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Home My WebLink AboutTrussF A=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. SPAGING NOTE ALL TRUSSES ARE TO BE SET AT 2'-Or ON CENTER EXCEPT AS NOTED MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. A DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Span or less A 30' to 60' Span A o degrees Sprea er Bar or less 2 Approx 2/3 to TIgLine �;:�Gn approx. Line r-- 1/2 of Span REFER TO BCSI REFER TO BCSI Truss must be set this way if crane used. Truss must be set this way if crane used. Truaa le an -.ample, your truss may not match. This is an example, truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses A are installed. A A1F=:Z_ h1fh%I"®IL—EF2 "OTI� UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. Carrying Girder For Truss to Truss Connections seeI hanger/connector ails must be as bs o schedule in engineering Dome angle nashown. Guide ils. package. Carried Truss SEAT PLATES BY CHAMBERS INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF V-0" ABOVE FINISHED FLOOR Do not stand on trusses until they are braced per BCSI & properly nailed to straps & hangers A ' V L METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN i , I �_ 26 8' -- 1 21' upset=1/4" heel=4 3/16" SQUARE CUT END 2 x 4 Top Chord WALL HEIGHT 9' TYPICAL END DETAIL FABRICATION AGREEMENT TRUSSES CANNOT SE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The legal descdPtion of the property where the trusses will be Installed Is: The undersigned acmowledges and agrees: 1. Trusses will be made In strict accordance with this true placement diagram layout, whtdt is the sob eult alfty for determIndng "St"' fabrication attire ruesee. 2. All dlrnensbn5 In this layout have been verified by the undersigned. 3. Unlew written notice Is provided by cerlfied mall to Chambers Truss within tan (10) days of delivery the undersigned agrees that no beckMargas velll lea -day' the event such written notice Is fumished Chambers True- -hall have three (3) bu�neas days in which to begin "i required, or to eubetaute other !ueses, at Chambers opfbn. 4. The undesigned acknowledges receipt of'BCSI 1-03"=try sheet by TPI 8 WTCA. 4.6. Delivery la to job site. It Ia the buyens rssponelbllity 90 make t'utishe Job atta suitable for Portion of the Job site for delivery. Chambers ss stith ll belr aponalblebfo d14 Dmp delivery only. The buyer Is resport Ii ie for additional delivery expenat d Chambers Tru le has to redeliver Duyersi presponslble to Ch mien Trual I,,VGtZ 8 r�r due tnot o a t. condltred 10, ��ls.ary of trusses. 8, prow se sbowri in paragraph 7 below is subject to change If any changes are made In this layout. A $50 per hour fa for revisions may be charged by Chambers Trua, 7. This is a PURCHASE ORDER to Chambers. True$ of the sum agreed to, or it nd- agreement a reasonable price. Invoice will be made on delivery and paid within terms of net on delhrery lni may be made at scheduled date of delivery If buyer cannot accePI delivery of fabricated trusses. The undersigned agrees to pay Chambers Trues reasonable attomeys fee for collections In event of payment not timely made. 1-1R %per month service charge will be added for all sums not paid within terms. 8. Signature or In8lals anywhere on this shear constitutes agreement to all terms herein. 9. In conaidaretk�n of Chambers Truss extending credit for this material the undersigned unconditionally guarantees payment when due of any and all indebtedness aver to Chambers Truss by any entity receiving material and the undersigned agrees to pay such Indebtedness Induding attomeye fees, it default In payment for material be made by the recipient. 10. In the event of any litigation concerning this agreement, the gems furnished hereunder or Payments referred to herein, theparties agree that the sale venue far any such action will be Saint 6ucle County, Florida. 11. Design responslbllldes are per "National Standard And Recommended Guidelines On Rasponslbllitles For Construction Using Metal Plate Connected Wood Trusses ANSVMVWrCA 4 - 2002'" A spreader Err may lea regn�led per'19CSI 1 �" te Pint Muy & Multiple ply trusses must be fastened together per engineering before they, are not failure to do so can resuk In roof collapse" Temporary mind permanent bracing are required and can save life and property and Is the responsibility of the truss erector. Study the contents of the Information packet Included on delNerl before settling trusses. ryldwea rntatbssstand!seed pwdodp to prensdk*" & Tnuasss must be sot plumb and square Do not salt bunks or stack of plywood, roofing material or any other cont:entrated loads on trusses, this can cause collapse" DO NOT SET TRUSSES USING THIS LAYOUT USE LAYOUT DELIVEREDpWITH TRUpS>3E8 TO SETT®R�USSES CHAMBERS TRUSS INC moo 3105 Oleander Avenue Fort Pierce; Florida 34982-6423 00-551-5932 Fort Pierce 772466-2012 Fax 772-465"8711 vero Beach 772-589-2012 Stuart T72-288J302 Web Site: CHAMBERSTRUSS-COM Frr all• MAII rraf:MAMRFRSTR11S3.G0M 92.0/93.2 MITEK 4.2 DESIGN CRITERIA County SAINT LUCIE Building Department ST LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method Main Wind Force Resisting Roofing Material Metal Roof Loading in PSF Roof R.D.L. Top Chord Live 20 Top Chord Dead 7 4.2 Bottom Chord Live ' 10 Non -Concurrent 12 Bottom Chord Dead 5 3 ` 6.00 TOTAL Load 32 7.2 Duration Factor 1.25 Wind Speed 160mph 000 14.00 s" Top Chord C.B. Sheeting by builder. 12 — Bottom Chord C.B. Sheeting by builder. '87 Highest Mean Height 15'-0 Building Type ENCLOSED 2' Building Category II:Non Restrictive upset=1l4" heel 4 3/16" Exposure Category C Barrier Island No SQUARE CUT END Conforms to FBC 2010 2 x 4 Top Chord R.D.L.=Restrainin Dead Load C.B.=Continuous Bracing WALL HEIGHT 9' Verify DESIGN CRITERIA shown above with the END DETAIL: TYPICAL VAULT building department and your engineer. Design Criteria is the responsibility of the - Building Designer and/or Engineer of Record. T REVIEWED Chambers Truss Inca Drawing Name: 71772 /API'Rl) o Scale: 1 /4 = 1' COMPLIANCE H 38 total trusses, 11 different trusses. AWW"TURAL DRAWMvtis MI 4: RLC ACAD: RLC Reviewed By: Date: 03/21 /14 FOR Z ART KRIEGER CONSTRUCTION DESCRIPTION: WALPOLE GARAGE PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 11 TRUSS DRAWINGS ARE ATTACHE® To LAYOUT _ 71772frail FILr. Lumber desigh Values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: 71772 - Walpole Garage Site Information: Customer Info: Art Krieger Construction Lot/Block: Address: unknown City: St. Lucie County Project Name: Walpole Garage Model: Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 [All Heigh][I Wind Speed: 160 mph Roof Load: 32.0 psf Floor Load: N/A psf This package includes 11 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date 1 IT6219697 JA1 3/21/014 12 I T6219698 J A 1 3/21 /014 13 IT6219699 113 1 3/21/014 4 IT6219700 I GEAi 3/21/014 5 1 T6219701 I GEA 3/21/014 16 I T6219702 I GEB 1 3/21/014 17 I T6219703 I V4 1 3/21 /014 18 I T6219704 I V8 1 3/21 /014 19 I T6219705 I V 12 1 3/21 /014 110 I T6219706 I V16 1 3/21/014 11 I T6219707 I V20 1 3/21 /014 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely ,for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. A„ A •G E N S 'eI 39 0 0'.• S TAT E OF : �44/ NA- FL Cert. 6634 March 21,2014 Alban, Thomas 1 of 1 Job Truss Truss Type r y ly Walpole Garage T6219697 71772 Al COMMON 11 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri Mar 21 15:22:26 2014 Page 1 ID:AOC7XCMOgKF_KpnBzSK9G6yf5j F-2r21 EYoevUyb7Y_oTj F6QTyEXfyb22wA1 XVp76zYhGB -2-0-0 , 6.5-15 13-8-0 20-10-1 27-4-0 2-0-0 6.5-15 7-2-1 7-2-1 6-5-15 Scale = 1:50.5 4x5 = 8 1? IT 0 SA= 3X4 = 3X6 = 3X4 = 3X4 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI TC 0.29 BC 0.36 WB 0.72 (Matrix-M) DEFL in Vert(LL) -0.22 Vert(TL) -0.33 Horz(TL) 0.03 (loc) 1/defi Ud 9-11 >999 360 9-11 >911 240 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 134 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=719/0-8-0 (min. 0-1-8), 12=965/0-8-0 (min. 0-1-8) Max Horz 12=318(LC 7) Max Uplift8=-470(LC 8), 12= 844(LC 8) Max Grav8=836(LC 14), 12=1071(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 660/477, 3-4=-446/370, 4-5=-432/401, 5-6=-979/603, 6-7= 12137757, 7-8=-1432/819 BOT CHORD 2-12= 5351799, 11-12=-337/1005, 11-19=-227/770, 10-19= 2271770, 10-20= 227/770, 9-20— 227/770, 8-9=-662/1211 WEBS 6-11=-91/292, 6-9=-294/609, 7-9=-447/388, 5-12= 1392/1060 NOTES 1) Unbalanced roof live loads have been considered for this design. 41/11111/ 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=40ft; L=48ft; eave=6ft; Cat. II;,, Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 `�� P`S. . ,.14e 3) The solid section of the plate is required to be placed over the splice line at joint(s)10. �%�� , • • . G E N S _ 4) Plate(s) at joint(s) 10 checked fora plus or minus 5 degree rotation about its center. ; A� V 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 * O 39389 fit between the bottom chord and any other members, with BCDL = 5.Opsf. / 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 lb uplift at joint 8 and 844 lb uplift at joint 12. 8) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r ATE (V LOAD CASE(S) Standard R is &/0 N ��/1111114444� FL Cert. 6634 March 21,2014 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M TEKREFERENCE PAGEMI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design 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 isthe responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding A eka M i IT fabrication, quality control, storage, dellvery, erection and tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. If Sauthem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss cuss ype r Qty y Walpole Garage T6219698 71772 A COMMON 12 1 Job Reference (optional) .er. rru. mc., ron riarce n. a4aoz ID:AOC7XCMOgKF—KpnBzSK9G6yf5j F-aeUfl DnD9AgIOOPcv7jtuGP3q FcMJbglotmGTfzYhGC -2.0-0 6.5.15 13.8-0 20-10.1 27-4-0 29.4-0 2 0.0 6-5-15 7-2-1 7-2-1 6.5-15 2-0-0 Scale = 1:51.9 4x5 = 3x4 = "^-' — aao — axv — 3x4 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010frP12007 CSI TO 0.29 BC 0.36 WB 0.72 (Matrix-M) DEFL in (loc) Udefl Ud Vert(LL) -0.22 11-13 >999 360 Vert(rL) -0.33 11-13 >908 240 Horz(TL) 0.03 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 138 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 14=964/0-8-0 (min. 0-1-8), 9=811/0-8-0 (min. 0-1-8) Max Harz 14=-332(LC 6) Max Upliftl4=-842(LC 8), 9— 624(LC 8) Max Grav 14=1070(LC 2), 9=949(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-666/477, 3-4= 444/370, 4-5=-430/401, 5-6= 978/601, 6-7= 1206/746, 7-8=-1320/807, 8-9= 1424/795 BOT CHORD 2-14=-535/807, 13-14=-251/1027, 13-21=-1401791, 12-21=-1401791, 12-22= 140/791, 11-22=-1401791, 9-11=-542/1192 WEBS 6-13— 92/292, 6-11=-284/602, 7-11= 443/382, 5-14— 1392/1055 NOTES 1) Unbalanced roof live loads have been considered for this design. ►111111 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=40ft; L=48ft; eave=6ft; Cat. ll; ♦♦♦a�,PS A q � Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ;Lumber DOL=1.60 plate grip DOL=1.60 ♦ �e ♦� 3) The solid section of the plate is required to be placed over the splice line at joint(s) 12. ♦�♦ 0 •' Ci E. 4) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about its center. ��,`�: • \,� SF •'.9�%i �i 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 wild O 3938.. ;. fit between the bottom chord and any other members, with BCDL = 5.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 842 lb uplift at joint 14 and 624 lb uplift at + joint 9. = 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ATE 0 •• <C/ LOAD CASE(S) Standard ,'ice . •c� O R 1 O Q ;.• ��`♦♦ .,'f;s1 /0 N AL ��C��♦♦ 111111111 FL Cert. 6634 March 21,2014 0 WARMNG - Verify design p...ters and READ NOTES ONTEIS AND INCLUDED MITEKREPERENCE PAGE MTI-7473 BEFORE USE. v 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 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 responabllity, of the erector. Additional bracing the is the the MiTek• permanent of overall structure responsibility of 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 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. If Sauthem Pine (SP) lumber is specified, the design values are these effective 06101/2013 by ALSO 6904 Parke East Blvd. Tampa, FL 33610-4I15 o Truss Truss Type Oty Ply Walpole Garage T6219699 71772 B COMMON 7 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MI I eK Inaustnes, Inc. Fn Mar 21 15:22:28 2014 Page 1 ID:A0C7XCM0gKF Kpn8zSK9G6yf51F-_DAofEgvR5CJFr8Ba7HaVulcrTgWW5zTUr_w4__XYhG9 -2-0-0 5-6-12 10-6-0 15-5.4 21-0-0 230 0 2-0-0 5 6 12 4-11-4 4-11-4 5.6-12 2 0 0 4x4 = Scale = 1:41.5 Iv 0 3x4 = 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.06 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.20 Vert(rL) -0.09 8-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 HOrz(rL) 0.03 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 100 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=658/0-8-0 (min. 0-1-8), 6=658/0-8-0 (min. 0-1-8) Max Horz2=265(LC 7) Max Upli t2= 564(LC 8), 6=-564(LC 8) Max Grav2=784(LC 2), 6=784(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1112/671, 3-4=-973/668, 4-5=-973/668, 5-6— 1112/671 BOT CHORD 2-10=-426/1033, 9-10=-166/655, 8-9=-166/655, 6-8= 426/942 WEBS 4-8= 224/401, 5-8= 318/272, 4-10=-224/400, 3-10=-318/272 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=40ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,1111111 I I llo�� 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 ♦♦a� PS A • ,q �� fit between the bottom chord and any other members. ♦ �1 • , , . 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 564 lb uplift at joint 2 and 564 lb uplift at `♦�%_ �o • • • C E N S •' joint 6. ♦ �� :: �, !%i i 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : • r��l LOAD CASE(S) Standard • 0 39380 , ., .• STATE /1111111/ FL Cert. 6634 March 21,2014 WARNING - Verlfg design paramedem and READ NOTES ON72YIS AND INCLUDED WIFKREFERENCE PAGE blf1-7473 BEFORE USE. SAW[ 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown on is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional bracing the Is the the building designer. iUliTek` permanent of overall structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Solely Information available from Taus Plate Institute, 781 N. Lee Sheet, Suite 312 Alexandria. VA 22314. ifsouthem Pine (SP) lumber is specified, the design values are thase effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type . Oty Ply Walpole Garage T6219700 71772 GEA1 GABLE 1 1 Job Reference (optional) unambers I russ Inc., t-on rIeree H. 34982 2-0-0 ' 13-8-0 7.350 s Sep 27 2012 Mi-rek Industries, Inc. Fri Mar 21 15:22:32 2014 Page 1 ID:A0C7XCM0gKF Kpn8zSK9G6yf5jF-t7OIVctPVKjlkTRypzLWgkCHU431Swu3PTy7DIzYhG5 4x4 = 3x6 = Scale = 1:50.5 A = Iv 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/rP12007 CSI TC 0.20 BC 0.08 WB 0.11 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.00 1 n/r 120 Vert(rL) -0.02 1 n/r 90 Horz(TL) 0.00 17 n/a n/a PLATES GRIP MT20 244/190 Weight: 156 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS All bearings 27-4-0. (lb) - Max Horz2=319(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 17, 25, 29, 31 except 2=-268(LC 8), 26=-100(LC 8), 27=-108(LC 8), 28=-107(LC 8), 30=-142(LC 8), 23=-100(LC 8), 22=-109(LC 8), 21=-104(LC 8), 20— 106(LC 8), 19=-105(LC 8), 18=-11O(LC 8) Max Grav All reactions 250 lb or less at joint(s) 17, 2, 25, 26, 27, 28, 29, 30, 31, 23, 22, 21, 20, 19, 18 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--3.Opsf; h=15ft; B=40ft; L=48ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 ANSVrPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 1rfI� ,�� p,S A. q ' 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. `% Ci E N Si •. .� ,rQ �. F •'. �%i i ~- �••, r%j 8) • This truss has been designed for alive 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. % - O 3938 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 25, 29, 31 except * Qt=lb)2=268,26=100,27=108,28=107,30=142,23=100,22=109,21=104,20=106,19=105,18=110. 10) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. l =��'�•`.ATE LOAD CASE(S) Standard OR /ONAI FL Cert. 6634 March 21,2014 © WARNING - Verify design p...ters and READ NOTES ON THIS AND INCLUDED MTMK REFERENCE PAGE M17473 BEFORE OSE. Design valid for use only with MTek connectors. lhls design Is based only upon parameters shown, and is for an individual building component. �e 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 bracing the Is the MiTek' permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component SafeifSouthemPinef5P)lumben available rrsssppecifie th desi N.Lee Street,Suite a Alexandria, %A22314. gnvaluesarethaseeffective0b 01%20136yAL5C 6904 Parke East Blvd. Tampa,FL33610-4115 Job Truss Truss Type Oty Ply Walpole Garage T6219701 71772 GEA GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Fn Mar 21 15:22:30 2014 Page 1 ID:AOC7XCMOgKF_KpnBzSK9G6yf5jF-wclY4wr9ziT1 U91aiYJ2bJ6x_GNk_??my9T18tzYhG7 -2-0-0 , 13-8-0 27-4-0 29-4 0 , 2-0-0 13-8-0 13-8-0 2 0 0 4x4 = Scale = 1:51.9 3Io 33 04 OI Ju du 40 G/ eo eq ell LL Y1 Lu 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.20 Lumber Increase 1.25 BC 0.09 Rep Stress Incr NO WB 0.13 Code FBC2010ITP12007 (Matrix) DEFL in (loc) Vdefl Ud Vert(LL) -0.03 19 n/r 120 Vert(rL) -0.04 19 n/r 90 Horz(TL) 0.01 18 n/a n/a PLATES GRIP MT20 244/190 Weight: 159 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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 All bearings 27-4-0. (lb) - Max Horz2=-332(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 27, 28, 31, 33, 25, 22,20 except 2=-283(LC 8), 29=-109(LC 8), 30= 107(LC 8), 32= 142(LC 8), 24= 109(LC 8), 23=-107(LC 8), 21=-142(LC 8), 18= 283(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 27, 28, 29, 30, 31, 32, 33, 25, 24, 23, 22, 21, 20, 18 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-10— 95/277, 10-11=-81/277 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=40ft; L=48ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 ANSVrPI 1. 11111111111/1, 4) All plates are 2x3 MT20 unless otherwise indicated. `,`%% PS A /��e 5) Gable requires continuous bottom chord bearing. ``� 0\V` • •.. 4 I� 6) Gable studs spaced at 2-0-0 oc. ♦ E N 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� A`X • �,� Ci SE 9 �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 will Z • �`�I fit between the bottom chord and any other members. • • O 3938 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 28, 31, 33, 25,' 20 except (jt=1b) 2=283, 29=109, 30=107, 32=142, 24=109, 23=107, 21=142, 18=283. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard O .� 5 AT �� s •,. FL Cert. 6634 March 21,2014 Q WARNING - Verify design parmneters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 resporebllity of the Additional bracing the MiTek' erector. permanent of 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. it 5outhem Pine (SP) lumber is specked, the design values are these effective 06/01/2013 by ALSC Tampa, FL 33610-4i 15 m p Job Truss Truss Type cny Ply Walpole Garage T6219702 71772 GEB GABLE 1 1 Job Reference (optional) unflmDBrs , russ,nc., r-on r,erce N. 34etlz /.35u s Sep z! vuiz MII eK maustnes, inc.rn Mar zl 1xzz:342o14 rage 1 ID:AOC7XCMOgKF KpnBzSK9G6yf5jF-pNX3wlug1xzTzmbLxOO_19HcztlowrDMsnREHezYhG3 -2-0-0 10-6-0 21-0-0 23-0-0 2-0-0 10-6-0 10-6-0 2-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 4x4 = US = SPACING 2-0-0 CSI DEFL in (lox) Vdefl Ud Plates Increase 1.25 TC 0.20 Vert(LL) -0.03 13 n/r 120 Lumber Increase 1.25 BC 0.08 Vert(rL) -0.05 13 n/r 90 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 12 n/a n/a Code FBC2010/TP12007 (Matrix) Scale = 1:41.5 PLATES GRIP MT20 244/190 Weight: 111 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc Purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 21-0-0. (lb) - Max Horz2= 265(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 19, 21, 23, 16, 14 except 2=-274(LC 8), 20— 106(LC 8), 22=-139(LC 8), 18=-106(LC 8), 15=-139(LC 8), 12= 274(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 19, 20, 21, 22, 23, 18, 16, 15, 14, 12 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Iv 0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=40ft; L=48ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 ANSVrPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. �11111IIIl/y1 5) Gable requires continuous bottom chord bearing. �i�P�J A qi,,f 6) Gable studs spaced at 2-0-0 oc. • • e �j 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �%% O •' C EN 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 ��,`�: • �.� S� q�i �i fit between the bottom chord and any other members. 4 - J` - • r i� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 21, 23, 16, 14 : 0 3938 except @=1b) 2=274, 20=106, 22=139, 18=106, 15=139, 12=274. * • ' 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �- ATE i1'�sslo FL Cert. 6634 March 21,2014 Q WARNING - V.,, fg design parameters and READ NOTES ONTNIS AND INCLUDED NITEKREPERENCE PAGE bill-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. (- Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not fruss 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 M iTek° fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. 1f Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Walpole Garage T6219703 71772 V4 VALLEY 1 1 Jab Reference (optional r.SSV s bep Z/ 'ZVlZ MI I eK maustnes, Inc. rn Mar zi 1 b:ZZ:bH ZU14 vage 1 ID:AOC7XCMOgKF_Kpn8zSK9G6yf5jF-h8naRxA5ATuSOv6AESwv7SLEV68sf4ynPPSQPzYhG7 4-0-0 2-0.0 3x6 = 2 3x4 5- 3x4 Scale = 1:7.8 Plate Offsets (X,Y): f2:0-3-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight: 11 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 1=75/4-0-0 (min. 0-1-8), 3=75/4-0-0 (min. 0-1-8) Max Horz 1=-29(LC 6) Max Upliftl=-54(LC 8), 3=-54(LC 8) Max Grav 1=88(LC 2), 3=88(LC 2) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or4-0-0 oc purlins. 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. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=40ft; L=481t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • 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 ,j111111 I I1 Al�� fit between the bottom chord and any other members. �� /'* 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. `��` �P`S. A', 44e ' 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� • • C E S' • •, '9 LOAD CASE(S) Standard FL Cert. 6634 March 21,2014 Q WARMNG - Verify design parameters and READ NOTES ON 9TIIS AND INCLUDED MI7EKREPERENCE PAGE N7fL-7473 BEFORE USE. Design valid for use only with MTek connectors. this design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of bulding designer - not buss 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 bracing of the is the the building M!Tek' permanent overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSlfrPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Irutihrte, 781 N. Lee Street, Suite 312 Alexandria VA 22314. If southern Pine (SP) lumber is specified, the design values are t hase effective 06/01/2013 by ALSO 6904 Parke East Blvd. Tam a p , FL 33610-4115 Job Truss Truss Type Qty Ply Walpole Garage T6219704 71772 V8 VALLEY 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Fill Mar 21 15:22:39 2014 Page 1 ID:AOC7XCMOgKF_KpnBzSK9G6yf5j F-ALLyz?yosTbl3YU Ijx_9SD_SCuRvb6m5039?zrzYhG_ 4-0.0 8-0-0 4-0-0 4-D-0 3x4 2x3 II 4x4 = 3x4 Scale = 1:15.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(rL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight: 25 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=94/8-0-0 (min. 0-1-8), 3=94/8-0-0 (min. 0-1-8), 4=177/8-0-0 (min. 0-1-8) Max Harz 1=-71(LC 6) Max Upliftl=-85(LC 8), 3— 85(LC 8), 4= 96(LC 8) Max Grav 1=113(LC 13), 3=123(LC 14), 4=208(LC 2) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=40ft; L=48ft; eave=6ft; Cat. II Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • 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 members.fit between the bottom chord and any other 6) Provide mechan cal connection (by thews) of trussto bearing plate capable of withstanding 100 Ib uplift at joint(s)1, 3, 4. ,`%�P J� A! f q 7) "Semi -rigid pitchbreaks including heels" Member end f idly model was used in the analysis and design of this truss. ,�� \�'`. • G ENS'-. 30 9380 := 5 ATE10 LOAD CASE(S) Standard FL Cert. 6634 March 21,2014 0 WARNING - Verify design paz eters and READ NOTES ON THIS AAm INCLUDED i117TEKREFERENCE PAGE B4f1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design 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 bracing the is the the building designer. For MiTek` permanent of overall structure responsiblity of general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, eet, Suite 312, Alexandria, VA 22314. IfSauthern ine(5P)lumber isspecifed, the design values are t�hoseeffective06101/2019byALSC pa ' TFL 33610-4i 15 am Job Truss Truss Type city Ply Walpole Garage T6219705 71772 V12 VALLEY t 1 Job Reference (optional) unamDe,s I russ Inc., ton Pierce m. 34932 7.3bo s 5ep 27 2012 MI l eK Incustnes, Inc. I-n Mar zl 1 b:z2:34 Zu14 Pagel ID:AOC7XCMOgKF_Kpn8zSK9G6yf5j F-pNX3wlug 1 xzTzm bLxOOJgH WxthMwrSMsnREHezYhG3 6-0-0 12.0-0 6-0-0 6-0-0 3x4 4x5 = 2x3 11 3x4 Scale = 1:21.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.36 Vert(rL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight: 39 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 1=133/12-0-0 (min. 0-1-8), 3=133/12-0-0 (min. 0-1-8), 4=315/12-0-0 (min. 0-1-8) Max Harz 1=-114(LC 6) Max Upliftl=-112(LC 8), 3=-112(LC 8), 4=-198(LC 8) Max Grav 1=162(LC 13), 3=178(LC 14), 4=371(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-280/208 Structural wood sheathing directly applied or 6-0-0 oc pudins. 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 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=40ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) , 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 1111111 p0l fit between the bottom chord and any other members. 6 Provide mechanical connection nnection ��1Pcj A. (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 1=112, `� � • •,,.. �e ' 3=112, 4=198. ♦�% • • • \ G E N S' • • "9 o 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦ ,`�: \. F •'. !li s LOAD CASE(S) Standard N 30 9380 i l-- Mir :TE • i-0 s, N A` is ;%%%.iil. , 111111111 FL Cert. 6634 March 21,2014 0 WARNING - Verify design pa caneters and RE&D NOTES ON THIS At1m INCLUDED NB7EKREPERENCE PAGE N f1-7473 BEPORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and !star an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliify of the erector. Additional bracing the is the the building MiTek• permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Taus Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. if Southern Pine (SP) lumber is specked, the design values are those effective 06/01/2013 by ALSO 6904 Parke East Bkd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Walpole Garage T6219706 71772 V16 VALLEY 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Fn Mar 21 15:22:36 2014 Page 1 ID:A0C7XCM0gKF_Kpn8zSK9 G6yf 5j F-Imf pLzwwZYDBC4lj2pQSgaMx9hRoOkRf K5wLMWzYhG 1 8-0-0 16-0-0 8-0-0 8-0.0 3x4-:-- FIRM] 4x4 = 2x3 11 16.0.0 ME LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(rL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING TOP CHORD BOT CHORD REACTIONS All bearings 16-0-0. (lb) - Max Horz1=-156(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=-231(LC 8), 6=-231(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=335(LC 13), 6=335(LC 14) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8= 287/248, 4-6= 287/248 Scale = 1:28.1 3x4 PLATES GRIP MT20 244/190 Weight: 58 lb FT = O% Structural wood sheathing directly applied or 6-0-0 oc pudins Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=40ft; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) fitTbetwhis ensth bottom chord and anyhas been designed for a lother me bersP ve load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,```>>PS A T P q 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except at=lb) `� \V` ...... �e Imo, 8=231, 6=231. ��` • • • G E N 5' • • •9 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,`�.' �. LOAD CASE(S) Standard 0 39380� ter, • A= x E :• �U Off. �U �';sse0 N M_ FL Cert. 6634 March 21,2014 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MII REFERENCE PAGE b9fl-7473 BEFORE USE. 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ffm is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the is the building MiTek' erector. permanent of overall structure responsibility of the designer. For general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSlfrPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. If Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Walpole Garage T6219707 71772 V20 GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri Mar 21 15:22:37 2014 Page 1 ID:A0C7XCM0gKF_Kpn8zSK9 G6yf5j F-DyDBYJxYKsL2q EKwcWxhNovi C5iO7ByoZlguuzzYhGO 10-0-0 20-0-0 laao 10-ao 05 = 3x4 - o n 7 A 3x4 2x3 II 2x3 11 3x6 = Scale = 1:35.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010frP12007 CSI TC 0.59 BC 0.34 WB 0.12 (Matrix) DEFL in Vert(LL) n/a Vert(rL) n/a Horz(TL) 0.00 (loc) Vdefl Ud n/a 999 n/a 999 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 72 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS All bearings 20-0-0. (lb) - Max Harz 1=198(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 8 except 9= 303(LC 8), 6=-303(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=337(LC 2), 9=440(LC 13), 6=440(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-274/136, 2-9=-388/334, 4-6= 388/334 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=40ft; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • 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 1,111111111 /1� fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at �O`% S A Ili joint(s) 1, 5, 8 except Gt=lb) �P,S , A. 11 `�% , , 9=30316=303. `-% , •' G E N S -y 0� 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.�: �. F�'.•!%?_ LOAD CASE(S) Standard O 380 • * VIr Z :O.• ATE .<v: /o N A1- E %;�`>`� 41111111110 FL Cert. 6634 March 21,2014 Q WARNING - Verify design pa eters and REED NOTES ONTTIIS AAm INCLUDED MITEKREPERENCE PAGE MU-7473 EEPORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual bulding component. 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 stablity during construction is the responvbillity of the erector. Additional bracing the is the the building designer. MiTek` permanent of overall structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and tracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SIM Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. If tiouthem Pine j5P) lumber is specified, the design values are these effective OS/01/2013 by ALSC Tampa, FL 3361 a4115 p Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions.are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/td' For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or el by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 5_ JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek® All Rights Reserved 111111111011111110 MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered, 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties, 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane atjoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 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. 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. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.