [7:0-2-15,0-3-51, [2:0-5-0,0-2-0], [7:0-3-12,0-3-01, [11:0-3-0,0-2-4], [14:0-5-4,Edge),[ 15:0-2-0,0-1-121, [15:0-0-1 Edge], [22:0-3-8,0-2-0], [23:0-50,0-3-0], [27:0-11-0.0-2-81 832766574 DESIGNS N1 FLAT 34 1 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Job Reee ce o t'o a A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MiTek Industries, Inc. Mon Feb 21 11:45:46 2011 Page 1 ID:I SffB4DoF2JKLgDvkFfyr OFP-IobdNyS7CLEFLY011OGnO2jobhadRiECgG6_P4ziugJ 113 4-t as 34-0 6d-0 6-0-0 6-40 57-8 3d-0 acts ata 2AA • st=ile - 184.0 0.57 hz 5x6 Q 4x4 = 4x8 II 4x4 II 5x8 = 0.25112 a:6 = 1 30 1200112 32 4 33 5 34 6 35 6x6 = 4x6 = 7 B4 II 4.6 = 5x14 = 8.8 = 37 5x12 — 42 N m 9 38 to 39 11 404112 1 _ 46 • � $I21 n 6 1 2 2B 5x8 = e = sxa 214 II 26 25 24 — 2x4 It 244 II 34,E 22 21 m e17 4x8 �i ry T2—I 8x16 = 5x it= 5n. 3x4 II 4 II 214 II • 4 4 13.3 155 -0O 19-0 6-0-0 6-0-0 fi-0-0 57-8 4-10-0 o-0-0 2-9-7 3.&s Plate Offsets (X,Y): [7:0-2-15,0-3-51, [2:0-5-0,0-2-0], [7:0-3-12,0-3-01, [11:0-3-0,0-2-4], [14:0-5-4,Edge),[ 15:0-2-0,0-1-121, [15:0-0-1 Edge], [22:0-3-8,0-2-0], [23:0-50,0-3-0], [27:0-11-0.0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.34 23 >999 240 MT20 174/144 TCDL 20.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.75 22-23 >522 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) -0.01 19 n/a n/a BCDL 10.0 Code IBC2006rTP12002 (Matrix) Weight: 208 Ib FT = 20% • LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-412 oc purlins. BOT CHORD 2 X 4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 3-0-2 oc bracing. 11-19:1.5X7.25 RIGIDLAM LVL 1.8E WEBS 1 Row at midpt 6-27, 7-25, 10-19 WEBS - 2 X 4 HF/SPF Stud/STD `Except' MiTek recommends that Stabilizers and required cross bracing 10-22,11-14: 2 X 4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 27=2164/1-0-0 (min. 04-8), 19=2729/0-8-0 (min. 0-4-11), 28=602/1-0-0 (min. 04-8) Max Horz28=-225(LC 13) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift27=-823(LC 14), 19=-1006(LC 14), 28=-572(LC 15) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE • Max Grav27=2274(LC 9), 19=2974(LC 9), 28=809(LC 10) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. FORCES (lb) - Max. Comp./Max. Ten.' All forces 250 (lb) or less except when shown. TOP CHORD 1-30=110/350,30-31=-110/348,3-31=-148/346. 3-32=-731/2251,4-32=-871/2489, 4-33=-834/2716,5-33=-932/2768, 534=-914/2800,6-34=-1189/3060,6-35=-849/616, 7 -35=-1134/892,7-36=-3897/1636,8-36=-3640/1365,8-37=-3563/1272, 9-37=3842/1535, 9-38=2714/964, 10-38=-2942/1167,10-39=-1 190/2979, 11-39=-875/2671, 11-40=-562/760, 40-41=-222/427, 12-41=-194/414.12-42=-1 74/381, 42-43=-143/352,15-43=-143/356,1-44=-492195, 2-44=-555178,14-46=-636/158, 15-46=-513/170 BOT CHORD 2-29=-263/241, 27-28=-2896/1075, 4-28=-138/275, 5-27=-575/303,11-19=-1296/390, • 2526=-534/358, 24-25=1196/2984, 23-24=-1538/3316, 22-23=1389/3139, 21-22=-869/1305,16-19=-2537/654, 1416=-2454/571, 20-21=-086/401, 13-17=-283/283 WEBS 25-27=-306/943,19-21=-591/1147, 2-3=-179/651, 2-28=-465/244, 3-28=-2135/503, 6 -25= -408/1158,6 -27=-3596/1396,8-23=-502/239,7-24=0/256,9-22=-1083/588, 7 -25=-3054/1352,7-23=-921/1482,9-23=-881/1463,10-22=-1199/2730, 11-14=-542/2229,10-19=-3664/1317 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; • cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 4 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 27=823,19=1006,28=572. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 8) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, noncencurrent with any other live loads. Continued on page 2 • E �oQRpFESSIpNgI S COT/�cF��'? Q LU C 0k 3 ;D 21,2011 A WARNTNO - Ver% dcvign paranseScrs and READ N098S ON THIS AND INCLUDED 6000 REFERENCE FAGS 617-7473 —, 10-108 BEFORE US& ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of deign poramenters and proper incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown 'a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsbilrity, of the MiTek* erector. Additional permanent bracing of the overol 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 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tans Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 0 Job Truss Truss Type Oty Plygpm IT10-11016 Taylor Residence 832766574 DESIGNS N1 FLAT 34 1 Job e erence (ODtionall A.C. Houston Lumber Co., Indio, CA 92201 7.250 s Jan 28 2011 MITek Industries, Inc. Mon Feb 21 11:45:46 2011 Page 2 ID:I SffB4DoF2JKLgDvkFtyrzxOFP-IobdNyS7CLEFLY011OGnO2jobhadRiECgG6_P4ziugJ NOTES (11) • 9) This truss has been designed for a total drag load of 3554 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 42-4-12 for 83.8 pff. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) Per ANSIITPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 0 41 LJ n LA 0 10 t� A WARNWO - Verify design parameters and REW NOTES ON TWS AND INCLUDED 19T'EK REFERENCE PAGE MU -7473 rra. 10 -TS BEFORE US& Bel. ' � Design vofid for use only with MBek connectors. This design is based only upon parameters shown, and is for on individual bullring component. Applicability of design paramenters and proper incorporation of component a responsibility of building designer - not inns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibilrity, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. derwery, erection and brac'eg. consult ANSI/TPII Qua,Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 0 0 0 0 0 0 0 0 WARNING ! BCSI KI SUMMARY SHEET -GUIDE FOR HANDLING, INSTALLING, GENERAL NOTES NOTAS GENERALES Truan are - marked N a a n M n / IdeMsty r4 yL a In VItDn ro asks --dos @ mod, uP tl, abmUon dtan bnml Me freRuenry PorarY idea. bDMlcweo6Wbtah!dereRrsoidn 4,7x1 ICq.e m rtl d I . Fdbw doe reRra a !aBaa batlrq nWbrat 'xrRfutowrd arDtbe d4 nL Use be reIDmefG rba9 Y ==gomAVaa4s' dlAleym bnisnnIUNaral de =r i1., temporary reslminUq end batlrp d m2P9. b,many,irrei bs Im4[s. L1g N laleq 061 r An k,ke Reser to Il6 1 Guge [n [ Pmci Ia n M XTMIIm. Insmllln.. ResL�lnlppfl Bmtla 2 N tta o InsRleddn •.+•4•'tan r An '.mn dv los oa�iU d ,- w de L1aMm m, . tt Ae Me!ti••^ m.n Pktal Rate L. m!Oed t•Imd Tussn'•• for Dara ulbrmaHdn mY{ de'aBddP. mae dp4lkd Woanahon. lm Abupf de dXalo Oebibl�spl,aL r�fl:tr b! T- Design D.-gs may goodly b.U-d boLmmnsa4 mm!¢idn 4a]a pemYrKrv.onAa7m pa _ Lbool rearakd dnf.,-t I. !Mivtlual members. Refer to UY KSL en Yrsmtrr0mtk6vbrlaksddtrusa Vat 4la�munmYr Rrc1El - R.amniinUrsbsae 0.+mmalvm'n Dda< tw _ LprmarmrM1 xm•ag1l rtX+n v akM,h'm wr.M_mM••• Pea oh blomp[Idn B Brddne M OnMs R Memners"' lot nlRe Infam&arr. NI aMr pmnanem bradng design reRv de bs dbdbs de anb5aet pMnNIMRs Pm b relbeeMb ida l dA Ohe odlr de! EAS4po. m me mvonslblay of the B,ftn Dalgna. F%1:L.i:!h+tr wN +It!rn'i.x:G .m :I:'aN, � I*^S'ern,i,. ®' !e•�.a,x:::;„eae3Mi:np-9.rh:,n,rr"g,r. T - x„1. L,ttar,g, nso _.,:r 2,Ki ma:jrg,a e:a: V Imo/ !r.n,:dlmee J tr01. P!:!Sa!:1i ln�•r:.: !:!�a-h. Ei,.mloi MG d„ra ncmek•. -1'!rax.. mer vin. Ma '. . : . - : 4a,:4: / n:.•knd •e �a"SI'; tvnaF_ � L !- aa•1[Ir mots a4 INSTALLATION• OF SINGLE TRUSSES BY HAND INSTAULC16N POR LA MANO DE TRUSSES INDIVIDUALES Q Omxmh) orad YiIL3' px!!e; rsr swm ldg°!:, ra ' - -. � - 2W i ::Rin hbr:AxR7 PKl aAn-; gibtv:.9 vmM tr ^JPmq hnl,yn8 \ � �1j1 / En�]a„9 vCpw!a:ta::+.:nl arrPx, Cu:4' �!/F� A!41C,•t Uu gaanaa vRnae: awrwn;'aaa,do ��}}}�}} uvt!'. bit •T(:f:xa.•:. HANDLING - MANEIO ® r,'.+ d adcml Ih+.nduy ... E -KE' 4'1.n46, L: ml. wn,dy r.,'aii•ary ctp• 4. r Dx4•:r 21a.8]::1 r'M Spreader Ear )Or irU55 ©ht:a,tr.fM Hnspcv.'•.,:.'ufv ltl.Rfiy ��/�, e-x4:!:.g.':nkxluxr.f:o a.ui,U IM L'PfY'.9 O` C% EI c,'rat atn Ur'u, Lr n•t:a":tal!dulaA Art lW It µ- :xu ri•r els: M:tu::" mrtr,r ks r:aibn, ;fe.'l.:gx y ::ma:e•wl sOr<umn. j •m_td 4H nit.-r� rn ix e"a. ..� • :...ori. I:nf'l.:!.e. QII b:zxae aro nr Dr t_ao; tK:ib,am:k. wtP �rn ita:d'a•.�, r.:.+�:�;�:,.,:!:r:r;nux nxi •v CA-!A:Smr•ix:h:!••!tw !l <^ S: Ise. •an.aw; Ye:oa::nimst3!,:xr- Ixm:ant.:, P;amn n!xuiml!:k :::x!c:i:a. 4k, C'avg5p s tf!irl >,'t .. r!... •4 4 ... W.I,r r.• n•y . and!x:nan mriraxrr:aYka (s)F.9 rk!N taw on N. a!I:J[MI:+1:1 R,M a:leR,!•ut HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES STEPS TO SETTING TRUSSES RECOMENOAQONES PARA LEVANTAR PAQUEfES DE TRUSSES. LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES 0 Kbrnr>fir oI.l e:m4ta1 B:a ya+u!' c.:38::gnA!v _a ), :)!.•: 1rm Irn<v arts .Y':,>J, lA':c'I mR:D:zI ..@ "*} � xe a•. �1 aa!m s eah dart mu::or v! �+nn; IHa'J n! -,>]:at rue rn!•':: i. 4 PI n[{ YR 118na!i, d ti}Ihti!:tny t4lai'F'1 WI!ii:.^.i. 1V, trey t::m, W:rni :; ho,r!I..,:b r+ f„Irn P!: •::PeLa.n:xi nr.,Jn{ >t.!>'�•t•11 . ..l Rre� al.V,x.0 lx.__wBmn :nwt nmya:xv Lt11,.1t X1mG1 u•1llo It+: rngt�v. t-. I. t - F4 - , I •i fUt'Id;R:t'tSi.en:.,n:Wr.>:r !n!!HK v,:iv.li d.:r: n. s:t. p C M 4P!Inb1!' d- ...I IIIM1xI>!0.. i P N! � 1 rht.inr A•f 1111::..4rlit, ,nnc!:YHdi,itm,,.79b::b::+;li r�11 A!J:yRr!/ r:Y .;.. •'te'd (ut l:unF,,ps .•A-.>� j br•;.:.:fi h,<,.:S:4n r:.iil :n:.true,.}!:,:a�,•:ra!;•..na':xnp!Irrol tf:r:;va.d A•'nmm!.r:, r.,n.f U wC Pvste!uP[:fi: t !e.uIR0!.r:e_d:r!tryl..r::4a.• j } 9::.6:Cr'r. :.::::..^.1 !::r :wdta:ntn 'tPls:s^:IT±t •;b2t y:,!;varrNead,dl,:if- k!:::.t. usapw t Q Y•b!mr5rli O! a t.+s be g,r4Kul,n;i lkz -pmnz, If, Rona,-:'r.+h with tr m n'mdk. tint �itd;.?tt:aug'o?''lrcwn:'a!Unb,sou:n !r1o..;o. ti:±1Y;>m m1om:ahe f cix ri:!:P:vn.nkn'rmu:.mym:}.y:b::1:::!:,,r:u:rs!ue:n •i'tu LYJ:'>!o>ir;v.n:. ;-1:i, ..a5i!Jtl{nw:l'!r ST. n3i �!.:lwF•is ix':tdl: !Elis! ar .i'x:lI irUw: t ©tmGhianrmIMr, L.4L.•v]!!!Is.1, :'!!aaS:::.j1Ua'S' 1!Di<Lilis4l.b.i^.sf!L9W:I.P:S'3!LL:il:Y' Tt••' r•;: r ,u,, .. aRtYm.,vtKnxe!stm ilra F%1:L.i:!h+tr wN +It!rn'i.x:G .m :I:'aN, � I*^S'ern,i,. ®' hl7xS,. ! ;a=rnrsrF; .r •L, !,r ;,ny: !':::^!trx:,<n. A: ::,:::.�.:n m:a :uxrrt ; wa„Inwrr:ent'r,�°G2..:U:':i'u:x•nCe irl;:�;.ru:.!r: IWUw;J. ••wn:!a.'a ::rP:.x:a:.r: L•t:. ,4-: RESTRAINS/BRACING FOR ALL PLANES OF TRUSSES EL RESTRICC16N/ARRIOSTRE IN TODOS PIANOS DE TRUSSES INSTALLATION• OF SINGLE TRUSSES BY HAND INSTAULC16N POR LA MANO DE TRUSSES INDIVIDUALES : '.rJ✓ n'x"•'Baru 2 (7a•wi'n'An,vl rt fu .d rr.,r•-; -•^;x 1.1:m t •iv!a::!>y rn.': b:,r>-: ..:,i: .-. ,i. ,.:,,Mtx .,. non.. i.ry T:rv>l: Y-(,,:: tetrt ,•v..xaV rTal. L.a -.ser. �x Lys t,- . •:,%p' '! 'n,P:vvf .rt l 1)TOP CHORD-CUERDA SUPERIOR )>nt,n Ia;., � II yut:m Pana: Sitio Lnx a 4a.Vanr,o kG `a?aeio I - Tru .P '.20, -1 n'%!-`:•:!uAr=_?xvp�.� Trains h- 20 Pbs tv IOISTING OF SINGLE TRUSSES - LEVANTAMIENTO DE TRUSSES INDIVIDUALES' c!r,o t iJ �:s.n.'.ti: rr:r<I u.l!I�: :vn':cri Truss Spon Top Tlsord Temporary lAtaml Rectralsrt (TCTLR)Spacing L Ilud de Tram E: tlamlerrtn del Aryl Tem al de la Cuelda Superb, Up to 301 ma -moa. Haste 30 ' ZL10 . 3a m 4S' a - max. 30 a 45 es 8 piesm2dmo 45' m fp 6' o.r_ ram. 4S a SD les 6 s n,Ldmo 60".W. 4' ..0 mlx. rAnBO 4s• 4 'sm$dmo ti:e]:mX,.'x.s:':u:.<.tt :;:•:r>,k: r>x: ,>,:x: f:::C:af hrte.yrl:e•.:r'^xl'rr+r.:!!ix,:praf ,b: !s - raf* ... • v n!t:l m.,_:dr.':.! 'Cation a ponn4o. L Engle on for bu:sn lodge thin . - 1C:+:e M:i .::nsn;:te en >.x:ri•^:ns a _... �R . �, w•. ra ealtiene a an mgMlem para tnmas m mos ae 60 plea y ©Kamv.plgt!-.q x:: ne}s p!a P:++n n!ra•n„n - r r t<:,:.na• a •+.{•.•,.. .a,n darn. N!Cp.l� � � a.h•'.:I ?•-;t:o'.1 •!.kT iU; iXn r!i.•rKr 1' x61 Ll ot[• V, v slf ::•:,: !>'rn ':Ch', F.• U' F `^� \ �� , .. m,•• .' v..:4..: a.t•, •.nlp•.:. !� .<: !xl';la:: ^I'- 1. � HOISTING RECOMMENDATIONS FOR SINGLE P M•u, TRUSSES m' m Yea RECOMENDACIONESPARALEVANTARTRUSSES�ai:u4 ,uCd INDIVIDUALES Gro ind bratln8 not shown for tlaritV. r;x!x L., _i :.:r3 ,4no� NIT !L"1,7n,.,,_;:pl>lawxIV. :. mKtx„kIp1q,anlI ANE2)WEB MEMBER PIANS - PIANO OE LOS MIEMBROS SENNDARIOS ^ s ^ i Aeem Q LATERAL RESTRAINT' :;'^�'- BiaddngN wn 81 DIAGONAL BINvRACG 7eb MemxR rt .. YKt x9n rn _ I ARE VERY IMPORTANT I-- aa;t„"'a•" -.I j iLA RESTRICCION LATERAL Y EL �i I ARRIOSTRE f•• `'•.-�`.,,. TEMPORARY RESTRAINT & BRACINGV^w DIAGONAL gp!anrnadx RESTRICCION Y ARRIOSTRE TEMPORAL SON MUY x c IMPORTANTES! aagpnm enter eters• 1D m!.r: et tt:L.e_s':n!ll:::::.xa:'�.::.�]!n. ^ alts, hods- lea moxa l.nPTarlpaYr (� Ia15'max. Samn spatlng os a !rw:n K N'+:. \ npRaf!nla penin -lateral R.... Same afford end web memben v" N reurm.r Dim(.',',.::..!,iabt. `� 2N:ru!. rlot shown to, dailty. •an!:•£G ?'"-111:rtfx!:s.::>•'.nyn�"+..: A% 'A 3) BOTTOM CHORD - CUERDA INFERIOR i(it:H.S•"nota nxtarMm,a)n � .:, ti'I>'jq �` hmw•t::+:rwJ t•rr•..=:'::::':ra Vu>s'R'.atl. a, gleet i.ppwns � 2x4x 12'a "l'; �t� •^IT: > ttr, , ,.1a:rj Irn:iv ': Ix. Oreata IaPpal ova two Iooct.• f :ej,, m _ Brace 4 Vass Y dr�, •,•: #: in 'a ^,!Pranl�!.ni2 �- sCOrtd/ bolare � 9v, reitv.v, I r ..aa f br tie, d nddilipnel �� ~ + ar� nv'xl :ren. , nna.,.,,. ,` •^,^ ZZZ, ;mal Baces amry 101- spares (29 mar.) H. _ :dn:1r!!en tl.t::i F •.1114+ 10'15' Some [word and web memban max. � trot shown ft, clnrky. WffDEjBRATCINGjQTRUSSES RESTRAINT A BRACING FOR 3a2 AND 4,2 PARALLEL CHORD TRUSSES LA RESTRICC16N Y EL ARRIOSTRE PARA TRUSSES DE CUEROAS PARALELAS 3X2 Y 4X2 fNe u D ago R &u4 p Repeal n'111a,il BOdry .aulag;ux.c l5 o-waswcn 1201 Ei:mfYanL&:]:E'y� Bra:eul.ry o-A!,:_ng L' - c2 ,L Y3r.Cift:(C'S?i. Amb OAg01Ul8OCe la �' �•Y' e, xgcsg::._!!ti.'utE!, wmem wen atemm Y.I'.Liit3!Itf(:.gt. G''d"�9 Hemp Nla!etl Restraint Cxl^.atrLfls�d3. IPCttwL UppmRII491nro trMMs iti,YJ5•••f:a'a •loP awrd 7empaa7 LSYra! R.I.. 1P.N-1be mss xxu mna:•'' ID..I.- la 3.2 dlaw and 19 a. P. br 4x2-,. INSTALLING - INSTALACION owep!ena T,t!r:r;sn;•-: !:v l!�::.rL.x45nA. Outd Plumb Wa, Trutt sow t4npar r.-,• '!i 1!a sr.,l t nest:. :akro_n: Li/) gam, gISP DIB•1 Y4' tt5 N HE `�� 1.'•J�a'�r{j��U Irl' Z 1. rl/"'�" xrt• o' o-ve• laa Rm 4, 1.9/4' ZPA' sumo la pi Ell yl• r Imo• 2ga ' ..,me�:)ra•!.n:r,?a r CONSTRUCTION LOADING - CARGA DE CONSTRUCCION Q0!; n•Y p'tx.'c:! 16 GenUnl.x.,n ar':a _4 i.:^':nl n:trnpT a::•i Ynlmum arxx Xxam -ti ti tmuyt::d p:cav!!ty 4 P!lNz!. tin mammiwTMsn 1!:t R'z,afs Cort Ia.z qi IN_:!:! C +!':dot 4s "Llfic• Yagm .. ..,!xv.+a.. a ,r... E:'1,•4 •'-Y gown 0cem Ir �!xi IN :,x•.::rr: •tx k''.Ny,h. CK:: tG'C rr/.WxmnSa t6 UltO'.:k.1,';L:.''Lfl,w:.v1.:R{!4W<••ka n.yC 1. rnonwl singea ,B,.xrtt N anlai rev: a.nm'da.b:�. 1 a N: bB.4a j M _ 4,. P;,j'.e'•••;a:: n:n;ra :Aramx•T.; ywrnt Pau- na, r;,,a1n'•n •(n:W:F'l:,t;In]txSa!ru::Yl'.'ii:u!obluxb:a. ' i 'n std 4t 4 but:: il,unR sw tu: y�C.l(rl\t�.6�� N QRam km '•'!: t Boo ways. - t.Ax..:e um YxY4 m ALTERATIO 45-ALTERACIONES-_......._...._. ..._...... amanarmm L.CS.i}2.Yi¢oudr.,.dst Bual�m]vK. hir:.]Wt:kr1 ..12T -its s..dgaaEn•xs" m ire ,:! nnann:a LYSLM:.G]Rn d4 L:.Id. raalfi:ni4irJ..,:n.la.Ilp' � .stn-Ae.tla.3ul::u0.'^, n;a <'� ti's:; :a C:m Fnh P'nrxaN I:1.•!:lxt d s: r:i!.C: U:vvi!'!S'aN,!:4aLY:aflxtt:!a S:• bte _. ,...., t,n9•n„ nAgfx, m+•m1n•: ts:,::c•a, :h•!P; rnsrt"a Ixe:Cs CUL' t xh rSPK dk.xmfnl'! Cr•!,'a'C'+I:!n N tlRvn: 1 m,!V::'.n::.l!:a:!r.rn::uvfl,.n:rl,,gdta!A.::uy::x.n:!:,uAa::: •Y::g•rrn,l•r:lmVt!!u:'I'n:'a.!4.In:!:I::r:rr:� df"••ni rtr. n^„!.7 d,o G,n; E!;r,x.U.:n' I' rC :n.a and': 't u'n sa r4•, K41n[:•g:na arts xna 4!a� ,d•rIllm lid.rlt-me:i Yn oa. ac. t n•,,, Ay Port--usx•! •k'Inrau•i, sxr. JM r•r^..Kb ...h„ -w LI ta+w:'i, <!tx Ynla7.umr.br Guns_.. wmpYYm mYwramvnrm �atraennteltn twvrenbm Fnpram rormmaaa 14.Y.4 nmvP"mIq RF>pm d:..mex .m.xd'mamamr. Yon: rw moa,Y:raam a4 nm, rtapa wY m ce einem!«' pw va waaan. a4.a. rxmm n mNmeY) �. mw a r«mµ ms:p nxerY4.d mram wan. s. ceam :axn inn ma".m .,P>rw: N a:amc �..�:n�.rnuw arpn m.:aKxrwma'..uYmr. an mm. auuua mow Y,npnnmr.I:s' tort, m,vmuva m. [alms ar:n er n amxa aea:o waa.'r m m:mm. o.,el asm>bn vin mrw:®:m",cnm.Ir mvmum m '.o�'«mr•..waav4m°w`mm�`Y"„'°::mrm'awmsmv+.9.r.am:•o «o�m„®.eem...a eve rea:w.m'«w+p.a b'armae.no'«4Ym Imen rma.,naw .a,m"x�ww rm.mnma m nYn,.Y4 Y a ra:nm m"wry...: m rm,.awnm. 04 Ymm.wr YremY,m meY�m:.«,n.Ktmmn:®'.'mm.l�.,,>a.,"amm./m,�rm•'m(��_ muss Porn 1r+smuTE wmC szise.m Orin, va 5xxt9 }ta H.lx Sc, Yc. xli •rJnaM.•t, V4Ii]N wNPa�atv9•wmx.N.Nusoy.mm AYGw�lalo•wwY OL•aar9 iADVERTENC�IA! HOJA RESUMEN DE LA GUTA DE BUENA PRAGTICA PARA EL MANEJO, INSTALACION, RESTRICCION Y ARRIOSTRE DE lOS TRUSSES FOR TRUSSES UP TO 2'-0" ON -CENTER AND 80'-0' IN LENGTH PARA TRUSSES HASTA 2 PIES EN CENTRO Y HASTA 80 PIES DE LONGITUD Q Spans over 60''requlre more complex Temporary Installation Restraint Bracing. Consult a Professional Engineer, - - Vanos mas de 60 pies requleren .Enstafacidn Temporal de Restricciiin/ Arriostre, mas cornplejo. Consuite on.higreniero Profuslonal - - Q Vis oandir:cl han'df:ro, installing, (.:strair:il? Incl br ciriy safety yss a,•.:aamm�dait r:;. ctiie tr.:,;ar ccutv>, pf Huss id ..:its. i nn.,egfllr 7.'xi !i•CD'r!F^.CaCie^^5 [ft.' nF3:YijJ !P..if<4ilG:!f!, relYr:l,.,.0n es SJ'p fh.. t d thrix Crlrff.>(!t!rafrte la D,>9nNl (ld.>,. ... I a. pr fir^ U:tCrnl RC.Vhin[ ^2sr�'Sr_'e[tYiYiR'S m Laterdl Resua!(( ., ,.t adequate with ,d r)„ :.!u ,al gracing.' Rai!sll,ci. uri i.ifi.er.ii !!e i5S ,,riiR4'.Ililrli3 sk; �Tr. dnir!i! [10( mwi. - - ... - " h Civ!i iti!1`:., tiny x! i'ir'.'i!'e:V 15.4>m;7:aar,8!sur a�arr!r.n;y:rrv::r.:z:r!s.'n:mdrrci! MAXIMUM SPACING FOR TOP CHORD TEMPORARY LATERAL RESTRAINT (TCTLR) ESPACIAMIENTO MAXIMO PARA ARRIOSTRE LATERAL TEMPORAL DE LA CUEROA SUPERIOR (TCTLR) lut graphic, at left sho,vs the. m.asmium rm.(r_Mer sradng (see * aF telt) of TCTLR bas,N on truss spar: from the table in Step 2 on page 1. �evr„o �„'�'"y�E !clic. •>a+'_'* •' (.round bracing not :hymn fcr darihc 1 I!— • ADUN Diagonal area g or levan al Shealvkig Imm. late' F., spans ever trc appljt- n un'turalhead, ray mmW r .'lyis•he �. \ >>�.•SI, S prefevad method. \ � ,� :i \ h•\ ">''�� .(:i -.+UJ .•r.J ti.. a tM eaAaL'Jlnr Y:('J f74!X!:rw a:t e•1 :a>!t[Rl asm:v o,.:a• (-7 a e inwr. e I rR•J ii: rl.Y hasade en los sa s dr ovssrs roc to '-•. �.f.�., '•� ` r” �a Isla v^r el naA: 1 e•1 rh ptigini' 7. ^•. No se muesm e! arriosUr de Ilerra para.daridacf. . ue Ipn1Cd'Itamen!e r, a,, o niagof!oi.1 ple-s !ado E§t. pelel Dam vantn m+s dr. Ip pias el metedv Dntlendo u Cnta'J':ar!o In"IMliata!nerite. ............................ ................ _..................................... - CHECK THESE ITEMS BEFORE STARTING ERECTIONIINSTALLATION AND CORRECT AS NEEDED �REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA ERECCIONJINS'TALACION Y CORRIJA C0140 ES NECESSARIO p• � ::l!!'.:!el:(j :A!!n::.i::i:r'I\ !?:?:".i: !};.,: (.:Rii;:: A"na�!i :�.e:!�? �'.l e'�, ![•a�% !':LS:::f!:�!::F!J<lit`:'C:iJl.:.>rn:li,?>:i3::t:c>:!{: ..':: •.�.'('r:: !:it.^,:::::!": i):nM:�.•"vr :;•JS :! ..a, �: LJr:_Ct:!. . r'+:1: :.t. ' ;lir.: :!r rile .•!:' 7i :rs. Tat roti .............: r. !o :. ..•......�.>.>,..>..>......a......:(,._),.,.�,...c._........:.....::......... ...:.'c:. L:'snrtr.s;::z•;;.,;�,:..:.::. !;,:n+''""':`d;r:!;Fs. ':. C.II, Y::!IIS. jai ,ah!!I:h t:nU Ivan :I! braa•,d^ (yj i:pi:i a:. 15 !n (std ripe!. mid f!ee vl nh:in!Ly!ri: (7! Nargr rs: (it'':ic:>;ns, rest aill!.;u:d bra!in:l ma!ar.M5 ap: un sRr an(7 _ - •>:1:+. : C'JBtiti:ar;: t!u:g (:red:aniws!AI ', nu r,v ... a _ .t bl.,lASnCa:•!:'tiro r:n:i tac'>,d': M F Ira s ti :w: r: i:.'JC.i: .::.:r(.,.' -i X... r,...t 7. r ik: f.p ��' n t IIf fY,:;�„u„ ! :(:i:: I.ii' lJ' li, a. , i.:prra>r;('•; r �Sl,; 1MI te- .. ! .� :. 1 l-anl'tNSSF ol'If R�Ora �. r l rpt ! i fila. 1 4 x� ! Gvu !P•a,lny ra,: ',� 'r E s c : � r t .r .^cs' su! ::Jacuc t rot !cr 4(oi.nd Branq [t;2:!+u:+• ) 4e,r ml Ael ares'' t:fer r.t'it Bi y : I tj u1 4 `S•T 1 CRD : no irh:::!11 >mn E; [r; h."' Oo let (n.VI via.. y:,i :bssavh roma. t tn:dri:di �! a fo ,. ii!!Ad:ng i):.•s'.4n[!} -•. s EE:::h!; v a• dC Tit Y">m dr l'f( I a x ni ?; J:t 'fY ,, r,[4r Ofihr' w...... d(9 7::..., n Fs!:ek.f!: dei'r,•u.... o:umc o�auv V J H U:atRv,•yc..;-(•Jy� a r !f /• r J��\ >r , ' Cil-RRI(pI GROeX%GGRanG4aggye RarofrRl roe rrrnR<Fntnro.",” sem. "aaxros+i+eDi err n.'rkri4ma: F F.til'FNx`lit�rw>.�in`�:hw!u?�frfi�"i �. RA:M [Or"RLRN•FlT11R[lm i ->J.:s,...,s...,.... r R• ... ��«n,.�4. 2 Determine the locations for TCTLR and Ground Brace. Verticals • Determine las ubicaciones pan. TCTLR V las Verticales de Arriostre de Tierra ppu' w de:.l•rnw-,. a;;r:c.^y. Minf!n!ii top CMraxonpoiary Lidera! Restniia Watt ,• - 61 T::p Clie'rd TMTINIAIV L!k•:rt;i !%i>:. iron 5p. Top Chord TCmpernry Latero! ::Ifai!:1iii-T(R firnt: let":e al. !'fight, Rethafil(TCTLR) Spx!np, 1 , t;v r ' t :r i•4 -r up to a!7 Tben--ol—Imom r. > a; 1 [ - ! R ....'sit. -. _. .. 8.00 E.2.1 m.R' Ti T . i &, L ( J )Stix>, _........ ..........._. _. .. •rC . . ., . o.,,3a I; Ru' . pt • - a' u.. sena nuxl.!>.'r. ' •eeawdC hafa.k_N FgrorR, te: vette C"Ecr^_m 6P. . ••(a0rmer .h»:ruz lmNh' aro. Et." X.w............... .......................... .......... _ ........ _.._ ;.ftjiI;.iI 7171„.. Ch.:,.:,e rr : ...1,M i.:.: a .�.!.. ...c .,... ,.:.,<::::. a� :h (•1!:'r :i:' fii.:: ':_..,::._-...>. .,..,:..:,r>.. •,.!..;!C �.:-.n... .:..slid!..:. - . .. :...> �.,...:fir:.':' 1t:;.:2 1.!:!i a :^:'� Set First Truss and Fasten Securely to Ground Brace Verticals , 3 • Coloque el Primer Truss y Fpelo Seguramente a los Vurticales de Arriustre de Tierra. l• ,.. ! meq. -: a ' (:. • C : �. v.,. te: .., ....! : o! :. .�, r, T. ::.. ::: r r.� r > • :.!:•' p� :.: . �. ..:. ' :J!:1pu:: PI tir;t ! ...s fill1!A!!a:r1. ( ... r. •.”^.K:::, ir::Crt.!i: v .. .. , ' , . „ >::tr!'ct!, [!'� �'! , r.C! roc , s l' P !:> < ....... ! , ..M r dei �V7 IM PORTANT sorm WARNING!!% First truss must be attadurl sec'tlrely at each bearing and to off. Gmund Brace Ve,nicnls prior to removing the heiriting supports, Q iADVEREEN(JA."'OR'IAN TE DE,SEGURIDAD!Q ET printer Dvsai bene que sersuietado st.'gumme:ntr: a r„'rda sopofte V a footaS las Verticales de. Arrlostre de Vern,, antes de. quitar tos soDrlrt'es de tevantar. ay J H U:atRv,•yc..;-(•Jy� f� ba5ora.ay. r !f /• r J��\ >r , ' Cil-RRI(pI GROeX%GGRanG4aggye RarofrRl roe rrrnR<Fntnro.",” sem. "aaxros+i+eDi err n.'rkri4ma: F F.til'FNx`lit�rw>.�in`�:hw!u?�frfi�"i IM PORTANT sorm WARNING!!% First truss must be attadurl sec'tlrely at each bearing and to off. Gmund Brace Ve,nicnls prior to removing the heiriting supports, Q iADVEREEN(JA."'OR'IAN TE DE,SEGURIDAD!Q ET printer Dvsai bene que sersuietado st.'gumme:ntr: a r„'rda sopofte V a footaS las Verticales de. Arrlostre de Vern,, antes de. quitar tos soDrlrt'es de tevantar. ay C? iA` ch k j A!'I j,.ja�� 1�rlci,.1111 �lj Oil N"', ihe ir-i'&,,z I,;•t ,!,-e lm -l. vios Sell :.,,5: ?;:KS rit Av os c.*re-.%, vel pritl Callan I 0'u-"2 Opt!- 3 51." P—"l liamm., ot—.1 IW -01M I'st"U01 un- Shd ll—W, Ter,VIarle LA1,,,cI1 Restrr.bt 11IM110 P,,Iprie-v MIMI -t pr-lftns- T.P of T—iue, W. "LI1. IIUMN Opcl6a 3 opd6n I opd6,* 2. P -h. C -W, Re,,Mk 'ie.? Uri,`,; 0 r—.1—i de it F'.6 7,1,11e, — a I — ".,A ,rid dill.— a�e w— rA�noyli, 2-216d rx.; J?",Y. "an d— -m '?, ui i—kiide. —r-- —X, - ,! IiIr, I 2 illJls at No t,::, flI, Pi. 111,11b:r!�,.I-till, V11! !11 lah-innit. M, X, limpoil-rAUr SAFETY WARNING! each truss must he attached Sec.reiV at cAM bearing and ail Chaid Temporary Latera! Rcsv.l.ts loit.lfed bL.f.—.—h,q the I hoisting Supports. 1AUVERTENCIAmpoRTANTe OR SEGURIDAD! Coda tru&s thrrii, quc ser salletado &I.Joraftwiltv a cada soporto V todas las Retsinfrcionei; LateraftIer Temparafes de las Cuerdas antes de nlflo,er los, svp*,Us de leIra.tai, j bi"Jol"vA V!bofll tO tilei d firm tw;;.te,. `velq&; ff !,Usses. C'e. le, , ;, IF[ 0, iw-ort irug SiilueA",ll E'aillp!, c! Shei;d;;ilf; msWim t,.n lim:A', Ci J / Install Web Member Diagonal Bracing 6. Zinstale a/ Arriostre Diagonal de Mieri Secundarias I,!, "v!inh-r ori,' Ic.: 01--;f: afi,i u!*eiy; fj,,110 tiafilp- f*, Mlei P Trw:rnt; r?* -Nit pi: *-tlarit't"..*.;!,,.*iJt'll. "Viq; Vsqfrai f1raf,'w! inw± n -f%! fiv:% vile V.,!, dw:d!a, ti I, !,.'l%,A,, ;t*'r ix lIx-F"ll r.i:O'n I:, .11 jJ. P�'p M LN: kuu. At f;0::-- zai; We t! t!.!!t!5:'A 3 ivl, .J) -iiTihiI, Nmelanri,: 1,;(i!1.+--;" Y-1; Pestlili ,poxMEIrl r,n rtt-.t Ovicin 49b, tc. H(:'31-113 We:) vleni,;e's for Arecret: i1c—,;Ycr.' Z fxv Pain Remlfia:k?n fk Niembirs tie D,'s Im"'i m-i'valba"s A.'rwidaw's SOP. eiqpv- �I, f. -I fxibujio .14 Vieeiir) da. Thiss. V -V,' al rl.;am it,:; de AitErilbtvs Sex -iasp,,va fdis irA)rna(* 64,"' 4 1,1- i W dii". MOR--;, LNP7ik-S, dfl.'p flat trusses and rther types of tni—m.". wiUl deep s Ai 'o reclov., ialnprnwy Latefal Res! aint elfif, Maqw1al I'Aadrig On th-11.; -weitl -rmnsrxar:: in k1le do end of ille bass. 1-.;A -!i do ru. una 4 peid;Pnfez tmsY Plana.; v v; ri;17Mv eA ""s lriv!, lie clul-se"; cvr) La; ;zl ir*m-le A 77`7 Ru, 4Set Trusses, 4 3, 4 & 5 with TCTLR in Line with Ground Bracing Install Top Chord Diagonal Bracing 5. a Colaque to., TrussesZ 3, 4 y 5 con TCTLR en Linea con los Arriostres de Tierra rinstale Arriostre Diagonal en la Cuerda Superior C? iA` ch k j A!'I j,.ja�� 1�rlci,.1111 �lj Oil N"', ihe ir-i'&,,z I,;•t ,!,-e lm -l. vios Sell :.,,5: ?;:KS rit Av os c.*re-.%, vel pritl Callan I 0'u-"2 Opt!- 3 51." P—"l liamm., ot—.1 IW -01M I'st"U01 un- Shd ll—W, Ter,VIarle LA1,,,cI1 Restrr.bt 11IM110 P,,Iprie-v MIMI -t pr-lftns- T.P of T—iue, W. "LI1. IIUMN Opcl6a 3 opd6n I opd6,* 2. P -h. C -W, Re,,Mk 'ie.? Uri,`,; 0 r—.1—i de it F'.6 7,1,11e, — a I — ".,A ,rid dill.— a�e w— rA�noyli, 2-216d rx.; J?",Y. "an d— -m '?, ui i—kiide. —r-- —X, - ,! IiIr, I 2 illJls at No t,::, flI, Pi. 111,11b:r!�,.I-till, V11! !11 lah-innit. M, X, limpoil-rAUr SAFETY WARNING! each truss must he attached Sec.reiV at cAM bearing and ail Chaid Temporary Latera! Rcsv.l.ts loit.lfed bL.f.—.—h,q the I hoisting Supports. 1AUVERTENCIAmpoRTANTe OR SEGURIDAD! Coda tru&s thrrii, quc ser salletado &I.Joraftwiltv a cada soporto V todas las Retsinfrcionei; LateraftIer Temparafes de las Cuerdas antes de nlflo,er los, svp*,Us de leIra.tai, j bi"Jol"vA V!bofll tO tilei d firm tw;;.te,. `velq&; ff !,Usses. C'e. le, , ;, IF[ 0, iw-ort irug SiilueA",ll E'aillp!, c! Shei;d;;ilf; msWim t,.n lim:A', Ci J / Install Web Member Diagonal Bracing 6. Zinstale a/ Arriostre Diagonal de Mieri Secundarias I,!, "v!inh-r ori,' Ic.: 01--;f: afi,i u!*eiy; fj,,110 tiafilp- f*, Mlei P Trw:rnt; r?* -Nit pi: *-tlarit't"..*.;!,,.*iJt'll. "Viq; Vsqfrai f1raf,'w! inw± n -f%! fiv:% vile V.,!, dw:d!a, ti I, !,.'l%,A,, ;t*'r ix lIx-F"ll r.i:O'n I:, .11 jJ. P�'p M LN: kuu. At f;0::-- zai; We t! t!.!!t!5:'A 3 ivl, .J) -iiTihiI, Nmelanri,: 1,;(i!1.+--;" Y-1; Pestlili ,poxMEIrl r,n rtt-.t Ovicin 49b, tc. H(:'31-113 We:) vleni,;e's for Arecret: i1c—,;Ycr.' Z fxv Pain Remlfia:k?n fk Niembirs tie D,'s Im"'i m-i'valba"s A.'rwidaw's SOP. eiqpv- �I, f. -I fxibujio .14 Vieeiir) da. Thiss. V -V,' al rl.;am it,:; de AitErilbtvs Sex -iasp,,va fdis irA)rna(* 64,"' 4 1,1- i W dii". MOR--;, LNP7ik-S, dfl.'p flat trusses and rther types of tni—m.". wiUl deep s Ai 'o reclov., ialnprnwy Latefal Res! aint elfif, Maqw1al I'Aadrig On th-11.; -weitl -rmnsrxar:: in k1le do end of ille bass. 1-.;A -!i do ru. una 4 peid;Pnfez tmsY Plana.; v v; ri;17Mv eA ""s lriv!, lie clul-se"; cvr) La; ;zl ir*m-le A •Install Bottom Chord lateral Restraint and Diagonal Bracing ALTERNATE INSTALLATION METHOD:BUILD IT, ON THE GROUND AND LIFT IT INTO PLACE C�"I 7g Instate fa Restrfeci f Lateral y el Arrlostre Diagonal de la Cuerda Inferior ; ' - . III ALTERNO DE INSTALACION: CONSTRUIRLO EN LA TIERRA Y LEVANTARLO EN LUGAR ... - ... - •1: !:rr iv. r 'tm•i : ti':^n :i!,^ ti: a(: c!h: !.�4ir!, a:.d !n,: , .. � r,' 2 ni t •+: "'rod ,. , .., •: • „;V, .`� I✓ ::f cru s n,, Cl,...J L:' ....,u.. ,.!'... nl.Jn„ u,t. ] t..,tw^:I.-r,t...,,J..)i,. },..n„..G.,n.r!''i l:i:c trt lt.!n ,,.. .P' z mt.nYa: ,: L Vi4rrm,-bt . s'tL Oil,, h::r:J vadE•Ir;r1}r,;::r,,;,.,.:,,I,!ta.,,y.i::er SVra r,y:.,f ,,:• ^,. `• ` Nr ru” -,,..r: c, -:,c,: ::,, ,rs; ,:, .:... ::..:.;:•:• : ..- .r::.r:....: ,.: .:.:rncc":ma ...nr `a 3; .,...i.. .. ... <..,a ,. t..,X.. t, i4. r.,rt ti::: `.`w ,r� I „r..,...<. r.,. r<...,,....<, .rt c,.r,,,.... r... ... ,tn:deri .t, ,I n. ...i. !n:!. six: k,; ±I ,x du'te.!•J:• nd. . , r ..r.,.,..<..J<....J,•r.wrr.....,r,.. .a...S.:vrS.. U.. m1l.hr e..,..t..n.l.. ...:,n...<.....L .r..� ..:.,, •, CI ... ` Cile. .Yon A ` ✓', tr,:K...i , 'n=.. o•:%r'• :� r..t! f,,�'.a aft < .) ,r. 'cv: s'; r;iaa.t .. !c! n,i):•f: f .^. ~ y 1'7`, t n f ! rxr n:a : t -i 't ',I i f > ! .fi L ,:.,a..acr . t_ -'�: ..ic..!r- .}p... a,:m !-j'.ntx+ "'.. 1,:7c:`^ ,f<,a '�. - ,. L ^ ,,.:� , , ,,, ;,; �: ^'Jird.. .r..., .. .. rT Xi`v" • Gd': ...) . s .,sial\ it I✓: Ar.t.v ! ,.. ,' a.r ..i : �...i . ')4„x L.I5pr::::) .., r .� '.t A ✓i :•IC! !,;)',he 7lii'rl't:l•; :y trot, :ntfi( :r'n •.he. l!,: th sia e :,r,.::>r..r: s, h..wJ.-..:: :an't::•,:,,..,, s„Jr.n'(,: d Err n. , y ...... ..(;: .xssrr4m'n - - t r E. I g [✓i Ire R cq ; ,i;'r al .. ....'~,ot .,...,. & IMPOR'IANTSAFE'IY WARNINGI & - HIP SET ASSEMBLY.& BRACING i - Nn,ltlids wale ---( Do not mauve ground bracinq until all top chard, tatinm rhmd and waft. Lateral Restraint and Bracing is installed an at least the first crani rn ffir-h ENSAM8LA7£ Y ARRIOSTRE DEL GRUPO DE tADERA ,.. - five. G1155es. JIM � plNar in lib”. 0;ADVERTENCTA IMPORTANTEDE SEGURIDAD/ l� .PermanG•ndy axnnr.Ring the end larks Ln the end Wall and g'•dr-r a; early No m—mc., of—iotm, iea' liorre h es hasq— hada la Rtricckilf f at,r 1 y A, ios'tre de lit cAtenta SUperi-,, 13 c—no(a in(el'far y Feer in the inntAlat on pnice 5 as piss h P, dl areal mey mc:eawi the stability of the nip gluier and the ,af h of t as st!vame. \ - lviefntN0.S Ser'muflraaF erten ln.v"bdas all por to nMlins los Print— cirrim truss's', ' ' - (.oiaG'Cl DLr `iplt5vd,;v'nenie!US fJabS'X J5 .1 it p:tf K!L'lUe:!.UV � ,+f Repeat Steps Four Through Seven on Groups of Four Trusses Using Option A ore. - Ir.=venaos fa wnp;ano Pr, P! pip ren dP rEx a:ddn m;na sea K sP+!r A;i�K 1 3—orb 5tk rk 1 e A - 5 aGl•,Ld del oa,a'_a: no, de c der3 (nip gl+C`_"r) • Repita Jas Pesos Cuatro a Siete en Grupo, do Cuatro Trusses Usaixdo to Opd6n A o la ORcfdn 8 -- '�x a _. r:Y'!a ceyl, Pad eP h (tura. i �),3 %{+'^ C nion A' i:,','aii'' I In NI -1 � U -11i R '! - R ,lt Uplwn e: L•'rali N ii w' 8,ad y o g - J F,.:!r uussrs � .at Dt,•n bP::n'�:t "m - j �, ! �•:�y'ror. 4 d4,� .JLC lei E'il@ Sh:;t MP.int ar lem wlah la'xla!Re iia 12 .:fP 4,) paee3 grove of Y�b"'.oat.avG hG:'n:,��vr.tll Sion l4e aDLr T rpo:'}h - tatem! laestm'^: pe! Stec 4 on pa^f I. instal! Ditsje l 8rmes e.arr 2c' - f> 4, n 9: Insm" A tsve bray-ulaJ <r. 2.,*.a n.L,v ca mato eis;es nae Asn sa: ti `'�•:' ! rnaxtn!i!m. - a:io:a,fas a:nRe!arkx::'r.•: LiiG:!a!;"",rxvxl <k':'4iR:•;i2•Gt Corhm,— +„a<, 9(+n u, , W%il i e}•^la :.: trSC:v' ReSL Y[rN!:ur?r.l! cont.:!iJs de;.-y^iN:Hr:.^)J •Y: - i - - - xi} Ste i I'i'itail 311 the CUIt:L'1 and Mid (9(.: W 11 }II ,! k:itl`n- irl!u-lU- radngncocePtustn)n'".a_, Gare hrr:%sr.%c cdirrr I';r )r, WARNING Afe the initial set of five trusts' are installed And bratxxt P' - jacks _ b,mr!n C9^n•±(.'JnnS ..a. Linn er4 aryl P-. Wali is!sarn,i)rrs i"—,' 1— Pus:24e:. h, flay.:,a:. t:maa! (I,.,,I.Mera!Reuua,nt ami Wait of Bracing), DO Ni>T :,tA in than g (P-, 9 ti. 7o v>. fnt!r"tru las whenusing Short MXn)ber Ten4parary LAtnial Restmint - _ v r I' J''u'.5'f) JirBj3ie (Lira.(J!'.rj,3jy.P trPPM Iy:'tv!'e?nn:a:!:al Y'as • . - before you 57 OP, and Diagonally Brame, As shown. This approac§, will i I4v; rxtrnkle s piv:rar,Lnas J,• In,Ss a sJpme iEi. G:Msdr,!:•s , NOT work without Diagonal Bracing applied early And often. - )i may. ,r so7v,ta�s ue arc,.,' - - ! iADYERI'EHC:IA! Qr:spues dP, quc P.I titin,ar' griq)n de CfiYCa itax9,Pa ar.:a - kn Step 4 i! Aall Vii ntA No Vusi',v!tl, tai Sit,,! Membe: Ttmpceiry* Lalsr f ^ •riDrr<!r�: a.:s «� ? r° c"~ inm lado y an'iostrado (Fj. Resldclitim Lateral y Arrlvstiv Ofagonal); 'slit `tr}? ! I it!3 �"y Rc-stm.:M1 at to a mirill— a .1`32" long. Adach each Spon. _ .y.. I. i!! ,� i - Meinue:r Tempaar: LaR!al Rasuanrt to die Top itrord of the hip NO cologBe nide dC LYIAtrC tt4tS9l'S CBandO set USa RC,triCC'rOh WtdY31 rraca> +. r:.z•;.6 ��;'�''-r+ Temporal de los Miantit s Cortas antes cuts PARA, y arrilistrvala I Soda: and bm Tesla hip truss s!a: ist nails at each end. Fait ' diagonalmmnte coma maslxado. Este enfaque NO ri cionarA. sin aPkar - 'Oen theIDllav : < tc,7t:elir: _ ab Member Tmrnpn, lIl s of Oil Restraint at hip Dn'aLs anA ,pact • of Arriasin>_ Diayonai lempr<!na Y can rreeuem:ia, - - Used s:guenm stsaon.Oa; - I aG'mGrdlr:g E) Cin ymifv'nes of this document. • - !r:tua"- ) - _ Step 8 Po>lunn It.;; hip. di^ler nit bearing v;1115 Vie spa fit' .-n J ,Ali i pass 4JhS!%'JL 64,1 JX a, tn.-ss de f]x(k ,• [ 1 2k4 Ke"rnccionei IG' '}G::J]Ct and plfmbne'ai': attach to s ,.pprLs. i eirlimrare5 Fal 3 os laa,'a MiPf;)brat '> Ens mdada5 a x7;,,'1 las �' '! - fir:+'! ? � f" = M r - • P!!.a'D } PUS!::iJf!E,i :!<!4'i33::U :!L' [adi'fd e:! ray Di:! Knx p:± i0!:('n;.' 3l I e largo L'n :i):;!rritC'. S: SI&e wd3 F:smti,)n W:ev2 . T !'0 3! UCI '- , OC.:c,pi.c• `�^' !�' .`S frdxa.]Yd,,Afk!(isdP.,Iiit.'nee.S!lr[rRCadUy!'!:jPG?A!;.r.T i 4,PPL,Uf.a!IUa4a(.erf3 UIPRpfd[e1''aVP.ti3r)CP..ailPray - F UporIi of vu5 drsty o r u+ C.!.aa a caA exrrt'no. A.•sf: 1 ;; rntrmanP.nte, rani. r d ' e„ 3 foh"as di,. fade's _ - WARNING! Wbei Peer passiblty t'onnect muiN•piy C,trder Trusses i 'hi, b !...-) es a xan s:!((:ir las dlr'r cr_s de cin! eor•;nenw. .... .. _ - tog ether and install the end jar -k hangers (if required) print to i - - <Ir -:r: :.f-^"` - erection/installation. i ,rw... '; • . 't t' it,DVER'rENCEA! Si.mprr que safe posili canticle l.A trusses de navesano de varies -Upas junto, y Instate los colgadores tle pato exrremo(si requerido) ants da la oreui8n(insUluti6n. tKill I: JI Liis Note: Ali pies of a of ltl pr g,rdat stslil be artecned per the faftenmo ...Ka lift .... r fT • sir edu:e on L,,e n. -O before attacmntJ am: fir.?"15x; !ne:nb?!S JI' apply n. ...................................................:.........................................................-_..._...........................................................................................................................................-............................................ any loads. ENSURE THAT ALL TRUSSES ARE PROPERLY,DIAGONALLY BRACED A Nota; Tudas csm,; de. antrnl4!.v3P0 do varhm (3!:53 }lljn jef!pU! d I Sh?p S (nils I lenia n':7 tip b',uses kir the flat podun of tout's; lanes Apply Structural Sheathing early and often. DO NOT wait until all trusses are set tof' N a'r do:u`io df tirsr en eJ Vhuio dtl L`fsefn de T.n!ss anh s de &r,fetar d!gurns. us•: Sh.:rt pi; mbll Tf:^porarn' L mrai 7P<Jaints that an: apply Structural Sheathing. x',+ ." '` .<. Q9� miene!a:5 o Ci•! ap, ip aigonat carj;JS. G'UUL"L' the !engat, of the first silt u! StaN. N?InL•er'I'Mnpo u:: ASEGURESE QUE TOOOS LOS TRUSSES ESTEN ARRIOSTRADDS DIAGONALMENTE Step 2 Iq,utfi Hip IacLs, an!! End )ads at Ill on center (sh pt. cin?. L.-..er„I Ras!: aint5 (stnc figure.:;n next pope!. Pur mr..iioped : (ries. APROPIADAMENTE. .. c nti'rues m hold g!rdcr in place. of ib� tvsso,, nstall i Gd tiori TCeno;x<+ty Wtaal Reshai,ls t . ' i i(x:>, ding to one A l dee D,.arns on path: 3.. Aptique Entablado Estrurtura) tempralto y can heruencia, NO ESPERE hasta qua : •.��.' - :Y Paso I fn;Ge(. Gaps de ..adtra P Cxos ,.xr'tmc, a IJ is:(a e r, c,'rr:J - - .. -• m olir:u tJ itis E_d Ad n"er ' a i'ate—ib PII h: 'a;, i Pail” S lh.3a!e e! :estC dP los tIU!"dS dd !Jd ,a. Lara la parre. � mai rle todos tns trusses erten cptorSdos para apticar Entablado Estructural. - ) y i coda Imes dt cd;ktfa is'.. n^c;eir;:rJr!e.; Loft+ai,ls;mDrr:les - ", i , ,ri 1 Note: At;ifcli jacL ause,•s :o Top CTfnd etfd Ba[Vi^ !lard of Circle; Truss. fir: Mkil;D; m ClYa's tide so, 0."•r :J %niY2Js' dnbi(u ie iu!g6'vd IS WARNINGI Remorre, only as much top chord Tempomq t nteraf Restraint and Diagonalar<c ng As Is aerosis, q to I < r down the The Connection at the top is lr!portart as it hAps CJ si h!!!r^. the Top Chord I next sheet nt Structural Sheathing.DO NOT EXCEED TRUSS DESIGN LOAD WITH CONSTRUCTION LOADS. SEE BCSI-BA)' ' n( gi,, ! de! pn!n:'f 4:Ups de. ak? 6gun, a'< sl%pnriAnK j3,lr ate5' Para (' girder. N:P!nb:us Ck:!tta5 (Vi>a W r:yU,a E'r. tJ prt)xirni! 1%-f!lins,l. u}ru !c; III iADVERTENCIAI Quire solo tante. Restdavdn Lateral Temporal y Arrius'tre Diagonal do to c'ucfda superior como sea P,c'cesarto para Nota: sujete DV.L;es de y:'Eis a !a Cueda $i:}'2r!.'!+y is r'e:'u'a Inff!Jtr " its, I Jadmi item %ente5 ate Jos tr a:F.S, infaie Reihc.dk i,P.S Latei2.'•?? clavor to s'igidento Ii de Enrawado Esirtrcln ,N. ND EXCEOA LA CARGA DE DISEffO DE TRUSS CON CARGAS DE CONSTRUCCION. Truss de Mi esdiio. La conte cion pw'r' et;arnd e5 ilrp(rrfanle !PniJ ay-las I Ton;,r>rates c4' F!J(:ml'rJs C:,tus',soir, ora ife Rte aot opd xn=.a' e^ (VEA BCSI-(14)" • - - - ... est3bli!za: is CI!em3 s!ij;erio' (h?l oavittaf!a. Ra ! it i;na 3. _ 0 FIELD ASSEMBLY AND OTHER SPECIAL CONDITIONS VALLEY SET FRAME INSTALLATION t":i.!y:nerit 2u:;1 !)Ul':.;i n:tltvftai5 on haw. - '- %'�°-r•� �•, !1� t-h,Le sunsha c.raPr: ePzi,+(•:r nr;:(>rxarid aye ip csl!c;i;t:!xJ MONTAIE DE CAMPO YOTROS CONDICIDNES FSPFCIALES'INSTALLACIONDEARl4AZONDECONJUNTO DE VALLE :o i' riiivily .. Tslnra tr3z;r ra;3ieD ;ia !:'.ai:mr Y !:.,: esara,:::Li: a+! w: �nv:x!:i: rp.r. ticnain siyss m si+apr. t Df rr00.'1 trusses requim smnr. aSsrmAly at the ! 'i't a R51 cha!^.i of !h: >:r;�'x;+; [3us:�[:i m.;;:.[ h!a r:,na;! eruAerl. i .. ,,`7:r!;ty is i?, ra;,::. J:;;x•:;ax!'s'x el ::i, -r r.:., _ • . pCsrte. For the,e trusses, infer to the. Tress Design Drmaings for spxifir. T!a= r,:n e:;:: _as::; ::c,:::;9 r: Srr!:::'sur : hr.!n:n:! ar •r:,1!r. m. Instructions ! -, Instructions un zi ;, nb:y ncu,ous. unles, the CuruuuJ;n Dxuments al i. h'ra: tLascain;, s :C ix, mi:!t> tf!an ,., .r,...3 ^> +. '[-; de =. a, l.m,,e> i>si; - .lam o s R5Ci,3di1;'., i:rhwte otrkdwt5e.il 3 ry1pnn::!:...; [Je>^n DiaX9[y, an,l G'vrjnmaL """•3. s g g,roy, 'S` a f ; � - C+�•: tar C:ms,ic'i v tonras <'e Uusses de ?rwdrr3 rrrukre:: a:yur, vntdj<.• F e, fa Pba. Prra estoe tri mis, rcne 3 a fat (hlNgns del (Xscsla de %ss n , .,_ -.:, s1.r°.,.,>:R.:...'s 16, ., l•c:.s'ta:f:; c_'::;;!3ian::tr:i;!f ;P, r pary inst.'pttiolxlS L-4kiti(xa5 wore m6toCes de fl:t'.moe, i3 Innis aue 4.' - j a V=t!rlentoi, 4213 Gyutmmon :ndi7u n N to CJnn3r,'O. f rr: '•: a:: (`%! - y+�^.'•Y:<;a' .b.r witwar Step b Install Pitched misses :rainy ire qu:del!nea provided in Steps 2E on asu< ell - en o3yes 2-5 of Iris =uni nt. - ' I Tit Conuogpris [csuof+stbk to, GroVG' field assembly. STeP B lns;a•'2 nusa!5,.1r3dh•::ts usar:do las d3rrxtnf2s pn:tdalos en Rlsns El Cantrasta es resoonsable.Fr3: a e.1 awnt'a,v de Tamm am -D4110. Icy <2•J m pcghvs 2.5 e.- este dxurrenty_ 1 - - t+mss r ''+--•--''-.'�` —►I PIGGYBACK TRUSSES _cru s� TRUSSES DE PIGGYBAClf � - i 'i'i•e 1: L i .l tUrv;n<: •l;l dr! w: 1 1: !: iC a' -.len, `'J ; [itn'a 3i !1V;Wh1rJ .,^!Ui^; 'd!.t"a;�StCi'l n;Y; ti(;Fa;!:l; tnsr•2;air . 4 rm . , y Valley Sets an Over•Framing l i J� svnin This document applies to all 2x oriented sloped and slat chord _r_r.,m• .. z., dl.::: [ ;•;:11.'a'p':rRt l::.4etnissts such 'is• \ L.. .n�-.e.l u,.1r ..:. .'.est ol: V'.•inA .. .,. > to " £ste dnrurnento splice a todos trusses de cuerda pendlente y plans de Ix orientacidn tales tomo: {fI '143,: 'y�^••jj Warning! DO NOT stack mAie,ials a-, stand on end Jacks as It �'�`' • I, �y-o.:-nr.... o_.o :.r.:. !+ I ' 1 ' 5•r• Solna buss b"cing cause instability in the hip girder. A��, 3 1-"•--+f-� ,., 5• . and lateral resfrninl not "• @y°''•• IAdvairmr•ral NOarnonfone materialef nipisn en, los8atos - _ I 1 shown for clarity, extremos por asl c'ausa fnesapftft4rA en el trine"aHo de caeom, TIPS FOR SAFE AND EFFICIENT INSTALLATIONS'Gambress l TrufaonD'rniss y - CONSEIOS PARA INSTALACIONES SEGURAS Y EFICIENTES M-�µ� - "�✓' �'y'+hor6:h! nr ha,a vusscs ^ r ;rJ^''�%rNJI i �f d i-:.u!3n^ tl,^ first 0•.r. L•+au::.r tP ; P cif •'d:.t.::[, t t s ai! I WARNING! Adequately n:Arain :rod brace the tint Portion of the - `°"^q'^^^ K ""•^'^�^^•-^•9 �'u I ! 7 R• SciSsar T, uss Fl,.,t Trus o *%un•g, ..il',• <.c i' ^ r:;,c<y>< au3 a t su > wrhnr au•uc:: Irs Pnsverd buA31 : . ' t'1 -•J'r / /, a tae. gio[ id ?,r,1 !!t' - t I [✓ "r: i*:eu: in(; m•:,i n ,1• ❑tr.Y U: fi:.:rn:g*n!J: L n I i ,res . .. v .�„fir '//!,-sr-;r%�,.A �c hN�•ie: issu^•.::•..:..::...:...ns�rs•nr. o::::!cti c;aduta: .a :..i;rar::a:; alA.r,nly 3x2 or 4x2 ^^1: - or parallel eph•x res! ,:if'J:!y:!:i.<;.x,. umber, see SCSI67 Summary She-Temo a ry 8 P� maoent Restraint/ Bracing for Parallel Chord Trusses." toi : e! Dm:. h. ,f ,J c.a!• i I• 'Y/%,i:;'• 'efi''? `3 i!i b:,> _.,. Para trusses de cuerdas paafelas fabrlcados con madem 3x2 FIELD SPLICED TRUSSES a 4x4 R[ umen BCSI.87- Restrlcctidn/Arrlostre Temporal y- ` Permanente Para Trusses de Cuerdas Paralelas."' 831$:': 1 le:i i::;.iif:.i V:c•c':.fkxi:�l:ra!!F' Y;.i':8^:%::^t^:9f,^. pd.. rr irn - . LONG SPAN TRUSS INSTALLATION !'!:fr [:l dc.d<::i�•e:a d:? -r^_ -o. TRUSSES EMPALMADUS EN CAMPO _ F-dd :; !;tgui,r;a} C211',',! ;:":rp.:+-:Y) PK:v!dr: nret!t(:: St/3t'iTt aril INSTALACION DF TRUSSES DE VANOS LARGOS �'' ' • (rj SVii.!:'41 =tin b_ f•e,feen:ed Un the grc- nd bdbra iri5V`:1a- , the Ica'n: !^ r,!rw :3M11 a!! f::r1nancn:•. (10 11:!:m i;!! ('y r?C"nq !s ar mrs ktnas Lar, t1A tdL;+seer! !r[ n!lmpo:ar::;n :irg a!:rr tJrS!;y WARNING! TRUSSES OVER GD' IN LENGTH ARE EXTREMELY stogy! _ DANGEROUS TO INSTALL AND REQUIRE MORE DETAILED . ytay+:!• [:;! � Imkt.?l! int., p!a:n Anil U. s!;;s. ;installer! uroD a ,ta ;a;�t J . 4`.k'inr:.';!::`:,r,.),3e.`.','e,`::.'.:'(!': lii:'3r:Jimr:.;ra.S e:t:),. ,• ,c •:: c::pi^i:iad SAFETY AND HANDLING MEASURES THAN SHORTER SPAN- '::•=.a,:: q:r:�;are^ii?;7r.:'E:ai'i :, :e tni:: :zl !!lzvs: - . ,........... TRUSSES � c<id:•.i ; ;::,y< o- d:•; itdh � ' �i SU I: set i!f5v?;r.':7f.:` "✓e'CrV::r - iADVEATENCtA!7RUSSES MAS DE BO PIES OE LARGO SON nue ;r. -EX7REFIAMENTE PELIGADSOSA INSTALAR YREQUtFREN i' MEDIDAS OE SFGURIDAD Y MANE70 MAS DETALI.ADA5 UE �'�""""', """""""""" Q — h - For trusses spaced more than 2'-O" on center, see SCSI -BIO. 'fN1JS�SR4'DE VANO.S N45 LYJR TOS umma Sheet -Po Framer Installation 5 st cuss n B ry BEFORE STARTING _r .. ...._... ... ._ 13- RestraintlBracinq:" - ANTES DE EMPEZAR - i j. Pam trusses espaciad).s mos de 2 pies en el centro, vee eJ x .:........_.___ __L. + Resomeri BCYT-818 - frtstalacidn Y Restriccidn/ArTiostre, !�,: !i,:.:„;fin;fcc:;i:•n:d'r.:nq:n::nr[>:vDv!::!eD[e::,p::i�srr ;ysin3:N:13riicmi:I .. _ Field-SVlin%:'fr45St•S Temporal de Armazdn de Poste."' pit:: .,YJ ';r SLp[ly iri,;n Lr.:ce:5. C; Brahc lin Ir::;eN;!t^. PwSe,aata p;;rs pm},:e: Lut P!,:!, da eerie- : , _ .% "'Contact the component manufacturer for more information or consult a Professional Engineer for assistance, c1>:Dlarriosin;: 1: npnroi - para 5ut!ix:is31 _+ t' XIC de eni'.'J '. i- - 0: • • :., Ai, Lim davne.:i a„pn,.+.nx.s dx: uJw,rawro;, C6 m sat_ t!2 o: a'. YEh. nstc,, o: F,u wnq @:nR—a S 1 ti ! iorraf+w, F�51 • ;n."dn to GO hapR": to 3mr,OCm. t-oling. a ra;i;: e fe'A'Al (a!a; in,.a .3,Iom r. ;9ed ?nrj int::nr ,..: _ . -• ...•.. '( WearaEnbn i. a,»9y tel 3b.; wn: C'aas'cnd Ct.2H: TnL u. fo^ae;M rP Iau9 - ]ti`7 :ttfA Nra:'exaii+; I!x Rtna::ra Gr'B:.• G.tnpwnnh inC'.trr a dl TnLT !'t,R tntloN• I.re:'1 I:!l'!!i!l::i!t [33 � ti::r I nodi. "� - i3O ri!:n'S CL+in2•d. n,n i,1'dC Vr 8:7 pd,t ;herb.N ntar rrJt D. rcJ:od,xk rn a,rl (Omn aide`s[ C:e twe.in r'ar'r2ssW:: of Lh2 yd45!,as. i'rir:tal in a•C L jM Rdte', Jrt M,48. l;!iihD:e? tin n,:< LY. ,,cr�Jp: •! f3R'.1'.v de to k,sr;sLl,Jn . !i:nz:e ror!:x rru!lkaaes :Y: ss t�alx:4s. - .. 7 _ usr!nsi�; !s'.: taia;i; ;Al;zrtrrx•il: eri'.!p;:.:ui:rs 1n3is clue W ER cvl • .�:::y:: sf•'^• [.�; !1.'tar Ji:.t dv; •:::+I!; amii s,q;fcrting cqugnn• w , svl+ty axf lie!.. -�[ tr^s:+:+est>:: tnazt•;:Sr3s e?lir: tt:fy n'<,t?ahiE.1 a!t;l hltauU, � lntita! ell 3';4 n`l:rr;!?;t ;;;311f!Ino �it:3ta3?'� B33fa':; 1!':!':;VJ;%iTi'!'r. R[rP.F.5C43LN.tM[afPLkIURAI TRI).ti"i D(ATF INSTITUTE ONtCAGta,+R3'3A3)L'IL".l]1; G1d f.Yv^.h lN¢ 7r'ui:Sr. i li ,isi lily fw:.:xlc.*.i Y is 1J111.:uaa vxa+ii;ati[: s;:r: rs:ah:r..: Y An.:_s.. t ..<,r: i;,r.,.::: - .,...... C,:•:a.:: !E,; •,,. [:':: .. .., .. :..^.it: t°:llr:.i!:L i:':: ti:: !S:.. Fnaanrk:::.,m,. nlatM,r,, Y.'; ':l'�:Y Nrsvhit. •:.�:l:i+ Y.;t(Y1J::;1:1f:","Ir;f�:lvtvJifl:}; `1 LrnD5(riir)f::. 1�.;;:.a?!i:::i i•: inyty)'S:Ii: ^i•::IL'/K::VS:.H9N.nw...:S•vE,<ar:.rae., ...1:!a!-f4i::.�:.rw.!fn•f.,us . 9 Ile, t_x2n.,11 _42—aral It, Ill, aiiiii U., i"D WARNING, A=— l iADvrRTfmCJA lvice coat in, fi, call. �,a" Ar 4� a RESTRAINT/ BRACING MATERIALS Sit FASTENERS MATERIALES Y CIERRES DE REsmccr6NIARRIOSTRE val,a; -"wt pda, --s. i t dc :z,," _,.v o . "M III cc� I' jtc, __,il wee,_m ji;h-A? rl,,N i. u.'s, Loadid, sina Kwadan no ohs lud.. maildbadi 'at ad, coldn". bo—ii,gr— Zfh naol2bi 2 EFF lu z,sladn"o- ,MI1124,T) ,.ao.,=2sj 3 btt rei lialaid'i—la'ancid,_ lactioddocid—l—Woo—odic'.,iotila, PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS ARRIOSTRE PERMANENTE PARA VARIOS PLANOS VE UN TRUSS Un, ii'vact Fbad Na !:.lets ;: vkii,;;,, tri"'.I.—I, i�oi dannall 11) to 111. froll.; ArFa • Flad, fin leW"r!.r!Ig:iile N, it. I-:1 Lli 1:.M It L i;.'I- I .ai 2. BUmm W -lb Mail pi-, soobaw m shearming on Too Gain, Id i 11 r, - do S_ 7; T F ire .1 WARNING! P -1,a-1 11mati di, va a, .11 1 nal"'. I, at rwi!IA:t; - m 0A, j1— fol).l! w;. Lx I— 0.r., :fan jn. .1tivERrmbilial -oT.a1 troi, n,- el, ni"A-4. A-.-. I. PERMANENT BRACING FOR THE TOP CHORD PLANE 1. ARRrDSTRE PERMANENTE PARA EL PLANO DE LA CUERDA SUPERIOR parte at Doonda"'anand inadlonotaini.lama —adawlidindantocaa, M11.1irk. I.". , iii" k3i !a-! NA'. '111 IA;Y 1 1;1-1 2. PERMANENT RACING FOR THE BOTTOM C obabal to, H RD PLANE 4�_:z I. ARRIOSTRE PERMANENTE PARA EL PLANO nag DE LA CUERDA INFERIOR 0 0 0 51 U. 1.— 4 —apala. Lamm! Ti-�__.t Wide, j"pal. L -id ati—ftla I I -I ..:'.I It. fi! RI.a— m 11101--a!'Utiji .1 A.— dr I— ak—ii, la, IF—, 1-0_0 11-1 Ili Inatoi bat Vin Canto cadMialaint LRI—I R—Wat M did oalacla.q tidicalad all thi, TDD and)., no Hill ffiliftell'n—'al, laiel., on-i—m of LO, hodiciien eGf14 TOD W. tv, 140fison.d., def &VIldo can an aiiiin— III? 10 pftt on edlift. Diagonal Di nal locing Bracing Bottom Choral1z z SzS,`z _Zzz z italtroat 2,412' z lappial inar ;NmNas St. clror0 and .0 inicaft. not ah mal M, clamy. Lmord NOT.1.1 and Dimptani Blazing used to intical the 6.1ton Chad Phaol. 3.PERMANENT BRACING FOR THE WEB MEMBER PLANE 3. ARRIOSTRE PERMANENTE PARA EL PLANO DE MZEMIRRO SECUNDARIO Vall, Meb,, Fanninaara Dancing oca—and amass battling rmmhl foract, andicar bdonal load, from viii nditial aabank to—. Tho ..a baiting raa.Ran be used To, both fanctiont. Analoare AiMandoo, do ina Acanahanto Sagandlidto, mcadm y pacia, fida— de ddiiiialka, din allarar till Gayal, boa pees do Wanift, y itud— Slianical, A Indiana, 6 nbm anlaaaad, caland, Ni, r6ado Pam ambos fumbne. Individual Wait, Midnader Paa—n.. Ractrill. & Onadirig fteaftfincl& V AWNIfte do MleanDrand Sociondildla, rraffiddillies , 0-4 IT-, !Dlt nku-:13,,IIxi! f"wti);"ila, nr 11-n, r,I rimi". it p.i:A!,!,t k.myza-7 r h, CLr. A. C01111-11 Latomi Toon,lina (MR) & Diagorind Baod,q A. Rw&kdd. Lotatnal Cand,18 (MR) V Arlicastno Diago-1 0 r.71-1 —4;—imal dr:01.11, E .LidiiiiiiiiTTA-141—ce —C. -I lia—Ld—Jal —Gaidlial. ASID IMC ARRIKIDWLai RCSAtIKia.Y LATERAL (IORTINVA 01,40ORALROW& 8. badla4dand Wait Member RMidonleat B. N.Ac. do Midinabnals Saguinfarks ridifivAdumhor I., L., —b, I. , U-Randorcarniont, OmproMN metal n6afloacratent and stackad web paccoacts proode a, waloof,e acar ledohl; dida building. I-, I., own,, Vabaa.M nalia— de acTIF Onancold. I graidactas ar do tandanal, -jandanion P_ andlelianalat'. calla'albab of h- ad, fail ankinatas isc%ounickdail. Z11. _1 ISIS" an 7-,:— -- L moi-adlA ladlia aida. —'I. 0 Th, j."...4 WOO ViAni 4il- I, -N i4ilr ."Ll, ab trallimadwita nallanm am"ka., taid, Dionanda.allan. 'Andiddan, .1 an - .4 ba ba 2W 90V m.ta. 11ra 1m ffi )6 Sap Lades -.a— lw� lowdid. va'andid dial .4 boal"clonand .1 dadi Ikv..'aa. 2adan. alkin •aknlda, . Paan dida—do—aialdoo.". k� p"WIRM Web Member Plane 0 1.1"Tetil —.i,115 4. l;;ia;", 1! --a Pand,— Balding Stability vv^ i -n— C.1p 1;;! anadZ W Tm,al Wind & Seismic Forte leap ArrioncOodefintabifidandzlro e. PenrMnmte del Edifficio ra it 11;F141i'do, NI::,:1111 I,H to —, tiv! dal Phan. do Mk.b— Secvndadaa P a. . Oa atabbc., 'aaa. fi.d, Fit It! Ml..fln C�l ttz;: bl.: F.— da, W—no y Fbervs Sf= a Diviin"".. ladand'aidi ,aide2 —ta, mafid aide, ry.dm 9uniaar fD� evm-c'X Who End 'and 'tailanto I-ain't-lonal. DagnRi ecce weal Rernm firsla laird. Liacalaird.cluenacran.. undia clticant"I'dani 17, Gable End Finales and Shaped Bantionot Chands al,ratea lconsibb, I'Mannaltaltinfelf—Pandalkantical C.111. lill .Vilil 14 Iti,- I—. -iiiii t, a,"n- &m- %:i— fIntM:rLaaim Bfunk bQ. Bsa F—dat aloamadit, At idal.niain—Tal ; . ft� WARNING! - L-illif—Bail,it Inod 1-111111-1. ta_"j -1 thlA iv.civ dital.."'I'd•la- iipaiiia . I:?. PERMANENT BRACING FOR SPECIAL CONDITIONS ARRIOSTRE PERMANENTE PARA CONDICIONES ESPECLALES Sway Bradnp—AMospe de •Sway' tj di, Call ®r P_ fm the P _.anonarcliaddiana Cina in A Nggyback Annembly =1,410cantina pam 01 Catania Saporito, a, ani Fwai do Piggyback Raidia Oloplati uamitno my "Llito apbang spttlad Ta., it I—Al till —1". rtrvasN "Ild—, — tall- 'notagnica. laNeo 1,4,i V., ci'ma, p.,—f Q--1 dii,ii-, le: a—ri, x", TRUSS PLATE INSITTITTE olli*.0 m—ant. - 0 1.1"Tetil —.i,115 4. l;;ia;", 1! --a I -,n vv^ i -n— C.1p 1;;! CL, law ad an, 18.109,tao,o XI:'lh.-.::;-.l I to sinatialm e. alp al Wool. ra it 11;F141i'do, NI::,:1111 I,H to —, tiv! —n g Frain, fi.d, Fit It! Ml..fln C�l ttz;: bl.: aS 'a"-' Stationing Diviin"".. rtrvasN "Ild—, — tall- 'notagnica. laNeo 1,4,i V., ci'ma, p.,—f Q--1 dii,ii-, le: a—ri, x", TRUSS PLATE INSITTITTE olli*.0 m—ant. - • CONTENTS • PAGE EXPLANATION OF ENGINEERED DRAWING....................................... 2-5 SOLID BLOCKING BETWEEN TRUSSES.............................................. 6 TRUSSES WITH STAPLED NON-STRUCTURAL GABLE STUDS ........ 7-9 • STANDARD GABLE END DETAIL ........................... STANDARD DROP TOP CHORD DETAJL.............................................. 12 PURLIN GABLE DETAIL.................... .................................................. :... 13 FALSEBOTTOM DETAIL........................................................................ 14 • CORNER JACK DETAIL.......................................................................... 15, 16 VALLEY TRUSS DETAIL.......................................................................... 17 INTERIOR BEARING OFFSET DETAIL.................................................. 18 WEB BRACING RECOMMENDATIONS.................................................. 19 LATERAL AND ALTERNATE BRACE DETAIL........................................ 20 • FLOOR TRUSS REPAIR - T.C. DRILLED, CUT OR NOTCHED ............. 21 SNCMA LETTER REGARDING TRUSS OVERLOADING ....................... 22 PIGGYBACK ATTACHMENT DETAIL...................................................... 23 BEARING BLOCK DETAIL'.................:........:............................................. 24 LATERAL BRACING RECOMMENDATIONS......................:.................... 25 �II• SHEET cusmmm NOTES; WALL TYPE LEGEND �TE Y AC HOUSTON°BNS LUMBER COMPANY amac�]somnuM[ C ' r_m.m c[v[m.ma a]cumn [o.o ecuob.— a[mt]aaaw.ts 'LumDnmwn 9 1881• OPOONS: 1 4. 'tBb6m]l�.tm160 On[m°n ton�pw awwn —�>'.� REYt5ON5 Of � Nt] ], Yanr wn VVpp�� .r [nu.at PUNC: ELFT: IQ9>taw[a[s¢ w]eab+ tn.o KAa]a — t1':IroTI]L1® [�: IroT.l1+]N m1a N.O4nIWa 8 w]Gbn MOwiWn C4�wc� Z 6 msr. naAWN BY: �vwno]DO Krr. 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Am,.sav sPcoyuit„§is sLc?.t'•tn!";.:y ae.'w'evst t>: " 1a;:r�csw:a�slY:ss ois rsw'rrJ:at. ax,u i.v6sx v+' ,�f.s Y`Ai"SV !t'»Jt 1 8 1s.ta.+'vtJ � %,}s �t•^, 41 x° fY xi i f a k+ sls+il s;, ,awig m encs Cc4 4 r.1 ^ v;sw+t f :' .ws ka n I'm otrq i, e, - fawn f.:t ;aavl"3 it oq_* ii'i'T simewm4 m m w ss.! tt is 1 f tz,.ia°c r t . Fsst -agm 1 i; ;rig; I. ttra a. SAMPLE: E>LripGa4t.ta$ stsa aa� NOT FOR PROOUCTION Of I• 10 1• • Ll 1• 1• • Job Truss russ Type tY ly DISPLAY ROOF1 COMMON 1 1 e•FeEF-76 $0 IvliTek Industr- ies,Inc. Anon Mar 17-1-4-2'6-1-9 age 1 A _ -2-0-0T,_ 5-45 10-2-3 15-0-0 19-9-13 I 24-7-11 30-0.0 I 32.0-0 B 2-0-0 5-4-5 4-9-13 4-9-13 49-13 4.9-13 5-A-5 2-0-0 4x4 = fi 6.0072 1z4 II� � \'. \\ lz4 II . 3x4. 5 / \ . 7 3.4 . . �. I4 � �� e fC// . D1x4 L- / \� �, 144 \\, \\.. 3 / / 9 n 0 c 316'= 14 13 12 - 3.6 - • 3x4 = 3.6 = 3x6 - r AN 10-2.3 19.9-13 30-0-0 B10-2-3 9-7-11 10-2-3 Plate Offsets (X,Y):,(2:0-3.0,0-1-41,(10:0-3-0.0-1-4I} LOADING (psl) 1 SPACING 2-0-0 1 M CSI N DEFL in floc) WellP PLATES GRIP TCLL 20.0 I Plates Increase 1.15 LLi TC 0.29 Vert(LL) •0.09 14 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.15 K BC 0.83 Vert(TL) •0.39 12-14 >907 BCLL 0.0 Rep Stress Incr YES WB 0.36(('�� HorzlTLl 0;07 10 n/a 0 SCOL 10.0 Code SOCA/AN5195 L 1st LC LL Min I/deft = 240 Weight: 158 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2TOP CHORD Sheathed or 4.2.1 cc purlins. U BOT CHORD 2 X 4 SYP No.2 n BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. WEBS 2 X 4 SYP No.3 R S REACTIONS (Ib/size) Z=1317/0-3-8. 10=131710-3-8 Max Horz 2=-175(load case 51 ' Max Upfift2=•341(foad case 4), 10=-34111oad case 5) V FORCES flb) - First Load Case Only TOP CHORD 1-2=26. 2-3=-2024, 3-4=-1722. 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-8=-1722. 8-9=-1722. 9-10=-2024, 10-11=26 BOT CHORD 2-14=1794.13-14=1140.12.13=1140,10-12=1794 - WEBS 5-14=-294. 7-12=-294; 3.14=-288, 6-14=742. 6-12=742, 9-12=-233 / vrV NOTES 1) Unbalanced roof live loads have been considered for this design. 21 Wind: ASCE 7-98 per BOCA/ANSI95; 90mph: h=25ft: TCOL=S.Opsf: BCDL=S.Opsl: occupancy category 11: exposure C: enclosed;MWFRS gable end zone: cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL= 1.33 Plate grip DOL= 1.33. 3) Provide mechanical connection (by othersl of truss to bearing plate capable of withstanding 341 Ib uplift at joint 2 and 341 Ib uplift at joint 10. A Cumulative Dirtlensiorls M Tr_, 6C. and Web f.laximum Combined Stress Indices LOAD CASE(S) Standard X B Panel Lrngth (feet - inches - sixteenths? N DefEecticr,s finches; and Span to Deflection: Ratio C Slope G Input Span to Deflection Ratio D Plate Size and Orientation P t i7pk Plate Allowables (P31i E Overall Height O Lur1!(te1 P.aquirernentz F Bearing Location R Reactior, (pound;) G Truss Sran (feet - inches • sixteentisi S Minimum Bearing Required (inches! H Plate Offsets T fvlaxinum Uplif- anditlr Horizonta! Reaction if A.-.plir-.;b!e Design Loading IPSF) U P,equiri d Allember Srac!ng J Spacing O.C. ;feet - inches - si%teenfh•;) V Member Axial F•or;,.es for Load Case I ,, I L Cotte X Additional Loads;Load Cast• -� 3 0 a J.0 I T.— In— Ty Pe Qty Pty OiT.k %7.1, 506 WEB SITE. rr-O I FLOOR 1 1 3 Onalloo Moo, T ... sn .. . ...................................... ..... ........ ............. ... ....... .... ........ No Ki1!i91Kq 009!14) ... .. . .. ..... .............. .... ........... .. . . K-jbi) s"K"n" 26 2003 Milek Industries,' Inc. Sun JtJ *27 05:59:00 2()03 Pago I ....... . ... ...?'h:0 .... -.....d ......... ... 4 0 a 41. J. -ii -A. I -i, Cks k-1-0- 11.13 L5 'R F Et II I I . ... ...... . ..... .. ............................... . ...... ... . ... .......... ...... ... i.; ........ . ..... . .......... ............. ........ . . . ... .. .... .. . . ........... ........ ... . ..... . .. ....... . .. .. ... ........... M ....... ..... ..... W' w Yd ... ............... ... ........... ...... . ..... ......... ............... ... 'U LOADINapin SPACING DEFL Fin (loci ticien TOLL 40.0 Plates Increase l.Ot) STC 097 Vert(IAJ 0AII-AF 569 36 0 0 PLATES GRIP 1.1 249.100 TCOL 10.0 Lumber Increase 1.00, EIC 098 vert(TL) 0 . 62AE AF 382 2.10 -t871143 t40. ECLL. 0.0 Rep Stress rncr YE.S.01. wit o:u Hari(*W 0.(17 AA rVa Ala SCOL 5.0 Code BOCA/*rPI2UO2 (hlatri.q) Weight; 17a IU ak LUMBER RACING TOP (-,IIORn 4 X .1 SYP (In.2 TOP CrIORD Stilict(iltil wooil i4chtlikiti directly applied or 2-2-n OC: Purlins,4 BOT CHORD 4 X 2 SYP No. I -ExcepO X z Syr, Hs. I3OT CNOR0 Rigid ce.,ling diractiv Rppliea is 7. ar G_0-0 oc bracing. N0.3 WEBS 4 X 2 SYP . 3 rsqtud OTHERS 4 X 4 SYP REACTIONS(IbAl2e) At -1-937/0.3-8, AA -2066/0-3-8, U-259/0-3-8 -1- PiaX UpliftU — 100(load c-d5a 2) Max.GrAvAM-956(lohd ciiso 2), AA-2066(lond case L). 0-43i.(Joad case 31 Compression/Maximum Tension LYMgimum I *fOP Ci -36N, A -IORD U -AL --36111. Y -AL- -0-11179/0, fi-C-7137510, C-D--JI175/0, D -E -3-149/,t), E -F --3449/n. F -C---1449!0, G -H --27I0!0, H -L-26.44110, J -.I --1844Y0, 1-Y -352,1250, i1742, N -0-370/126'j. O -P--373/128,1, P,Q.-7501664, K,L-0/2271, L.m-a/md, 1.1-r)=0/1742, Q -R--759/064, R-5-7711,/374, SPT—A/0, A -AM -95610 .BOT C1 ICIRV AJ -AK -0,10. Al -A1-0/2936, AH -AT -0/3355, AG -AH -0/3355, AF -AG -0f3340, AE -AF -0/1844, AD-AE-O!I844, AC-ADVUjkIJ44, AS -AC --117710. AA,AB--LI8410, 2 -AA --2276!0, Y -Z--1724!01 W.X-1.065/582, V -VI. -C.20/950, t)-V.-166/SS3 WEBS I-AE;—'4L/0, J-;.0-01749, M -AA -1022/0, P -X-0,13, A -IJ -012036, C -Ai --23110, 0 -A) ---I 173/V. D -AI -015615, E -AI -25810, G -AL -0/170, G-AF-7U41U. t-AFL0/1586, V.-AA.-I-IddlO, K -AC -011604,J -AC -2068/0, S,U-01/203, S -V-.261/273. RrV-2271310, R:(Y-14910, P -W-0/410, O -1r-1.1.6,134, N -Z--635,10, 1.1-t-0/907, P -Y--5900 ! 366- NOTES 1.) Unh6l4AE;Ad floor live, loads have been considered f.r thl' design. 2) All plates are M1120 plates unless otherwise Indicated. 1'r.is ruis requires plate Inspection per tris Tooth Count Wetnod when this truss is chosen tor citwity ZISSurflACE. Inspection. .4) Bearing at jtlnt(i) AM considers paraildl to grain Vali.,C USIM1 NISI/TPI I -A995 angle ED grain farniuld.. Building ElesIgner shoutil verily CAPACitY Of hearing 91irtriCe. S) 011e RT'7 k)SP C0n(14CtVr, .-eC0-)i.1iknIJLa to col)niiif:t trufs to'beatinij v.164P. due to uplift at it($) U.. 6) Design assumes Iw2 (flat Orientation) purlInS at OC SPQICifgl indicates, f3gtiifietS ED tfUSS TC W :?-10d nailu. 7) Recommend 2xd Strontiblick.f., 01A (:El.) -.t, 1phC&J at IU -0.0 oc and tautened to each truss %vilh 1-16gi no Suranqback.s to be akAactiud to v,fills at their cuter i!ii(I.,;ur resA:rDinedi Uy other ini.-alls. (S ) CAUTION. 00 nut crest truss backv�zira5. 1'1COAD-CASE(S) 'Standard * .. . ... ... . . .... ... ....... ... ... M.1 MiTek' 3 SAMPLE: NOT FOR PRODUCTION:i . . ..... . ... . . ........... . ................. . .......... . / OF w w .0 U „e tYply Job russTFLOOR DISPLAY FLOORI 1 7 .Job Reference 10otionall _• . 00 s Fzb if67MiTek Industries, Inc. Thu Mar 1 �d�: f7-23-WO-3—Vage 1 c 1.3 II D 3.6 FP= 1x3 II 1x3 = 3x4 = 3x3 = 3.2 = 1x3 II 1x3 11 3.1 = 3x3 = 4x4 = 3x3 II 3x4 = 3x3 = 1x3 11 3x3 = 3x3 = 3x3 = 1.3 = C 1 2 3 4 5 5 7 8 9 10 11 12 13 14 15 16 17 18 35 33, 32 31 30 29 28 27 r 26 25 24 23 22 21 20 19 34 = 3x4 = 3.3 = 3x3 = 34 = 3x3 = 4x4 = 3.6 FP= 3x4 = 3.3 = 1.3 II 3.3 = 30 = 3x6 = 3x6 — r1_ 2-9-0 5-10 6-6-0 , 7-9-0 9-4-8 11-10-8 144-8 17-0-0 1 19-7-8 1 22-1-8 , 23-6-0 24-9-0. 27-3-0 30.0-0 B 30-0.0 LOADING Ipso '' �JJ SPACING 2.0-0 I L CSI r111 DEFL in Ilocl Udell O PLATES GRIP TCLL . 40.0 IH Plates Increase 1.00 TC 0.71 VertILLI -0.18 30-31 > 999 M1120 249/190 TCDL 10.0 - Lumber Increase 1.00 BC 0.75 Vert(TL) -0.24 30-31 > 829 BCLL 0.0 Rep StressIncr YES K WB 0.46 3 Horz(TL) 0.04 26 n/a Min I/deft 360 SCOL 5.0 Code • BOCA/ANSI95 (Matrlxl I V 1 st LC LL = Weight: 156 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 B BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) 33=�/0-3-8. 19=508/0-3-8.26=1978/0-3-8 S Max Grav 33=803(load case 2). 19=610(load case 3). 26=19781load case 1) U FORCES Iib) - First Load Case Only TOP CHORD 33-34=•37, 1-34=-37, 19-35=-43, 18-35=-43, 1-2=-2, 2.3=-1353, 3-4=-2098, 4-5=-2186, 5-6=-2186, 6-7=-2186, 7-8=-2186, 8-9=-1264, 9-10=63. 10-11 =2035, 11-12=2035. 12-13=467. 13-14=-732. 14-15=-732, 15-16=-957, 16-17=-784, 17-18=-2 BOT CHORD 32-33=826, 31-32=1859. 30-31 =2282, 29-30=2186, 28-29=1785, 27-23=743, 26-27=-894, 25.26=-1091, 24-25=-1091, 23-24=183, 22-23=732, 21-22=732, 20-21 =1032. 19-20=517 WEBS 11-26=-100, 2-33=-1097, 2.32=734, 3-32=-704, 3-31=332. 4-31 =-256, 4-30=-130, 5-30=27, 10-26=-1519, 10-27=1157, 9-27=-1121, 9-28=725, 8-28=-724, 8-29=546, 6-29=-271, 12-26=-1257, 12-24=867, 13-24=-904, 13-23=747, 14-23=-299. 17-19=-685, 17.20=371, 16-20=-346, 16-21 =-113. 15-21 =298, 15-22=-234 `, NOTES Vr 11 Unbalanced floor live loads have been considered for this design. 21 Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 31 CAUTION, Do not erect truss backwards. LOAD CASEISI Standard 1Jr11 A Cumulative Dimensions M Oeflecuons (inches) and Span to De lection Ratio B Panel Length (feet - inches - siateenthsi N Input Saran to Deflection Ratio C Chord Splice Face Plate 0 MiTek Plate Allovvab;es !PSh ” D Plate Size and, Orientaiior. P Lumber Requirements I E Truss Depth O Reactirr, ;pounds) F Bearing Location R Iv'llrimUm Bearing Required linchesl G Truss Span (feet - inches - sixteen;hsl S f•:taxanuin Up;ift : nd,or Horizontal Real• -tion if App4cabfe H Oesign Loading (PSF; T Required Artre;e; Bracing I Spacing O.C. (feet - inches - sixteenrhsi U YemUer Axia: Forces for Load Case 1 J Duration of Load for. Plate and Lumber Design V Nates K Code Vv' Additicnal LoadsiLcad Ca. ,es L TC, SC, Web Maxirnum Combined Stress InCices a V I i 0 L� I0 1 40 is moo® MiTek August 19, 2003 A.C. Houston Truss Company 2912 East Lamadre Way North Las Vegas, NV 89031 RE: Solid blocking between trusses To Whom*It May Concern: Wak Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 676 1900 Solid blocking provided between trusses usually serves two purposes. First, it is provided during the construction phase to help position the truss in place and keep the truss plumb. Second, solid blocking is provided in a lateral force resisting system, through proper nailing to transfer the horizontal force. If -the trusses have been erected in plumb condition, and all the lateral force resisting elements have been installed to form a system, solid blocking maybe omitted without causing any problem to the structural system. Project engineer approval on this issue is required. If you have any questions, please contact me at 800-772-5351 Chief EnZ Western Divis RY/rd /RORSSJO ��•ONO � m EXP 9-30-04 \OF CAUFOa v P.O. Bos 335009 North Las Vegas, NV 89033 .....:. ... _ _ T a Mo;'•C0537d3 :�•�• 9J, . Ex�6/3o/-ZOOS ' ovember 3, 1999 ° MICHAEL A. ° F o f:� A t.tF o , A.C. Houston Lumber Company w u_ M LETT ren pROfES � . 2912 East La Madre Way �. AU;.1 8 003North Las Vegas, NV 39031 �� OGr�EIA. 4 (� G /CIVIL ti Re: Trusses with non-structural gable s ud No 0058743 A� O' 1i83�a Exp. i To Whom It May Concern:' ` 3 1999 This letter is in response to your recent inqu• n of staples rather than metal gusset plates that are shown on the truss engineering drawings for acn-structural gable studs. The trusses in question must meet all of the following criteria for this detail to be valid. trusses off -ice The usses must have been designed by this oce using kNSTITPI 1-1995 and UBC -97 criteria F�r-,with and increase of 25% for lumber and plates, 24" O.C. spacing, 16 to 20 PSF top chord live 'load TW 14 PSF top chord dead load, 7 to 10 PSF bottom chord dead load, design wind speed is 75.N2H maxim and be single ply trusses only. �'... urn, Tlie. tfusses must be structural trusses and be approved by the bu>lding designer for the intended application prior to fabrication- All parties involved in the project must accept their r t ; responsibilities and perform their work as specified in iU4SI/TPI 1-1995 and WTCA 1-1995. '3 -:." f - out -looker notches are to be installed in the top chord of the truss, they must be '= '•' Yaddressed specifically in the truss design drawings_ Out -lookers that extend longer than 12" t beyond the end of the ?able truss are not allowed. There must be no out -lookers within 24" from the end of the truss, or in any top chord overhang. No plates may be damaged or cut. 4. The trusses must be handled and installed properly in accordance with HIB -91 criteria. If trusses have been handled improperly, consult professionals before proceeding with installation. . All persons involved in installing should read and understand HIB -91 before attempting to handle trusses. It is recommended that the truss installer should consult OSHA if there are questions about jobsite safety concerning trusses. The fabrication, installation, and handling of trusses is outside the scope of responsibility of the truss designer. 5. Never sit or stand on trusses laid flat_ Never stack construction materials on trusses laid flat. Never lift truss using non-structural members as connection points. Trusses are not intended to resist lateral loads perpendicular to the trusses. This is true for all truss members, but is • especially true for all non-structural gable studs. They are called "non-structural" because they are not specifically designed to support loads. The structural member of the truss are adequate to support all of the loads applied in the plane of the truss. :J Im FA iw 0 2 • November 3, 1999 Page 3 designer. T:e building designer, should provide tae contractor with a bracing plan for the building. This plan may be included in the contract documents or may need to be specifically requested by the contractor, . Refer to W'TCA 1-1995 for questions regarding scope for responsibility. TYPICAL GABLE END BRACING DETAIL, 7 If the truss design drawings specify seismic or wind load had been applied, it is applied in directions that are parallel with the plane of the truss. Trusses which are exposed to wind GABLE ENC acting perpendicular to the face of TRUSS, the truss must be braced to resist the lateral forces due to wind load acting on the face of the truss. The building designer should perform lateral calculations to determine where braces are required. In -91 should be consulted for general guidance with WIND regards to bracing of trusses. An IN OUT OF additional publication entitled PLANE "Commentary for Permanent Bracing DIRECTION of Metal Plate Connected Wood / Trusses" written by John E. &leeks, P.E. is available from WTCA (Wood Truss Council of America). In this LATERAL publication on pages 8 and 9, the BRACE bracing of gable end frames are discussed. It is recommended that the building designer read this publication. Also consult the "Mitek Standard Gable End Detail" for CONSULT OUILOWC OESICCVEN FOR SPECIFIC OETAIL_ BLOCKING - ROOF SHEATHING I I : I DIAGONAL WIND BRACE BY BUILDING DESIGNER. II ;I additional information. All of these n `BLOCKING publications specifically recommend a detail similar to the sketch to the right WALL TO GABLE TRUSS CONNECTION in many situations. END WALL DESIGNED AND DETAILED -BY BUILDING DESIGNER. All connections must be applied in conformance with A.NSUTPI 1-1995, current accepted NDS, and/or NES National Evaluation Report(s). The trusses must be fabricated properly with no gaps at stud connections eicept as allovyed in A.r`iSI/TPI 1-1995. If the above conditions are meet, then (3)-16ga x 2" power driven staples may be substituted for the specified metal gusset plates. This connection is intended.to hold the non-structural gable studs in place during delivery and installation. These studs are intended to provide nailing. surface for drywall and/or sheathing and transfer vertical loads from sheathing into the truss. If these non-structural gable studs must resist lateral loads as noted above in note 6, additional nails or connections may be required and must be specified by the building designer. Plated connections are recommended at all hip over -framing, Dutch hips with setback greater than 2'-01', all girder trusses, piggyback, and valley trusses. Plated connections are also recommended in any situation where a ledger is to be applied to the truss (Ledgers and their connections are by others.) This letter applies only to 16" or 24" O.C. spaced• vertical non - E, El ►l K" 10 16 Movember.3, 1999 Page 3 structural members and not to diagonal or horizontal members except at vent locations. If there is any question about the applicability of this letter to the intended situation, please feel free to contact this office. This letter may be used to address this issue subject to the conditions until informed otherwise by this office, or until accepted codes or specifications change. If you have any questions concerning this matter, please let me lalow when I am in your office or write me at the above address. I can also be reached by telephone at (702)-232-0099. Sincerely, ��GI N E ER, T9 O Michael A. Mallett, P.E. CO MICHAEL A. Professional Civil Engineer '� n LLAT %� l CIVIL OppOFESS4p,l,�7F �/ 4 E� A. 0. 1 333 CC 1 Na. C056740 ©3 Exp. 6/3,0/2001. Qw- GFrAl tf 1 I STANDARD GABLE END DETAIL PAGES1 OF 2 .DIAGONAL OR L-BRACING fH , 9T5/26622��2 aRIESncrcm w 1- ocw.• 0fI CM 1 f111V 17 D COM. 1 2 2X4 NO.2 OR BTR DF -L 1 1/2" '(BY OTHERS) BUSS 4x4 = 1X4 OR 2X3 (TYP) 3 1 /2i / NOTCH AT 2a" MAX 2;40.C.. i � 24" O.C. (MIN.) \ \ 2X4 LATERAL BRACING 3"A A pG TOP CHORD AS REQUIRED PER NOTCH DETAIL T TABLE BELOW, 0 1— j 3Xf x5= DNT. BRIS PAN TO MATCH COMMON TRUSS !I i VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED j TO 2x4 VERTICALS W/8d NAILS I SPACED AT 8" O.C. SFr,TInN A -A LOADING(PSO TCLL 50.0 TCOL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr -YES Code . UBC971ANS195 END. = WALL LID CEILING MATERIAL DETAIL A: LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 71-011 2 - OVER 8'-61' 4 - 16d TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E OTHERS.' 2 X 4 HF - STUD/STD 40 MAXIMUM. VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT'BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 6-8-0 13-4-0 9-1-0 16 INCH O.C. f;_q-n 1 11 -R-0 _-T n- — NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT R 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'f". 10 9 TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGIO MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING.IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 1/ O STANDARD GABLE END DETAIL FILENAME: STOGA810OX0 PAGE 2 OF 2 7/17/0 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 10d (TYP) 2X4 BLOCK SIMPSON A34 OR EQUIVALENT %'►i +_ 45" Y '2X4 STJD OR BTR SPACED @ S-0" O.C. + SHAL E PROVIDED AT EACH END OF LEDGER BRAC EXCEPT FOR BRACE EXTENDED STRON BACK INTO E CHORDS &CONNECTED TO CHOF S W14- 10d NAILS. MAX. NG T H = 7'-0" GABLE END, 1 • is STANDARD TRUSSES SPACED @ 24" O.C. NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. 3 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK-ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS DETAIL IS APPLICABLE TO STRUCTURAL GABLE END 'F THE FOLLOWING CONDITIONS ARE MET: f. MAXIMUM HEIGHT OF TRUSS = 8'-6" 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'4" O.C. MAX. I. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. �gCFc�51rjN / z / 7O ``E X Q_r. Q �^9.,- 9 s•' CI'vl� / r10 r orcN 4): Tc- �s Jnr, t� �L EER. nFDONG �� O O c til P:.o : 10 �2 a • MITEK INDUSTRIES, INC. CA ' 4)<4 G 49' Anr� �070M Cdc+e-n prr-c4 — p 412 • 27C Ll lMl 2 �52rh1� �S To� a AUG 1 9 2003 QRGfE3 C�EC,ONQ 1G `ccG� LA Ar NO. Co•a9919 I EXP 9-30-04 / CIV II a�� OF CALIF04 -I b 0) To I SI r i Y I a�e L rout s� b i��l ale Lug � e 0-,eTr 46F ► 0 ro C2O)2��IOI c. fK Z4 Lam Y Tor NWPe 8s Pf�x-(o O o4 I,J�►e 2�a� 1 ur�rbc-ie sce�Lc-', -) o-io�--;o Tojj, ,s H.ndling 6 Ercclion ll1.cell.noou. hlorm.lbn Br.ch hlorm.11an Cnmecl" H.rdw.r. Lumbor �aklnd�lw"co.Inc, C..Ima "t"V d mrryne.•. .hJ m0 .ild T—uT rW pum.nw 0 Ib ICItiV rtpsl•1. 7 u.• d Nb —m—.N b .prJW br Ih• d..lyur d du M aonV u. larva..• .0 WrJ b �.p�tild Y b b.eL1V ro.1vJ n1.nOra aaJ Co+.•eo d w m.n/.a✓d 'n rnrs. .nn TP� lanbr nu.l wr apaa• Imm . V ]140 Cold Cunp Ur.1140 Coirdav%CA 95670 b 1.Jury 41uJ lar.m JW b omjy.d nd ppCMd 1,Duan. 11a b•da r n G .RDr'ao Ih• Qa.in JI nocoaa•ryry cob. —,ful . rpw•b ab i..alaekn Lm1 Y✓ d.aw d ln• c rTitl• Wwua War. Ivlpvvn. ar•a.lb nalJot. Wb h.e.a .Rr• .olnd • n PU.• nu. N...1Jd an po1R bo•. d N• lno.r.lb l.uY Wlr rto.nf.d. h.p.tlu1 M.. rJ n✓n b d Iw W rd .p.uo. �. {l.nclo (600)771.5]31 FA -X (f 10631.1125 Km{ane1. wl JI✓ J bey .n0 la.l.ain0. r• mnP1.l •. m� 1 IM do. Id da•a naw Ls.l buVry Dad• b atra.1, aP _.. Jag •`8 V'4R• n c• M1•y •^d b• d IM W.. yq• N co`r])y Jc-n. Jo.n rd q.I n M.r wl lu. y.d. Ip.cJnd Cop)rl(hl ICI 1992 N ro u.r.JW la W. p•yu .h.. a.npn la,d. b..Waod n d.. a'arryaln•. C.• u...1 b. • ocl..d n MnJ mfps.vn . Pio• •u'1 I.q.: n.cn.. oU rlo T�inFil.s OEe1Ci1. V.lun de J1awp b .ynm int vJed, YITJ M..de, e.G Y aqa �7 aN, the ul J✓J ov, tl ti alo.n al Ih• R•.Y d dw• Uum mmar. r• --.d t..IJr 1.d b1 Jrdl Vp,� pAiu or ClYy nJ.ri•4. R.`..J• I.rJ brJm r ♦11r Iti han T.u• lin Jwn b dditilT. d tIM1 rpi W .be. ib: b. W�(//�T n nnT. CKlATEA al Ea.BER JVN l0, if fl vp. and PnJ+/Yr.:d. Rad J w hr •�y�evoaane. PwNJAu.. or.a•.r rN Jonw W..a.Yp. �•lanJ �slq h N• rJ IyWn. Sn.uln. u. Jaawl�. •Wra olr u.V•m`•armu �yw n/\ rour.:d'u.f. .J +n.v .00saa 1e 1. •Iu1.L�T In'In. I.b k�lvl, h.rvay, rw.rd • 1. b Pam a ti ou Var of uV ocn7y`•nd•• ,(/J��T��//�) �"'' V I aIIC .4IPI J I I IAPRIL 23, 1998 I PURLIN GABLE DETAIL fs 0 Ll 0 =)= CR) =00 C===C== Mi—lek Industries, Inc. FIRST COMMON PURLIN GABLE H04 H03 THE PURLIN GABLE -TO BE LAID ON TOP OF THE RIP TRUSSES AND GQ ATTACHED T I WHERE HAS 7 1 r-' 0 V CONTACT WITH THE TRUSSES BELOW. . SEE DETAIL '4 SEE DETAIL JACKS jjM llo SEE SHEET 2 OF 2 FOR ALL DETAILS ST-HIP01 SHEET 1 OF STUD SPACING ON PURLIN GABLE -0 BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 5X5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED 3x5 TYPICAL "PURLIN GABLE" REFER TO ENG114EERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 VL� — — G%NE 0 .0 zi -n AUG 1 9 2,003 1 • ' PURLIN GABLE DETAIL MII/SAC - 12 3/31/2004 PAGE 2 OF 2 is 0 Ll 0 16d NAILS 6" O.C: , ATTACH 2x LEDGER TO FLAT TOP CHORD I WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. HIP GIRDER PO QJ /. STEPDOWN %X HIP TRUSSES �� ON ROOF SLOPES OF 2112 TO 6112 ATTACH PURLIN GABLE WITH (2) 10d RING SHANK OR 16d COMMON WIRE NAILS. THESE NAILS MUST ACHIEVE A -7 2 INCH MINIMUM PENETRATION INTO THE TRUSS TOP CHORD. IF THE ROOF SLOPE IS GREATER THAN 6/12 THEN USE A USP RT3 FRAMING ANCHOR OR EQUIVALENT. ALL NAILING SHALL BE DONE IN ACCORDANCE TO APPLICABLE CODES AND STANDARD BUILDING PRACTICES. DETAIL #2 THE PURLIN GABLE DOES NOT ALIGN WITH THEEND OF THE CHORD SECTION. SHEATHING -PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER.TRUSS TRUSS TOP CHORD DETAIL #4 MiTek Industries, Inc. Western Divisiori THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP 16d NAILS TRUSSES. THE BOTTOM EDGE 6" O.C. OF THE PURLIN GABLE ALIGNS WITH THE LEF FACE OF THIS TRUSS AND BEARS ON TOP. DETAIL #1 APEX DETAIL #3. IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER A WARMNO-Verify dealgn parameters and READ NOTES ON TRIS AND LVCLUDED WMICRSPSRENCE PAGE AM -74r3 BEFORE USE Oesign valid Ice use only wflh Wei connectors. This design ii based only upon paramelers shown. and is for an individual building component. Appficabiily of design paramenlers and proper Incorparal[on of component Is responsibility at budding designer - not truss w designer. Bracing Shan is for lateral support of individual web members onty. Addlllonal lempera y bracing to insure stabilily during construction is the responsibility of the ereclor. Additional permanent bracing of the overall structure is the responnblily of the budding designer. For general guidance regarding fabricallon. quality control storage, defivery, erection and tracing, consult ANSI/TPII OuaBfy Criteria. DSII -89 and BCSII Wilding Component Safety Infarmallon available from Trus Plate Institute. 511390nofric Orlve. Madison. WI 53719. . . General Truss Details and Information - Page 17 CIVIL o 1001 APR27 `i X36 7777 Greenback Lane _® Suite 109 Citrus Melgnts. CA. 9S61CMff MiTek STANDARD REPAIR FOR ADOING A FALSE BOTTOM CHORD oo C) aaaaa o0 �� 00 a BRACE F -(P,) @ 10'- 0- O.C. (MAX.) FOP, SINGLE TENSION BOTTOM CHORD WHERE RIGID CEILING IS NOT APPL.IEC DIRECTLY TO THE MAIN TRUSS BOTTOM CHORD. BRACE AS SPECIFIED FOR BOTTOM CHORD IN COMPRESSION OR MULTIPLE PLY MAIN TRUSS. VERTICAL STUDS @ 48- G.C. ATTACHED WITH TWO - iOd (.148- DIA. X 3-) COMMON • WIRE NAILS AT EACH END OF VERTICAL f� l 0 I0 2X 4 STO. (OR BETTER) SPF, HF OF OR SYP VERTICAL WEBS FALSE BOTTOM TRUSS SPAN _ ST-REP10 MiTek Industries, Inc. Chesterfie MAIN TRUSS (SPACING = 24'-O.C.) MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD 2X 4 No.2 (OR BETTER) SPF, HF, OF, OR SYP BOTTOM CHORD .j civil- u�9 : `aL NOTES: I. LOADING: LIVE LOAD DEAD LOAD TOP CHORD: (REFER. TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: 0 FSF 10 PSF 2 REFER. TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS 3. MAXIMUM BOTTOM CHORD PITCH = 6112 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH u ('�i ri1 Q `J 'EXP. L;W".ih: !` /4 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. —0 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on individual building component -to be ill Installed and fooded vertically. Applicabiflty of design parameters and proper incorporation of component is responsibility of building designer - not truss - designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing. consult QST -88 Quality Standard, DSM9 Bracing Specification, and 418-91 M iTe I� 0 VIA Handling Installing and Bracing Recommendation available from Truss Plate institute. 583 D'Onctrio Drive. Madison.53719. 0 . 0 • 11 L� 0 0 0 Job Truss Truss Type oty PlyTypical End / Comer Jack General Details - All comer jacks and end jacks ALL JACK MONO TRUSS i t meeting requirements listed below. Job Reference (optional) A.C. Houston Lumber Company 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Mar 19 09:16:01 2004 Page 1 -2-0.0 B 0 0 2-0-0 2x4 11 Scale: 3M"=1' 3 Slope may vary from 3:12 to 8:12 cc 0 6.00 P2 max. v n May be ommitted per Note 4. 0 0 L_ 3 m 2 �I 2 4 May be supported by girder truss joined 2x4 = t 2x4 �\ with Simpson LU24 or USP JI -24. Alternate plate positioning 2x4 11 When end vertical is ommitted note 4). Simpson A35, USP MP34, or 3-104 toe 6-0-0 Max. nails (per 1997 NDS) may be used. Plate Offsets X Y : (2:0-2-0,0-3-21 LOADING (psf) SPACING 2-0-0 CSI . DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.20 2.4 >468 360 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.44 Vert(TL) 0.45 1 >59 240 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 4 n/a n/a BCOL 8.0 Code IBC2000/ANSI95 (Matrix) Weight: 29 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 2=497/0-3-8, 4=302/0-3-8 Max Horz 2=177(load case 4) Max Uplift 2=-63(load case 5), 4=30(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=161/106, 3-4=240/67 BOT CHORD 2-4=-33/51 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=8.4psf; BCDL=4.8psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 2 and 30 Ib uplift at joint 4. 4) End vertical may be ommitted on jack trusses less than 7-10-0, provided that bearing is added at JT -3. Connection by others or utilize Simpson A35, USP MP34, or 3-10d toe nails (per 1997 NDS). LOAD CASE(S) Standard (,4 N EER_s PROFESS/ ' Also valid for UBC 97 and IBC 2003 \PM T. 8,p, WILLIAM T. O= 30LDUC O �7 � (?� Z vExp. 12/31/06 11.1 C 34229 2 m O nCIVIEXP. 6/30/07 Z a Na. 1629 dO IX CIVIL OFCAU�-': Mar. 23,2004 04 15 l�J l I ,61 ALL CGI I MONO TRUSS U 8 N Q J W SUPPORT REQUIRED AT. 1 JT -1 WHEN TRUSS LENGTH IS LESS THAN 3-0-0. GENERAL DETAIL -ALL CORNER GIRDER TRUSSES 1 i MEETING REQUIREMENTS LISTED Las Vegas, N oswr a.zu1 oKi s aep a zuuu Netek Industries, Inc. Fus Sep 1 i .x-iaa MAX. 8-4 1 11-3-17 _A. i 7-10-4 bl-0 5.1-0 nsrz wx 0.1-0 0.M Sole • I SEE NOTE 5. CONNECTIONS BY OTHERS EXCEPT AS NOTED LOADING (Psn SPACING - 2-" CSI OEFL In (loc) Ilden PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Verl(LL) -0.03 7 s999 M1120 1851144 TOOL 15.0 Lumber Increase 1.25 BC 0.49 Ver1(TL) 0.16 1-2 -232 BCLL 0.0 Rep Stresslncr • NO 'W8 0.61 Harz(TL) 0.02 a Na ' SCOL 10.0 Code UBC971ANSISS 13t LC LL Min Udell = 360 Weight: 41 Ib ' LUMBER - BRACING TOP CHORD 2 X 4 SPF 165OF 1.SE TOP CHORD Sheathed or 6-0-0 ac purlins, except and verticab. ' BOT CHORD 2 X 4 SPF 16SOF 1.5E BOT CHORD Rigid ceiling directly applied at 10-0-0 ac bracing. WEBS 2 X 4 HF Stud REACTIONS ' (Ib/size) 2=67510-3.6, 6=926/024 Max Horz 2=210(load rase 4) . FORCES (lb) - FIrLI Load Case Only TOP CHORD 1-2=28, 2.3=1041, 3--4=10, 4.5=8, 4.6=-452 BOT CHORD 2-7=1009, 6-7=1009 WEBS 3-7=143, 3.6=1077 NOTES •(6-4) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 R above ground level, using 15.0 paf lop chord deed load and 10.0 psi bottom chord dead load. In the gable and roof zone on an occupancy category It, condition I enclosed building, with exposure C ASCE 7.95 per UBCS71ANSISS If end verticals or cantilevers exist, they are exposed to wind. If Parches axial, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 21This truss has been designed for a 10.0 psf bottom chord Ova load noncan urent with any other live loads pei Table No. 16-8, UBC -97. 31 Provide mechanical connection (by othara) of buss to bearing plate at joint(3) 6. 41 This truss has been designed with ANSUTPI 1-1995 aiteria. 5) Webs 3-0 and 3-T may be ammitted when end jacks are 5-0-0 or less In length. 6) All connections must be per 1997 NOS requirements. . LOAD CASES) Standard ' 1) Regular Lumber Incrae3e=1.25, Plate Increase=1.15 UnHonn Loads (plo Vert 1-2=70.0 Trapezoldal Loads (pit) Vert Z &Odo-6=45.3, 2=4.5 -to -4=189.4, 4=189.44o•S-194.3 w' MI AE� = LL A _-ETT m Il l � No. C05 N Exp. 61301200S CIVIL \ 7C"I V 1� lF O F C A 1-jh 25 2001 o • • • • • • • • • I'uILS' BOTTOM CHORD 2'1 110.2 DF -L c Oa9q 1-FROVIC•E LATERAL SUPPORT FOR TOP I't/IL CHGRO WITH SHEATHINC (BY OTHERS( MOIL. FON COHNLCTIOII ] I'WI N12' BR}.[E Of VALLEY ThulS IU )'- 7'IS H BRAT -DT WITH BRACE 12'FOR (^Y,.®n-aJ. rra ... �.. i,•1.�. hie ��. n..e.gm COu),OR thus, tiLE ]-THIS DEi1C}, CHECFEO FOR 120 H P H OL TAIL-"e'OHt' WIND LOAD. f• t -UL PLATES XRE TO BE HITEF-20-S VACLLY_ I AulI 5•RE."EL VALLEY TRUSSES FOR PLACEHEIIT VALLEY_- T LIN CU}L.Lt.* TRUSS, OR USE DET. 'A' i }p1 THu55USE 2-Icd WAILS GWEUCCtIAllLO � iIuA1,IIDL,,r.II.LIIh01 6 -FOR COIIIIECTIIIC VALLEY TRUSSES TOT1tussw/Z- I TO CGr-DUH TRUSS, USE DET. 'S' On "C' 10d MAIL$ - ' I -IF TOP CHORD LATERAL BRACING ,REpUIRED 1S LESS TH,.II 9PACIHG OF VX?LEY iRUSSE Z{" 0. C. ( THENurCIVJNO uF COuu IAAX. SLOPE /GRADE FOH BEVELED BOTTOM CHORD 2'1 110.2 DF -L c Oa9q ) <i IIIc ,nC•cuI V,iuma.on �. , �. �.-, .. ._.1 q •...I- u n. '`• 2.6 110.2 DF -L (DET. D) I't/IL I Cl_ (A1: HIrh LII OL IAIL-5 ADGITIOHA.L 1.4 BRJICIIIG IS REQUIRED. Thu" {'{ 0-W MIN. BRACIHC LS ALL BE NAILED UCTAIL�—A �— \ W MIN. Z -t0 NAILS. DETAIL- U t I I_I /� \ 1}t VAI 5 — -- — / AUG 1 9 2003 it—'h�s5 HUnR1CAJIE CLIP Ut TA IL- C O� 'v, II cy A/ ALLEY TRUSS DETAIL ]•{ 3'1 1' - o" / 4¢p4�S510ry �I e n pNG y 1� ]•5 21] - LJ ' 11_0 10 w•-0" ]'5 •WIUI,L PAHTIA1. HOOF LAYOUT or].SruCtl\ 2'] +'_0'—unY —1 1 SLE NO►C Ita.2/ ]•5 1 N U -It -U —sY1iu. Auoul E 2d] ' Io' -Li to Ie' -o" .9 �E( a1,10 c Oa9q ) <i IIIc ,nC•cuI V,iuma.on �. , �. �.-, .. ._.1 q •...I- u n. '`• 046c.1 111wm.li.n -.y .(-J-•1 l V ,,,��)�„�.a ..0 ._, W., .•, C010I lw H,Id-1. Lr.-�.^ .i.. .. n.. J...u.I mm... n Ir\ L -U,, W.1._ n • 1-. 0J. .... L.n .• :, �r .,a �7 MiTek Industries. Inc. ViFh �i JIIO Cold C•mr Dr. )110 CA 15115 ' --� >-'4• .. /,.. i �.. •_ _, u. o,. - r��' a� -•''• ._.. •�-... m+L+�.x�+ wi ''771 • .1w•....•. lyd •0:.arm...r..-..'r�i.m.Ja•cb In.•. nu.nh.Jd mbanlo- JI. \...n.•.. r4. Wan N•.• m.. 4� .• r•. .P�^ R...c ho C—J..., �-q (^Y,.®n-aJ. rra ... �.. i,•1.�. hie ��. n..e.gm W... rte.. -�.. rab a. WII -..J o �..y (50517113]51 FA_C (f I6)UI.1'_Lf •+Lr.. ate.'-.•-A..M1I)4rA.' I ... un. �` c.r�^^w.w M1d. iuo liu.I pw d.J .o-�lr•�• LliV W]ilal 'nr. Copjrl(A!(C) 1fi, [.. a _- ..d a r+. J m.ew... • p.d+ rx)ry . I.e h <.a....q o - ..d �..r a . -. m .. c... d e.. 1+r..:( ..rJ 4 .9. o IM d... 4 al.. J 1.. i,✓r .a IIOR Q1 CNCRIFR wfwfR Y.UN 1. I11, •VY ^r .� « nam 4a .. ... <w r Dr ...ti .a ....,.a... l. -.y' .noc:�yn...Lh WIPn a V..d L<1'V N •a.i N. trio. K.l 1.. Y..• _ V• _ - ,><I�e..11. ,•..J yrpS ra-•. ... .. r. .. oa+`•cI . .mp. -, .li.. •.O u''�. D. p•..•W DI , r.n ...0 /, . YY1J'S l0 �a� ........ n, r.. m��.. .•..... n. wr. �• NIC N 111 U n n T. . A T W 2 JULY 2003 Fv-1E1Q �. o� Ll�-u 11:1 MiTek Industries, Inc. 0 INTERIOR BEARING OFFSET DETAIL T NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY SINGLE WEB JOINT i C 10 1 0 TRIPLE WEB JOINT DOUBLE WEB JOINT Z l83 u 0 .1 u Irl U • I• a 0 NOV 13, 2001 wEe BRACING RECOMMENDATIONS S I -W IE RACE * -CONTROLLED BY CONNECTION Mitek Industries, Inc. TYPE BRACING MATERIALS 1. X -BRACING IS REOUIREO To TRANSFER THE CUMULATNE LATERAL BRACE FORCE IMO THE MAXIMUM WEE FORCE (Ibs.) - X•6RACE BAY SIZE 24"O.C. 49"O.C. 1 X 4 IND. 45 SYP 72" 0. C. BRACING MATERIAL TYPE A 8 C D BRACING MATERIAL TYPE A 8 C D BRACING MATERIAL TYPE C 0 10'-0" 3E8U " 4600 4600 6900 1344 4600 4600 6900 4034 5382 12'-D' 3154 3942 3942 5914 1344 3942 3942 5914 3942 5914 2 11 60 3450 FOR CoNTAUITY. 3450 5175 1344 3450 3450 5175 3450 050-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRU33ES-0 HIP -91 5175 t6'-0'1 2453 3066 3066 4600 1344 3066 " 3066 4600 3066 D 4600 220P 2760 2760 4140 1344 2760 2750 4140 " 2760 4140 20'-0" 2007 2509 2509 3763 1344 2509 2509 3763 2509 3763 * -CONTROLLED BY CONNECTION NOTE: FOR A SPACING OF 24- O.C. ONLY. MITER STABILIZER TRVSS BRACING SYSTEMS CAN BE SV85nTVTEo FOR TYPE A. 8. C AND 0 BRACWG MATERIAL CROSS BRACWG FOR STAB&LZERS ARE to BE PROVIDED AT BAY SLE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STAa44ERS MAY BE REPLACED WITH WOOD BLOCKING. SEE STABILIZER TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICA Trott TA FXF ,L;N!: n' 200: , CIVIL ��tif'd•• �0 •AAAA.• '•�;; .�� 09 Z to the tap and bottom chord so its attaches to the brace plane.) TRUSS NEB / MEMBERS ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown. and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector. Addlflonol permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labricaflon, quality control, storage. delivery eiectlon and.brocing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onotrlo Drive. Madison WI 53719. GENERAL NOTES TYPE BRACING MATERIALS 1. X -BRACING IS REOUIREO To TRANSFER THE CUMULATNE LATERAL BRACE FORCE IMO THE ROOF ANDIOR CEILING OIAPHRAGM. THE DIAPHRAGM 15 TO EE DESIGNED BY A QUALIFIED - PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS BASED ON LATERAL BRACE CARRYING ?X, OF THE wEE FORCE. A -OR. 7. X -BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR EETTER, AS THE LATERAL BRACE MATERIAL. ANO SHALL BE INSTAAAEO IN SUCH A MANNER THAT IT INTERSECTS WEB -EMBERS I X 4 92 SRO (OF, HF. SPF) AT APPROX. 15 DEGREES AND SHALL BE WILED AT EACH ENO AND EACH INTERMEDIATE TRU55 WRH 1-16d COMMON VNIRE NAILS. (3-16d NAILS FOR 2X6 MATERIAL) I. CONNECT LATERAL BRACE To EACH TRUSS WITH Two 16d COMMON WIRE NAILS. (THREE I6d NAILS FOR 2X6 LATERAL BRACE 51 B 2 X 3 1$3. STO• CONST tSPF, OF. HF, OR SYP) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CoNTAUITY. fi. FOP ADDITIONAL GUIDANCE REGARDING DESIGN ANO INSTALLATION OF BRA NC CONSVIr C 2 X 4 f13, STD. C014ST (SPF. OF, HF, OR SYP) 050-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRU33ES-0 HIP -91 HANDLING INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE INSTITUTE. 58? O'ONOFRIO DRIVE. MADISON, WI. 53719. 1. SEE SEPERATE TRUSS ENGINEERING FOR DESIGN OF WEB MEMBER. D 2 X 6 ria OR BETTER (SPF. DF. HF, OR SYP) 4. THE 16d NAILS SPECIFIED SHOULD BE 3.5• LONG AND D. 162• IN DIAMETER, IN ACCORDANCE WITH Nos 1991, •._yam NOTE: FOR A SPACING OF 24- O.C. ONLY. MITER STABILIZER TRVSS BRACING SYSTEMS CAN BE SV85nTVTEo FOR TYPE A. 8. C AND 0 BRACWG MATERIAL CROSS BRACWG FOR STAB&LZERS ARE to BE PROVIDED AT BAY SLE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STAa44ERS MAY BE REPLACED WITH WOOD BLOCKING. SEE STABILIZER TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICA Trott TA FXF ,L;N!: n' 200: , CIVIL ��tif'd•• �0 •AAAA.• '•�;; .�� 09 Z to the tap and bottom chord so its attaches to the brace plane.) TRUSS NEB / MEMBERS ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown. and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector. Addlflonol permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labricaflon, quality control, storage. delivery eiectlon and.brocing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onotrlo Drive. Madison WI 53719. i J y 2 i i i TRU:;5E5 G 2�u 0. G. TTP. /—IOp Q b" 0-b- TTP. --7x� bRkGE WITH WEA (2xb HAI...' IOD N�IL� r� b" 0. &. TTP. ��t'J GJC�T ION NOTA LP P�bE HUST �,E b0 % THE LENc,TH OF THE WE87. TUIS DETAIL TO bE USED A5 AN t✓Rf�GE. 2 R� EDC) AGN., , YU QA-" O.G. T7 u' U EY.J: v 4 ,yo 1a0zn Op- 2,44 L k T E R A ?QL0VE S!p^� GE PER TRUbb / 1.0 , G �F GN WITH WEA TTP- p NO. C:iJ:09?9 NOTE = txa 9-31,31-u4 RE�TR/�INT Ems' �, Ab ENn OF �,R•k F L`AL 0'-0' INTER�1hL5. - RESER TO HIUHHART S, I T FOR REGOHHEHPATI0N� OF THE TRUbb PLATE. INSTUTI ;AUG i.9 2003 ScZ�J L+ML • 2G FLOOR F01 I FLOOR 7 1 GENERAL DETAIL 6720 ous on um er ompany, o as Vegas, (optional) s e I I e Industries,Inc.n "un r 2 o QO Fag 54 MAX. T.C. CUT, DRILLED OR NOTCHED IN 1ST PANEL AT EITHER END MIN. 6" FROM END OF T.C. NIA.Y. scale =l: SPAN AND HEIGHT AS SHOWN IN CHART BELOW, NO OTHER EXISTING DAMAGE TO TRUSS. P4 NOT DISTURBED NOT DISTURBED i 3 II 4-0-0 1x3 II Us FP= 1 4x8 = 1X3 8 3i4 = i 1x.1 p ADD ON 2 3 d ..o" 3x4 = 1x3 II r 4.1 113 = 9zo o gxiu = jn r.n We FP= 3x4 =3x4 = MAX LENGTH OF DAMAGE TO BE NO MORE THAN 5" AND PLATES ARE NOT DISTURBED. 21-" 4x10 = 48 = MIN. LUMBER SIZE AND GRADE: MAX LOADING: (PSF) T.C. = 4X2 SPF 165OF 1.5E SPACING = 24" O.C. B.C.= 4X2 SPF 165OF 1.5E LOAD CASE(S) STANDARD WEB = 4X2 HF STUD L0ADING(pl SPACING 2-40-0 CSI OEFL in (loc) I/deb PLA'rES GRIP TCLL d0. Plates Increase 1.00 TC 0.51 Vert LL -0.41 tdd >604 M20 185/144 TCOL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.63 14-16 >394 M15 127/82 BCLL 0.0 Rep Stress Incr YES WS .0.73 Horz(TL) 0.12 11 n/a SCOL 10.0 Coda UBC97IAN5195(Matrix) 1st LC LL Min Ilden = 360 Weight: 84 Ib • LUMBER BRACING TOP CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 ac purlins, except end verilcals. BOT CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD Rigld ceiling directly applied or 10-0-0 oc bracing. VERS 4 X 2 HF Stud REACTIONS (Ib/size) 17=1239/0.3-8, 11=1239/0-3-8 we/'�9a i FORCES•Qb) - First load Case Only TOP CHORO 17-18=101,1-18=-101,11-19=101,10-19=101,1-2=5.2-3=3528 , 34=-3528,4-5=4726.5-6=4726.6-7=-4726,7-6=3 5Td, 8 �� E �10° S5 BOT CHORD 16-17=2049, 15-16=4366, 14-15=4366, 13-14=4726, 12-13=4366, 11-12=2049 h. ? WEBS 9-11=2320, 2-17=2320, 9-12=1688, 2-16=1688, 8-12=237, 3-16=237, 7-12=956, 4-16=956, 7-13=411, 4-14=411, =�4 13=147 9,n F NOTES a MIC EL A 1 This truss has been checked For unbalanced loading conditions. IIS EL A 2 All plates are M20 plates unless otherNlse indicated, w 31 This truss has been designed with ANSI/TPI 1-1995 criteria. �• ex;a .,d 4 Recommend 2x6 strangbacks, an edge,.spaced at •10-0-0 on center and fastened to each truss with 3-16d nails. Slrongbacks to ala ed to p halls aflhetr3'�O� outer restrained by other means.CIV LOAD CASE(S) Slandard �,�ll�l "'iJ y!LLll'I 3.5 jam: �O• 133? J; • s s s HITEK PLATES NOT DISTURBED NOTCH OR General Repair Notes: CUT AND REMOVED OR DRILLED HOLE 6720 • This repair is for cutting, drilling or notching T.C. in I" pant( at either end as shown, 6" of T.C. at either end Q.pF� and plating must not be disturbed. All other lumber and plates are intact and undisturbed. • THIS REPAIR IS FOR FLOOR TRUSSES WITH SPAN AND HEIGHT SPECIFICATIONS AS SHOWN ON ENGINEERING. • Truss must be two point B.C. bearing. have webs from B.C. (bearing) to T.C. in first oancl, truss symmetry .. m QF _ Ate', may vary and chase location must stay within center 1/3 of truss— see original truss engineering. Truss may` �® t7f5°43 EAP. 61�0i6005 have no other existing damage. ;} ^c • Shore truss to original geometry prior to repair. • Attach 2x4 SPF 1650F 1.5E add ons as shown nailed to each face of truss w/10d gun nails (0.131" dia. By 3" �$ pP CA1.1�09 long) 1 row(s) rr 3" o.c. chords and webs. Nails to be placed with sufficient edge distances and end distances as to prevent splitting of wood members. Attach bracing and sheathing to repair. Add on to one face may be used in lieu of add on to both faces where conditions allow only one face to be repaired. Do not damage ��' '1 9.2003 repair. • if vertical load at end of truss exceeds 1000 lbs. and no blocking panel MIN. TRUSS MAX. TRUSS MAX. TRUSS exists, vertical blocking (by others) is recommended. HEIGHT HEIGHT SPAY • Mechanical, if in the way, is to be relocated to accommodate repair. Do not use below 1-4-0. This repair was designed using a description of existing conditions as 1-4-0 1-5-15 13-0-0 provided by others. 1-6-0 1-11-15 21-0-0 The truss designer performs no field inspection of trusses./ 2-0-0 2-0-0 26-0-0 Do not use above 2-0-0. SOUTHERN NEVADA SIa1CMA COMPONENT SNCMA • MANUFACTURER'S ASSOCIATION !• 10/20/00 To Whom It May Concern: Re: Floor and Roof Truss Overloads The members of the Southern Nevada Component Manufacturer's Association will NOT • warrant any products that have been overloaded during construction by "stacking' of gypsum wallboard, plywood or other types of sheathing or various building materials. The amount of materials that may be supported without overloading is the roof or floor truss.design live load. As an example, 20 sheets of material weighing 2 lbs./sq. ft. will total 40 psf, the typical • residential floor design live load; and the entire floor area may be loaded with stacks of 20 sheets or less. Typical residential floor trusses will support 20 sheets of 1/2" gypsum wallboard, 16 sheets of 5/8" wallboard or 16 sheets of 3/4" structural sheathing. • Typical residential roof trusses will support 10 sheets of 1/2" structural sheathing. Additional materials may be stored if: ✓ The trusses are adequately shored (prior to "stacking' materials) through to the slab below. ✓ Shoring is in place before the loading occurs. ✓ Shoring placed at the bottom chord of the truss will not prevent overloading. ✓ Shoring is located a -t the underside of the roof or floor sheathing, or is located at the underside to the truss top chord. Care should be taken to avoid crushing of the truss member. i • Shoring is properly designed, supported and installed by others. Repair of trusses that have been overloaded is not feasible. 'Trussed that have been overloaded must be replaced or all warranty is voided. Please refer to each member's proposal and contract for specific warranty provisions. SOUTHERN NEVADA COMPONENT MANUFACTURER'S ASSOCIATION I• 4915 N. Berg Street • North Las Vegas, Nevada 89031 22 I• 0 0 0 0 Job DEI,IO Trvaa Cdp R-Ua} I Truaa TYPO PIGGYBACK. of PLY.oj PIGGYBACKTRUSS, REFER TO SEALED ENGINEERING DRAWING. �0 8.00 . BASETRUSS, REFER TO SEALED ENGINEERING. C 0 I I . . 30,—d" In4.t,ciF-IuM ... 2X4 CONTINUOUS PURLINS. ATTACH WITH 2-100 NAILS INTO EACH MEMBER. FOR SPACING REFER -TO TOP CHORD BRACING'REQUIREMENT ON BASE TRUSS ENGINEERING (48. O.C. MAX) THIS TRUSS IS DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED BY OTHERS. VERIFICATION OF LOADING, DEFLECTION LIMITATIONS, FRAMING METHODS, WIND BRACING OR OTHER LATERAL BRACING THAT IS ALWAYS REQUIRED, IS RESPONSIBILITY OF THE PROJECT ARCHITECT OR ENGINEER.ADDITIONAL TEMPORARY AND PERMANENT BRACING FOR STABILITY'DURING AND AFTER INSTALLATION THAT IS ALWAYS RECOMMENDED, IS THE RESPONSIBILITY OF THE PROJECT ARCHITECT OR ENGINEER (FOR GENERAL GUIDANCE SEE HIB -91 FROM TPI). �LT.E_..EA.�F�.Pr9;R of PLY.oj Myo l;»'1,o- -- PGo�1c tAA,/ tj'i i I Ib ►r ldr UP 1-0 1-D A: LA %' c.AL Fb(_'Cc_ PROVIDE ADEQUATE CONNECTION TO TRANSFER OUT -OF -PLANE LOADS FROM PIGGYBACKTO MAIN TRUSS. ' FOR PITCHED > 8112 ATTACH A 10'-0' LONG 2X4 02— H.F. OR BTR SCAB TO ONE FACE OF TRUSS WITH 2 -ROWS OF 101J�OMMON WIRE NAILS SPACED AT 6- O.C. ` c ZB-X8"XirZCDXPLYWO'OD.A7rACKEDTO EACH FACE WITH 4-8D NAILS INTO EACH FACE OF EACH MEMBER —OR - 6'X4' 20GA NAIL ON PLATE ATTACHED TO EACH FACE WITH THREE 1-1l1' LONG I IGA NAILS INTO EACH FACE OF EACH MEMBER —OR— I-PAIR OF SIMPSON H2.5 (OR EQUAL). ONE CONNECTING PURLIN TO PIGGYBACKTRUSS AND ONE CONNECTING THE PURLIN TO THE BASE TRUSS (48- O.C. MAXIMUM) kPLYWOOD GUSSETS O.C. SPACING AT REQUIRED" TIC BRACING FOR BASE TRUSS (48"MAAIXI.)r- JNECTION DETAIL AUG �NG1rtEF,q s QaOVESSIO,1�� y 'NG FiE00 G O Yu O p u) W Exp: 06/30!04 � � -�, ��; >y 30-04 J . mo' CIVIL u" d6a J`r CIW - . t0.G25 grFOF CALF I • • 1• I• L I• • EB. 1, 2000 BEARING BLOCK DETAIL HF = 405 psi ST-BLCK1 SPF = 425 psi _ Page 1 of 1 REFER TO INDIVIDUAL TRUSS -DESIGN ' SREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. FOR PLkTE SIZES AND LUMBER GR,4DES WARNING - VeriN design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. oot�IMPORTANT Design valid for use only with MRek connectors. This design is based only upon parameters shown. and is for on individual building component tg.be �® 0 oto This detail to be used only with one ply trusses designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the with a D.O.L. lumber increase of 1.15 or higher. responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance Trusses not fitting these criteria should be ex amined.individually. /� m NliTek Industries, Inc. 1� �� 3-3 ACTUAL BEARING SIZE ]TTOM CHORD SIZE LUMBER ALLOWABLE BEARING BEARING BLOCK BLOCK 6 WOOD BEARING ALLOWABLE LOADS NO REACTION GRADE Ilbl ALLOWABLE LOA05 'TOT AL EQUIVALENT AILING PATTERN :� ALLOWABLE LOAD Ilbl BEARING LENGTH SYP 2966 929 3995 0-4-9 r48OTTOM CHORD ROWS @ 3- O.C. OF 3281 855 4136 0-4 6 TOTAL NAILS) HF 2126 736 2862 04-11 sPF 2231 726 2957 0-4--10 SYP 2966 1393 4359 0-5-2 OF 3281 1282 4563 0-4-13 x6 BOTTOM CHORD HF 2126 1104 3230 0-5-5 ROWS @ 3- O.C. 12 TOTAL NAILS) SPF' 2231 1089 3320 0-5-3 SYP 2966 1858 4824 0-5-11 OF 3281 1710 4991 - 0-5-5 z8 80TTOM CHORD Rows @ 3- O.C. 6 TOTAL NAILS) HF 2126 1472 3598 0-5-14. SPF 2231 1452 3683 0-5-12 /CASE 1 _ CASE 2 - �:: ;,, - rT'• . r- MINIMUM i EL HEIGHT ,fir t`'=] t i•' '--'t EXP JU'*10-2C' BRG BLOCK TO BE SAME /,� r�' eLOCr. SIZE. GRADE. 6 SPECIES AS EXISTING BOTTOM CHORD. 12- BLOcr `^''1� •.,, t` �d I APPLY TO ONE FACE OF TRUSS. �+f TES: USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. THE ENO DISTANCE. EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NAILS DESIGNATED ARE 10d (.131' DIAM, x 31 FOR BE6,RINGS NOT NEARER THAN T TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE ' 0 r1�r1'^'�� MULTIPLIED BY A BEARING FACTOR OF 1.10 C 46901 �1 LUAUS bAJLU UN FULLUVVINC� FC YtftNtNUIL,UI.HK VALUCJ. \s` .� '� Li r'. UG!30107 * SYP = 565 psi OF = 625 psi HF = 405 psi SPF = 425 psi _ OTE: VALUES DO NOT INCLUDE NISR LUMBER WITH "E" VALUES SREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. ~ WARNING - VeriN design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon parameters shown. and is for on individual building component tg.be �® Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control• storage. delivery, eiectlon and bracing. consult QST --88 Quality Standard. DSB-69 Bracing Specification, and HIB -91 /� m Handling Installing and Bracing Recommendation available from miss Plate Institute. 583 D'Onofrfo Drive. Madison, V41 53719. 1� �� • •.. 0 n u 0 I• K] 19 i'-• r ST-STRGBCK I LATERAL BRACING RECOMMENDATIONS I AUG. 16, 2001 TO MINIMISE VIBP.ATION COMMON TO ALL SHALLOVV'FRAMING SYSTEMS, 2x6 "STRONGBACK" LATERAL SUPPORTS SHOULD BE LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. \ i STRONGBACK MAY BE POSITIONED DIRECTLY UNDER. THE TOP CHORD OR � DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD \yY '1 ATTACH TO VERTICAL WEB WITH (3) - 10d COMMON WIRENAILS 81-OCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE ATTACH TO VERTICAL SCAB WITH (3) - 10d COMMON WIPE NAILS ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGSACK (O(D NOT USE DRYWALL TYPE SCREWS)_ S' CIVIL :1 �•• J f�i 0. 0 ,1 /fs ATTACH TO CHORD . WITH TWO #12 x 3 - WOOD SCREWS (.216- OIAM.I USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB VNITH (3) - 10d TO BOTTOM CHORD COMMON WIRE NAILS ATTACH TO VERTICAL SCAB WITH (3) - 10d COMMON \VIRE NAILS TRUSSES 4-0-0 (TYPICAL SPLICE) r ' INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) 2x6 AS REQUIRED / BLOCKIN,IG SIDEINALL THE STRONGBACKS SHOULD EITHER, BE SECURED TO ADJACENT PARTITION WALLS OR ALTERNATE "X' --BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. IF SPLICING 15 NECESSARY, USE A 4'-0" LONG SCAB CENTERED OVER THE SPLICE AND JOIN WITH (12) - 10d NAILS EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED. (O BE USED ONLY WHEN STRQNGBACK ISNOT ALIGNED WITH A VERTICAL) STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING \ REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS. � �-OFcSS/fj 4 �? .tel./� Vj C46901 EP010 + A WARNING - Ve,gy design parnme[er and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITEk connectors. This design is based only upon parameters shown, and is tot on Individual building component -to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individuol web members only. Addlflonol 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. dellveM efectlon and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 O'Onofrio Drive. Madison. WI 53719. 25- PRIES MiTekO