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HomeMy WebLinkAboutTrussA=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. mi 5PAGING NOTE ALL TRUSSES ARE TO BE SET AT 2.-0: ON CENTER EXCEPT AS NOTED MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE A& IF MULTIPLE PLY. M DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Span or less '& 30' to 60' Span A 0 degrees Spreader Bar or less 4 1 �2 —► g Line span approx. REFER TO BCSI Truss must be set this way if crane used. Truss is on example, your truss may not match. isist crane operator sets truss this way. I ey �___Approx 2/3 to Line 1/2 of Span REFER TO BCSI ,ss must be set this way if crone used. This is an example, truss may not match. Insist crane operator sets truss this way. All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses Q are installed. AIR HAN�LEF2 NOTE 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. For Truss to Truss Connections see hanger/connector schedule in engineering package. Carrying Girder Nails must be as shown. Guide tabs 0 Dome angle nails. Truss SEAT PLATES BY CHAMBERS INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 8'-0" ABOVE FINISHED FLOOR HIP VALLEYS ARE DIFFICULT TO INSTALL, PROBLEMS CAN BE ADDRESSED BY CUTTING HIP VALLEYS IN HALF & FINDING CORRECT LOCATION. A ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 22' - 29' IN LENGTH I -__.-_._-..__.__..._.._._.___...___� Do not stand on trusses until they are braced per BCSI & properly nailed to straps & hangers METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN NOTES: * ALL BEAMS ARE BY OTHEFc * BEARING WALLS REQUIRED P3 SHOWN ON THIS LAYOUT. * LEVEL RETURNS ARE BY BUILDER IF DESIRED. go CORNER DETAIL - OVERHANGS NOT . . CLARITY upset=l/4" heel=41/16" SQUARE CUT END 2 x 4 Top Chord Level Returns By Builder WALL HEIGHT 8' END DETAIL: TYPICAL VAULT upset=1/4" heel=41/16" SQUARE CUT END 2 x 4 Top Chord Level Returns By Builder WALL HEIGHT 8' TYPICAL END DETAIL I J UT MIEWED IR ►ANCE WIT' TURAt. 48 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED S RETURNED The legal description of the property where the trusses" be Installed is: 1. Trusses will be made In strict accordance with this truss placement diagram layout, which Is the sole authodty for determining successful fabrication of the trusses. 2. All dimensions In this layout have been verified by the undeslgned. .3. Unless written notice is provided by 00""hot ' mall to Chambers Truss within ten (10) su�cir wdttenof ltnoUce fa Wished the 'am Truss ahallk'a Three Il be (3 bu nat"ss days in which to begin repairs required, or to substitute other trusses, et Chambers option. 4. The undersigned admowle1.dges receipt of "BCSI 1-03" summery sheet by 7PI & WTCA. delNaryllChambareIs to ,Truss hasob site, tits sole athe uthority to deterr i to a the suelabilitly of the job site or ar portion of the job site for delivery. Chambers Trrss will be responsible for dump deliveryonly. The buyer Is responsible for additional delivery expenses If Chambers Truss has to redeliver because Job age Is not prepared for delivery or buyer Is not prepared for delivery of trusses. Buyer Is responsible to Chambers Truss for towing costs due to she conditions. 6. Price as shown In paragraph 7 below Is subject to change fi any changes are. made in this layout A $50 per hour fee for revisions maybe charged by Chambers Truss. 7. This Is a PURCHASE ORDER to Chambers, Trues of the sum agreed to, or N no agreement a reasonable price. Invoice will be made on delivery and paid within terms of net 'on delivery. Invoice may be made at scheduled date bf delivery If buyer cannot accept delivery of fabricated trvsces. The undersigned agrees to pay Chambers. Truss reasonable attomey's fee for collectians In event of payment not timety made. 1.1k °h, per month service Charge will be added for all sums not paid within terns. 8. Signature or Initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees payment when due of any and all Indebtedness owed to Chambers Truss by any entity receiving material and the undersigned agrees to pay such Indebtedness Including atiomeys fees. If default in payment for material recipient, be made by the 10. In tho event of any litigation concerning this agreement, the itc'is furnished hereunder or payments referred to herein, the. parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsollitles are per "National Standard And Recommended Guidelines On Responsibilities For Construction Using Metal Plate Connected Wood Trusses 4NSI/TPL TCA4-2002"' )ATED FOR TITLE Aspreaderbar may be fe" per"BCSI 1-W IX, prevent ir$uty& damage, Multiple ply trusses must be fastened together per engineering before they are set; failure to do so can result In roof collapse. Temporary and 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 delivery before setting trusses" Tnssesmustbesetandbraced perdesfgnmpreuentinju 8rdamage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT SET TRUSSES USING THIS LAYOUT USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC 3106 Oleander Avenue Fort Pierce; Florida 34982-6423 800-551-5932 Fort Pierce 772-465.2012 Fax 772-465-8711 Vero Beach 772-569-2012 Stuart 772-286-3302 Web Site: CHAMBERSTRUSS.COM 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 Bottom Chord Dead 10 3 TOTAL Load 37 7.2 Duration Factor 1.25 Wind Speed 165mph Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. Highest Mean Height 16'-0" Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2010 Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Chambers Truss Inc. Drawing Name: 72029 Scale: 1 /4 = 1' 171 total trusses, 48 different trusses. MI 4: RLC ACAD: RLC Reviewed By: 16 7'ai�l Date: 07/09/14 FOR GRANDE CONSTRUCTION DESCRIPTION: ALLISON RESIDENCE PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 12929 rl, on � i ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 72029 - Allison Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Grande Construction of Florida Project Name: Allison Residence Ta. (n dj. 33610-4115 Lot/Block: Subdivision: Iv�OC1 Address: unknown City: St. Lucie County State: FL 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 Heigh1l Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 48 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed tathis 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. Seal# Truss Name I Date I No. I Seal# I Truss Name I Date 1 IT6413472 JAII 7/14/014 118 IT6413489 I D5 7/14/014 12 I T6413473 I A 17/14/014 119 I T6413490 I D6 17/14/014 13 I T6413474 I ATA 17/14/014 120 1 T6413491 I D 17/14/014 14 I T6413475 I ATB . 17/14/014 121 I T6413492 I E 17/14/014 15 I T6413476 B1 17/14/014 122 I T6413493 I GRA 17/14/014 16 I T6413477 I B2 17/14/014 123 I T6413494 I GRB 17/14/014 17 I T6413478 1133 17/14/014 124 I T6413495 I GRC 17/14/014 18 I T6413479 I B4 17/14/014 125 I T6413496 I GRID 17/14/014 19 I T6413480 I B5 17/14/014 126 I T6413497 I GRE 17/14/014 110 I T6413481 _ I B6 17/14/014 127 I T6413498 I HV12 17/14/014 111 I T6413482 I B7 17/14/014 128 I T6413499 I HV16 17/14/014 112 I T6413483' I B8 17/14/014 129 I T6413500 I HV20 17/14/014 113 I T6413484 I B 17/14/014 130 I T6413501 I HV24 17/14/014 I 114 I T6413485 I D1 17/14/014 131 I T6413502 I HV28 17/14/014 115 I T6413486 I D2 17/14/014 132 I T6413503 I HV32 17/14/014 116 I T6413487 I D3 17/14/014 133 I T6413504 I HV36 17/14/014 117 I T6413488 I D4 17/14/014 134 I T6413505 I HVA 17/14/014 I 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: Velez, Joaquin 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, perANSI/TPI-1, Chapter2. FL Cert. 6634 July 14,2014 Velez, Joaquin 1 of 2 s + _ RE: 72029 -Allison Residence Site Information: Customer Info: Grande Construction of Florida Project Name: Allison Residence Model: Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL No. Seal# Truss Name Date 35 IT6413506 IJ1 7/14/014 136 I T6413507 J J3 1 7/14/014 1 137 I T6413508 J J5 1 7/14/014 1 138 I T6413509 J J7 1 7/14/014 1 139 1 T6413510 1 JC7 1 7/14/014 1 140 I T6413511 I KJ 5 1 7/14/014 1 141 1 T6413512 I KJ7 1 7/14/014 1 142 1 T6413513 I KJ C7 1 7/14/014 1 143 1 T6413514 I MV2 1 7/14/014 1 144 1 T6413515 I MV4 1 7/14/014 1 145 1 T6413516 I MV6 1 7/14/014 1 146 1 T6413517 I V4 1 7/14/014 1 147 1 T6413518 I V8 1 7/14/014 1 148 1 T6413519 I V12 1 7/14/014 1 2 of 2 Job " Truss Truss Type Qty Ply Allison Residence T6413472 72029 Al HIP 1 1 Job Reference o tional unamDers i fuss mc., ron tierce ri. s9aoZ L.3ou s 5ep 21 Zu12 mi I eK moustnes, Inc. mon Jul 14 1ZMM5 ZU14 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-a?Bakfkl COcDzb38MUL_Y?E1 cblogRrOYzmyrKyyA?O -2-0-0 6-10-3 11-0-0 12-4-0 16-5-13 234-0 25-4-0 2-0-0 6-10-3 4-1-13 1 4-0 4-1.13 6-10-3 2-0-0 Scale = 1:46.0 4x4 44 4x4 = 3x4 = 3x4 = 3x6 = 44 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.25 BC 0.50 WB 0.23 (Matrix-M) DEFL in (loc) I/deft L/d Vert(LL) -0.18 11-14 >999 360 Vert(TL) -0.48 11-14 >583 240 Horz(TL) 0.05 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 107 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-11-0 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) 2=837/0-8.0 (min. 0-1-8), 7=837/0-8-0 (min. 0-1-8) Max Horz 2=-242(LC 6) Max Uplift2=-671(LC 8), 7=-671(LC 8) Max Grav2=974(LC 2), 7=974(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1491/926, 3-4=-1164/730, 4-5=-1032/715, 5-6=-1164/730, 6-7=-1491/926 BOT CHORD 2-11=-678/1678, 10-11=-374/1032, 9-10=-678/1319, 7-9=-678/1598 WEBS 3-11=-437/367, 4-11 =-1 62/303, 5-1 0=-1 62/303, 6-10=-439/367 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ,,11111111/111 3) Provide adequate drainage to prevent water ponding. `,�� QV ra N V 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 ,�� ,� •. G E N S ' •.`� �i� fit between the bottom chord and any other members. .' �, F i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 671 lb uplift at joint 2 and 671 lb uplift at joint 7. N 68182 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * : •' LOAD CASE(S) Standard F W �i S •. % V N t111111 FL Cert. 6634 July 14,2014 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M=REFERENCE PAGE Mf 7473 BEFORE USE. Design valid for use only with Welkconnectors. 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 OF 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 the building MiTek erector. permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformaBon 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 those effective 06101/20131bV ALSC Tampa, FL 33610-4115 Job Truss Truss Type Q y Ply Allison Residence T6413473 72029 I A HIP 1 1 Job Reference (optional) Chambers I ruSS Inc., Fort Pierce H. 34982 7.350 s Sep 27 2012 MITeK Industries, Inc. Mon Jul 14 12:18:03 2014 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-ed4gJzinhOLVklwIE3J WTa9hZn4pMZ4j4fHrnRyyA?2 2-0-0 5-8-12 9-0-0 14-4-0 17-7 4 23-4-0 25-4-0 2-0-0 5-8-12 3-3 4 5-4-0 3-3 4 5-8-12 2-0-0 7x8 4 17 Scale = 1:46.0 44 185 3x5 = 3x4 = 5x8 = 3x5 = LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.22 TCDL 7.0 Lumber Increase 1.25, BC 0.41 BCLL 0.0 Rep Stress Incr YES WB 0.12 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=837/0-8-0 (min. 0-1-8), 7=837/0-8-0 (min. 0-1-8) Max Horz2=205(LC 7) Max Uplift2=-671(LC 8), 7=-671(LC 8) Max Grav2=974(LC 2), 7=974(LC 2) DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.11 9-16 >999 360 MT20 244/190 Vert(TL) -0.30 9-16 >941 240 Horz(TL) 0.05 7 n/a n/a Weight: 109 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-7-14 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 2-3=-1569/961, 3-4=-13301826, 4-17=-1207/800, 17-18=-1207/800, 5-1 8=-1 207/800, 5-6=-1320/820, 6-7=-1567/961 BOT CHORD 2-10=-722/1439, 9-10=-508/1203, 7-9=-723/1397 WEBS 3-10=-313/262, 4-1 0=-1 05/302, 5-9=-102/306, 6-9=-320/266 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 671 lb uplift at joint 2 and 671 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I� 0 %���`��QU I N 0P `G E N S �00 N 68182 •-0 • 4�1 OF :4U �- - FL Cert. 6634 July 14,2014 0 WARMNG - Verify design parameters and READ NOTES ONT HIS AND INCLUDED IMEKREFERENCE PAGE =7 7473 BEFORE USE. �� • Design valid. for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 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. if Southern Pine (SP) lumber is speed, the design values are those effective 06/01/2013 hyALSC Tampa, FL 33610-4115 Job I russ Truss Type Qfy Ply Allison Residence T6413474 72029 ATA ATTIC 2 1 Job Reference (optional) chambers Truss Inc., Fort Pierce Fl. 3496Z /.3bu s tiep Z12u1Z mileK inaustnes, Inc. Man JUI 14 i2:ia:uo ZUi4 rage i 1 D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-a?Bakfk1 COcDzb38MUL_Y?EzCblUgLMOYzmyrKyyA?O -2-0-0 7-6-4 9-4-13 11-8-0 13-11-3 15.9-12 23-4-0 25-4-0 2-0-0 7-6-4 1-10-9 2-3.3 2-3-3 1-10-9 7-64 2-0 0 Scale = 1:45.3 3x6 = Iv a 4x4 = 5x6 WB= 2x3 II 4x4 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010fTP12007 CSI TC 0.47 BC 0.46 WB 0.58 (Matrix-M) DEFL Vert(LL) Vert(TL) Horz(TL) Attic in (loc) I/deft L/d -0.30 11-15 >931 360 -0.52 10-11 >536 240 0.04 8 n/a n/a -0.22 10-11 460 360 PLATES GRIP MT20 244/190 Weight: 96 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 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) 2=929/0-8-0 (min. 0-1-8), 8=929/0-8-0 (min. 0-1-8) Max Horz2=253(LC 7) Max Uplift2=-648(LC 8), 8=-648(LC 8) Max Grav2=1072(LC 14), 8=1072(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2220/801, 3-4=-1286/739, 4-5=-49/268, 5-6=-49/269, 6-7=-1286/739, 7-8=-2192/791 BOT CHORD 2-12=-1045/2785, 11-12=-45511380, 10-11=-455/1380, 8-10=-993/2642 WEBS 4-6=-1556/856, 3-11=0/293, 7-10=01292 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=16ft; B=62ft; L=65ft; 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 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) Ceiling dead load (2.0 psf) on member(s). 3-4, 6-7, 4-6; Wall dead load (2.Opsf) on member(s).3-11, 7-10 6) Bottom chord live load (10.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 10-11 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 648 lb uplift at joint 2 and 648 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard ����`�Qvl N "VF ��I�♦ i N 68182 � r r � T F : 4U ♦��',ss • •N AL E�� �� FL Cert. 6634 July 14,2014 0 WARNING - Verify design parmnetem and READ NOTES ONT THIS AND INCLUDED MI=REPERENCE PAGE M I-7473 EEPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' Applicability of design 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 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthem Wine (SP) lumber is specified, the design values are those effective 06/01/2013 by All Tampa, FL 33610-4115 JobTruss Truss Type QW Ply Allison Residence T6413475 72029 ATB ATTIC 4 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ft. 34982 7.350 a Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:06 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-2CIyx_kfzJk4bleKwBsD4Cn7b?5hZn39mdW VOmyyA?? -2-0-0 7-6-4 9-4-13 , 11-8-0 13-11-3 , 15-9-12 23-0-0 2-0-0 7-6-4 1-10-9 2-3-3 2-3-3 1-10-9 7-24 44 = 5x6 WB= 3x6 = 2x3 11 Scale = 1:43.4 I� 0 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI TC 0.56 BC 0.46 WB 0.68 (Matrix-M) DEFL in Vert(LL) -0.42 Vert(TL) -0.62 Horz(TL) 0.04 Attic -0.30 (loc) I/deft L/d 9-17 >653 360 9-17 >444 240 8 n/a n/a 9-10 328 360 PLATES GRIP MT20 244/190 Weight: 92 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=936/0-8-0 (min. 0-1-8), 8=809/0-8-0 (min. 0-1-8) Max Horz 2=239(LC 7) Max Uplift2=-657(LC 8), 8=-460(LC 8) Max Grav2=1070(LC 14), 8=917(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2237/817, 3-4=-1385/791, 4-5=-87/298, 5-6=-90/347, 6-7=-1336/788, 7-8=-1531/761 BOT CHORD 2-11 =-1 093/2795, 10-11=-594/1348, 9-10=-594/1348, 8-9=-594/1348 WEBS 4-6=-1740/954, 3-10=-1/317, 7-9=0/290 . NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS Lumber DOL=1.60 DOL=1.60 (directional); plate grip ,��� QU N V 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * �� , , P E '••`� 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 ,�� ,.•\G N,9 $ '• fit between the bottom chord and any other members. .' V i 1 5) Ceiling dead load (2.0 psf) on member(s). 3-4, 6-7, 4-6; Wall dead load (2.Opsf) on member(s).3-10, 7-9 N 68182 •' 6) Bottom chord live load (10.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 9-10 * 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 657 lb uplift at joint 2 and 460 lb uplift at ; joint 8. = 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) ATTIC SPACE, SHOWN IS DESIGNED AS UNINHABITABLE. T O F LOAD CASE(S) Standard i�.� •�.�` P. �• ��� FL Cert. 6634 July 14,2014 A WARNING - V.-O d i_,m pmmnacm and READ N07ES ON77IISAND INCLUDED M IEKREFERENCE PAGE MII-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 responsibillity of the Additional bracing the is the the MiTek• erector. permanent of overall structure responsibility of building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 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. Irsouthern Pine (SP) lumber is specked, the desrgn values are those effective 0S/01/2023 byA1SC Tampa, FL 33610-4115 Job I Truss Truss Type Qty Ply Allison Residence T6413476 72029 B1 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:08 2014 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-_atjMgmvVx_og3oil cuhAdsVioim 1 cgSEx?cRfyyA_z 2-0-0 3-7-2 5-10-0 , 11-0-0 17-6-0 23-9-15 30-0-1 36-4-0 2' 0-0 r 3-7-2 2-2-14 5-2-0 6-6-0 6-3-15 6-2-3 6-3-15 ennFW_� Scale = 1:67.6 3x4 = 5x8 = 3x4 II 3x6 = 3x8 = 3x4 II 5 24 6 25 7 8 9 10 3x6 i 4x5 = 3x4 11 3x4 11 7x8 = 3x6 = 2x3 11 6x8 = 3-7-2 5-10-0 11-0-0 17-6 0 23-9-15 30-0-1 36 4-0 3-7-2 2-2-14 5 2-0 6�-0 6-3-15 6-2-3 6-3-15 Plate Offsets (X,Y): [2:0-3-0,0-1-81, [5:0-5-12,0-2-81 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.39 TCDL 7.0 Lumber Increase 1.25 BC 0.81 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 6-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 3-18: 2x4 SP M 30 REACTIONS (lb/size) 11=1139/0-4-0 (min. 0-1-9), 2=1268/0-8-0 (min. 0-1-12) Max Horz2=341(LC 8) Max Uplift1l=-787(LC 8), 2=-948(LC 8) Max Grav 11=1317(LC 2), 2=1472(LC 2) I4 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.4817-18 >910 360 MT20 244/190 Vert(TL)-0.7616-17 >569 240 MT18HS 244/190 Horz(TL) 0.32 11 n/a n/a Weight: 213 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-6 oc bracing. WEBS 1 Row at midpt 4-17, 9-11 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 2-3=-2571/1323, 3-4=-5210/3173, 4-5=-2980/1765, 5-24=-3273/2005, 6-24=-3273/2005, 6-25=-3231/1980, 7-25=-3231/1980, 7-8=-2325/1398, 8-9=-2325/1398 BOT CHORD 2-20=-1681/2980, 19-20=-199/299, 4-18=-741/1270, 17-18=-3245/5027, 16-17=-1696/2737, 6-16=-369/333, 13-14=-906/1509, 12-13=-906/1509, 11-12=-906/1509 WEBS 3-20=-1389/934, 18-20=-1405/2240, 3-18=-1704/2634, 4-17=-2486/1603, 5-17=-220/542, 5-16=-352/753, 14-16=-1310/2170, 7-16=-656/1024, 7-14=-844/627, 9-14=-620/1027,\1L►� 9-12=0/261, 9-11=-1861/1118 �►/►�� ��� U I N VF Q NOTES \GENS'• ���i� 1) Unbalanced roof live loads have been considered for this design. ♦♦♦,0• ♦ •' \r F•, 00 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; N 68182 0 •' Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 * 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 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 .• T O F fit between the bottom chord and any other members. 0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 787 lb uplift at joint 11 and 948 lb uplift at r/. •, Q� ,� ♦♦ joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �j, s •. \ 0.•' �N `♦♦ I/ s ' • �% LOAD CASE(S) Standard ►►11 11 0 ", FL Cert. 6634 July 14,2014 0 WARKIM- Verify design parameters and READ NOTES ONTEfSAW INCLUDED MTE1CREFERENCE PAGE MU-7473 BEFORE USE. • Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 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/rPll 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. If Sout$rean lame (SP) lumber is speciSed, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence ' . T6413477 72029 B2 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce H. 34982 7.35U s Sep ZI Z01Z MI I eK Inaustnes, Inc. Mon JUI 14 1Z:1tl:U9ZU14 Pagel I D: oHTg505 Ds3TR?kt?m4?ZGyzbQDE-SnR5aOnYG E6fSDNvbJPwirPeKC62m8N bTbkAz5yyA_y 7-7-13 13-0-0 21-8-0 30-4-0 36.4-0 , 7-7-13 5�-3 8-8.0 8.8-0 6-0. 7x8 i 2x3 II 4x6 = 19 4 5 7x8 Scale = 1:63.0 2x3 II 4x6 = 3x8 = 3x6 = 3x5 = 3x6 II US 3x4 = 7-7-13 13-0-0 21-8-0 30-4-0 36.4-0 7-7-13 5-4-3 8.8-0 B-8-0 6-0.0 Plate Offsets (X,Y): (1:0-3-0,0-1-81, f3:0-4-0,0-2-21, f5:0-3-0,Edgel, f6:0-4-0,0-2-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.21 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.43 11-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 190 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-14 oc bracing. WEBS 1 Row at midpt 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1229/0-8-0 (min.0-1-11),8=1238/0-4-0 (min.0-1-9) Max Horz 1=-180(LC 6), Max Upliftl=-786(LC 8), 8=-785(LC 8) Max Grav 1 =1 415(LC 13), 8=1327(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2812/1576, 2-3=-2299/1371, 3-18=-2200/1421, 18-19=-2200/1421, 4-19=-2200/1421, 4-5=-2200/1421, 5-6=-2200/1421, 6-7=-1410/843, 7-8=-1279/796 BOT CHORD 1-14=-1519/2642, 13-14=-1514/2642, 12-13=-1514/2642, 12-20=-1179/2144, 11-20=-1179/2144, 10-11=-692/1237, 10-21=-692/1237, 9-21=-692/1237 WEBS 2-12=-594/392, 3-12=-160/521, 3-11=-156/366, 4-11=-542/488, 6-11=-693/1183, 6-9=-457/388, 7-9=-758/1363 � `PQV l N 11VF� NOTES ,%� % 1) Unbalanced roof live loads have been considered for this design. O Ci E N • 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; �� •'•�.� `SF' ? �i Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. N 68182 4) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. *4s, 5) ' This truss has been designed fora live load of20.Opsfon 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, with BCDL = IO.Opsf.6)joint ge mechanical connection (by others) of truss to bearing plate capable of withstanding 786 Ib uplift at -joint 1 and 785 Ib uplift at �j O F 4410. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �0040 O\LOAD CASE(S) Standard� FL Cert. 6634 July 14,2014 Q WARWNG - Verifg design parameters and REdD N07M ONTHISAND INCLUDED 1f9f7EKREPERENCE PAGE M-7473 BEFORE USE. Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component OF 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer -For general guidance regarding MiTek fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSauthem taane (SP) lumber is specified, the design values are those effective 06/01/2013 bV ALSC Tampa, FL 336104115 Job Truss Truss Type Q y ResidenceT6413478 7PIYA11ison 72029 B3 SPECIAL 1 b Reference (optional) cnamcers I russ mc., tort Fierce m. 349UZ 7.350 s Sep 27 2012 MITek Industnes, Inc. Mon Jul 14 12:18:11 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-P9Yr?i000sMMhWXHikSOnGUyk0raE_1 uwuDG2yyA_w 8-0-0 15.0.0 20-6-8 26-1-0 28-4-0 36-4-0 8-0-0 7-0-0 5 6-8 5-6-8 2-3-0 8-0-0 5.00 12 7x8 3x4 = 4 20 521 3x4 11 5.8 = Scale = 1:65.6 _ m m M 7 3x5 = 5x6 = 3x4 11 4x8 = 3x6 I I. 12 8-0 S Oro 15-0-0 20.6-8 of 26-1-0 28 4-0 36-0-0 7-8-0 7-0-0 7-0-0 5-6-8 5 6-8 2-3-0 8-0-0 Plate Offsets (X,Y): f2:0-3-0,Edgel, (4:0-4-0,0-2-21, 17:0-5-12,0-2-81, (12:0-2-8,0-3-81, (16:0-3-12,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.19 12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.33 12-13 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.95 Horz(TL) 0.20 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 201 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc purlins, except BOT CHORD 2x4 SP M 30'Except* end verticals. 6-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 1=-91/0-8-0 (min. 0-1-8), 16=1614/0-8-0 (min. 0-2-3), 9=793/0-4-0 (min. 0-1-8) Max Horz 1 =-217(LC 6) Max Upliftl=-250(LC 20), 16=-1126(LC 8), 9=-538(LC 8) Max Grav 1=97(LC 5), 16=1867(LC 2), 9=917(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-756/1078, 2-3=-625/1089, 3-4=-777/467, 4-20=-1496/984, 20-21=-1496/984, 5-21 =-1 496/984, 5-6=-2191/1354, 6-7=-2138/1322, 7-8=-978/585, 8-9=-843/556 BOT CHORD 1-16=-926/1160, 15-16=-1029/573, 14-15=-302/653, 13-14=-296/673, 12-13=-814/1534 WEBS 3-16=-1507/1036, 3-15=-886/1679, 4-15=-614/436, 4-13=-603/1073, 5-13=-658/464, 5-12=-405/763, 10-12=-852/1666, 7-12=-1125/2106, 7-10=-1615/968, 8-10=-409/813 NOTESUnbalanced roof live loads have been considered for this design. ,�``Q,QU! N v,, , 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=8ft; Cat. II; ,�� ,� •.• G E N S •. �� ♦♦♦ Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumlier DOL=1.60 plate grip DOL=1.60 ♦ V F�'•• 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. N( 68182 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 1, 1126 lb uplift at joint -p ; 16 and 538 lb uplift at joint 9. i T O F : •�/ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '. ,♦ LOAD CASE ' S) Standard ♦j s� \ e' �,��?� ♦ ... ... ♦If; 1115 11 N A11 0%, FL Cert. 6634 July 14,2014 ® WARMNG - Verify design parameters and READ NO7M ON THIS AND INCLUDED W7FX REFERIENCE PAGE Ml-7473 BEFORE USB. � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.'• Applicability of design 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPl1 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. If Soutfiem Pine (SP) lumber is specified, the design values are hose effective 06/01/2013 by ALSC Tampa, FL 336104115 Job Truss Truss Type Q y Ply Allison Residence T6413479 72029 B4 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34962 t.3ou s Sep z r zulz MI I eK mausrneS, Inc. mon JUI 14 iz:laaz zU14 rage 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-tL6EC2pQZ9UDJg6UGSzdKT1C9Q7zzVvl9YzgaQyyA_v 8.0-0 11-7-12 17-0-0 21-8-0 1-4 0 31-4-0 W-4-0 8.0-0 3-7-12 5 4 4 4-8-0 5x6 = 5.00 12 3x4 = 5x6 = 20 6 7 Scale = 1:65.7 16 12 11 10 US = 5x6 = 3x4 11 3x8 = US 11 7-4-0 -8- 9-0-0 9-1-0 5-3-0 5-0-0 Plate Offsets MY): f1:0-0-2,Edgel, [5:0-3-0,0-2-41, I7:0-3-0,0-2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.15 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.41 13-15 >819 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC201 OfrP12007 (Matrix-M) Weight: 205 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins, except BOT CHORD 2x4 SP M 30 *Except* end verticals. 7-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at micipt 4-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 16=1497/0-8-0 (min. 0-2-1), 10=819/0-4-0 (min. 0-1-8) Max Horz 16=-254(LC 6) Max Upliftl 6=-1 396(LC 8), 10=-508(LC 8) Max Grav 16=1731(LC 2), 10=946(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-927/1022, 2-3=-773/737, 3-4=-769/808, 4-5=-11001469, 5-20=-995/487, 6-20=-995/487, 6-7=-1744/965, 7-8=-1913/992, 8-9=-883/485, 9-10=-903/516 BOT CHORD 1-16=-1391/1043, 15-16=-212/564, 14-15=-596/1404, 13-14=-595/1441, 7-13=-166/486 WEBS 2-16=-385/382, 4-16=-1589/1089, 4-15=-438/790, 6-15=-717/482, 6-13=-202/483, 11-13=-478/957, 8-13=-376/966, 8-11=-927/559, 9-11=-443/890 NOTES U b♦ alanced roof live loads have been considered for this design. �♦�`,PQU!...... 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; ♦♦ G EN Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ♦♦ •'•�.� SF•' ? �i 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. N 68182 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1396 lb uplift at joint 16 and 508 lb uplift at -d ; joint 10. T O F : 14/ Z 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ;�'. • �; LOAD CASE(S) Standard ice,, S •. 1 Q' . ��;; Al i���` FL Cert. 6634 July 14,2014 A WARMNG - Verify design parameters and READ N07ES ON MIS AND INCLUDED Mi7EKREFERENCE PAGE Mfl-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 responsibillity 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/rPll Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSauthem Pine (SP) lumber is specified, the design values are those effective 05/01/2013 by ALSC Tampa, FL 336104115 Job Truss Truss Type Q y Ply Allison Residence ' T6413480 72029 B5 SPECIAL 1 1 Job Reference (optional) chambers Truss Inc., I•ort Pierce rl. 3496Z r.sou s zjep zr zuiz mI i eK mausines, inc. mon uui 14 1Z:1e:1a Zu14 rage i ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-LYgcPOg2KTc4xgggg9UsthaNapTZiyj BNCiN6syyA_u .8.0-0 13-9-13 19-0-0 24.4-0 26-1-0 31-2-15 W 4-0 8-0-0 5-9-13 5-2-3 5-0-0 1 5-2 5-0 1-1 5.00 12 5x6 = 5x6 = 5 20 6 3x4 Scale = 1:65.7 16 12 11 10 3x5 = 5x6 = 3x4 II 3x8 = 3x6 II 7-4-0 0- 19-0-0 26-1-0 31-2-15 36-4-0 7-4-0 -S- 11-0-0 7-1-0 5-2-0 5-1-1 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.38 TCDL 7.0 Lumber Increase 1.25 BC 0.57 BCLL 0.0 " Rep Stress Incr YES WB 0.68 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 7-12: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS (lb/size) 16=1496/0-8-0 (min. 0-2-1), 10=820/0-4-0 (min. 0-1-8) Max Horz 16=-291(LC 6) Max Upliftl 6=-1 395(LC 8), 10=-508(LC 8) Max Grav 16=1730(LC 2), 10=948(LC 2) DEFL in (loc) I/deft Ltd PLATES GRIP Vert(LL)-0.3414-16 >998 360 MT20 244/190 Vert(TL)-0.8614-16 >394 240 Horz(TL) 0.14 10 n/a n/a Weight: 209 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-16 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 1-2=-918/991, 2-3=-745/692, 3-4=-734/804, 4-5=-1155/569, 5-20=-1043/575, 6-20=-10431575, 6-7=-1865/1069, 7-8=-1912/1000, 8-9=-890/488, 9-10=-903/517 BOT CHORD 1-16=-1344/930, 15-16=-326/869, 14-15=-314/894, 1 3-14=-525/1 355 WEBS 2-16=-451/437, 4-16=-1795/1246, 4-14=-219/504, 6-14=-523/324, 6-13=-518/966, 11 -1 3=-487/964, 8-13=-351/960, 8-11=-933/563, 9-11=-442/891 ,,1111111/1111I NOTES 1) Unbalanced roof live 2) Wind: ASCE7-10; Vu ta165mph (3 secondlgu t) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 �� , •'•�.� SF �� 3) Provide adequate drainage to prevent water ponding. N 6 8182 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1395 lb uplift at joint 16 and 508 lb uplift at ^p ; joint 10. T O F w 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i . LOAD CASE(S) Standard FL Cert. 6634 July 14,2014 Q WARNING - Verify d�siyn parameters and READ NOMS ONT HIS AND INCLUDED MfTEICREFERENCE PAGE MZ-7473 BEPORE 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 responsibillity of the MOWerector. 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 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southem Pine (SP) lurrrher is specified, the design values are those effective 06/01 f2013 IbV AISC Tampa, FL 33610A115 Job Truss Truss Type Qly Ply Allison Residence T6413481 72029 B6 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:14 2014 Page 1 I D: oHTg505Ds3TR? kt?m4?ZGyzbQDE-pkE_dj rg5 nkxY_FsOs?5Pu6YH DuzROH KcsSwfJyyA_t 8-0-0 14-6-0 21-0-0 22.4-01 26-1-0 31-2-15 36-4-0 8-0.0 6-6-0 6-6-0 1 4-0 3-9-0 5-2-0 5-1-1 Scale = 1:65.6 5x6 = 5.00 12 5x6 = 5 6 3x5 = 5x6 = 3x4 11 3x8 = 3x6 11 7 4-0 -0- 14-6-0 21-0-0 26-1-0 31-2-15 36-4-0 7.4-0 -8- 6-6-0 6-6-0 5-1-0 5-2-0 5-1-1 Plate Offsets (X,Y): [5:0-3-0,0-2-41, [6:0-3-0,0-2-41 [17:0-3-12,0-3-01 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TIC 0.38 TCDL 7.0 Lumber Increase 1.25 BC 0.24 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 7-12: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS (lb/size) 17=1497/0-8-0 (min. 0-2-1), 10=819/0-4-0 (min. 0-1-8) Max Horz 17=-328(LC 6) Max Upliftl 7=-1 007(LC 8), 10=-564(LC 8) Max Grav 17=1753(LC 13), 10=947(LC 2) co m DEFL in floc) I/defl Ud PLATES GRIP Vert(LL) 0.12 13 >999 360 MT20 244/190 Vert(TL)-0.2013-14 >999 240 Horz(TL) 0.13 10 n/a n/a Weight: 217 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-20,16-17. 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 1-2=-818/899, 2-3=-852/543, 3-4=-728/563, 4-5=-1148/772, 5-6=-995/776, 6-7=-190511290, 7-8=-1913/1178, 8-9=-888/545, 9-10=-902/572 BOT CHORD 1-17=-799/1138, 16-17=-788/369, 15-16=-424/833, 14-15=-419/847, 13-14=-477/1067, 7-13=-297/271 WEBS 2-17=-1474/954, 2-16=-799/1540, 4-16=-612/433, 4-14=-41/349, 5-14=-66/259, 6-14=-349/133, 6-13=-696/1136, 11-13=-548/958, 8-13=-469/966, 8-11=-928/632, 9-11=-502/888 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 13=62ft; L=65ft; eave=6ft; Cat. II Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1007 lb uplift at joint 17 and 564 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �%%��QV I N 1 VF fil*#i \G E N Fes'. N 68182 r � ?� T F : 14/ 00 01 00 loll its 17 FL Cert. 6634 July 14,2014 Q WARNING - Verify design parameters and READ NOTES ON7NIS AND INCLUDED MI7EKREFERENCE PAGE ZW-7473 BEFORE USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. �A 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 responsibillity of the Additional bracing the is the MiTek' erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by All Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply Allison Residence T6413482 72029 B7 SPECIAL 5 1 Job Reference (optional) Ghambers T russ Inc., Fort Pierce H. 34962 /.;= s sep z t zuiz MI i eK InouStnes, mc. Mon jui 14 1P:16:10 ZU14 Page i ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-HwoMg3rls4soA8g3xaW Ky6fgPd5mAp_UrW BUBlyyA_s 13-11-9 21-8-0 28-7-12 35-10-15 43.4-0 8-0-0 5-11-9 7-8-8 6-11-12 7-3-2 7-5-1 5x6 = 5.00 12 Scale = 1:76.5 10 It A j 0 5x8 :Z:: 5x8 = 9 Iql 13 2.50 12 3x5 = 5x6 = 3x8 = 7 4-0 0- 17-3-7 25 4-0 33-2-10 43-4-0 7-4-0 -8- 9-3-7 8-0-9 7-10-10 10-1-6 Plate Offsets (X,Y): [1:0-0-2,Edge], [9:0-0-13,0-0-61, [10:0-4-0,0-3-01, [12:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.50 10-11 >843 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.93 10-11 >454 240 BCLL 0.0 " Rep Stress Incr YES WB 0.89 Horz(TL) 0.44 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 200 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-13, 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 13=1 711 /0-8-0 (min. 0-2-5), 9=1062/0-8-0 (min. 0-1-8) Max Horz 13=-400(LC 6) Max Upliftl 3=-1 538(LC 8), 9=-676(LC 8) Max Grav 13=1978(LC 2), 9=1271(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-939/1103, 2-3=-778/754, 3-4=-760/866, 4-5=-1503/711, 5-6=-2856/1422, 6-7=-3995/2112, 7-8=-4110/2099, 8-9=-4648/2492 BOT CHORD 1-1 3=-1 497/1255, 12-13=-262/1273, 11-12=-377/1574, 10-11=-1416/3251, 9-1 0=-2243/431 0 WEBS 2-13=-408/400, 4-13=-2338/1488, 4-12=-179/600, 5-12=-426/301, 5-11=-885/1901, 6-11=-915/657, 6-10=-410/887, 8-10=-575/543 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 10. 4) Plate(s) at joint(s)10 checked for a plus or minus 3 degree rotation about its center. 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) 9 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 1538 lb uplift at joint 13 and 676 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 July 14,2014 ® WARNDYG - Verify design p..t. and READ ROM ON77IfS AND INCLUDED Ml7BKREFERENCB PAGE MR-7473 BEFORE USE. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component.�� Applicability of design 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 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. ifSoutherri Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by AdSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence T6413483 72029 B8 SPECIAL 4 1 Job Reference (optional) cnamoers i russ inc., Tort Tierce N. 34a62 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:16 2014 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbODE-17Mk2Psxd0_folPFVH 1 ZUJBr21 QWvGGd4AxljByyA_r 8-0-0 13-11-9 21-8-0 28-7-12 35-10-15 43-4-0 45.4-0 , 8-0-0 5-11-9 7-8-8 6-11-12 7-3-2 7-5-1 2-0-0 5x6 = 5.00 12 Scale = 1:77.4 3x5 = 5x6 = US zz LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.50 11-12 >850 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.94 11-12 >449 240 BCLL 0.0 " Rep Stress Incr YES WB 0.89 Horz(TL) 0.45 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 204 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 14=1708/0-8-0 (min. 0-2-5), 9=1156/0-8-0 (min. 0-1-9) Max Holz 14=427(LC 6) Max Uplift14=-1532(LC 8), 9=-846(LC 8) Max Grav 14=1975(LC 2), 9=1385(LC 14) BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-1-11 oc bracing. WEBS 1 Row at midpt 4-14, 5-13 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 1-2=-937/1095, 2-3=-777/754, 3-4=-759/867, 4-5=-1500/670, 5-6=-2842/1322, 6-7=-3989/1959, 7-8=-4061/1946,8-9=-4576/2317 BOT CHORD 1-14=-1486/1256, 13-14=-198/1297, 12-13=-252/1601, 11-12=-1233/3231, 9-11=-1993/4229 WEBS 2-14=-408/400, 4-14=-2332/1449, 4-13=-163/596, 5-13=-422/283, 5-12=-803/1889, 6-12=-906/643, 6-11 =-361/854, 8-11 =-557/514 NOTES ``,111111111/1 j�I 1) Unbalanced roof live loads have been considered for this design. ��� Q`Qv... N. ,VF� 4*�i� 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; �♦,0 •.•� G E N S •. �� �j� Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ♦ �. F•'•• i 3) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 4) Plate(s) atjoint(s)11 checked for a plus or minus 3 degree rotation about its center. Nic 68182 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. -fl 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity T O F w of bearing surface. 0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1532 lb uplift at joint 14 and 846 lb uplift at �� �` Q` ♦♦ joint 9. ♦ \ •.'`� \ �� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I fill 11111,6'k FL Cert. 6634 July 14,2014 A WARMNG - Verify design parameters and READ NOTES ON7WS AND INCLUDED Mi!=REFERENCE PAGE MY-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 responsibillity 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 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthern Pane (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type city Ply Allison Residence T6413484 72029 B SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:07 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-W OJL9KIHkdsxDvDWTuNSdQKJgPJq 19KI?HF3wDyyA?_ 2-%1 1 3-7-2 5-10-0 9-0-0 13-3-0 17-6-0 23-9-15 30-0-1 36-4-0 2-0-0 3-7-2 2-2-14 3.2-0 4-3-0 4-3-0 6-3-15 6-2-3 6-3-15 5.00 12 3x10 = 5x6 = 3x4 = 3x4 11 4x6 = 2x3 11 5x6 5 6 25 7 26 8 9 10 11 Scale = 1:67.6 IQ 3x6 i 46 = 3x4 11 3x8 — 3x4 11 5x6 = 4x6 — 4x10 = 3x6 11 3-7-2 5-10-0 9-0-0 17-6-0 23-9-15 30-0-1 36-4.0 3-7-2 2-2-14 ' 3-2-0 8-6-0 6-3-15 6-2-3 6-3-15 Plate Offsets (X,Y): 12:0-3-0,0-1-81, (5:0-3-0,0-2-41, (8:0-3-0,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.58 17-18 >743 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -1.03 17-18 >423 240 MT18HS 244/190 BCLL 0.0 " Rep Stress Incr YES WB 1.00 Horz(TL) 0.33 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 206 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, except BOT CHORD 2x4 SP M 30 'Except* end verticals. 4-20,7-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-13, 11-13 15-17: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12=1139/0-4-0 (min. 0-1-9), 2=1267/0-8-0 (min. 0-1-12) Max Horz 2=293(LC 8) Max Upliftl2=-782(LC 8), 2=-954(LC 8) Max Grav 12=1317(LC 2), 2=1472(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2551/1355, 3-4=-5214/3159, 4-5=-3342/1972, 5-6=-3127/1891, 6-25=-4227/2533, 7-25=-4227/2533, 7-26=-4169/2511, 8-26=-4169/2511, 8-9=-4169/2511, 9-1 0=-1 835/1092, 10-11=-1835/1092, 11-12=-12581794 BOT CHORD 2-21 =-1 605/2902, 20-21 =-1 65/271, 4-19=-845/1358, 18-19=-3114/4924, 17-18=-2357/3824, 7-17=-285/262, 14-15=-1706/2859, 13-14=-1706/2859 WEBS 3-21=-14001939, 19-21 =-1 426/2262, 3-19=-1649/2613, 4-18=-2015/1340, 5-18=-554/1039, 6-18=-844/563, 6-17=-230/477, 15-17=-1593/2692, 9-17=-884/1438, 9-15=-310/299, 111111111/�� ���♦ ,���, V N V F�� 9-13=-1201 /720, 10-13=-354/330, 11-13=-1263/2122 %% It , , , ... , , ♦♦♦ E Na ♦♦' NOTES ,,� ,,.•\,\C 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; � •, N 68182 •• Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 * 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. ' ; -01/1 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 :• T O F (V fit between the bottom chord and any other members. O 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 782 lb uplift at joint 12 and 954 lb uplift at ♦♦ •• T Q 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦♦♦♦ ss • • '! ` `, LOAD CASE(S) Standard 11 N A� 1` �•``, FL Cert. 6634 July 14,2014 A WARNING - Verify design pwwnetcm and READ NO7£S ON THIS AND INCLUDED M =REPERENCE PAGE MII-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 Additional bracing the is the MiTek erector. permanent of overall structure 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 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. if5outhemPine(SP)lumberisspecified,the designvalues arethoseeffective 05/01/2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence T6413485 72029 11 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:18 2014 Page 1 I D:oHTg505Ds3TR?kt?m47ZGyzbQDE-iVUVT5uB8?EN 1 bZddi41 akHDfg7fNHGwXUQ8o4yyA_p 6-10-3 11-0-0 18-1-15 25-2-1 32-4-0 36-5-13 , 43-4-0 6-10-3 4-1-13 7-1-15 7-0-3 7-1-15 4-1-13 6-10-3 3x4 = 5.00 F12 5x6 = 3x8 = 4x6 = 5x6 = 322 23 4 5 6 24 7 25 Scale = 1:75.1 4 9 Iq 0 3x8 — 3x8 = 46 = 2x3 II 3x4 = 4x6 — 3x8 = 4x6 — 11-0-0 18-1-15 25 2-1 32-4-0 434-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.48 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.80 12-13 >649 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.23 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 208 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 4-12, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1387/0-8-0 (min. 0-1-14), 9=1387/0-8-0 (min. 0-1-14) Max Horz 1=-204(LC 6) Max Upliftl=-941(LC 8), 9=-941(LC 8) Max Gravl=1603(LC 2), 9=1603(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3339/2025, 2-3=-3047/1849, 3-22=-2797/1764, 22-23=-2797/1764, 4-23=-2797/1764, 4-5=-3605/2265, 5-6=-3605/2265, 6-24=-2797/1764, 24-25=-2797/1764, 7-25=-2797/1764, 7-8=-3047/1849, 8-9=-3339/2025 BOT CHORD 1-15=-1764/3016, 14-15=-2000/3605, 13-14=-2000/3605, 12-13=-2000/3605, 11-12=-1999/3605, 10-11=-1999/3605, 9-10=-1764/3016 WEBS 2-15=-376/331, 3-15=-450/866, 4-15=-1067/600, 4-13=0/259, 6-12=0/259, 6-10=-1067/600, 7-10=-450/866, 8-10=-378/330 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 14, 11. 5) Plate(s) at joint(s) 14 and 11 checked for a plus or minus 4 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 941 lb uplift at joint 1 and 941 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard & I N f VF00 N 68182 :� ' T OF 19. �� �C� % % FL Cert. 6634 July 14,2014 A WARNING- Vmr dcs1gn p..,n t. and READ ROTES ON 7WS AND INCLUDED rSTFX REFERENCB PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.�� 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 responsibillity of the Additional bracing the is the MiTek erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatfon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthernPine(SP)lumberisspecifed,thedesignvaluesarethoseef. Wve@6/01/2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence • T6413486 72029 D2 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:19 2014 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-Ail tgRupvJMEfl8gAQbG6ypHcE WT6eb3m89hKWyyA_o 7-7-13 13-0-0 21-8-0 30-4-0 35-8-3 43-4-0 7-7-13 5 4� 8-8-0 i 8-8-0 5 4-3 7-7-13 5.o0 12 4x5 = 7x8 22 2x3 11 5x6 WB= 4 5 23 7x8 6 15 14 13 L4 12 [0 11 10 9 2x3 11 4x6 = 3x4 = 3x8 = 3x4 = 4x6 = Plate Offsets (X,Y): [3:0-4-0,0-2-21, 15:0-3-0,Edge], f6:0-4-0,0-2-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.39 12 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.69 12-14 >758 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.20 8 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 *Except* 5-6: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 1=1463/0-8-0 (min. 0-1-15), 8=1463/0-8-0 (min. 0-1-15) Max Horz 1=-241(LC 6) Max Upliftl =-941 (LC 8), 8=-941(LC 8) Max Grav 1=1636(LC 13), 8=1636(LC 14) 2x3 11 Scale = 1:75.2 45 = PLATES GRIP MT20 244/190 Weight: 212 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-8-0 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 1-2=-3365/1958, 2-3=-2892/1764, 3-22=-3191/2026, 4-22=-3191/2026, 4-5=-3191/2026, 5-23=-3191/2026, 6-23=-3191/2026, 6-7=-2892/1764, 7-8=-3365/1958 BOT CHORD 1-15=-1693/3188, 14-15=-1693/3188, 13-14=-1370/2708, 13-24=-1370/2708, 12-24=-1370/2708, 12-25=-1370/2626, 11-25=-1370/2626, 10-11=-1370/2626, 9-10=-1693/3033, 8-9=-1693/3033 WEBS 2-14=-573/379, 3-14=-157/514, 3-12=-405/811, 4-12=-539/491, 6-12=405/811, 6-10=-157/515, 7-10=-575/380 " NOTES �,,`PQU 1 N V��'c,��i � 1) Unbalanced roof live loads have been considered for this design. �` O • • G E N ' • `` 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; �� ,,•': S,�,'• Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. N 68182 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, with BCDL = 10.Opsf. = "0 : • �� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 941 lb uplift at joint 1 and 941 lb uplift at joint 8. �O T O F 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.`,� LOAD CASE(S) Standard �ISS , • \�?,% FL Cert. 6634 July 14,2014 0 WARNING - Verify d.iga parameters and READ NOTES ONTNIS AND INCLUDED M TJUCREPERENCE PAGE M 7 7473 BEFORE USE Design valid for use only with Welk 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 responsibillity of the Additional bracing the is the MiTek' erector. permanent of overall structure 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 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Atuthem Pine (SP) lumber is specified, the design values arethose hose effective 06/01/2013 byALSC Tampa, FL 336104115 Job Truss Truss Type Qty Ply Allison Residence T6413487 72029 D3 SPECIAL 1 1 Job Reference (optional) L.namoers i russ mc., ran vierce m. A-dbz 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:41:59 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-F?e5W W 2PW BS2oNZfbgKT19d2wf4UpgY4138rADyy9ec 8-9-3 15-0-0 21-8-0 28-4-0 2 -3 33-7-8 38-9-0 4311 8-9-3 6-2-14 6-8-0 6-8-0 0-11- 4 4-8 5-1-9 4-7-0 5.00 F12 7x8 i 4 26 2x3 11 5x6 = 5 27 6 7 3x4 11 Scale = 1:76.5 to co o, N Iy 0 3x6 i 2x3 II 3x6 = 7x14 = 3x4 II 2.50 L12 4x8 = 3x5 = 3x4 = 3x6 11 15-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI TC 0.43 BC 0.87 WB 0.95 (Matrix-M) DEFL in (loc) I/defl L/d Vert(LL) 0.31 15 >999 360 Vert(TL) -0.79 13-14 >590 240 Horz(TL) 0.27 12 n/a n/a PLATES GRIP MT20 2441190 Weight: 235 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 cc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 2-7-4 cc bracing. 7-15,10-12: 2x4 SP No.3 WEBS 1 Row at midpt 6-16, 8-13 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 14-16: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1282/0-8-0 (min. 0-1-12), 12=1567/0-7-0 (min. 0-2-2) Max Horz 1=-277(LC 6) Max Uplift 1=-842(LC 8), 12=-1039(LC 8) Max Grav 1=1477(LC 13), 12=1775(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2886/1657, 2-3=-2763/1670, 3-4=-2266/1416, 4-26=-2141/1437, 5-26=-2141/1437, 5-27=-2129/1425, 6-27=-2129/1425, 6-7=-3298/1975, 7-8=-3439/1947, 8-9=-372/436, 9-10=-383/338, 10-11=-232/415 BOT CHORD 1-19=-1654/2908, 18-19=-1414/2772, 17-18=-1414/2772, 17-28=-1004/2142, 16-28=-1004/2142, 13-14=-141112630, 12-13=-1748/1053, 10-13=-385/298, 11-12=-325/277 WEBS 3-19=0/290, 3-17=-743/479, 4-17=-206/565, 4-16=-120/318, 5-16=-414/372, 6-16=-832/344, 14-16=-1378/2879, 6-14=-818/1618, 8-14=-175/664, 8-13=-3454/2009 I N NOTES 1) Unbalanced roof live loads have been considered for this design. ,,,0 Qv `,� OP.••,.....,,•� �� , •� \ Ci E N,9 •• �••�• 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to water N( 68182 prevent ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 18. 5) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for 10.0 bottom live load ' a psf chord nonconcurrent with any other live loads. 7) * This truss has been designed for live load '. T 4U Z a of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide fit between O F : will the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 842 lb uplift at joint 1 and 1039 lb uplift �j� Q Q.'• 12. �j1 \��� at joint 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. . �Q> s� N Al `,,�� LOAD CASE(S) Standard ,l F_FL Cert. 6634 July 14,2014 A WARNING - Verify design parmnefers and REED M07ES ON7NIS AND INCLUDED INTRICREFERENCE PAGE BB/-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 responsibillity of the ere for. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 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 Southern Pine (SP) lumber is speed, the design values are those effective 06/01/2013 by AVSC Tampa, FL 33610.4115 JobTruss Truss Type Qty Ply Allison Residence T6413488 72029 04 SPECIAL 1 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:21 2014 Pagel I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-649d57w3Rwdyu3l ClydkBNvgO27eaUmMDSeoPPyyA_m 8-6-0 17-0-0 21-8-0 26-4-0 29-3,9 33-7-8 38-9-0 S-4-0 8-6-0 8-6-0 4-8-0 4-8-0 2-11-0 4 4-8 5 1-9 4-7-0 5.00 Fl2 5x6 = 3x4 = 6x8 5 6 Scale = 1:78.0 18 1r 16 eo zo 15 14 12 11 3x6 = 2x3 II 4x6 = 3x8 = 5x8 = 3x4 II 2.50 L12 4x8 = 3x5 = 3x6 11 8.6-0 17-0-0 26 4-0 29-3-0 38-9-0 39 4r0 43-4-0 8-6.0 8-6-0 9 4-0 1 2-11-0 9-6-0 0-7-0 4-0-0 Plate Offsets (X,Y): 11:0-1-6,0-0-41, 14:0-3-0,0-2-41, 16:0-4-0,0-2-21, 113:0-6-0,0-3-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.33 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.80 12-13 >585 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.30 11 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 236 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 2-6-11 oc bracing. 7-14,9-11: 2x4 SP No.3 WEBS 1 Row at midpt 2-16, 5-16, 5-15, 6-15, 8-12 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) 1=1289/0-8-0 (min. 0-1-12), 11 =1 602/0-7-0 (min. 0-2-2) Max Horz 1=-314(LC 6) Max Upliftl=-840(LC 8), 11=-1041(LC 8) Max Grav 1=1488(LC 13), 11=1777(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2985/1715, 2-3=-2133/1295, 3-4=-2051/1320, 4-5=-1930/1302, 5-6=-1650/1162, 6-7=-3362/2026, 7-8=-3446/1952, 8-9=-383/439, 9-10=-233/419 BOT CHORD 1-18=-1470/2902, 17-18=-1468/2902, 16-17=-1468/2902, 16-25=-893/1920, 25-26=-893/1920, 15-26=-893/1920, 12-13=-141512638, 11-12=-1751/1055, 9-12=-390/300,10-11=-330/306 WEBS 2-18=0/321, 2-16=-945/628, 4-16=-189/502, 5-16=-139/258, 5-15=-457/265, 6-15=-1119/528, 13-15=-1010/2335, 6-13=-1346/2619, 8-13=-154/686, 8-12=-3464/2014 `1%%J1111111111,, NOTESPpU I N V F� i*�� 1) Unbalanced roof live loads have been considered for this design. b� G E N • •• • �i 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; �� •'•�.� `SF•'? �i Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever right exposed; Lumber DOL=1.60 plate grip DOL=1.60' a 3) Provide adequate drainage to prevent water ponding. N 68182 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, with BCDL = 10.Opsf. CC 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 840 lb uplift at joint 1 and 1041 lb uplift at T O F ' W joint 11. 0 (V 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q �• �� LOAD CASE(S) Standard 1111p;; "t FL Cert. 6634 July 14,2014 ® WARMIM - Verify design p--,.t— and READ NOTES ON7WS AND INCLUDED =NKREFERENCE PAGE a711-7473 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 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/IPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety InlormaBon available from Truss Plate Inslituie, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSoutirem Pine (SP) lumber is specified, the design values are those effective 06/0112013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence T6413489 72029 D5 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ft. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:23 2014 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-2THOW oyKzYtf7MRbPFfCGo_4Zro4200fhm7vTHyyA_k 6-7-2 12-9-14 19-0-0 24 4-0 29-3-0 33-7-8 38-9-0 43-4-0 6-7-2 6-2-12 6-2-2 5 4-0 4-11-0 4 4 8 5- 9 4-7-0 5.00 12 5x6 = 7x10 = Scale = 1:78.1 1. — .. " 17 16 15 13 12 3x6 3x4 = 4x6 = 3x8 — 3x6 — 3x4 II 2.50112 4x8 = 3x5 = = 3x6 I I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010fTPl2007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' 7-15,10-12: 2x4 SP No.3 WEBS 2x4 SP No.3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.35 Vert(LL) 0.34 15 >999 360 MT20 244/190 BC 0.88 Vert(TL)-0.8013-14 >583 240 WB 0.99 Horz(TL) 0.28 12 n/a n/a (Matrix-M) Weight: 242 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-6-11 oc bracing. WEBS 1 Row at midpt 4-17, 6-14, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1316/0-8-0 (min. 0-1-13), 12=1609/0-7-0 (min. 0-2-2) Max Horz 1=351(LC 7) Max Upliftl=-838(LC 8), 12=-1043(LC 8) Max Gravl=1516(LC 13), 12=1778(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3150/1789, 2-3=-2879/1639, 3-4=-2782/1650, 4-5=-1927/1259, 5-6=-1752/1223, 6-7=-3418/2086, 7-8=-3419/1967, 8-9=-3450/1957, 9-1 0=-384/437, 10-11 =-234/420 BOT CHORD 1-19=-1556/3096, 19-26=-1184/2512, 18-26=-1184/2512, 18-27=-118412512, 17-27=-1184/2512, 17-28=-700/1646, 16-28=-700/1646, 7-14=-309/291, 13-14=-1411/2628, 12-13=-1753/1058, 10-13=-392/301, 11-12=-330/315 WEBS 2-19=-385/357, 4-19=-198/572, 4-17=-851/555, 5-17=-214/471, 6-17=-160/413, 6-16=-805/415, 14-16=-784/1880, 6-14=-1191/2231, 9-14=-156/709, 9-13=-3455/2012 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C;, Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s)18. 5) Plate(s) at joint(s) 18 checked for a plus or minus 4 degree rotation about its center. 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 838 lb uplift at joint 1 and 1043 lb uplift at joint 12. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �.•�``avI N 1 �F S,,oP C E NSF e N 68182 :1Z Z .0 T OF 1/1111111�`00 FL Cert. 6634 July 14,2014 A WARNING - Verify d®ign parameters and READ NOTES ON THUS AND INCLUDED MITEICREFERENCE PAGE M Y-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 responsibillity of the Additional bracing the is the the building designer. MiTek erector. permanent of overall structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IFS..Rine (SP) lumber is spedfied, the design values are these effective (16101/2D13 byALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Allison Residence ' T6413490 72029 D6 SPECIAL 1 1 Job Reference (optional) cnamoers I mss mc., ton tierce m 34utiz /.3oU s Z5ep Z/ ZU12 MI I ex Industries, Inc. Mon Jul 14 1Z:1a:Z4 ZU14 I -age 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-WfrmjByykr?WIWOnzzBRp?XDxFAdnsxpvQtS?kyyAJ I 7-0-0 14-0-0 21-0-0 22-4-Q 29-3-0 , 33-7-8 38.9-0 43-4-0 , 7-0-0 7-0-0 7-0-0 1 4-0 6-11-0 4 4 8 5 1-9 4-7-0 Scale = 1:79.0 5.00 12 5x6 = 6x8 5 6 3x6 3x4 = 5x6 WB= 3x4 = 3x4 II 2.50112 5x8 ZZ 3x5 = = 3x5 = 3x6 11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.52 17-19 >903 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -1.24 17-19 >377 240 BCLL 0.0 * Rep Stress Incr YES WB 0.91 Horz(TL) 0.28 12 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 241 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 4-10-14 oc bracing. 7-15: 2x4 SP No.3 WEBS 1 Row at midpt 4-17, 6-16, 6-14, 9-13 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1299/0-8-0 (min. 0-1-12), 12=1643/0-7-0 (min. 0-2-3), 11=-57/0-8-0 (min. 0-1-8) Max Horz 1=-388(LC 6) Max Upliftl=-836(LC 8), 12=-1067(LC 8). 11=-86(LC 13) Max Grav 1 =1 493(LC 13), 12=1846(LC 2), 11=23(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3107/1771, 2-3=-2839/1628, 3-4=-2731/1640, 4-5=-1715/1156, 5-6=-1512/1136, 6-7=-3408/2132, 7-8=-3323/1956, 8-9=-3399/1947, 9-10=-252/644, 10-11=-241/557 BOT CHORD 1-1 9=-1 534/3078, 19-26=-1115/2368, 18-26=-1115/2368, 18-27=-1115/2368, 17-27=-1115/2368, 16-17=-629/1602, 7-14=-405/383, 13-14=-1361/2520, 12-13=-1820/1083, 10-13=-378/298, 11-12=-452/260 WEBS 2-19=-406/385, 4-19=-247/729, 4-17=-1003/634, 5-17=-279/592, 6-16=-489/185, 14-16=-662/1724, 6-14=-1196/2084, 9-14=-199/747, 9-13=-3570/2047 NOTES ,`� Op.��,,...., 1) Unbalanced roof live loads have been considered for this design. 1)E NS • • �� 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; , •'��.� Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. N 68182 4) The solid section of the plate is required to be placed over the splice line at joint(s)18. 5) Plate(s) at joint(s) 18 checked for a plus or minus 3 degree rotation about its center. = 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 T O F 14/ fit between the bottom chord and any other members, with BCDL=10.Opsf. �'. 8) Provide mechanical connection (by others) of truss to'bearing plate capable of withstanding 836 lb uplift at joint 1, 1067 lb uplift at joint �� •, T Q` _ �� 12 and 86 lb uplift at joint 11. �, \ �.•'� �� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��, tSs •' �C.),>`, LOAD CASE(S) Standard 14111 N A� FL Cert. 6634 July 14,2014 A WARNING - Vmri design parmnet. and READ NOTES ON THIS AND INCLUDED MI7EKREPERENCE PAGE Ml1-747'3 BEFORE U&E. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.t* 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 responsibillity of the Additional bracing the is the the building MiTek erector. permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT 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. Ifsouthern Rine (51P) lumber is specified, the design values are those effective OS/07/2013 OV ALSO Tampa, FL 33610-0115 Job Truss Type ty Ply Allison Residence ' Fuss T6413491 72029 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ff. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:17 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-DJw7FItZO16W PR_R3?Zol XkOERoYel?nlggbFeyyA_q 5-8-12 0 9--0 17-5-15 25-1 %1 34-4-0 37-7.4 43-4-0 5-8-12 3-3 4 8-5-15 8 4-3 8-5-15 3-3.4 5-8-12 5x6 = 5.00 F12 3x8 = 22 23 4 4x6 = 3x4 = 6 P4 5x6 = 25 7 Scale = 1:75.2 Zx3 2x3 i 2 I 8 15 14 13 12 11 10 4x5 = 3x8 = 5x6 WB= 2x3 II 3x4 = 5x6 WB= 3x8 4x5 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress ]nor YES Code FBC2010/TP12007 CSI TC 0.53 BC 0.70 WB 0.73 (Matrix-M) DEFL in (loc) I/deft Ud Vert(LL) 0.63 12-13 >830 360 Vert(TL) -1.06 12-13 >489 240 Horz(TL) 0.27 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 206 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins. 3-5,5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 4-15, 4-12, 6-10 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1387/0-8-0 (min. 0-1-14), 9=1387/0-8-0 (min. 0-1-14) Max Horz1=167(LC 7) Max Upliftl =-941 (LC 8), 9=-941(LC 8) Max Grav 1 =1 603(LC 2), 9=1603(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3394/2030, 2-3=-3200/1927, 3-22=-2975/1841, 22-23=-2975/1841, 4-23=-2975/1841, 4-5=-4392/2696, 5-6=-4392/2696, 6-24=-2975/1841, 24-25=-2975/1841, 7-25=-2975/1841, 7-8=-3200/1927, 8-9=-3394/2030 BOT CHORD 1-1 5=-1 779/3067, 14-15=-2478/4391, 13-14=-2478/4391, 12-13=-2478/4391, 11 -1 2=-2478/4392, 10-11=-2478/4392, 9-1 0=-1 779/3067 WEBS 3-15=-446/889, 4-15=-1642/939, 4-13=0/332, 6-12=0/333, 6-1 0=-1 643/939, 7-10=-446/890 TES,� 1) Unbalanced roof live loads have been considered for this design. 4U I N V �P' • �, Ell 2) Wind: ASCE 7-10; Vult=165mph (3-second Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; �%% SF•' ? �i gust) �� •'•�.� Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 •. N 68182 •' 3) Provide adequate drainage to prevent water ponding. * 4) The solid section of the plate is required to be placed over the splice line at joint(s) 14, 11. ; 5) Plate(s) at joint(s) 14 and 11 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ^p ; 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 T F '•� ' fit between the bottom chord and any other members. 0 '. 8) Provide mechanical connection (by others) of truss, to bearing plate capable of withstanding 941 lb uplift at joint 1 and 941 lb uplift at 00 •� Q ;,• %� N joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �I� lSS • • �� �� LOAD CASE(S) Standard ,,;;;;; 11t FL Cert. 6634 July 14,2014 Q WARIUUG - Verify desigrz parameters and READ N07ES ON7WS AND INCLUDED MI=REPMWXCE PAGE AU 7473 BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.�� Applicability of design 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 responsibillity of the Additional bracing the is the MiTek erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI11Pl1 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. 1rSouthema ne [SP) lumber is specified, the design values are those effective 06/0112013 by AILSIC Tampa, FL 33610-4115 Job cuss Truss Type city Ply Allison Residence T6413492 72029 �E HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 r.sou s sep z r zuIz M1 i eK maustnes, mc. mon JUI l9 iz:1 mzo zu"19 rage "i ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-_sP8xUzaV97NNgb_XgigMD3Q?fdlW VEy84cOYAyyA_i 2-0-0 6-6-8 13-5.8 20-0-0 22-0-0 2-0-0 6-6-8 6-11-0 6-6-8 2-0-0 4x8 = 4x5 3x4 = 2x3 11 --- 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPl2007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Scale = 1:40.5 Iv 0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.35 Vert(LL) 0.06 7-9 >999 360 MT20 244/190 BC 0.26 Vert(TL) -0.14 7-9 >999 240 WB 0.14 Horz(TL) 0.03 5 n/a n/a (Matrix-M) Weight: 85 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 (lb/size) 2=730/0-8-0 (min. 0-1-8), 5=730/0-8-0 (min. 0-1-8) Max Horz 2=-159(LC 6) Max Uplift2=-598(LC 8), 5=-599(LC 8) Max Grav2=851(LC 2), 5=851(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1285/707, 3-4=-1134/707, 4-5=-1285/706 BOT CHORD 2-9=-476/1145, 8-9=-475/1133, 7-8=-475/1133, 5-7=-475/1127 WEBS 3-9=0/261, 4-7=0/261 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=8ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 lb uplift at joint 2 and 599 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ♦%%`�,1' C�v 1 N VFt i00 N 68182 �O: T F O nl FL Cert. 6634 July 14,2014 0 WARNING - Verify design parameters and READ NOTES ONTTIISAND INCLUDED MITSKREFERENCE PAGE MB-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 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 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. f Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 byA15G lit. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence T6413493 72029 GRA HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fi. 34982 7.3su s Sep Z7 ZutZ Mi I eK maustnes, Inc. mon uui 14 1Z:t62a ZU14 rage i I D: oHTg505Ds3TR? kt?m4?ZGyzbQDE-T2yW 8q_CGTF E_gAA4ODvuQcY33tQFw55N kMZ4cyyA_h 2-0-0 7-0.0 11-8-0 16-4-0 23-4-0 25-4-0 2-0=0 7-0-0 4-8-0 4-8-0 • 7-0-0 2-0-0 7x8 — 2x3 11 7x8 3 18 19 20 4 21 22 23 5 Scale = 1:46.0 T M Iv 0 3x6 = 2x3 II 3x8 = 4x6 = 2x3 II 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 7-0-0 11-8-0 16-4-0 23.4-0 7-0-0 4-8.0 4-8-0 7-M SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 CSI DEFL in (loc) I/deft Ud TC 0.52 Vert(LL) 0.27 10 >999 360 BC 0.65 Vert(TL) -0.40 ' 8-10 >708 240 WB 0.29 Horz(TL) 0.12 6 n/a n/a (Matrix-M) REACTIONS (lb/size) 2=1586/0-8-0 (min. 0-2-3), 6=1585/0-8-0 (min. 0-2-3) Max Horz 2=-1 32(LC 6) Max Uplift2=-1313(LC 8), 6=-1313(LC 8) Max Grav2=1839(LC 2), 6=1838(LC 2) PLATES GRIP MT20 244/190 Weight: 105 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 34-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-1-0 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 2-3=-3699/2463, 3-18=-3945/2738, 18-19=-3945/2738, 19-20=-3945/2738, 4-20=-3945/2738, 4-21=-3945/2738, 21-22=-3945/2738, 22-23=-3945/2738, 5-23=-3945/2738, 5-6=-3697/2463 BOT CHORD 2-11=-2083/3341, 11-24=-2090/3366, 24-25=-2090/3366, 10-25=-2090/3366, 10-26=-2090/3364, 9-26=-2090/3364, 8-9=-2090/3364, 6-8=-2084/3339 WEBS 3-11=-127/573, 3-10=-500/755, 4-10=-544/559, 5-10=-499/757, 5-8=-127/669 NOTES 1) Unbalanced roof live loads have been considered for this design. Q` V N V 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=8ft; Cat. II; �� Q ,... F Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ♦♦♦ '� ,•'� G E N S ' • `� �i� 3) Provide adequate drainage to prevent water ponding. ♦ •• �. F•••, 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 681 82 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 ft * ; fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1313 lb uplift at joint 2 and 1313 Ib uplift at joint 6. ^0 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �) T F 10 O 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 269 lb down and 427 lb up at 7-0-0, � 0. 86 lb down and 171 lb up at 9-0-12, 86 lb down and 171 lb up at 11-0-12, 86 lb down and 171 lb up at 12-3-4, and 86 lb down and 171 o- Q` ♦� Ib up at 14-3-4, and 269 lb down and 427 lb up at 16-4-0 on top chord, and 390 lb down and 212 lb up at 7-0-0, 62 lb down and 4 lb up �j �. ••\�.�� `�♦ at 9-0-12, 62 lb down and 4 lb up at 11-0-12, 62 lb down and 4 lb up at 12-3-4, and 62 lb down and 4 lb up at 14-3-4, and 390 lb down ��j lSs "• ` �� and 212 lb up at 16-3-4 on bottom chord. h is the 9) In he LOAD CASE(S) section, loads applied to the face of ) responsibility of others. of the truss are noted as front (F) or back (B) 11111111 11l LOAD CASE(S) Standard Continued on Daae 2 FL Cert. 6634 July 14,2014 ® WARM%G - Verify deign parameters and READ NOTES ox7ws AND INCLUDED m=REFERENCE PAGE X17 7473 BEFORE USB Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.'• Applicability of design 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 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 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Southern Pine (SP) lumber is specified, the design values are thane effective 06/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Uty Ply Allison Residence T6413493 72029 GRA HIP 1 1 - Job Reference (optional) Chambers Truss Inc., Fort Fierce FI. 349bZ r.aau s oep a cu is rvn 1 en inuusmes, ina muu uw iY ic. i o— cu iv rov, a ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-T2yW8q_CGTFE_gAA4ODvuQcY33tQFw55NkMZ4cyyA_h LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-44, 3-5=-44, 5-7=-44, 12-15=-20 Concentrated Loads (lb) Vert: 3=-187(B) 5=-187(B) 9=-36(B) 1 1=-348(B) 8=-348(B) 18=-71(B) 20=-71(B) 21=-71(B) 23=-71(B) 24=-36(B) 25=-36(B) 26=-36(B) A WARAUNTG - Verify design parameters and READ NOTES OM THIS AND MCLUDED BU ER'REFERENT:E PAGE ZM-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 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/TPI1 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. If Southern Pine (SP) lumber is specified, the design values are those effective M/01/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence T6413494 72029 GRB SPECIAL 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 1.3bu s sep z r zulz Km i eK maustnes, Inc. Mon JUI 14 1416:Ya ZU14 rage 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-PQ4HZW?So4VyE8KYCpFNzrhsasWgjfiOg2rg8VyyA_f 2-0-0 i 3-6-0 5-10-0 17-0-0, 12-3-0 17-6-0 22-4-4 27-0-12 31-9-4 W-4-0 02 0 3-6-0 2-4-0 1-2-0 5-3-0 5-3-0 4-10-4 4-8-8 4-8-8 4-6-12 7x8 = 6x8 = 5.00 F12. 5x6 2x3 11 4x4 = 5x8 MT18HS WB = 4 5 6 28 7 29 8 9 Scale = 1:67.6 2x3 11 3x10 = 3x4 II 10 30 11 12 I9 6x8 4x8 = 2x3 II 2x3 II 7x10 = V 2x3 II = 4x5 = 5x8 MT18HS WB = 7x14 MT18HS = 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) 1.15 18 >378 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -1.64 19-20 >265 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr NO WB 0.98 Horz(TL) 0.48 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 405 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins, except BOT CHORD 2x4 SP M 30 *Except* end verticals. 19-22: 2x4 SP M 31' BOT CHORD Rigid ceiling directly applied or 5-3-11 oc bracing. WEBS 2x4 SP No.3 *Except* 4-23,7-18,3-22,17-19,9-19: 2x4 SP M 30 REACTIONS (lb/size) 13=2504/0-4-0 (min. 0-1-15), 2=2489/0-8-0 (min. 0-1-15) Max Horz 2=245(LC 8) Max Upliftl 3=-1 923(LC 8), 2=-2003 !-C 8) Max Grav13=3234(LC 13), 2=3277(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7580/3998, 3-4=-14012/8053, 4-5=-10458/6021, 5-6=-13750/8063, 6-28=-13750/8063, 7-28=-13750/8063, 7-29=-16153/9580, 8-29=-16153/9580, 8-9=-1 6153/9580, 9-1 0=-7539/4472, 10-30=-7539/4472, 11-30=-7539/4472, 12-13=-259/226 BOT CHORD 2-24=-4441/8197, 23-24=-275/476, 21-22=-7934/13699, 20-21=-5723/9915, 19-20=-9834/16580, 17-18=-376/632, 16-17=-5600/9460, 15-16=-5600/9460, 14-15=-2578/4339, 13-14=-2578/4339 ,,1111111// j� WEBS 4-22=-2977/5156, 7-19=-145/441, 3-24=-3593/2134, 22-24=-3519/6133, 3-22=-4185/7183, �`� G!E 0 15= 580/526 11- 59-2238/3781, 11-014=0 3850/ 35 395165 3/069 450=-3044/1877, �r�Pa N 8 o NOTES "x3") N 68182 * •% 1) 2-ply truss to be connected together with 10d (0.131 nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. �411 Webs connected as follows: 2x4 -1 row at 0-9-0 oc. �. T O F ft 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. T 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=165mph Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. 11; �j� 17s1 •. • •' •N (3-second gust) ��� E Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 q*L ���� 5) Provide adequate drainage to prevent water ponding. fill it" 6) All plates are MT20 plates unless otherwise indicated. 7) The solid section of the plate is required to be placed over the splice line at joint(s) 5. 8) Plate(s) at joint(s) 5 checked for a plus or minus 2 degree rotation about its center. FL Cert. 6634 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * 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 July 14,2014 fit between the bottom chord and any other members. ®WARNING- Verify dcsign-parameters and READ NOTES ONTWSAAWINCL(1DEDMTEKRP.PERENCEPAGBIM-7473BEFORE 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 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 and bracing, consult ANSI/TPI1 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. If Southern Pine (SP) lumber is specified, the design values are these effective 06/01/2013 byALSC Tampa, FL 33810-4116 Job Truss Truss Type Qty Ply Allison Residence T6413494 72029 GRB SPECIAL 1 2 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34u8Z r.sou soup a zuiz In i ae a uusurcs, um. lvlulj oui i4 iz.io a oyc< I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-PQ4HZW?So4VyE8KYCpFNzrhsasW gjfiOg2rg8VyyA_f NOTES 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1923 Ib uplift at joint 13 and 2003 Ib uplift at joint 2. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 737 lb down and 370 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-44, 5-12=-95(F=-51), 23-25=-20, 21-22=-20, 19-21=-43(F=-23), 13-18=-43(F=-23) Concentrated Loads (lb) Vert: 21=-411(F) A WAPIONG - Verify design paranzacm and READ NOTES ONTHMAND fNCLEMED MI=REFERENCB PAGEMB-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 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 336104115 Job Truss Truss Type Qty Ply Allison Residence T6413495 72029 GRC HIP 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:31 2014 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-p?mPBY2L5?tX5b37txp4bUJ Re4ZWw7W gWO3KIgyyA_c -2-0-0 , 5-0-0 10-7-14 16-1-15 21.8-1 27-2-2 32-10-0 , 37-10.0 r 39-1 2-0-0 5-0-0 5-7-14 5-6-2 5.6-2 5-6-2 5-7-14 5.0-0 2 0 0 5.00 12 5x6 = 4x8 = 3 26 27 28 429 30 31 32 44 = 46 = 33 2x3 II 4x8 = 5x6 = 34 7 35 36 37 838 39 40 41 9 Scale = 1:70.3 V 42 43 1° 44 45 17 46 " 47 48 49 " 50 14 51 - 52 53 54 - 3x5 = 4x4 = 2x3 II 4x6 = 4x4 = 4x8 = 4x6 = 2x3 II 44 = 3x5 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TIC0.41 Vert(LL) 0.79 15-16 >578 360 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -1.20 15-16 >380 240 BCLL 0.0 * Rep Stress Incr NO WB 0.53 Horz(TL) 0.20 10 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1861/0-8-0 (min. 0-1-8), 10=1861/0-8-0 (min. 0-1-8) Max Horz 2=95(LC 7) Max Uplift2=-1447(LC 8), 10=-1447(LC 8) Max Grav2=2154(LC 2), 10=2155(LC 2) PLATES GRIP MT20 244/190 Weight: 356 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-12 oc bracing. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4418/2739, 3-26=4097/2599, 26-27=-4097/2599, 27-28=-4097/2599, 4-28=-4097/2599, 4-29=-8697/5520, 29-30=-8697/5520, 30-31=-8697/5520, 31-32=-8697/5520, 5-32=-8697/5520, 5-33=-8698/5520, 6-33=-8698/5520, 6-34=-8698/5520, 7-34=-,8698/5520, 7-35=-8698/5520, 35-36=-8698/5520, 36-37=-8698/5520, 37-38=-8698/5520, 8-38=-8698/5520, 8-39=-4097/2599, 39-40=-4097/2599, 40-41=-4097/2599, 9-41=-4097/2599, 9-10=-4418/2739 BOT CHORD 2-19=-2358/4008, 19-42=-4399/7225, 42-43=-4399/7225, 18-43=-4399/7225, 18-44=-4399/7225, 44-45=-4399/7225, 17-45=-4399/7225, 17-46=-4399/7225, 16-46=-4399/7225, 16-47=-5323/8697, 47-48=-5323/8697, 48-49=-5323/8697, 111111111 N V�� 51-52=-4401/7226, 13-52-4401/7226, 1353=4401/7226, 53-54=-44OV7226, 12-54=-4401/7226, 10-12=-2358/4008 �Q`Qv, •'• - E N ''••• �� WEBS 3-19=-648/1310, 4-19=-3382/2141, 4-18=0/331, 4-16=-991/1589, 5-16=-409/409, �� �.••�,� `S�t" •;' �� 7-15=-406/410, 8-15=-989/1589, 8-13=0/331, 8-12=-3383/2143, 9-12=-648/1310 N 68182 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. • Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. ; T O F :• w Webs connected as follows: 2x4 -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 •,� T Q, . �41, ♦ connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. �� \ ,� �j� SS • • • • •' �� �� 04)Win:ASCE-10;Vult--l5mph(condust)Vasd=28;TaD.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; p DOB=.60 N A , (directional); plate 5) Provide adequate drainage to prevent water ponding. 6) The solid section of the plate is required to be placed over the splice line at joint(s)17, 14. 7) Plate(s) at joint(s)17 and 14 checked for a plus or minus 4 degree rotation about its center. FL Cert. 6634 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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 2-070 wide will July 14,2014 fit between the bottom chord and any other members. A& WARNING- Ve fy desige parametem and READ NOTES ON77IISAND INCLUDED MI7 DEFERENCE PAGE b9lI-7473 FEFORE USK 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 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 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf5outl,em Pine [SP) lumber is Wectjed, the design values are hose effective 06/01/2013 by ALSG Tampa, FL 33610-4115 Job Truss Truss Type ty Ply Allison Residence I T6413495 72029 GRC HIP 1 Job Reference (optional) unamners I cuss Inc., Pon Pierce PI. a4aaz r.ssu s bep z r zuiz Ml l eK mausmes, mc. Monde iv iz:-i a:oz zu i4 rage z I D: off Tg505Ds3TR? kt?m4?ZGyzbQDE-H CKnPt3zrJ?Oj IdKReKJ BhscOU vlfa m_IgptH GyyA_b NOTES 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1447 lb uplift at joint 2 and 1447 lb uplift at joint 10. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 336 lb up at 5-0-0, 41 lb down and 120 lb up at 7-0-12, 41 lb down and 120 lb up at 9-0-12, 41 lb down and 120 lb up at 11-0-12, 41 lb down and 120 lb up at 13-0-12, 41 lb down and 120 lb up at 15-0-12, 41 lb down and 120 lb up at 17-0-12, 41 lb down and 120 lb up at 18-11-0, 41 lb down and 120 lb up at 20-9-4, 41 lb down and 120 lb up at 22-9-4, 41 lb down and 120 lb up at 24-9-4, 41 lb down and 120 lb up at 26-9-4, 41 lb down and 120 lb up at 28-9-4, and 41 lb down and 120 lb up at 30-9-4, and 203 lb down and 336 lb up at 32-10-0 on top chord, and 111 lb down and 8 lb up at 5-0-0, 33 lb down and 8 lb up at 7-0-12, 33 lb down and 8 lb up at 9-0-12, 33 lb down and 8 lb up at 11-0-12, 33 lb down and 8 lb up at 13-0-12, 33 lb down and 8 lb up at 15-0-12, 33 lb down and 8 lb up at 17-0-12, 33 lb down and 8 lb up at 18-11-0, 33 lb down and 8 lb up at 20-9-4, 33 lb down and 8 lb up at 22-9-4, 33 lb down and 8 lb up at 24-9-4, 33 lb down and 8 lb up at 26-9-4, 33 lb down and 8 lb up at 28-9-4, and 33 lb down and 8 lb up at 30-9-4, and 111 lb down and 8 lb up at 32-9-4 on bottom chord. The design/selection of such connection device(s) its the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-44, 3-9=-44, 9-11=44, 20-23=-20 Concentrated Loads (lb) Vert: 3=-134(B)6=-34(B)9=-134(B)19=-71(B)12=-71(B)26=-34(B)28=-34(B)29=-34(B)30=-34(B)32=-34(B)33=-34(B)34=-34(B)35=-34(B)37=-34(B)38=-34(B) 39=-34(B)41=-34(B)42=-20(B)43=-20(B)44=-20(B)45=-20(B)46=-20(B)47=-20(B)48=-20(B)49=-20(B)50=-20(B)51=-20(B)52=-20(B)53=-20(B)54=-20(B) ® WARNING - Verify a�iya pararnefe and READ NOTES ONTRISAND INCLUDED IN72KRBPERENCE PAGE MI.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 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 and bracing, consult ANSI/TPII 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. if Southern Pine [SP) lumber is specified, the design values are those effective GG/01/2013IbyAf.SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence T6413496 72029 GRID HIP - 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 r.Jbu s z5ep zr zuiz Mi i ex mous[nes, inc. Mon uw i4 i2:i b:36 zuw rage i ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-AzZIEF6UvXW pBMx5gUOFIXOFv5DVbMCagHn5Q 1 yyA_X 2-0-0 7-0-0 12-11-7 18-9-2 24-6-14 W-4-9 36-4-0 43-4-0 2-0-0 7-0-0 5-11-7 5-9-11 5-9-11 5-9-t1 5-11-7 7-0-0 3x4 = 5.00 12 5x6 = 3x8 = 5x6 WB= 2x3 II 3 25 26 4 27 28 29 5 30 6 31 7 32 33 34 3x8 = 5x6 = 835 36 37 9 Scale = 1:78.2 ib 38 39 it 16 40 41 10 42 43 44 14 45 46 13 " 47 48 11 4x5 - 3x5 = 5x8 MT18HS WB = 3x4 = 3x8 = 2x3 II 3x5 = 3x6 - 2x3 11 5x8 MT18HS WB = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 1.04 14-15 >498 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -1.51 14-15 >344 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.31 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 410 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-7 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 10=2666/0-8-0 (min. 0-1-13), 2=2758/0-8-0 (min. 0-1-14) Max Horz2=157(LC 7) Max Upliftl0=-2046(LC 8), 2=-2214(LC 8) Max Grav 10=3081(LC 2), 2=3194(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7025/4664, 3-25=-6503/4412, 25-26=-6503/4412, 4-26=-6503/4412, 4-27=-11316/7636, 27-28=-11316/7636, 28-29=-11316/7636', 5-29=-11316/7636, 5-30=-11325/7642, 6-30=-11325/7642, 6-31 =-1 1325/7642, 7-31 =-1 1325/7642, 7-32=-11325/7642, 32-33=-11325/7642, 33-34=-11325/7642, 34-35=-11325/7642, 8-35=-1 1325/7642, 8-36=-6532/4445, 36-37=-6532/4445, 9-37=-6532/4445, 9-10=-7055/4697 BOT CHORD 2-18=-4184/6398, 18-38=-6430/9756, 38-39=-6430/9756, 17-39=-6430/9756, 16-17=-6430/9756, 16-40=-6430/9756, 40-41=-6430/9756, 15-41=-6430/9756, ,,����������� 15-42=-7467/11316, 42-43=-7467/11316, 43-44=-7467/11316, 14-44=-7467/11316, ,�� �'Fo 9773, Q WEBS 28 3 18=-1194//2147, 4 18773, = 3718 28/9773, 456, 4-17=0 43444-81/5=� 163/1 86, 5 15645 8/599, GIE S�C��'��i F 7-14=-570/597, 8-14=-1151/1762, 8-12=0/434, 8-11=-3698/2438, 9-11=-1200/2143 • �. N 68182 • NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. �; T O F Webs connected as follows: 2x4 -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 00 ,•,C Q , ��, connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. have for design. i� 10 •.• % •N 3) Unbalanced roof live loads been considered this % 4) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. 11; �I� Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water.ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FL Cert. 6634 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. July 14,2014 Continued on Daoe 2 A WARNING - Verify design parameters and READ NOTES ONTRIS AND INCLUDED M EKREFERENCS PAGE MI-7473 BEFORE USE. � Design valid for use only with Walk 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 dudng construction is the responsibillity 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/TPI7 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intormaflon available from Truss Plate Institute, 781 N'. Lee Street, Suite 312, Alexandria, VA 22314. it`Southern Fine (SP) lumber is specified; the design values are those effective 06/01/2613 byALSC Tampa, Fl- 33610-4115 Job Truss Truss Type Qty Ply Allison Residence . T6413496 72029 GRD HIP 1 2 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:36 2014 Page 2 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-AzZIEF6UVXW pBMx5gUOFIXOFv5DVbMCagHn5Q 1 yyA_X NOTES 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.2046 I uplift at joint 10 and 2214 lb uplift at joint 2. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 229 lb down and 408 lb up at 7-0-0, 86 lb down and 171 lb up at 9-0-12, 86 lb down and 171 lb up at 11-0-12, 86 lb down and 171 lb up at 13-0-12, 86 Ib'down and 171 lb up at 15-0-12, 86 lb down and 171 lb up at 17-0-12, 86 lb down and 171 lb up at 19-0-12, 86 lb down and 171 lb up at 21-0-12, 86 lb down and 171 lb up at 22-3-4, 86 lb down and 171 lb up at 24-3-4, 86 lb down and 171 lb up at 26-3-4, 86 lb down and 171 lb up at 28-3-4, 86 lb down and 171 lb up at 30-3-4, 86 lb down and 171 lb up at 32-3-4, and 86 lb down and 171 lb up at 34-3-4, and 269 lb down and 427 lb up at 36-4-0 on top chord, and 390 lb down and 212 lb up at 7-0-0, 62 lb down and 4 lb up at 9-0-12, 62 lb down and 4 lb up at 11-0-12, 62 lb down and 4 lb up at 13-0-12, 62 lb down and 4 lb up at 15-0-12, 62 lb down and 4 lb up at 17-0-12, 62 lb down and 4 lb up at 19-0-12, 62 lb down and 4 lb up at 21-0-12, 62 lb down and 4 lb up at 22-3-4, 62 lb down and 4 lb up at 24-3-4, 62 lb down and 4 lb up at 26-3-4, 62 lb down and 4 lb up at 28-3-4, 62 lb down and 4 lb up at 30-3-4, 62 lb down and 4 lb up at 32-3-4, and 62 lb down and 4 lb up at 34-3-4, and 390 lb down and 212 lb up at 36-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-44, 3-9=-44, 9-10=-44, 19-22=-20 Concentrated Loads (lb) Vert: 3=-187(F) 6=-71(F) 9=-187(F) 18=-348(F) 4=-71(F) 17=-36(F) 7=-71(F) 14=-36(F) 12=-36(F) 1 1=-348(F) 8=-71(F) 25=-71(F) 26=-71(F) 28=-71(F) 29=-71(F) 30=-71(F) 31=-71(F)32=-71(F) 34=-71(F) 36=-71(F) 37=-71(F) 38=-36(F) 39=-36(F) 40=-36(F) 41=-36(F) 42=-36(F) 43=-36(F) 44=-36(F) 45=-36(F) 46=-36(F) 47=-36(F)48=-36(F) Q WARNWG - Verify drmign parameters and READ NOISES ON7111S AND INCLUDED M(TEKREFERENCE PAGE NU-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. OF 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 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/TPI1 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. IfSouthean Pine (SP) lumber is specified, the design statues are those effective O6/01/2013 by ALSC Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply Allison Residence T6413497 72029 GRE HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 2-0-0 5-0-0 4x8 = 5.00 12 5.0-0 7.35u s Sep Z7 2u12 MI I eK Inaustnes, Inc. Man JUI 14 1Z:1V:37 2U14 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-e97gSb66gregpW W HECwUrIZTkVhmKvUjvxW ezTyyA_W 2x3 11 20 4 5-0-0 4x8 = 5-0.0 12-0-0 3x4 = 2x3 11 3x8 = 3x6 = 2x3 11 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TIC 0.37 TCDL 7.0 Lumber Increase 1.25 BC 0.41 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1045/0-8-0 (min. 0-1-8), 6=1045/0-8-0 (min. 0-1-8) Max Horz 2=95(LC 7) Max Uplift2=-852(LC 8), 6=-852(LC 8) Max Grav 2=1 213(LC 2), 6=1213(LC 2) Scale = 1:40.5 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.16 10 >999 360 MT20 244/190 Vert(TL) -0.25 8-10 >941 240 Horz(TL) 0.06 6 n/a n/a Weight: 90 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-6 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 2-3=-2255/1380, 3-18=-2731/1760, 18-19=-2731/1760, 19-20=-2731/1760, 4-20=-2731/1760, 4-21=-2731/1760, 21-22=-2731/1760, 22-23=-2731/1760, 5-23=-2731/1760, 5-6=-2255/1380 BOT CHORD 2-11=-1115/2030, 11-24=-1110/2041, 24-25=-1110/2041, 10-25=-1110/2041, 10-26=-1110/2041, 9-26=-1110/2041, 9-27=-1110/2041, 8-27=-1110/2041, 6-8=-111512030 WEBS 3-11=0/306, 3-10=-532/812, 4-10=-428/431, 5-10=-503/788, 5-8=0/306 NOTES �%`QU1N 11VL 1) Unbalanced roof live loads have been considered for this design. ,� Q.• • •.... 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=8ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `� , •••�\ SF•.? i� 3) Provide adequate drainage to prevent water ponding. N 68182 0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 852 lb uplift at joint 2 and 852 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O T O F 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)163 lb down and 317 lb up at 5-0-0, OFF .� •, Q• �� 41 lb down and 120 lb up at 7-0-12, 41 lb down and 120 lb up at 9-0-12, 41 lb down and 120 lb up at 10-11-4, and 41 lb down and 120 �j �.•• �� t70-12, 33at 1lb down a0nd 1b down 8 b up at 9 00- 2, up at 33 lb down0-0 on top and 8 lb up atd10-1d111 lb down and 1-4, and 33 lb down and 8 lb up at 12-11-4, and 1down 1181b Ilb up ,,��ss • •N AL E �` �` down and 8 lb up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1111111"I 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FL Cert. 6634 July 14,2014 t;ontlnuea on page z 0 WARNING - Verify design parameters and READ NOTES ONTR/S AND i7NCLUDEO MiTEKREPERENCE PAGE MR-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 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 6904 Parke East Blvd. 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 06/0112013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence T6413497 72029 GRE HIP 1 1 ' Job Reference (optional) (.umbers Truss Inc., Fort Pierce Fl. 34982 7.35U s Sep 27 2U12 MiTek industries, Inc. Mon Jul 14 12:16:37 Z014 Page Z ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-e97gSb66gregpW W HECwUrIZTkVhmKvUjvxW ezTyyA_W LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-44, 3-5=-44, 5-7=-44, 12-15=-20 Concentrated Loads (lb) Vert: 3=-134(F)5=-134(F)11=-71(F)8=-71(F)19=-34(F)20=-34(F)21=-34(F)22=-34(F)24=-20(F)25=-20(F)26=-20(F)27=-20(F) Q WARMNG - Verify design parameters and READ N07ES ON 7NIS AM MULMED MITEICREFERENCE PAGE DW 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. OF 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 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/TPl1 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. If Southern Fine (SP) lumber is specified, the design values are those effective 06/01/2013 by AtSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence • T6413498 72029 HV12 GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:38 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-6Mh3fx7kR9mXRg5TnvRjNy6cOul T3Pas7bGCVwyyA_V i 5.5-8 6-4-8 11-10-0 5.5-8 0.11-0 5-5-8 3x4 3x6 = 2x3 11 3x6 = 2x3 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) n/a n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER BRACING Scale = 1:19.4 3x4 PLATES GRIP MT20 244/190 Weight: 37 lb FT = 0% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 rbeTin.tallad ek reommends that Stabilizers and required cross bracing during truss erection, in accordance with Stabilizer tallation guide. REACTIONS (lb/size) 1=155/11-10-0 (min. 0-1-8), 5=155/11-10-0 (min. 0-1-8), 6=354/11-10-0 (min. 0-1-8) Max Horz 1=-88(LC 6) Max Upliftl =-1 25(LC 8), 5=-125(LC 8), 6=-200(LC 8) Max Grav 1=190(LC 13), 5=201(LC 14), 6=405(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-260/213 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE,7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. `1111111111111, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� V I N V 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 -.%,Q fit between the bottom chord and any other members. ,�% ,O . G E N S ' • `� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 1, 125 lb uplift at joint 5 ♦ •' F•'•, �i and 200 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = -A-; • N 6 S 182 A-, r T OF 100. .,�.* J* 1,N I111111 LOAD CASE(S) Standard FL Cert. 6634 July 14,2014 Q WARNING - V.,I& deign pm-ameters arrd READ NOTES ON THIS AND INCLUDED M TEICREFEREIVCE PAGE b7l1-7473 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII 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. If Southem Rine (SP) lumber is specified, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence T6413499 72029 HV,6 GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:56:35 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-bXZGM2fuDLglu?XOvf2vGtvitmFR3ENOjMLCvRyy9Qw 5-5-8 10-4-8 15-10-0 5-5-8 4-11-0 5-5-8 Scale = 1:25.5 44 5.00 2x3 11 44 3x4 8 7 6 3x4 2x3 I 2x3 11 2x3 11 5-5-8 4-11-0 5-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 54 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 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 cc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 15-10-0. (lb) - Max Horz 1=88(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 7 except 1=-100(LC 8), 5=-100(LC 8), 8=-184(LC 8), 6=-184(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 8=361(LC 13), 6=351(LC 14) FORCES (lb) -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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 lb uplift at joint(s) 7 except Qt=lb) 1=100, 5=100, 8=184, 6=184. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Aso%, Qv I N i N 68182 • • �^0: ;cc Z T OF W .00. 00 ��.. FL Cert. 6634 July 14,2014 Q WAmmia - Verify dasign parameters and RPAD N07ES ON 77/fS AND DYCLUDED MEKREFERENCE PAGE MR-7473 BEFORE USE. Design valid for use only with Mek connectors. This design is based only upon parameters shown, and is for an individual building component.' T 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 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/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthem Pine (5P) lumber is specified, the design values are those effective 06/01/2013 hV AESC Tampa, FL 336104115 Job Truss Truss Type Allison ResidenceT6413500 7tyPly 72029 HVZO GABLE 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 5-5-8 3x6 = 5.00 12 7.350 s Sep 27 2012 MiTek Industries, Inc. Man Jul 14 12:57:25 2014 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-89bAs8G FRi7fuhMdr9ydHQ_HswDPngNND8SrgYyy9Q8 14-4-8 19-10-0 2x3 II 3x6 = Scale: 3/8"=1' 3x4 - 11 10 9 8 3x4 2x3 II 2x3 11 3x6 = 2x3 11 M N 19-10-0 19-10-0 Plate Offsets (X,Y): [3:0-3-0,0-2-4], [5:0-3-0,0-2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 64 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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 All bearings 19-10-0. (lb) - Max Horz 1=-88(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-112(LC 8), 7=-112(LC 8), 10=-233(LC 5), 11=-171(LC 8), 8=-171(LC 8) Max Grav All reactions 250 lb or less atjoint(s)1, 7 except 10=427(LC 2), 11=337(LC 13), 8=333(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-263/237, 5-6=-263/237 WEBS 4-10=-300/272 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 112 lb uplift at joint 1, 112 lb uplift at joint 7, 233 lb uplift at joint 10, 171 lb uplift at joint 11 and 171 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 July 14,2014 A WARNING- Verify design pm-arnctem and READ N07ES ON771IS AND INCLUDED MI7EKREFERENCB PAGE MU-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 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 and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pane (SP) lumber is specified, the design values are those effective CG/01/2013 by ALSO Tampa, FL 33610-4115 Job Trltss Truss Type Qty Ply Allison Residence T6413501 72029 HV24 GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.35u s Sep zr zulz M1 I eK mausrnes, mc. mon dui 14 1ZAUNU zu14 rage i I D: oHTg505Ds3TR?kt?m4?ZGyzbQDE-2kpp4c9_zm OFg_FsvKT BT N BrytnjXIZ9bvl I aoyyA_T 5-5-8 18-4-8 23-10-0 5-5-8 12-11-0 5-5-8 5.00 12 3x6 =2x3 II 2 3 2x3 11 2x3 11 3x6 = 5 6 Scale = 1:39.2 3x4 i 11 10 9 8 3x4 2x3 11 2x3 11 3x6 = 2x3 11 m T N Plate Offsets MY): f2:0-3-0 0-2-41 16:0-3-0 0-2-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (]cc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 78 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. 2-6: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. BOT CHORD 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS All bearings 23-10-0. (lb) - Max Horz 1=-88(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s)1, 7 except 10=-282(LC 4), 11=-257(LC 8), 8=-257(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 7 except 10=465(LC 19), 11=466(LC 19), 8=466(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-10=-348/320, 3-11=-332/280, 5-8=-332/280 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 lb uplift atjoint(s)1, 7 except (jt=lb) 10=282, 11=257, 8=257. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 July 14,2014 ® WARHING - Verify design Parameters and READ NOTES ONTEIS AND INCLEWED MITEKREFERENCE PAGE M 17473 BEFORE USE.� 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 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 responsibillity of the iwiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Suuthem Pine (SP) lumber is specified, the design values are those effective 05/01/2013 by ALSC Tampa, FL 336104115 Job Truss Truss Type Qty Ply Allison Residence ' ' T6413502 72029 HV28 GABLE 1 1 Job Reference (optional) unamoers i mss mc., Ton Tierce ri. J4ut12 7'350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:41 2014 Page 1 I D: oHTg505Ds3TR?kt?m 4?ZGyzbQD E-WxN B IyAc k48617p2T 1_Q?bkB865MGItJ pZ Us6FyyA_S 5-5-8 22-4-8 27-10-0 . 5.5-8 16-11-0 5-5-8 5.00 12 3x6 = 2x3 II 2x3 11 3x6 = 4 5 2x3 11 3x6 = Scale=1:45.7 9 M N 3x4 % 11 10 g 3x4 2x3 II 5x6 = 2x3 II 27-10-0 Plate Offsets (X,Y): f2:0-3-0,0-2-41, 17:0-3-0,0-2-41, I10:0-3-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.24 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight: 89 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 27-10-0. (lb) - Max Horz 1=-88(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 1=-228(LC 8), 8=-228(LC 8), 10=-269(LC 8), 11=-21 O(LC 8), 9=-21O(LC 8) Max Grav All reactions 250 lb or less atjoirl except 1=330(LC 2), 8=330(LC 2), 10=436(LC 19), 11=475(LC 19), 9=475(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-427/354, 2-3=-359/375, 3-12=-359/375, 4-12=-359/375, 4-5=-359/375, 5-13=-359/375, 6-13=-359/375, 6-7=-359/375, 7-8=-427/354 BOT CHORD 1 -11 =-261/359, 10-11=-261/359, 9-10=-261/359, 8-9=-261/359 WEBS 4-10=-337/306, 3-11=-313/244, 6-9=-313/244 NOTES 0,11111111J 1) Unbalanced roof live loads have been considered for this design. ��Q,� qU I N V ������ 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1,%� O .60 plate grip DOL=1.60 ,� ' ,••�G E N S *• 3) Provide adequate drainage to prevent water ponding. •' �. 4' i 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 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 228 lb uplift at joint 1, 228 lb uplift at joint 8; -0 ; 269 lb uplift at joint 10, 210 Ib uplift at joint 11 and 210 lb uplift at joint 9. `T G F 4% 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. (V P' LOAD CASE(S) Standard 'ice ••� •*����, ,,ss / •N p``� `� `� 1111111 ,;` FL Cert. 6634 July 14,2014 A WARNING- Verify design Parameters and READ NOTES ONTBIS AND INCLUDED MITEKREFERENCE PAGE MD-7473 BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Informmation available froTruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I15outhem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610-4115 Job -Truss Truss Type Qty Ply Allison Residence � T6413503 72029 HV32 GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 27 2012 MTek Industries, Inc., Mon Jul 14 12:18:42 2014 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-?7WZVIAEVNGzvHOF01VfYOGNZW S4?C9S2DEPehyyA_R 5-5-8 26-4-8 31-10-0 5-5-8 20-11-0 5.00 12 3x6 = 16 17 3x6 = 3x6 = Scale = 1:52.5 3x4 5�- 15 14 13 12 11 3x4 5x6 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.17 BC 0.14 WB 0.09 (Matrix) DEFL in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.01 (loc) I/deft Ud - n/a 999 - n/a 999 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 105 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 31-10-0. (lb) - Max Horz 1=-88(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 10 except 13=-266(LC 8), 14=-259(LC 4), 15=-182(LC 8), 12=-260(LC 5), 11=-182(LC 8) Max Grav All reactions 250 lb or less atjoint(s)1, 10 except 13=446(LC 19), 14=440(LC 19), 15=351(LC 13), 12=440(LC 20), 11=345(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-13=-328/301, 4-14=-316/296, 7-12=-316/297 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=16ft; 13=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 10 except at --lb) 13=266, 14=259, 15=182, 12=260, 11=182. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %%,QU I N' VF9,i i EN3F•F���i N 68182 dO ' T O F 'olO••,T 11 FL Cert. 6634 July 14,2014 Q WARMNG - Verijy d�iga par..f.e and RPAD NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown j 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 the building MiTek erector. permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 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. Ifs. uthem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 3361 OA115 Job Truss Truss Type Qty Ply Allison Residence T6413504 72029 HV36, GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:43 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-TJUyieStGhOgXRzRaSOu4OpYzvoOkfJbHtzzA7yyA_Q 5-5-8 30-4-8 35-10-0 5-5-8 24-11-0 5-5-8 5.00 F12 3x6 = 23 3x6 = 16 5 617 3x6 = 8 9 Scale = 1:59.3 3x4 15 14 13 12 11 3x4 5x6 = 5x6 = Plate Offsets (X,Y): [2:0-3-0,0-2-41, [9:0-3-0,0-2-41, [12:0-3-0,0-3-01 [14:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) n/a n/a 999 MT26 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) ' n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 118 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. 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 All bearings 35-10-0. (lb) - Max Horz 1=-88(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) 1, 10 except 13=-260(LC 8), 14=-284(LC 4), 15=-253(LC 8), 12=-282(LC 5), 11=-265(LC 8) Max Grav All reactions 250 lb or less atjoint(s)1, 10 except 13=442(LC 2), 14=463(LC 20), 15=461(LC 19), 12=463(LC 19), 11=470(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-13=-321/294,4-14=-344/320, 3-15=-328/279, 7-12=-344/319, 8-11 =-340/290 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 6=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 10 except Qt=lb) 13=260, 14=284, 15=253, 12=282, 11=265. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ems,, , .•�,\G E N 8 N 68182 T OF 00 N 811111A'; E.%`. FL Cert. 6634 July 14,2014 ® WARNIAfG - Verify deign parameters and READ NOTES ON 7711S AND INCLUDED M72KREPERENCE PAGE NIQ•7473 BEPORE 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 temporally bracing to insure stability during construction is the responsibillity 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 bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sore fy Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Irsouthem Wine (SP) lumber is specified, the design values are -those effective M/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence T6413505 72029 , HVA GABLE 1 1 Job Reference (optional) bars Truss Inc., Fort Pierce Ft. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 13:15:55 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-difoghhW 1 Iz92GDzsGswHVyxxN8?srFmTgKZdCyy98o 6-5-8 94-8 15-10-0 6-5-8 2-11-0 6-5-8 Scale = 1:25.5 4x5 % 2x3 11 4x5 9 N 3x4 8 7 6 3x4 2x3 11 2x3 11 2x3 11 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) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC OA6 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 56 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 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. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 15-10-0. (lb) - Max Horz 1=106(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 1=-123(LC 8), 5=-123(LC 8), 7=-296(LC 3), 8=-255(LC 8), 6=-255(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 8=521(LC 13), 6=509(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-314/252, 4-6=-302/252 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft;. B=62ft; L=65ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 123 lb uplift at joint 1, 123 lb uplift at joint 5, 296 Ito uplift at joint 7, 255 lb uplift at joint 8 and 255 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ``�GO l N I'VF ���,� E NSF N 68182 `fir: •:* T OF "J* �� N A� �� ``�• FL Cert. 6634 July 14,2014 0 WARMNG - Verify deign parameters and READ M07ES ON INIS AND INCLUDED M17EKREFERENCE PAGE Mr 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/T?Il 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. If 5outhem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 bV AILSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence • T6413506 72029 it MONO TRUSS 18 1 Job Reference (optional) unamoers , russ inc., ron r,erce m. saars2 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:45 2014 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-Pici7KD7oleYml7git3MARuoljVTCalukBS3FOyyA_O -2-0-0 1-0-0 2-0-0 1-0-0 Scale = 1:8.3 c� 6 1-0-0 1-0-0 Plate Offsets (X,Y): f2:0-0-10,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 7 lb FT = 00/6 LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=196/0-8-0 (min. 0-1-8), 4=-28/Mechanical, 3=-16/Mechanical Max Horz 2=99(LC 8) Max Uplift2=-330(LC 8), 4=-35(LC 2), 3=-21(LC 2) Max Grav2=242(LC 13), 4=74(LC 8), 3=49(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Refer to MiTek 'TOE -NAIL" Detail for connection to supporting carrier truss (typ all applicable jacks on this job) NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=8ft; Cat. I Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except Qt=lb) 2=330. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 July 14,2014 ® WARNING - Verify design paramw1 c a and READ N07ES ON7WIS AND INCLUDED MT7EKREFERENCE PAGE MD-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 responsibillity of the erector. Additional bracing the is the the building designer. For MiTek permanent of overall structure responsibility of general guidance regarding fabrication, quality control; storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f,outhem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by A)SC Tampa, FL 33610.4116 Job Truss, Qty Ply Allison ResidenceT6413507 T,,usype 72029 J3 RUSS 18 1 Job Reference (optional) unamoers i russ mc., t-ort fierce H. J49S2 7.350 s Sep 27 2012 MTek Industries, Inc. Mon Jul 14 12:18:45 2014 Page 1 I D:oHTg 505Ds3TR?kt?m4?ZGyzbQDE-Pici7KD7oleYm 17q it3MARuolj V HCa l ukBS3FOyyA__O 2-0-0 3-0-0 Scale = 1:12.6 Plate Offsets (X,Y): (2:0-0-14,Edge1 LOADING (psfl SPACING 2-0-0 CS] DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.56 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 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 (lb/size) 3=41/Mechanical, 2=212/0-8-0 (min. 0-1-8), 4=21/Mechanical Max Horz 2=144(LC 8) Max Uplift3=-45(LC 8), 2=-255(LC 8) Max Grav 3=61(LC 13), 2=261(LC 13), 4=41(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-306/95 BOT CHORD 2-4=-93/300 NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=8ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' 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 ,,/11111111tY�// fit between the bottom chord and any other members. QU N V 4) Refer to girder(s) for truss to truss connections. ,♦� OQ.• •, •. • • F`� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) ♦♦ , C E /� S • •, �i� 2=255. ♦ •' V F ••, i 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. IV 68182 r r � �:. T OF 1111 LOAD CASE(S) Standard FL Cert. 6634 July 14,2014 A WARNING - Verify design parm a. and READ MOMS ON77us AND INCLUDED mT_-KREFERENCE PAGE MB-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 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, VA22314. if5outhem trine [SP) lumber is specified, the design values are those effective 06/0112013 bV ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence • T6413508 72029 J5 MONO TRUSS 31 1 Job Reference (optional) ,... ..F— r1o110 ri• 04UD4 r.sau s bep zr zui[ r i eK mausmes, mc. mon dui 14 12:18:45 2u14 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-tuA4LgDIYcmPOviOFbabieRzV7ol x1X2zrCdnSyyA_N 2-0-0 5-0-0 Scale = 1:16.7 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPl2007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=78/Mechanical, 2=283/0-8-0 (min. 0-1-8), 4=40/Mechanical Max Horz2=193(LC 8) Max Uplift3=-98(LC 8), 2=-283(LC 8) Max Grav3=115(LC 13), 2=350(LC 13), 4=73(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-295/72 BOT CHORD 2-4=-159/367 NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=8ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` 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 4) Refer to g �deeen ebottom chord and any other mbers. (s) fortruss to t uss connections`GO i N �V���,,, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) �% P. FZ **1E' 2=283. ���,0•'•\GEN•• 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : •' �r F•'•, N 68182 + r r ^�; ;irz : I„ ' T OF + LOAD CASE(S) Standard FL Cert. 6634 July 14,2014 A wARMNG - Verify design p..rt. and READ N07ES ONT HIS AND INCLUDED MTTEKREFF.R MB PAGE M-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 responsibillify of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MOWerector. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. !f Southean Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Type Qty Ply Allison Residence Truss T6413509 72029 J7 ONO TRUSS 31 1 Job Reference (optional) s i cuss uw., roil riumu r1. avaoz 1.30U S Jep Z/ ZU1Z MI I eK Industries, Inc. Mon Jul 14 1Z:16:415 ZU14 Nage 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-tuA4LgDIYcmPOviOFbabieR2P7kPx1 X2zrCdnSyyA_N 2-0-0 7-0-0 Scale = 1:20.7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (]cc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.24 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.15 4-7 >546 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 25 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 No.3 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 (lb/size) 3=115/Mechanical, 2=359/0-8-0 (min. 0-1-8), 4=56/Mechanical Max Horz2=241(LC 8) Max Uplift3=-147(LC 8), 2=-323(LC 8) Max Grav3=168(LC 13), 2=446(LC 13), 4=102(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-896/317 BOT CHORD 2-4=-453/1040 NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=8ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. ���� QU N V 2=323. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 3=147, ,,`�,OP•\ G E IV S�]0 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ; •' V F•••• ♦� 00 N 68182 .0 T 00 •• • ,o P : �� ♦��♦,sS 11 N AE�Cj % 00 1111l LOAD CASE(S) Standard 17 FL Cert. 6634 July 14,2014 A WARN M - Verify deign p.netera and READ NOTES ONTVIS AND INCLUDED M TEKREFERENCE PAGE MR-7473 BEFORE USE. 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 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 responsibillity of the MiTek ere for. 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 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthean pine (SP) lumber is specified, the desrgn values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Allison Residence • T6413510 72029 JC7 SPECIAL 6 1 Job Reference (optional) uss inc., Fort Fierce Fi. agaoz 7.35U s Sep 27 2U12 MiTek Industries, Inc. Mon Jul 14 12:18:47 2014 Pagel ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-L4kSYOENJwuGO2HCp15gFs_E1X2zgUnBCVxAJuyyA_M -2-0-0 2-10-0 7-0-0 2-0-0 2-10-0 4-2-0 Scale = 1:20.7 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.19 BC 0.67 WB 0.00 (Matrix-M) DEFL in Vert(LL) 0.10. Vert(TL) -0.14 Horz(TL) 0.06 (loc) I/deft Ud 3-5 >856 360 3-5 >574 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 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 (lb/size) 4=105/Mechanical, 2=362/0-8-0 (min. 0-1-8), 5=61/Mechanical Max Horz2=241(LC 8) Max Uplift4=-121(LC 8), 2=-326(LC 8), 5=-14(LC 8) Max Grav4=151(LC 13), 2=451(LC 13), 5=89(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-989/373 BOT CHORD 2-6=-502/1157 NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. for ,�r,ll ` 4) Refer to girder(s) truss to truss connections. � N ♦♦ice 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=121 % ..1 . 2=326. E Ns 6) "Semi including heels" Member fixity in the design this ���� ��P•� G truss. �. F•'•, �� -rigid pitchbreaks end model was used analysis and of ,� •' LOAD CASE(S) Standard N 68182 T OF10 k/ + ♦♦�, N A� �.�` 11 1� FL Cert. 6634 July 14,2014 ® WARAYNG - Vutify design parametem and READ M07ES ON IWS AND INCLEDED 1Iff7EKREFERENCE PAGE am-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 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 responsibillity of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MOWerector. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 8f5o.them Rine (SP) lumber is specified, the design values ale those effective 06/0y/20Y3 bV ALSC Tampa, FL 33610-0115 Job Truss. Truss Type Qty Ply AIIIson Residence T6413511 72029 KJ5 MONO TRUSS 4 1 Job Reference (optional) russ inc., Fort Pierce Fi. svaoz 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:47 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-L4kSYOENJwuG02HCpl5gFs_B_X9FgUnBCVxAJuyyA_M 2 9 15 3-6.1 7-0-2 2-9-15 3-6.1 3-6-1 3.54 12 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.12 4-7 >686 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS (lb/size) 3=144/Mechanical, 2=297/0-11-5 (min. 0-1-8), 4=71/Mechanical Max Horz2=176(LC 8) Max Uplift3=-172(LC 8), 2=-331(LC 8) Max Grav3=199(LC 13), 2=352(LC 2), 4=118(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-787/0 BOT CHORD 2-4=-35/876 Scale = 1:19.2 PLATES GRIP MT20 2441190 Weight: 26 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. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=8ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' 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. 1I1111I11 4) Refer to girder(s) for truss to truss connections. ��``` %(,�v N ���e 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=172, �� p. F� i* 2=331. ♦� ... E N • • ��i 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦� , V� S$ 100 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 0 IM( 00182 � :. T OF :��/� 1 /ninlll�`` LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-44 Trapezoidal Loads (plf) Vert: 2=0(F=22, B=22)-to-3=-77(F=-17, B=-17), 5=0(F=10, B=10}to-4=-35(F=-8, B=-8) FL Cert. 6634 July 14,2014 WARMNG - Verify design parmnetem and RE6D N07ES ON7711SdND INCLUDEDW7WREFERENCEPAGE 1PIR-7473 BEFORE USE. 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 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. Safety InfoWnflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSourhern Pine (SP) lumber is specified, the design values ere those effective 06/03/2013 by ALSC Tampa, FL 33610-4115 Job Truss Qty Ply Allison Residence 7,1ussype T6413512 72029 KJ7 RUSS 4 1 Job Reference (optional) unamoers i russ inc., Tort Tierce 1-1. 34UUZ 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:48 2014 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-pH IrmMF?4DO6dCsON?c3n3W MkwVgPtJLR9hksLyyA_L -2-9115 5 5-8-3 9-10-1 2-9-5-8-3 4-1-14 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Scale: 1/2'=1' CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.38 Vert(LL) 0.02 5-6 >999 360 MT20 244/190 BC 0.18 Vert(TL) -0.04 5-6 >999 240 WB 0.30 Horz(TL) 0.01 5 n/a n/a (Matrix-M) Weight: 42 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 (lb/size) 4=161/Mechanical, 2=393/0-11-5 (min. 0-1-8), 5=332/Mechanical Max Horz2=281(LC 8) Max Uplift4=-21 O(LC 8), 2=-374(LC 8), 5=-176(LC 8) Max Grav4=242(LC 13), 2=464(LC 2), 5=412(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-749/257 BOT CHORD 2-6=-425/761, 5-6=-425/761 WEBS 3-5=-833/465 NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. 11 Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 4=210, 2=374, 5=176. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=44 Trapezoidal Loads (plf) Vert: 2=0(F=22, B=22)-to-4=-108(F=-32, 13=-32), 7=0(F=10, B=1 0)-to-5=-49(F=-1 5, B=-15) 01 N i Nc 68182 T OF �4* lss • ... . • ���? `� �., N FL Cert. 6634 July 14,2014 A WAR1V(NG - Verify deign parmnetem and READ N07ES ON 7NIS AND fNCLUDED MI72KPEFERPNCE PAGE M11-7473 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 isJor 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 and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Informatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lrSouthem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss City Ply Allison Residence'T6413513 5u5ype 72029 KJC7 L 1 1 Job Reference (optional) unamoers i russ mc., Tort Tierce N. 34'JC2 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:48 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-pHIrmMF?4D06dCsON?c3n3W HHwQ3PufLR9hksLyyA_L -2-9-15 3-10.9 1-0-0 9-10-1 2-9-15 3-10-9 3-1-7 2-10-1 Scale = 1:24.7 3-10-9 3-1-7 2-10-1 Plate Offsets (X,Y): [2:0-1-12,0-0-21, [3:0-4-4,0-1-141 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) 0.23 8 >504 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.37 3-7 >313 240 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 41 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 3-8: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS (lb/size) 5=90/Mechanical, 2=437/0-11-5 (min. 0-1-8), 6=358/Mechanical Max Horz2=281(LC 8) Max Uplift5=-128(LC 8), 2=-405(LC 8), 6=-226(LC 8) Max Grav5=141(LC 13), 2=515(LC 2), 6=455(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1840/476, 3-4=-971/436 BOT CHORD 2-8=-643/2101, 3-7=-576/986, 6-7=-577/988 WEBS 4-6=-1077/629 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-14 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 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=128, 2=405, 6=226. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-44 Trapezoidal Loads (plf) Vert: 2=0(F=22, B=22)-to-3=42(F=1, B=1), 3=42(F=1, B=1}to-5=-108(F=-32, 13=-32), 9=0(F=10, B=10}to-8=-19(F=0, B=0), 3=-19(F=O, B=0)-to-6=-49(F=-15, B=-15) FL Cert. 6634 July 14,2014 A WARMNG - Verify design parameters and REW N07ES ON THIS AND INCLUDED M(=REFERENCE PAGE MII-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 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 6904 Parke East Blvd. Salety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f5outhem Pine (SP) lumber is specked, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610 4115 I r Job Truss Truss Type Qty Ply Allison Residence • T6413514 72029 MV2 VALLEY 2 1 Job Reference (optional) unamoers I russ Inc., Fort vierce H. 44UUZ 3x4 7.3bu s Sep 21 ZU12 MI I eK Inaustnes, Inc. Mon Jul 14 12:113AU ZU14 Page 1 I D: oHTg505Ds3T R?kt?m4?ZGyzbQDE-H TrDzhG drX8zFM R bxj71 KH3cuKtW 80H UfpQ H O nyyA_K 2-0-0 2-0-0 5.00 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.04 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 Scale = 1:7.0 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 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 (lb/size) 1=41/2-0-0 (min. 0-1-8), 2=28/2-M (min. 0-1-8), 3=13/2-0-0 (min. 0-1-8) Max Horz1=31(LC 8) Max Upliftl =-21 (LC 8), 2=-38(LC 8) Max Grav1=50(LC 13), 2=41(LC 13), 3=25(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' 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) 2 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 100 lb uplift at joint(s) 1, 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .`%%,00I N „VF P G E NS F� . es N 68182 •�--• T OF FL Cert. 6634 July 14,2014 0 WARNING - VeHk design parameters and READ M07ES ON7711SAND INCLUDED MI7EKREPERENCE PAGE MU-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' 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 responsibillity of the M 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/rPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Soulhem Rine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 4 r I A Job Truss Truss Type Qty Ply Allison Residence • T6413515 72029 MV4 VALLEY 2 1 Job Reference (optional) cnamoers I russ Inc., ron Pierce m. 349U 3x4 7.35U s Sep 27 zU12 MI I ek industries, Inc. Mon Jul 14 12:16:49 2U14 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-HTrDzhGdrX8zFMRbxj71KH3ZYKrz8OHUfpQHOnyyA_K 4-0-0 4-0-0 2x3 11 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TIC 0.25 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 1=100/4-0-0 (min. 0-1-8), 3=100/4-0-0 (min. 0-1-8) Max Horz 1=75(LC 8) Max Upliftl=-52(LC 8), 3=-84(LC 8) Max Grav1=123(LC 13), 3=133(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.3 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% Structural wood sheathing directly applied or 4-0-0 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 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=62ft; L=65ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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 lb uplift at joint(s)1, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard D.01 N "VF G E NS F� . • i i N 68182 .0 ' T O F 40 4111S' Il N q, % n FL Cert. 6634 1 July 14,2014 A WARMM - Verify de sign par .ter. erred READ NOTES ONTEIS AND ]INCLUDED MITEKREFERENCE PAGE = 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 OF 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 responsibillity 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 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. late ty Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP) lumberis specified, the design values are those effective 0610112M bVAISC Tampa, FL 33610-0115 .t I ) Job russ Truss Type Qty Ply Allison Residence . T6413516 72029 MV6 VALLEY 1 1 Job Reference (optional) unamoers truss mc., FOn coerce H. 341RIZ 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:50 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-mfPbAlGGcrGgtW?nUQeXtUccgk5VtrXduTAgwDyyA J 6-0-0 6-0-0 2x3 11 3x4 � 2x3 11 Scale: 3/4"=l' 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) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 , (Matrix) Weight: 20 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 1=164/6-0-0 (min. 0-1-8), 3=164/6-0-0 (min. 0-1-8) Max Horz 1=123(LC 8) Max Upliftl=-86(LC 8), 3=-137(LC 8) Max Grav1=202(LC 13), 3=218(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=16ft; B=62ft; L=65ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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 lb uplift atjoint(s) 1 except Qt=lb) ,��` QvI N VF,,�� 6"Semi-rigid itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��, 0P;' • • • C�'� P 9 tY Y 9 � , .. , C) li N 68182 ,0 T F O #o Nil LOAD CASE(S) Standard FL Cert. 6634 July 14,2014 A WARNING - Verify deign parmr tern and READ NOTES ON 7WIS AA01MCLUDED M(TEKRSFERENCB PAGB JW-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 componentOF 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 responsibillity, of the erector. Additional permanent bracing. of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Southern Pine [SP) fum4ler is specified, the design values are those effective 06/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type City Ply Allison Residence ' T6413517 72029 V4 VALLEY 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jul 14 12:18:61 2014 Page 1 I D:oHTg505Ds3TR7kt7m47ZGyzbQDE-EszzONHuNBOhUgaz28AmPi8x68XOclnn77vOSfyyA_I 2-M 4-0-0 r 2-0-0 2-0-0 5.00 12 3x4 3x6 = 3x4 LOADING (psf) SPACING 2-0-0 CS' DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER TOP CHORD 20 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 1=81/4-0-0 (min. 0-1-8), 3=81/4-0-0 (min. 0-1-8) Max Horz 1=-23(LC 6) Max Upliftl=-55(LC 8), 3=-55(LC 8) Max Grav1=94(LC 2), 3=94(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.7 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf, h=16ft; B=62ft; L=65ft; 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//��' fit between the bottom chord and any other members. ♦♦♦ aU I N V I�� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. ,♦♦ Op.• • • • �CF .. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,� , ,• G E N S' •. ,�] i� N 68182 -10 0T O F 0fill I �♦ LOAD CASE(S) Standard FL Cert: 6634 July 14,2014 A 1WARXWG - verify design jp rmnetcm med READ NOTES ON7WS AND INCLUDED M TBKREFERENM FAGB MR-7473 BBFORB 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 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 6904 Parke East Blvd. Safety InlormaBon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 byA1SC Tampa, FL 33610-4115 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 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 -'/16" For 4 x 2 orientation, locate plates 0-1ri6' 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 by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI l : 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 3 TOP CHORDS 8 7 6 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 ]CC -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 MiTekO All Rights Reserved 111111101111110 W1 a MiTek S MITek Engineering Reference Sheet: MII-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 at joint 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 ft. 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.