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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. 5PAGING NOTE ALL TRUSSES ARE TO BE SET AT 2'-O: ON CENTER EXGEPT AS NOTED — MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IIAL IF MULTIPLE PLY. M DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI _ 30' Span or less A 30' to 60' Span A 0 degrees Spreader Bar or less F F-1/2 Of f g Line span opprox. REFER TO BCSI Truss must be set this way if crone used. Trass is on example, your truss may not match. isist crane operator sets truss this way. lag—ApProx 2/3 to Line t/2 of Span REFER TO BCSI rss must be set this way if crane 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 HANt�LI=FR 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 o Dome angle nails. SEAT PLATES BY CHAMBERS +o M LJ REPRESENTS A HANGER e Hanger Schedule Use HUS26 for 2X4 SUH46 for 4X2 except as shown i Carried Carry HIP VALLEYS ARE DIFFICULT TO INSTALL, PROBLEMS CAN BE ADDRESSED BY CUTTING HIP VALLEYS IN HALF & FINDING CORRECT LOCATION. �► ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR Ot- 23' - 3U' IN LENGTH Do not stand on trusses until they are braced per BCSI & properly nailed to straps & hangers PIGGY BACK TRUSSES MUST BE ATTACHED AND BRACED PER ENGINEERING DETAIL!! G;-1 ---- truss ing truss Hanger ID Fasteners for Carried truss ers for truss A20-16d GRB GRG THDH26-2 8-16d SGEC GRR THD26-2 12-1Od 18-16d "Please reter to Standard hngmeering pacxage Lor gcncrat rrrau ulru,r=a ar .......... -w-c- I Od=0.148"x 3" 16d=0.162" x 3 1/2" INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 9'4- - ABOVE FINISHED FLOOR METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN I I I l I I I I l l I I 6-6. � 3_2, 8.-4. I I 3'_2. JI' 5-6• �I' I 10 � I I I DORMER STRING I I I 6' 71 13'-0' I 7' � 13-4" 4 I _ I RCH upset=114" heel=43116" PLUMB CUT END 2 x 4 Top Chard WALL HEIGHT 9'-4' TYPICAL END DETAIL PIGGY BACK DETAIL MATERIAL 8 LABOR TO ATTACH PIGGYBACKS IS THE RESPONSIBILITY OF THE BUILDER. FAILURE TO ATTACH AS SHOWN CAN RESULT IN FAILURE OF ROOF, INJURY AND LOSS LIFE. FAILURE CAN OCCUR DURING INSTALLATION OR LATER. P'g Solt e'%e• 1/2" six PLTNOOD GUSSET AND Back mtlnuous Latxal Bracing Baas rv® 24" MAX OC �- 36. MAX OC Builder/Trusa lnetcllar to attadl piggy back pun, to base was witM1 e•aB•xtc Ploy.oua Gueaert a maximum 36• on sinter .ltn 4 Ba nape in bottom chord of Pig y ack Trues no top chord or Bate buss. af PIg a e an EON face,/sides of trvaees. Bohan cM1ard of PlgrgyarBack 2 8, and top Gard of sae. Trv,a are baaM a ,mum of 14 center .iM Tz4 contMuoua lateral bracing. x AWYIeb,M lxaAO ae Eaea EUMA aefaL r. I IN CA� I I LLi FABRICATION AGREEMENT' TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED 8 RETURNED Us legal description of the property where the trusses will be Installed Is: The undersigned acknowledges and agrees: V Trusses wig be made In strict accordance with this (ruse placement diagram layout, which b the sole authority for defermining.ouccesatul fabrication of the busses. 2. All dimensions In this layout have bean veriRad by the undersigned. .3. Unless written notice la provided by certlRe I mail to Chambers Truss within an (10) days of delivery the underelgnad agrees that no loi haryea will be allowad..ln the avant such written notice Is fumi'bed Chambers Trusa shall have three (3) bussJ1nnew days In which to begin repelre required, or to substitu}e othectruaes, at Chambers oliub°n. 's, Delivery Is to Job sits 8 le the buyer e:46p0onsllblff to makTh e theejob Oka suitable for deli4.very. Chambers Tundersignedngsa has the cola authortty to deternlne the sukeblllry of th, Job site or a potion of the Job site for delivery. Cho a Truss will be responsible for dump delivery only. The buyer Is responsible for drdy6nel delivery expenses R Chambers Truse has to redeliver because job eke la riot p 0 red for delivery or boyar Is not prepared for delivery of trusses, Buyer le responsible to or tare Truce for towing cost, due to site conditions. 6. Price as shown Iq peregreph 7 below Is subject to change S arty changes are. made In this layout A $60 per hour fee for revisions maybe charged by Chambers Tntsa. ' .. 7: This is a PURCHASE ORDER to Chambers, Truss of the sum agreed to or R nq; agreements reasonable price. Involve will ba made on delivery and paid within terns of net- bn delhrery. Involve may, be made at scheduled datebf. delivery R buyer cannot accept dativery of fabrlcil trusses. The Indereignad agree: to pay Chambere.Tru:s reasonabia attomoy s fee for colleUPons N evert of paymerd not limey made. 1.12 X, per month aefvJce charge wlu be added for ell sums not paldwithln terms, . 8. Signature or Initials enywham on this shoat consututes agreement to all terms herein. consideration of Chambare 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 atiomerys fees, If default In payment for materiel be made by the reclplem. 10. In the event of any tlugation concerning this agreement, the Rams furnished hereunder or payments referred to herein, the. parties agree that the ,pie venue for any such action will be Saint lucla County, Florlds. 11, Design responsibilities are per "National Standard And Recommended Guidelines On Rasponelbilt0es For Construction Using Metal Plate Connected Wood Trusses ANSVTPVWTCA 4.2002 .. DATED SIGNED FOR TmE :. MuItlPle ply busses must be fastened together per engineering batlore 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 reisponslblllty of the buss erector, Study the contents of the Information packet Included on delivery before setting trusses, TmmnyMbeastwWWawdper'desWtopwanthW&ftnagm 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. D0 NCiT SET TRUSSES USING THIS LAYOUT USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES i �_ G J CHAMBERS TRUSS INC 3106 Oleander AVenuel Fort Plercej Florida 34982.6423 800-551-5932 Fort Pierce M 465.2012 Fax 771465-8711 R—rah 772-999.2012 Stuart ''772-286-3302 ' upset-1/4" heel=43116' PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 9'4" END DETAIL: HOBBY ROOM PORCH lull upset=1/4' heel=4 7/16' IIIII IIIII PLUMB CUT END IIIII 2 x 4 Top Chord IIIII wu WALL HEIGHT 1T-Y END DETAIL: ACTIVE DORMER 6' * BEARING WALLS REQUIRED AS SHOWN. * PIGGYBACKS SHOWN OFFSET FOR CLARITY. * DORMERS TO LEFT AND RIGHT OF FOYER ARE NONACTIVE. 64 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT 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 160mph Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. Highest Mean Height 22'4" Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2010 n. v.�.-nrgmrau tiny_ uedu L0001,.o.=L,Onrinuous tSracin Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Buildina Desianer and/or Enaineer of Renord Chambers Truss Inc. Drawing Name: 72558 Scale: 3/16 = 1' 212 total trusses, 64 different trusses.. MI 4: RLC ACAD: RLC Reviewed By:—Z&—?-4>f Date: 04/08/15 FOR JEFF PEDERSON DESCRIPTION: EMMONS PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 72558 Lumber design vaiues are'jn accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. TMiTek® RE: 72558 - Emmons Res MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Jeff Pederson Project Name: Emmons Model: Lot/Block: Subdivision: 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 20/20-7.6 Wind Code: ASCE 7-10 [All Heigh][I Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 64 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date I No. I Seal# I Truss Name I Date 1 IT6984380 JA 4/10/015 118 IT6984397 I GRB 4/10/015 12 I T6984381 I Ai 14/10/015 119 I T6984398 I GRE 1 4/10/015 1 1-3� I T6984382 I A2 1 4/10/015 120 I T6984399 I GRG 14/10/015 14 I T6984383 I ATA 1 4/10/015 121 I T6984400 I GRK 1 4/10/015 1 15 I T6984384 I ATB 1 4/10/015 122 I T6984401 I GRL 14/10/015 16 I T6984385 113 .1 4/10/015 123 I T6984402 I GRM 14/10/015 17 I I T6984386 1 B1 1 4/10/015 124 I T6984403 I GRR 14/10/015 18 I I T6984387 ID 4/10/015 25 IT6984404 JHV6 4/10/015 19 1 I T6984388 I E 14/10/015 126 I T6984405 I HVA 14/10/015 110 I I T6984389 I E1 1 4/10/015 127 I T6984406 I J1 14/10/015 Ill I I T6984390 I E2 1 4/10/015 128 I T6984407 I J3 1 4/10/015 1 112 I I T6984391 IF 1 4/10/015 129 I T6984408 I J5 14/10/015 I 113 1 I T6984392 I G 1 4/10/015 130 I T6984409 J7 14/10/015 114 1 I T6984393 1 G1 1 4/10/015 131 I T6984410 1 K '14/10/015 15 1 IT6984394 I GEA 4/10/015 32 IT6984411 I Ki 4/10/015 16 1 IT6984395 I GED 4/10/015 33 IT6984412 IK2 4/10/015 117 1 I T6984396 I GEP 14/10/015 134 I T6984413 I K3 14/10/015 The Lss 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 #cense renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. ,)`- I ffll GO 1 N r ►/ ,���i� 68182 * 'xz STATE OF • i ,00��S,c� O R 10 P C?N���• I lilt FL Cert. 6634 April 10,2015 Velez, Joaquin 1 of 2 RE: 72558 - Emmons Res Site Information: Customer Info: Jeff Pederson Lot/Block: Address: unknown City: St. Lucie County Project Name: Emmons Model: Subdivision: No. I Seal# Truss Name Date 35 IT6984414 I K4 4/10/015 136 I T6984415 I KJ2 1 4/10/015 137 I T6984416 I KJ5 1 4/10/015 138 I T6984417 I KJ7 1 4/10/015 139 I T6984418 I L 1 4/10/015 1 140 I T6984419 J L1 1 4/10/015 1 141 I T6984420 I MHV4 1 4/10/015 1 142 I T6984421 I MHV8 1 4/10/015 1 143 I T6984422 I MV2 1 4/10/015 1 144 I T6984423 I MV4 1 4/10/015 1 145 I T6984424 I MVA 1 4/10/015 1 146 I T6984425 I MVB 1 4/10/015 1 147 I T6984426 I MVC 1 4/10/015 1 148 I T6984427 1 P 1 4/10/015 1 149 I T6984428 I PBA 1 4/10/015 1 150 I T6984429 1 PBB 1 4/10/015 1 151 I T6984430 I PBGE 1 4/10/015 1 152 I T6984431 I SGEA 1 4/10/015 1 153 I T6984432 I SGEC 1 4/10/015 1 154 I T6984433 I SGED 1 4/10/015 155 I T6984434 I SGEF 1 4/10/015 156 I T6984435 I SG ET 1 4/10/015 157 I T6984436 IT 1 4/10/015 158 I T6984437 I VA 1 4/10/015 159 I T6984438 J VB 1 4/10/015 160 I T6984439 I VD1 1 4/10/015 161 I T6984440 I VD2 1 4/10/015 162 I T6984441 1 VD3 1 4/10/015 163 I T6984442 I VD4 1 4/10/015 164 I T6984443 I VGE 1 4/10/015 State: FL 2of2 Job Truss Truss Type Qty Ply Emmons Res T6984380 72558 A SPECIAL 2 1 Job Reference (optional) chambers I runs, FOn Fierce, FL f.beu s Mar -Lf zulb MI I eK Inausiries, mc. r-n Apr 7u uts:be:vz Lint rage 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-h4STzcgz_RQgiup3n_TfigjvvvZ5 UM2gFEOQByzSB?d 2-2-0 6-7-4 11-10-11 18-2-0 20-0.0 26-3-1 33-2� 40-0-0 2-2-0 4-5-4 5-3-7 6-3-5 1-10-0 6-3-1 6-11-3 6-9-13 6.00 12 6x8 = 5x10 = 14 13 4x10 = 4x6 = 2-2-0 11-10-11 18-2-0 20-0-0 30-9-2 40-0-0 2-2-0 9-8-11 6-0-5 1-10-0 10-9.2 9-2-14 Plate Offsets (X,Y)-- f15:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except- 2-18,5-14: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 19=1466/0-8-0, 10=1483/0-8-0 Max Harz 19=353(LC 7) Max Upliftl9=-873(LC 8), 10=-870(LC 8) Max Grav 19=1466(LC 1), 10=1519(LC 14) Scale = 1:73.5 I9 10Ia o 0 4x5 = CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.38 Vert(LL) -0.3611-13 >999 360 MT20 244/190 BC 0.68 Vert(TL) -0.8311-13 >579 240 WB 0.80 Horz(TL) 0.24 10 n/a n/a (Matrix-M) W ind(LL) 0.26 15-16 >999 240 Weight: 249 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 5-15 WEBS 1 Row at midpt 4-15, 6-15, 6-13, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1262/633, 2-3=-1334/697, 3-4= 2763/1640, 4-5=-2142/1365, 5-6=-2078/1497, 6-7=-1736/1195, 7-8= 2481/1577, 8-9= 2606/1563, 9-10=-2793/1616, 1-19= 1457l733 BOT CHORD 16-17=-1176/2418, 15-16=-128312672, 14-15=254/0, 5-15=-329/307, 13-23=-946/1906, 12-23=-946/1906, 11-12=-946/1906, 10-11= 1332/2413 WEBS 3-17=-1358/920, 3-16=-121/463, 4-15=-979/623, 13-15=-640/1865, 6-15=-1104/1914, 6-13= 417/223, 7-13= 806/582, 7-11=-289/699, 9-11=-384/383, 1-17=-818/1646. 17-19=-377/389 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft eave=6ft; Cat. I Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 873 lb uplift at joint 19 and 870 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. %oaOLS I N i N 68182 T OF :•� ` 0 4Ps®'�ss'O 11rYlllllfl FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211612015 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 responsibllity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrtcal on, quality control, storage, delivery, erection and tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 / Job r Truss Truss Type 0ty Ply Emmons Res T6964361 72558 Al SPECIAL 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2016 MI I eK industries, Inc. Fri Apr 10 08:59:03 2015 rage 1 I D:sG9616SkuZZcDGXdiiChnCyZVa9-9H?rByhblkYXK20GKi_uGNG?kJwKDnPpUuBzjOzSB?c 2-2-0 6-7-4 11-10-11 18-2-0 22-1-0 26-0-15 35-"-12 44-2-0 2-2-0 4-5-4 5-3-7 6-3-5 3-11-0 5-11.15 7-10-12 8-2-4 5x8 = 6.00 F12 5x6 = 21 20 3x4 = 16 15 22 14 13 23 12 11 3x4 11 6x8 = 3x4 II 4x4 = 3x8 = 3x6 = 4x4 = 3x6 II Scale=1:90.6 2-2-0 11-10-11 18-2-0 22-1-0 28-0-15 35-11-12 44-2-0 2-2-0 9-8-11 6-3-5 3-11-0 5-11-15 7-10-12 8-2-4 Plate Offsets (X Y)-- f6:0-5-8 0-2-41 (7:0-3-0 0-2-01 f8:0-3-0 Edgel 117:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.23 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.64 18-19 >825 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.21 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.28 17-18 >999 240 Weight: 313lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 2-20,5-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 5-17 WEBS 1 Row at midpt 4-17, 6-17, 6-15, 6-14, 9-14, 10-12 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 11=1623/0-8-0, 21=1623/0-8-0 Max Harz 21 =328(LC 7) Max Upliftl 1=-959(LC 8), 21=-959(LC 8) Max Grav 11 =1 660(LC 14), 21=1623(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1443/814, 2-3= 1519/884, 3-4= 3168/1915, 4-5� 2550/1622, 5-6=-2535/1793, 6-7=-1510/1186, 7-8= 1772/1227, 8-9=-1789/1197, 9-1 0=-1 856/1104, 1-21 =-1 663/941, 10- 11 =-1 594/977 BOT CHORD 18-19=-1590/2814, 17-18=-1728/3203, 5-17=-380/374, 15-22=-787/1729, 14-22=-787/1729, 1 3-14=-873/1 570, 13-23=-873/1570, 12-23=-873/1570 ��1111111�/, WEBS 3-19= 1563/988, 3-18= 157/539, 4-17= 1024/668, 15-17= 790/1767, 6-17=-1070/1734, ♦,♦♦� QU N V�,j��� 6-15=-435/282, 6-14=-377/179, 7-14= 216/490, 9-14=-273/205, 9-12=-410/380, `0♦ OP. ....,, �� 1- 1 9=- 1056/1883, 10-12= 891/1621, 19-21— 349/366 `,� ,•••�\G E n/ 5�•• �I 0 NOTES- • 1) Unbalanced roof live loads have been considered for this design. S N 6 8182 °. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6fh Cat. II; o 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. ,• T Q F (V 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 (V fit between the bottom chord and any other members, with BCDL = 10.Opsf. �� Q 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 959 lb uplift at joint 11 and 959 lb uplift at , S • �. `��,♦� joint 21. S \v 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. a fit AI% ®1♦♦ FFL Cert. 6634 April 10,2015 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MBek 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 Crilerla, 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. Tampa, FL 33610 Job I Truss Truss Type city Ply Emmons Res T6984382 72558 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.ezu s mar zr zui o mi i ex mausuies, inc. Fri Apr i u 06:6e:04 zu i o rage 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-dTZEOIiEW2gOyCzSuPV7oapAUiE2yEDzjYtW FgzSB?b 5-8-14 11-10-11 16-11-13 22-1-0 28-0-15 35-11-12 44-2-0 5-8-14 6-1-13 5-1� 5-1-3 5-11-15 7-10-12 8-2-4 Scale = 1:84.0 5x8 = 5x6 = 6.00 12 5 a 18 17 16 is is 14 LV 13 1Z LI 11 10 3x6 I 4x5 = 3x8 = 4x6 3x4 = 3x8 = 3x6 = 4x4 = 3x6 II i 558--11 35-11-12 44-2-0 1 4 6-13 5-011-1 - 7-10-12 Plate Offsets (X Y)-- f5:0-6-0 0-2-81 (6:0-3-0 0-2-01 f7:0-3-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.41 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.90 14-16 >586 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.09 10 n/a n/a, BCDL 10.0 Code FBC20IO/TP12007 (Matrix-M) Wind(LL) 0.2114-16 >999 240 Weight: 297lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-6 oc bracing. WEBS 1 Row at midpt 4-14, 5-14, 5-13, 8-13, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1623/0-8-0, 10=1623/0-8-0 Max Horz 18=328(LC 7) Max Upiiftl8=-959(LC 8), 10=-959(LC 8) Max Grav18=1641(LC 13), 10=1726(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1941/1150, 2-3=-2615/1513, 3-4=-2885/1779, 4-5=-1988/1325, 5-6=-1601/1187, 6-7= 1836/1228, 7-8=-184911198, 8-9= 1941/1103, 1-18=-1575/971, 9-1 0=-1 662/976 BOT CHORD 17-18=-318/304, 16-17=-1078/2074, 15-16=-1090/2285, 15-19_ 1090/2285, 14-19= 1090/2285, 14-20=-784/1881, 13-20=-784/1881, 12-13=-872/1646, 12-21= 872/1646, 11-21=-872/1646 WEBS 2-17= 945/614, 2-16=-318/796, 3-16=-903/668, 4-16= 496/856, 4-14=-798/596, 5-14=-455/1041, 5-13=-507/171, 6-13=-220/538, 8-13=-276/203, 8-11=-407/382, 1-1 7=-1 208/2084, 9-11=-891/1703 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 959 lb uplift at joint 18 and 959 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. (D,v IN 1 �VF41 0 N 68182 o �� • : X �.,J#�s,, FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02116,2016 BEFORE USE. Design valid for use only with MrIek connectors. This design is based only upon parameters shown, and Is for an Individual binding component. sot Applicablllty of design parameters and proper incorporatlon of component Is responsibility of bullding designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stab011y during construction Is the responslbfllity of the M�Tek° erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job ' Truss Truss Type City Ply Emmons Res T6984383 72558 ATA SPECIAL 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL f.ozu s Mar 27 zuio Mi i ex mausvres, inc. Fri Apr iu oe:os:uo zuro rage r 1 D:sG9616SkuZZcDGXdilChnCyZVa9-5f7ccejsHMoFZMXeS71 MLoLOs6dkhiC6xCd4oHzSB?a 3-11-5 7-8-14 11-8-3 15-6-13 21-10-8 27-10-7 30-10-7 35-9-4 43-11-8 3-11-5 3-9-9 3-11-5 3-10-11 6.3-11 5-11-15 3-0-0 4-10-12 8-2-4 Scale=1:84.2 8x12 = 6x8 = 6.00 12 7 3x4 11 8 28 4x4 6 3x4 = 4x4 i 3x4 11 3.00 12 6x8 % 5 2610 11 4x8 12 4x4 = 4 4x6 % 3 20 t16 5x6 = 2 I I 5x6 2i 13 1 22 4x5 % o 23 4x4 m 24 7x8 % 3.00 12 d j m 5x6 % 30 Im 25 rp 3x8 11 19 18 17 15 14 3x4 6x8 = 3x4 I I 4x8 4X4 = 3x6 1I 3-11-5 7 8-14 11-8-3 IS&-13 19-5-8 21-10-8 27-10-7 35-9-4 43-11-8 3-11-5 3-9-9 3-11-5 3-10-11 3-16.11 2-5-0 5-11-15 7-10-12 8-2-4 Plate Offsets MY)— f4:0-4-0 0-4-01 f7.0-6-8 0-2-121 f18:0-2-8 0-2-01 f20:0-5-11 0-6-01 f23:0-4-0 0-5-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.60 21 >870 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -1.50 20-21 >349 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.99 14 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) 0.84 21 >624 240 Weight: 380lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc puffins, except BOT CHORD 2x6 SP No.2 *Except* end verticals. 20-23: 2x6 SP 240OF 2.OE BOT CHORD Rigid ceiling directly applied or 5-8-3 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 6-19, 18-26 6-19,1-24,3-22,18-20,7-20,7-16,8-17,2-23: 2x4 SP M 30 2 Rows at 1/3 pts 7-18 JOINTS 1 Brace at Jt(s): 26, 27 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 25=1135/0-5-8, 14=1218/0-8-0 Max Harz25=219(LC 7) Max Uplift25=-578(LC 8), 14=-495(LC 8) Max Grav 25=1 135(LC 1), 14=1302(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-1093/574, 1-2=-2949/1475, 2-3=-5459/2651, 3-4= 7236/3355, 4-5= 5886/2596, 5-6=-4545/1902, 6-7= 4467/1933, 7-8=-1130/475, 8-28=-12081520, 9-28= 1289/473, 9-29= 1377/482, 10-29= 1438/428, 10-11 =-1 523/634, 11-12= 1420/550, 12-13=-1515/539, 13-14=-1262/505 BOT CHORD 23-24=-1452/3079, 22-23=-2585/5582, 21-22= 3304/7475, 20-21=-2257/5584, 18-30=-410/1293, 17-30= 410/1293, 16-17=-410/1292, 15-16=-410/1292 WEBS 1-24— 1369/2769, 2-24=-962/521, 3-22= 647/1726, 4-22=-758/336, 5-20=-1361/766, 18-20= 1133/3573, 7-20= 2169/5821, 7-18=-3261/1059, 7-26=-326/286, 17-26=0/264, 8-26=-122/359, 11-15— 305/181, 13-15— 407/1338, 26-27=-332/233, 10-27= 332/233, 18-26=-354/198, 4-21 =-1 825/1013, 3-23= 738/372, 2-23=-111212456, 5-21= 367l759 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DO L=1.60. plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 31-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Be-anng ait)omt(s) 25 cnnsid e€s paaftet to gain vaitr using A:ISVTPt 1 angtp to grain tatrw,&, Buitdittg designer shnrutd vp-fy rawAy of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 578 lb uplift at joint 25 and 495 lb uplift at joint 14. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Go INo00', N .�� oP• c •• <� `� ' .•�\ E S�•.? 'ice i N 68182 T OF ` psi •' �< , O `�� is •• e s ir.rrrrrr����� FL Cert. 6634 April 10,2015 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE M11.7473 rev. 021167E015 BEFORE USE. Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an Individual bullding 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 responsibilllty 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/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. Tampa, FL 33610 Job 3 Truss Truss Type city Ply T698 72558 ATA SPECIAL 3 1 =-(Optional) Chambers I russ, Fon YIBrCe, rL ID:sG9616SkuZZcDGXdilChnCyZVa9-5f7ccejsHMoFZMXeS71 MLoLOs6dkhiC6xCd4oHzSB?a ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. ■■�� Design valid for use only wllh 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 responsiblillty of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984384 72558 ATB COMMON 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MI I eK Industries, Inc. Fr1 Apr 10 08:59:06 2015 Pagel I D:sG9616SkuZZcDGXdiIChnCyZVa9-Zsh_p_j U2fw6B W 6rOgYbu?uW OW tDQBMGAsNdKjzSB?Z 6-3-10 12-3-13 18-4-0 24-3-5 30.4-5 36-11-0 38-5-0 6-3-10 6-0-3 6-0-3 5-11-5 6-1-0 6-6-11 1 6-0 5 6 3x5 = 5x6 = 6.00 12 17 _. 16 ._ __ 14 5x6 W B = 3x8 = 5x6 W B = 6-3-10 12-3-13 18-4-0 27-9-6 36-11-0 co... cno cno o_cc o_�_�n LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.48 16-17 >922 360 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -1.36 16-17 >325 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.13 10 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Wind(LL) 0.67 17-21 >509 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 5-16: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=1506/Mechanical, 10=1507/0-8-0 Max Horz 1=-421(LC 6) Max Upliftl=-652(LC 8), 10= 883(LC 8) Max Grav 1=1648(LC 13), 10=1587(LC 14) Scale=1:66.4 1IT 0 3x5 = PLATES GRIP MT20 244/190 Weight: 195 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-15 oc bracing. WEBS 1 Row at midpt 5-14, 6-14, 7-14 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=-2755/1018, 2-25=-2665/1076, 3-25= 2608/1126, 3-4=-2088/944, 4-26— 2026/948, 5-26=-1976/996, 5-6=-1779/1004, 6-7=-1767/998, 7-8= 2458/1330, 8-9=-2567/1318, 9-10= 2760/1383 BOT CHORD 1- 1 7=-717/2653, 17-27=-717/2653, 16-27= 717/2653, 15-16— 654/2490, 15-28=-654/2490, 14-28— 654/2490, 14-29= 719/1937, 13-29= 719/1937, 13-30— 719/1937, 12-30=-719/1937, 10-12— 1058/2376 WEBS 16-18=-60/498, 5-18=-60/498, 5-14= 1226/444, 6-14=-635/1328, 7-14=-771/536, 7-12= 245/609, 9-12= 344/348, 3-18=-551/215 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=soft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 9-3-10 from left end, supported at two points, 5-0-0 apart. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.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 = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 1 and 883 lb uplift at joint 10. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N N 68182 d + T OF % EC? � FL Cert. 6634 April 10,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 0211672015 BEFORE USE. Design valid for use only with Mlrek connectors, This design Is based only upon parameters shown, and is for an Individual building component.®�n 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 orgy. Additional temporary bracing to Insure stability during construction Is the resporlsib011ty of the ill�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. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Emmons Res T6984385 72558 B SPECIAL 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 Mi I eK Inauslnes, Inc. rr1 Apr 1 u U8:5y:U1 Zu15 rage 1 I D:SG96l6SkuZZCDCGXdil ChnCyZVa9-12FMOKk6pz3zpghl ZY3gCiDRiUwHP9bCPP W 6BsgzSB?Y 6-4-8 11-10-11 14-101 20-0-0 23-9-6 29-2-0 6-4-8 5-6-2 2-11-9 5-1.12 3-9-6 5-4-10 6.00 F12 13 4x5 = 4x5 11 Scale = 1:57.9 7/�`5 s - ato, i 6-4.8 11-10-11 i 16-11-13 i 22-1-0 29-2-0 i 6-4-8 5-6-2 5-1-3 5-1-3 7-1-0 Plate Offsets (X Y)-- f1:0-3-0 0-2-01 f7:0-2-6 0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.48 11 >725 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -1.09 9-11 >319 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.47 7 n/a n/a BCDL 10.0 Code FBC2010ffP12007 (Matrix-M) Wind(LL) 0.72 11 >484 240 Weight: 141 lb FT= 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-9 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. 1-12: 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 guide. REACTIONS. (lb/size) 13=1074/0-3-0, 7=1074/0-3-8 Max Horz 13=229(LC 7) Max Upliftl 3=-621 (LC 8), 7=-648(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1031/680, 1-2=-3749/2301, 2-3=-5095/3119, 3-4= 5442/3419, 4-5= 3102/1939, 5-6_ 3213/1938, 6-7=-3419/2057 BOT CHORD 12-13=-217/277, 11-12— 2353/3658, 10-11=-2198/3591, 9-10=-2195/3608, 8-9— 103911975, 7-8=-178813076 WEBS 2-12=-709/547, 2-11= 745/1360, 3-11= 1350/913, 4-11=-1248/1973, 4-9= 1003/764, 5-9= 913/1425, 5-8= 911/1657, 6-8= 253/240, 1-12= 2117/3487 NOTES- 1111111111j1 1) Unbalanced roof live loads have been considered for this design. 0" aU IN Vic e�� 2) Exip CAEncl., GCpi=0.1181 MW FRS (directional); al);cond iLumber DOL p1.60 plate grip DOL=1D.60 .Opsf; h=22tt; B=60ft; L=50ft; eave=6ft; Cat- II; ,`�� gyp`• • •C'J E N • • `�'1:1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads..'•�.� SF•'•? of 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 : p fit between the bottom chord and any other members. e N( 68182 5) Bearing at joint(s) 13, 7 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 621 lb uplift at joint 13 and 648 lb uplift at joint 7. i T O F :• 141 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. (V oftb � ,•O��\ems i,,S '1 11if1111111�, FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 0211612015 BEFORE USE Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component Is responsibility of bullding designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Addlllonal temporary bracing to Insure stability during construction Is the responslblllity 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 Crilerla, 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. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Emmons Res T6984386 72558 B1 MONO HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:07 2015 Page 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-12FMOKk6pz3zpghl ZY3gQDRirwKSgmOPPW 6Bs9zSB?Y 5-9-11 4-1-11 ' 1-2.10 4x4 = 3x4 11 3 4 5 3x5 = 3x4 = 3x4 = Scale = 1:33.0 9-11-6 11-2-0 9-11-6 1-2-10 Plate Offsets (X,Y)-- f1:0-1-4,EdgeL f5:Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.18 6-9 >751 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.48 6-9 >278 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.13 6-9 >999 240 Weight: 57lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 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) 1=437/0-8-0, 5=378/0-4-0 Max Horz 1=290(LC 8) Max Upliftl=-187(LC 8), 5=-295(LC 8) Max Grav1=459(LC 13), 5=418(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1153/459 BOT CHORD 1-6=-811/1533 WEBS 2-6=-422/370, 3-6=0/264 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50fh eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ,,`�! QU IN 3) Provide adequate drainage to prevent water ponding. e � F [. i� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �OQ.•`G ENS • <`� rj 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 .• �, tC '•• rr fit between the bottom chord and any other members. : 0 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 1 and 295 lb uplift at * : N 68182 * = joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T OF ��� 0 • '��'�✓ss 0 N PAL `% FL Cert. 6634 April 10,2015 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 0211612015 BEFORE USE ■ Design valid for use only with MTTek 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 responsibuilty of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrtcatlon, quality control, storage, delivery, erection and bracing, consult ANSUTPI I 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984387 72558 D COMMON 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:08 2015 Page 1 1 D:sG9616SkuZZcDGXdilChnCyZVa9-VEpkEflkaHBgQpGD7Fa3zQz?pKivuE4ZeAskPbzSB?X -1-01 4-2-0 8-4-0 9-4-0 1-0-0 4-2-0 4-2-0 1-N 04 = I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 6-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010TFP12007 (Matrix-M) Wind(LL) 0.01 6-9 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=362/0-3-0, 4=362/0-3-0 Max Horz 2=-162(LC 6) Max Uplift2=-263(LC 8), 4= 263(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-349/151, 3-4=-336/151 BOT CHORD 2-6=-307/649, 4-6=-286/554 3x4 = Scale = 1:22.3 n 0 0 PLATES GRIP MT20 244/190 Weight: 35 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; 6=60ft; L=50ft eave=6ft; Cat. If; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 2 and 263 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. GO IN N 68182 r � ..fir • � :T OF 1 v FL Cert, 6634 April 10,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 02116,2015 BEFORE USE. Design valld for use only with Mffek 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 responsibUllly of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcalion, quality control, storage, delivery, erection and bracing, consult ANSUTPI I 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. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Emmons Res T6984388 72558 E SPECIAL 9 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.bzu s mar;et zuio mr i eK mausmes, mc. Fri Apr 10 oo:oa:ue 2015 raga 1 ID:sG9616SkuZZcDGXdilChnCyZVa9-VEpkEflkaHBgQpGD7Fa3zQz_QKkbuF4ZeAskPbzSB?X -1-0-0 6-2-8 1-6-0 6-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.04 4-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.10 4-9 >793 240 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(TL) 0.00 2 rVa n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wlnd(LL) 0.03 4-9 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except` 5-6: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=364/0-3-8, 4=173/0-8-0 Max Horz2=243(LC 8) Max Uplift2� 255(LC 8), 4=-128(LC 8) Max Grav2=379(LC 13), 4=199(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-749/271 BOT CHORD 2-4=-571/1083 4x6 = Scale = 1:21.5 4x6 = PLATES GRIP MT20 244/190 Weight: 30 lb FT = 20% 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255 lb uplift at joint 2 and 128 lb uplift at joint 4. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. e������QU IN ► ►��'�,,, ♦`� 0P' G ...... N • i N 68182 :' • T O F : 14/ ��'►►nn�ti���o FL Cert. 6634 April 10,2015 ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211612016 BEFORE USE. Design valid for use only with Mtfek connectors. This design Is based only upon parameters shown, and is for an Individual building component.®� Appticabillty of design parameters and proper incorporation of component Is responsibility of bullding 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 responsiblllity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I 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. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Emmons Res T6984389 72558 El MONO TRUSS 7 1 ' Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:09 2015 Page 1 I D:sG96l6SkuZZcDGXdilChnCyZVa9-_RN7R?mMLaJg2zrPhz51 VeW 8hj4kdiKisgbHx2zSB? W 1-6-0 6-8-0 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.04 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.10 4-7 >751 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC201O/rP12007 (Matrix-M) Wind(LL) 0.04 4-7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=373/0-3-8, 4=191/0-8-0 Max Horz2=256(LC 8) Max Uplift2=-257(LC 8), 4=-149(LC 8) Max Grav 2=387(LC 13), 4=221(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-848/337 BOT CHORD 2-4= 711/1239 3x4 11 Scale = 1:22.7 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 2 and 149 lb uplift at joint 4. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 02/16/2016 BEFORE USE. Design valid for use only with MIIek 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984390 72558 E2 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.bzu s mar zr zUtb Mi reK maustries, mc. rn Apr iu uts:ba:ua zuib rage i I D:sG9616SkuZZcDGXdilChnCyZVa9-_RN7R?mMLaJg2zrPhz5lVeW 9Oj4ldiKisgbHx2zSB?W 1-6-0 16-0-0 3x4 11 Scale = 1:21.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.17 BC 0.14 WB 0.00 (Matrix-M) DEFL. in Vert(LL) -0.02 Vert(TL) -0.07 Horz(TL) 0.00 Wind(LL) 0.03 (loc) I/defl Ud 4-7 >999 360 4-7 >999 240 2 n/a n/a 4-7 >999 240 PLATES GRIP MT20 2441190 Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 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) 2=343/0-3-8, 4=172/0-3-8 Max Horz2=237(LC 8) Max Uplift2=-243(LC 8), 4— 133(LC 8) Max Grav2=355(LC 13), 4=199(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-646/244 BOT CHORD 2-4=-506/946 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50fh eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 2 and 133 ib uplift at joint 4. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ����,�'QV °14° %EiVS� N 68182 13 T OF '�� .00. ..c� P ; �U✓ao FL Cert. 6634 April 10,2015 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612016 BEFORE USE. Design valid for use only wilh Mfiek 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 responslbllllty of the iv��Tek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate insiltule, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984391 72558 F COMMON 2 1 Job Reference (optional) Chambers I fuss, port Fierce, FL r.ozu s Mar zr zuro Mi ieK mousmes, inc. rn npr iu uo:oa:iu zu ro rage i I D:sG9616SkuZZcDGXdiIChnCyZVa9-SdxVfLm_6uRXg7QcFgcX2r3Hg7KsM3Or5ULrTUzSB?V 6-3-10 12-4-11 18.4-0 24-3-5 6-3-10 6-1-1 5-11-5 5-11-5 6-1-1 r 6-6-11 1-6-0 5x6 = 6.00 F12 Scale =1:66.4 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 3x5 = 3x6 = 8-10-9 18-4-0 27-9-6 36-11-0 _1. LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TO 0.32 TCDL 7.0 Lumber DOL 1.25 BC 0.56 BCLL 0.0 Rep Stress Incr YES WB 0.42 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS, (lb/size) 1=1356/Mechanical, 9=1457/0-8-0 Max Horz 1=-421(LC 6) Max Upliftl =-801 (LC 8), 9=-934(LC 8) Max Gravl=1409(LC 13), 9=1506(LC 14) DEFL. in (loc) I/defl Ud Vert(LL) -0.2413-15 >999 360 Vert(TL) -0.5311-13 >841 240 Horz(TL) 0.11 9 n/a n/a Wind(LL) 0.1911-13 >999 240 PLATES GRIP MT20 244/190 Weight: 191 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. WEBS 1 Row at midpt 5-13, 6-13, 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12= 2575/1495, 2-3=-2382/1429, 3-4=-2272/1441, 4-5=-1604/1112, 5-6= 1609/1113, 6-7— 2319/1437, 7-8— 2377/1424, 8-9= 2570/1490 BOT CHORD 1-1 5=-1 159/2537, 15-22= 820/2034, 14-22=-820/2034, 14-23=-820/2034, 13-23=-820/2034, 13-24= 818/1777, 12-24— 818/1777, 12-25=-818/1777, 11-25=-818/1777, 9-11 =- 1153/2208 WEBS 5-13=-721/1125, 6-13=-748/529, 6-11=-238/583, 8-11=-348/347, 4-13=-749/531, 4-15=243/584, 2-15=-348/350 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6ft; Cat. 11; 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, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 801 lb uplift at joint 1 and 934 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 01 0 `+4Q I N r VF ��'�i i N 68182 lo ��•� T F O.' 0. rnnn++ FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 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 i���• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria- VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Emmons Res T6964392 72658 G SPECIAL 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 Mi I ek Industries, Inc. Fri Apr 10 08:59:11 2015 Page 1 I D:sG9616SkuZZcDGXdiIChnCyZVa9-wpUtshndtCZOHH?ooN7mb3bQOXdi5Oq?KB40?wZSB?U 6-4-8 11-8-3 16-9-5 24-10-8 26-11-0 33-10-0 6.4-8 S3-10 8-1-2 4-48 4-11-0 Scale = 1:72.6 4x5 = 3xs 11 2s-2-8 6.4 11.8.3 i 6-5 21.10e 28-B-0 20.iV 3 -10-0 648 I 5.1.3 69-8 7-8 a3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.39 13 >881 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.88 13 >389 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2010/fP120D7 (Matrix-M) Wind(LL) 0.60 13 >568 240 Weight: 179lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing. 1-14: 2x4 SP M 30 WEBS 1 Row at midpt 3-11 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=1023/0-5-8, 8=1470/0-3-0 Max Horz 15=290(LC 8) Max Upliftl5=-563(LC 8), 8= 910(LC 8) Max Grav 15=1 028(LC 17), 8=1470(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-985/660, 1-2= 3546/2208, 2-3=-4695/2932, 3-4=-2983/1856, 4-5=-1420/888, 5-6=-978/685, 6-7=-258/431 BOT CHORD 14-15= 369/336, 13-14=-2416/3559, 12-13=-3106/4864, 11-12=-3103/4881, 10-11 =-1 786/2922, 6-8=-13001892, 7-8=-330/384 WEBS 1-14=-2027/3289, 2-14�668/526, 2-13= 655/1259, 3-13=-290/232, 3-11= 1943/1281, 4-11=-356/696, 4-10— 1597/1148, 5-10=-480/835, 6-10— 604/1146 NOTES- `,�Ii11111111�I 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=60ft; L=50ft; eave=6ft; Cat. II; E N •' ` v� gust) oo C ,.'��.� 5'�''? 0r Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed; Lumber DOL=1.60 plate grip DOL=1.60 00 3 All plates are MT20 plates unless otherwise Indicated. p � N 68182 • •' 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;� + * �_ 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. — 6) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity -0 ; of bearing surface. -:13 ' T O F 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 15 and 910 lb uplift at e '. joint 8. r� •,� P,e �� o0 O 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,��,� Sus 1 • \ ��,,, /j111111►1�� FL Cert. 6634 April 10,2015 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE. ■■ Design valid for use only with Mrfek 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 responslblllity 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. Sutle 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984393 72558 G1 SPECIAL 9 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:12 2015 Page 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-0?2F41 oFeVhFvRa_M5f?7G8ZIxOoggw8YoqyYNzSB?T 6-43 11-83 16-9-5 21-10-8 24-103 31-0-13 37-3-3 43-9-0 6-43 5-3-11 5-1-3 5-1-3 6-2-5 6-2-5 6-5-13 Scale=1:79.0 5x6 = 6.00 12 4x8 i 5 3x4 3x6 3x4 i 7 8 4 3.00 F12 6x8 3x4 3 9 3x12 75L 16 4x8 % 2 17 6x8 15 4x5 1 18 4x5 4x8 14 13 10 v 19 6x10 MT18HS % 3.00 12 4x8 12 Icp 20 '111 4x10 % 4x4 4x10 % 4x8 zz 11 21 3x8 I I 3x8 I I 6-4-8 11-8-3 16-9-5 21-10-8 24-103 31213 37-3-3 43-9-0 6-4-8 53-11 5-13 5-13 3-0-0 6-2-5 6-2-5 6-5-13 Plate Offsets (X,Y)-- f16:0-4-12,0-2-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.64 17-19 >817 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -1.46 17-19 >358 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress incr YES WB 0.97 Horz(TL) 0.75 11 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Wind(LL) 0.92 17-19 >568 240 Weight: 279lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 'Except` BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. 1-20: 2x4 SP M 30 WEBS 1 Row at midpt 3-17, 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21=1072/0-5-8, 11=1072/0-5-8 Max Horz 21=259(LC 7) Max Uplift21=-633(LC 8), 11=-634(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21= 1023/638, 1-2=-4075/2400, 2-3=-6178/3621, 3-4=-4633/2682, 4-5= 3300/1892, 5-6= 2098/1297, 6-7= 2135/1276, 7-8=-2277/1409, 8-9— 2367/1395, 9-10=-2154/1258, 10-11= 1036/647 BOT CHORD 20-21 =-241/317,1920= 2365/4043, 18-19=-3587/6232, 17-18=-3585/6247, 16-17= 2315/4254, 15-16=-1464/2988, 14-15= 1104/2150, 13-14=-1108/2133, 12-13— 1098/1951 WEBS 1-20=-2204/3787, 2-20=-787/536, 2-19_ 112612042, 3-19=-656/420, 3-17=-1906/1220, 4-17=-382/720, 4-16=-1286/852, 5-16=-1091/2058, 5-15_ 1984/1118, 6-15= 998/1690, 7-15= 372/274, 9-13— 53/266, 9-12= 374/287, 10-12=-992/1795 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=soft; L=50ft; eave=6ft; Cat. Ii; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 21, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 633 lb uplift at joint 21 and 634 Ib uplift at joint 11. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦`�°��pV I N G E N S�.F� • Nc 68182 • ,,�'�sS ONA1r��e♦,e � ��ttnt�►���e FL Cert. 6634 April 10,2015 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02116/2015 BEFORE USE Design valid for use only with Mfrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. � Applicability of design 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 stabilty during construction Is the responsibility of the MOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984394 72558 GEA GABLE 1 1 Job Reference o floral Chambers Truss, Fort Pierce, FL LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 11-10-11 38 37 36 35 5x6 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2010ITPI2007 8-1-5 6.00 12 3x6 = r.ozu s msr zr zvio rvn,eR muvs,nes, nw. I D:sG96l6SkuZZcDGXdilChnCyZVa9-sCcdHNptOpp6Xb9BwoAEgUgg5LSuZU8l nSZV4pzSB?S 40-0-0 20-0-0 30 29 28 27 26 5x6 = CSI. DEFL. in (loc) I/dell Ud TC 0.19 Vert(LL) n/a n1a 999 BC 0.09 Vert(TL) n/a n/a 999 WB 0.14 Horz(TL) -0.02 22 n/a n/a (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP M 30 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. All bearings 40-0-0. (lb) - Max Horz41=354(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 41, 36, 37, 38, 39 except 33=-203(LC 8), 34=-114(LC 8), 35=-136(LC 8), 40=-166(LC 8), 30=-204(LC 8), 29= 104(LC 8), 28= 118(LC 8), 27= 116(LC 8), 26=-116(LC 8), 25=-118(LC 8), 24=-112(LC 8), 23=-136(LC 8), 22=-119(LC 7) Max Grav All reactions 250 lb or less at joint(s) 41, 33, 34, 35, 36, 37, 38, 39, 40, 30, 29, 28, 27, 26, 25, 24, 23, 22 except 32=343(LC 14), 31=432(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-53/259, 9-10=-69/360, 10-11=-97/337, 11-12=-114/337, 12-13= 144/360, 13-14=-157/259, 17-18=-226/254, 18-19= 249/279, 19-20=-271/305, 20-21=-294/329, 21-22=-320/362 BOT CHORD 40-41=-325/290, 39-40= 325/290, 38-39=-325/290, 37-38= 325/290, 36-37=-325/290, 35-36= 325/290, 34-35=-325/289, 33-34=-325/289, 32-33=-325/289, 31-32=•325/289, 30-31= 325/289, 29-30= 325/289, 28-29- 325/289, 27-28=-325/289, 26-27=-325/289, 25-26=-325/289, 24-25=-325/289, 23-24=-325/289, 22-23= 325/289 WEBS 12-31= 267/71 Scale=1:69.9 3x5 = PLATES GRIP MT20 244/190 Weight: 268 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 10-32, 12-31 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22fF B=60ft; L=50ft; eave=2ft; Cat. II Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 3x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 pat bottom chord We loasf noncorictArent with any other ti ve loads-. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 41, 36, 37, 38, 39 except at=lb) 33=203, 34=114, 35=136, 40=166, 30=204, 29=104, 28=118, 27=116, 26=116, 25=118, 24=112, 23=136, 22=119. m Io 0 ♦���``'p N I o�♦♦ ,�P G E•N `9 , i N 68182 �141 e ,'�� S• N AL Er.0 Mill 11�r,�N� FL Cert. 6634 April 10,2015 Coniinuea on page L ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev. 0211612015 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 responslblllity of the lVitTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job - Truss Truss Type aty Ply Emmons Res T6984394 72658 GEA GABLE 1 1 Job Reference (optional) chambers truss, Fort Pierce, FL r.bzu s Mar zt 2Ul b Mi l eK mauslrles, mc. I-n Apr i u uts:bv:1:5 LUI b rage e ID:sG9616SkuZZcDGXdilChnCyZVa9-sCcdHNptOpp6Xb9BwoAEgUgg5LSuZU8lnSZV4pzSB?S NOTES- 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with Mflek 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 responsibllllty of the iv�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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 3 1 Z Alexandria, VA 22314. Tampa, FL 33610 ,lob I Truss Truss Type Oty, Ply Emmons Res T6984395 72558 GED GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 Mirek Industries, Inc. Fri Apr 10 08:59:14i 2015 Page 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-KOAOVjgV97xzBkjN U W hTChD11 kpDlzrRO6J2cFzSB?R -1-0-0 4-2-0 8-4-0 9-4-0 1-o-0 4-2-0 4-2-0 1-0-0 Scale = 1:22.3 4x4 = Ir 0 2x311 2x311 2x311 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 7 n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 39lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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 8-4-0. (lb) - Max Harz 2=-162(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-144(LC 8), 6=-144(LC 8), 10= 142(LC 8), 8= 142(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9, 10, 8 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPi 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 2, 144 lb uplift at joint 6, 142 lb uplift at joint 10 and 142 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 1 April 10,2015 ® WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 0211572015 BEFORE USE. Design valid for use only with MIIek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �n 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 responslblllity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery- erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Emmons Res T6964396 72558 GEP GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-6-0 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:15 2015 Page 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-oakOi3g7wQ3gmuIZ1 DCilvmBC88ol Q2bFm2c8hzSB?Q 12-0-0 12-0-0 Scale = 1:23.1 3x4 II 3x4 = 12 11 10 9 8 3x4 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2010/rP12007 CSI. TC 0.09 BC 0.07 WB 0.05 (Matrix) DEFL. in Vert(LL) 0.00 Vert(TL) 0.01 Horz(TL) -0.00 (loc) I/defl Lid 1 n/r 120 1 n/r 120 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 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 12-0-0. (lb) - Max Horz2=205(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 8, 9, 10, 11 except 2= 186(LC 8), 12=-142(LC 8) Max Grav All reactions 250 lb or less at joint(s) 8, 2, 9, 10, 11 except 12=269(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=22fh B=60ft; L=50ft; eave=2fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. o0eeee111111/°°°° 5) Gable studs spaced at 2-0-0 oc. � Q1J I I V Vc 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 *♦♦♦,0p.•� G ENS • C�� �j� fit between the bottom chord and any other members. ♦ .' �r F ••, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 9, 10, 11 except Qt=lb)2=186, 12=142. �' N 68182 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T OF .' 441' Z. N PAL ° %� ° 1j►n111►ee�° FL Cert. 6634 April 10,2015 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211612016 BEFORE USE Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an lndlvidual building component.�" Be 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 responsib811ty of the n� AA MiT ek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply Emmons Res ' T6984397 72558 GRB SPECIAL 1 2 Job Reference (optional) Chambers l russ, Fort Pierce, FL r.bzo s Mar zr zorb W i OK inausmes, inc. rn Apr iu ub:oe:ro zuio rage i ID:sG9616SkuZZcDGXdiIChnCyZVa9-oakOi3g7wQ3gmulZ1 DCiIvm4889911UbFm2c8hzSB?Q 3-8-0 3-8-0 6x8 = 3x4 II 6x8 = 1 7 8 2 9 3 3x6 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL . 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010/TP12007 CSI. DEFL. in (loc) I/deft Ud TC 0.54 Vert(LL) 0.02 5 >999 240 BC 0.04 Vert(TL) -0.04 5 >999 240 WB 0.53 Horz(TL) -0.00 4 n/a n/a (Matrix-M) LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=2774/Mechanical, 4=341 1 /Mechanical Max Uplift6=-1338(LC 4), 4= 1638(LC 4) 3x6 11 Scale=1:19.0 PLATES GRIP MT20 244/190 Weight: 97 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-2725/1335, 1-7=-2320/1119, 7-8= 2320/1119, 2-8=-2320/1119, 2-9=-2320/1119, 3-9=-2320/1119, 3-4=-3362/1635 WEBS 1-5=-1352/2802, 2-5=-3100/1565, 3-5=-1352/2802 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9.0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. 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 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=1338, 4=1638. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1416 lb down and 729 lb up at 1-0-4, 1416 lb down and 729 lb up at 3-0-4, and 1416 lb down and 729 lb up at 5-0-4, and 1416 lb down and 729 lb up at 7-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 4-6=-20 Concentrated Loads (Ib} Vert: 3=-1416 7=-1416 8= 1416 9=-1416 I N i N 68182 ® w ?�•� T OF :411 s � �/11111111�`� FL Cert. 6634 April 10,2015 ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AIII.7473 rev. 02116/2015 BEFORE USE. Design vaild for use only with Mflek 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 fabrlcation, quality control, storage, delivery, erection and bracing, consult ANSI/TPIi Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Institute, 781 N. Lee Street Suite 31 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984398 72558 GRE MONO HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL f.bzu s Mar zf zulb mi f eK Inauslrres, inc. HI Apr l u u8:be:lb zul b rage 1 I D:sG9616SkuZZcDGXdtfChnCyZVa9-GnlmvOrlhkBhO2tmbxjxl6l HfYROmlvkTQo9h8zSB?P -1-6-0 5-0-0 , 10-10-0 16-0 5-0-0 5-10-0 Scale = 1:21.0 4x8 = 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL . 1.25 TC 0.43 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(TL) BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) in (loc) Well Ud PLATES -0.03 5-6 >999 360 MT20 -0.09 5-6 >999 240 0.01 5 n/a n/a 0.02 6 >999 240 Weight: 51lb LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=636/0-3-8, 5=582/0-8-0 Max Harz2=213(LC 8) Max Uplift2=-443(LC 8), 5=-366(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-860/447 BOT CHORD 2-6=-458/721, 6-12=-453/733, 12-13=-453/733, 5-13=-453/733 WEBS 3-6=0/365, 3-5— 741/455 GRIP 244/190 FT = 20% 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `j%J11111111111 3) Provide adequate drainage to prevent water ponding. ,,%%QU I N V 11.1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �% P` , • .. E� t�'� 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 ♦♦♦ ,0 •••� G E N 3 ••.� �i� fit between the bottom chord and any other members. ♦ V F 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=443, : 0 5=366. % �• N 68182 a 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * ; •' 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 344 lb up at 5-0-0, and 43 Ib down and 118 lb up at 7-0-12, and 43 lb down and 118 lb up at 9-0-12 on top chord, and 97 lb down at 5-0-0, and 34 lb down -D ; at 7-0-12, and 34 lb down at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. .� T O F 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). O • (V LOAD CASE(S) Standard �Oj �.•`• N �♦ 1) DeadUnifo+ Roof Live l )balanced): Lumber Increase=1.25, Plate Increase=1.25 �.1 csk Vert: 1-3=-54, 3-4=-54, 5-7=-20 f ancealira Loada (bj Vert: 3=-146(B) 6=-68(B) 10= 43(B) 11=-43(B) 12=-23(B) 13= 23(B) FL Cert. 6634 April 10,2015 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211612015 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 Isof vidual web rary ls the of the to Insure stability during l) for lateral onarl all NOW guon nentt bracing of to ovverrs permastrudcltional ture Is the responsibility idanceregarding Addiflty the building designer, or genera fabrication, quality control, storage, delivery, erection and tracing, consult ANSUTPII 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984399 72558 GRG SPECIAL 2 A '+ Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:17 2015 Page 1 I D:sG9616SkuZZCDGXdi IChnCyZVa9-lzs87kSNS2JY?CSy9eEAgKrR?ygdV8Jti4Xj DazSB?O 4-3-0 7-10-11 11-9-15 16-9-5 22-0-4 28-0-3 34-7-9 39-3-4 43-10-4 4-3-0 -10-1 3-11-4 4-11-7 5-2-15 5-11-15 6-7-6 _7 _7 4-7-0 7x8 = 6.00 F12 6 4x4 5- 5 3.00 12 7x8 4x4 71 4x8 3 Sx8 = p 1 0 21 22 5x8 3 8 % 4x8 % 4x8 3 24 17 18 6x8 = 19 4x6 4x4 3.00 FIT Scale=1:85.6 6x8 = 7 6x8 = 5x6 = 5x6 = 8 9 10 25 27 28 I 16 4x4 = 15 4x8 zz 14 4x4 12 3x4 11 4-3-0 7-10-11 it-9-15 16-9-5 22-0-0 28-0-3 2 -2-12 34-7-9 39-3-4 43-10-4 4-3-0 3-7-12 3-11-4 4-11.7 5-2-15 5-11-15 -2- 5-4-13 4-7-11 4-7-0 Plate Offsets (X Y)-- (11:0-4-0 0-4-01 (13:0-7-8 0-2-81 (17:0-2-12,0-4-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.43 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.99 18-19 >526 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.83 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) 0.6518-19 >803 240 Weight: 1416 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 *Except* 17-20: 2x6 SP 240OF 2.OE BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 1-24: 2x8 SP 240OF 2.OE, 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 11=5027/0-5-0, 24=2830/0-7-4 Max Horz24=272(LC 8) Max Upliftl l= 2741(LC 8), 24= 1514(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23-24= 2830/1514, 1-23=-2751/1662, 1-2=-7699/4652, 2-3=-14402/8369, 3-4=-19641/11173, 4-5=-15890/8870, 5-6=-12665/6954, 6-7=-11262/6272, 7-8=-11028/5874, 8-25=-9444/5084, 25-26=-9444/5084, 9-26=-9444/5084, 9-27=-4149/2259, 27-28=-4149/2259, 10-28=-4149/2259, 10-11=-4922/2719 BOT CHORD 22-23=-913/558, 21-22=-4884/7649, 20-21=-8523/14308, 19-20=-8518/14323, 18-19=-11480/19929, 17-18= 8246/14674, 16-17= 5048/9559, 15-16— 5371/9984, 14-15=-5375/9964, 13-14=-2361/4346, 9-13— 5300/2955 WEBS 1-22=-3844/6921, 2-22=-2478/1438, 2-21=-3598/6592, 4-19= 2314/1314, 6-17— 2869/5388, 7-17=-1416/2385, 8-16=-56/308, 8-14=-579223186, 9-14=-3532/6617, 10-13=-3375/6197, 3-21=-2046/1170, 3-19=-2675/5102, 5-18=-955/1726, 5-17_ 3050/1971, 4-18— 5041/3106, 7-16=-1567/3348 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid celling directly applied or 10-0-0 oc bracing. 1 Row at midpt 10-11 NOTES- 1) All concentrated loads must be equally distributed to each ply of the truss. 2) 4-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach TC w/ 1 /2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6ft Cat. 11; Exp C, EncL, GCpi=(1.1% MW FRS- (directional) Lumber D4L--1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. connnuea on page z P� Go 1 N 1 �VF ENS� •� moo' ` N 68182 :�•• T OF i ��10 � N AL E�% e. FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �n 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 responsItAlity of the M iTe k* erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res 76984399 72658 GRG SPECIAL 2 4 Job Reference (optional) cnamoers I runs, fort coerce, FL 7.620 s Mar 27 2ul5 mi I eK Industries, Inc, Fri Apr 10 08:59:17 2015 Page 2 1 D:sG9616SkuZZcDGXdiIChnCyZVa9-lzs87ksNS2JY?CSy9eEAgKrR?ygdVBJti4Xj DazSB?O NOTES- 9) Bearing at joint(s) 24 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=2741, 24=1514. 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) 353 lb down and 227 lb up at 34-7-9, 353 lb down and 227 lb up at 36-0-8, 353 lb down and 227 lb up at 38-0-8, and 353 lb down and 227 lb up at 40-0-8, and 353 lb down and 227 lb up at 42-0-8 on top chord, and 3020 lb down and 1439 lb up at 29-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 54, 4-6= 54, 6-7= 54, 7-8= 54, 8-10= 54, 17-23= 20, 13-17= 20, 11-12— 20 Concentrated Loads (lb) Vert: 8= 326 16— 3020(B) 25=-326 26=-326 27=-326 28=-326 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 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 responslb011ty of the M'riC erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �p,• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Emmons Res T6984400 72558 GRK SPECIAL 1 1 Job Reference (optional) Gnamoers I russ, For rlerce, FL r.ozo s mar zr zu ro mi i eK mausmes, mc. rn r pr iv uoaa: ro zu ro rage i I D:sG9616SkuZZcDGXdiIChnCyZVa9-D9P WK4tODLRPdM18jMIPNXOemM6wEg01 xkHGIOzSB?N -0-0 3-6-0 9-2-0 i - _ 16-10-0 18-4-0 1-6-0 1, 5.8-0 7-8-0 �13 4x5 = 3x4 = 3x4 = 6x8 = 3x5 = Scale=1:33.7 Plate Offsets (X Y)-- f9:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.05 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.14 8-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.05 B-16 >999 240 Weight: 75lb FT=20% 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 8-10-5 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=617/0-8-0, 6=702/0-8-0 Max Harz 2— 197(LC 6) Max Uplift2= 459(LC 8), 6=-495(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-795/40413-4=-724/398, 4-5=-768/440, 5-6=-1185/588 BOT CHORD 2-10=-360/883, 9-10= 685/1331, 8-9=-685/1331, 6-8=-842/1590 WEBS 3-10=-252/43214-10=-688/523, 4-8=-700/512, 5-8=-68/388 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; 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. ��1111 1111111 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �% Q 3 fl N V n1���� 5) • This truss has been designed for a live load of O 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `,� P c�� i♦♦ fit between the bottom chord and any other members. ,•'\ G E•N3 '• C1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=459, ` .' �. F�'•, ♦� 6=495. N 68182 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e • 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 lb down and 54 lb up at 2-0-0 on d * ; •' top chord, and 54 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. s 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 0:• T O F 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ♦ ••� Q�•• a� Uniform Loads (plf)♦j♦ S •. • • 1 �. • G� `�� Vert: 1-4=-54, 4-5=-54, 5-7=-54, 11-14=-20 , Concentrated Loads (lb) � ��tor s. NAL�����> Vert: 3=54(F) 10=34(F) 1111111101% FL Cert. 6634 April 10,2015 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev. 0211612015 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. �e Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity of the {VliTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage- delivery, erection and tracing, consult ANSI/TPI I 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984401 72558 GRL HIP 1 7 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-6-0 7-0-0 4x5 = 1-4-0 7.62U s Mar Z7 ZUI b Mi r eK industries, Inc. Fn Apr l U U6:b9:19 LU1b Pagel I D:sG9616SkuZZcDGXdilChnCyZVa9-hMzvYQte_fZGFWcKG3HevlwpnlRHzBTA9OOpHTzSB?M 4x5 = 7-0-0 3x5 = �0 11 �. 11 3x5 = i 7-0-0 8-4-0 i 15-4-0 �s_n ass ass � LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.09 8-11 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.14 7-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1242/0-8-0, 5=1242/0-8-0 Max Horz 2= 184(LC 6) Max Uplift2=-830(LC 8), 5=-830(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2002/1193, 3-4=1731/1145, 4-5= 2002/1193 BOT CHORD 2-8=-907/1711, 7-8=-897/1731, 5-7=-892/1711 WEBS 3-8=-180/561,4-7-177/539 1-6-0 Scale=1:30.6 PLATES GRIP MT20 244/190 Weight: 63 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-8 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6fh 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 100 lb uplift at Joint(s) except Qt=lb) 2=830, 5=830. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 187lb down and 374 lb up at 7-0-0, and 243 lb down and 405 lb up at 8-4-0 on top chord, and 407 lb down and 168 lb up at 7-0-0, and 407 lb down and 168 lb up at 8-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=54, 4-6=-54, 9-12— 20 Concentrated Loads (lb) Vert: 3— 187(F) 4=-187(F) 8=-407(F) 7=-407(F) Qu N "Vgo F i ® N 68182 /� 4` .' T OF . ott'tatr,e� FL Cert. 6634 April 10,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211672015 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 resporufbillity 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. Tampa, FL 33610 Job ' Truss Truss Type city Ply Emmons Res T6984402 72558 GRM SPECIAL 1 e� L Job Reference (optional) UnamDers I russ, hon Fierce, FL /.04V s mar Zr Zu I MI 18K Inuuwws, Inc. r❑ Mpr Iv vame:la —to rage i I D:sGg616SkuZZcDGXdilChnCyZVa9-hMzvYQte_fZGFWcKG3HevlwtQIVlzBgA900pHTzSB?M 3x4 11 4-2-0 3x6 = 2x3 II 3x6 = 1 2 3 3x4 I Scale: 3/4"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.03 5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010fTPI2007 (Matrix-M) Wind(LL) 0.02 5 >999 240 Weight: 97lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except` BOT CHORD 1-6,3-4: 2x6 SP No.2 REACTIONS. (lb/size) 6=577/0-8-0, 4=612/0-8-0 Max Uplift6=-399(LC 4), 4= 427(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6— 418/309, 1-2=-999/694, 2-3=-999/694, 3-4= 418/309 WEBS 1-5= 731/1052, 3-5= 731/1052 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psi 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) except Qt=lb) 6=399, 4=427. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 128 lb up at 1-4-12, 152 lb down and 128 lb up at 3-4-12, and 152 lb down and 128 lb up at 5-4-12, and 152 lb down and 128 lb up at 7-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 7=-152 8= 152 9= 152 10=-152 O.v 1 N r rVF i N 68182 41 �•' T rrnn��� FL Cert. 6634 April 10,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 07/1672015 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 responslbllity 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 responsiblllity of the n �'���• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , V1 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 31 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984403 72558 GRR SPECIAL 1 e� L Job Reference (optional) cnamoers i russ, ron rierce, M r.ozu s mar zr I- . i art muusa I—, am. ru rp, w voaa.a cu io r.q. , I D:sG9616SkuZZcDGXdilChnCyZVa9-9YXHImuGlzh7sfBXgmotSyTxQ9hRiXrKO2mNgvzSB?L 4-9-8 8-5-0 14-2-5 16-10-0 4-9.8 3-7-8 5-9.5 2-7-11 Scale: 3/8"=1' 4x6 11 4x10 = 3x8 I 10x14 MT18HS = 3x12 11 7xl0 MT18HS — Plate Offsets (X Y)-- f1:0-0-12 0-0-31 f4:0-6-8 Edqel (6:Edge 0-5-81 f8:0-5-8 0-6-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.16 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.39 7-8 >511 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Wind(LL) 0.22 7-8 >906 240 Weight: 216lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-2 oc purlins, except BOT CHORD 2x8 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-6: 2x6 SP No.2, 3-8,4-6: 2x4 SP M 30 REACTIONS. (lb/size) 1=6489/0-8-0, 6=7147/0-8-0 Max Horz 1= 154(LC 6) Max Upliftl=-2750(LC 8), 6=-2912(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 11457/4619, 2-3=-9550/3751, 3-4=-8675/3386, 4-5= 742/296, 5-6=-1210/555 BOT CHORD 1-12=-4127/10198, 12-13=-4127/10198, 9-13=-4127/10198, 9-14=-4127/10198, 8-14= 4127/10198, 8-15=-4616/11566, 15-16=-4616/11566, 16-17=-4616/11566, 7-17=-4616/11566, 6-7= 4667/11730 WEBS 2-9=-828/1821, 2-8= 2083/1087, 3-8=-2934/7823, 4-8=-3931/1704, 4-7=-553/1442, 4-6=-12313/4897 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. 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 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=soft; L=50ft; eave=6ft; Cat. II; 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. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=1b) 1=2750, 6=2912. 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)106G II? down and 496 lb up at 14-2-5, and 1060 lb down and 496 lb up at 16-7-4 on top chord, and 433 lb down and 233 lb up at 0-0-0, 1336 lb down and 642 lb up at 2-0-12, 1336 lb down and 642 lb up at 4-0-12, 1500 lb down and 493 lb up at 6-0-12, 1500 lb down and 493 lb up at 8-0-12, 1500 lb down and 493 lb up at 10-0-12, and 1500 lb down and 493 lb up at 11-2-12, and 1317 lb down and 642 lb up at 12-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 FL Cert. 6634 April 10,2015 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 021192015 BEFORE USE. Design valid for use only with Mffek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design 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 resporuibillity 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/TPI I 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984403 72558 GRR SPECIAL 7 e� L Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:20 2015 Page 2 I D:sG9616SkuZZcDGXdilChnCyZVa9-9YXHImuGlzh7sfBXgmotSyTxQ9hRiXrKO2mNgvzSB?L LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4= 54, 4-5= 54, 1-6= 20 Concentrated Loads (lb) Vert: 1=-433(B) 4=-1020 5=-1020 8=1486(B) 12=-1336(B) 13=-1336(B) 14= 1486(B) 15= 1486(B) 16= 1486(B) 17= 1317(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 02/16/2015 BEFORE USE Design valid for use only with Mrfek 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 Inrss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibllllty of the WOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cty Ply Emmons Res T6984404 72558 HV6 GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:21 2015 Page 1 I D:sGg616SkuZZcDGXdilChnCyZVa9-dk5fz6vuW GpzUpmjOUJ6_AOA9Z66R81TdiVwMLzSB?K i 2-7-10 i 5-11-0 2-7-10 3-3-6 6.00 F12 3x4 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 7.0 Lumber DOL 1.25 BC 0.39 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TP12007 (Matrix) 3x4 11 3x4 11 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 4 n/a n/a 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=191/5-11-0, 4=191/5-11-0 Max Harz 1=60(LC 8) Max Upliftl=-107(LC 8), 4= 119(LC 8) Max Gravl=192(LC 13), 4=191(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:11.4 Weight: 18lb FT=20% Structural wood sheathing directly applied or 5-11-0 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; 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 at joint(s) except Qt=lb) 1=107, 4=119. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %�%`,Qv IN 1 E N,9 i N 68182 r �:. T OF 'X 'm�� .•,off ,OP•;\�,�� FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mlrek connectots. This design Is based only upon parameters shown. and Is for an Individual building component. �^ Applicability of design parameters and proper Incorporaflon 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, Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Emmons Res T6984405 72558 HVA GABLE 1 1 Job Reference (optional) I Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08.59.21 2015 Page 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-dk5fz6vuW GpzUpmjOUJ6_A05cZ6wR71TdiVwMLzSB?K 6-1-0 1 1-4-6 1 2-6-10 Scale = 1:20.9 4x4 = 6 5 3x4 i 2x3 11 3x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.61 BC 0.40 WB 0.08 (Matrix) DEFL. in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 (loc) Well Ud n/a 999 rVa 999 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 37lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=177/10-0-0, 5=103/10-0-0, 6=404/10-0-0 Max Horz 1=120(LC 8) Max Upliftl=-83(LC 8), 5=-76(LC 4), 6=-259(LC 8) Max Grav1=177(LC 1), 5=120(LC 18), 6=413(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6= 280/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; 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 at joint(s) 1, 5 except Qt=lb) 6=259. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,4 of O.Q 1 N 0 ��� , 10 . ...... 0.��G E N i :•. N 68182 d O:. T OF %4f� F77L Cert. 6634 April 10,2015 ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02116/2015 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.®�n Applicability of designparameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Addi tonal temporary bracing to Insure stability during construction Is the responsiblility of the 'I AOTeK> MOW erector. Additional 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 ANS17TPI I 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. Tampa, FL 33610 Job Truss Truss Type city Ply Emmons Res T6984406 72558 J7 MONO TRUSS 10 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:22 2015 Page i I D:sG9616SkuZZcDGXdiiChnCyZVa9-5xf 1 ASwW Haxg6zLvyBgLXNYL4zYbAbYcsLFTunzSB?J 1-6-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 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 I (Matrix-M) Wind(LL) -0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=-1/Mechanical, 2=165/0-3-8, 4=-1 1 /Mechanical Max Horz2=95(LC 8) Max Uplift3=-3(LC 5), 2=-215(LC 8), 4— 11(LC 1) Max Grav3=16(LC 8), 2=165(LC 1), 4=36(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.4 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. 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 quide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft 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) 3, 4 except Qt=lb) 2=215. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,.%°°0111111111111111 °plJ I N 1 1VF °�ii E Nis i N 68182 �•� T OF •�/ .00 <C/e 4f S' N ofill [itj°°° FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 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 e, 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. Tampa, FL 33610 Job Truss Truss Type aty Ply Emmons Res T6984407 72558 J3 MONO TRUSS 8 1 Job Reference (optional) cnambers i russ, ton tierce, r-!- r.bZU a Mar zi LUIb mi I eK Inrruslrles, Inc. Fn Apr 1 U Uls:b9:zz Lulb va9e 1 I D:sG9616SkuZZcDGXdiIChnCyZVa9-5xf1 ASwW Haxg6zLvyBgLXNYL4zX7AbYcsLFTunzSB?J 1-6-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.00 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.09 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[FP12007 (Matrix-M) Wind(LL) 0.00 7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=54/Mechanical, 2=213/0-3-8, 4=25/Mechanical Max Harz 2=150(LC 8) Max Up1ift3=-58(LC 8), 2=-191(LC 8) Max Grav3=66(LC 13), 2=218(LC 13), 4=43(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.5 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20 Structural wood sheathing directly applied or 3-0-0 oc puffins. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; 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) 3 except Qt=lb) 2=191. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q%j IN e� OP:••G•• `�. , •.�� E NSF • ®�� N 68182 � a '.� T OF s41 �tilf�oeeee®°° FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 0211612016 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 tnrss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllity 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/71311 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Easr Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jab + Truss Truss Type Qty Ply Emmons Res T6964406 72558 JS MONO TRUSS 10 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.ozu s mar zr cu i ..1cn niwauic>, .1— — P„. -.a.. — F-4. I D:sG9616SkuZZcDGXdilChnCyZVa9-Z7DPNow82u4hj7w6VvLa4b5V4NgLv2om4?_1 QEzSB?I 1-6-0 5-0-0 Scale = 1:18.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 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/TPI2007 (Matrix-M) Wind(LL) 0.01 4-7 >999 240 Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 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=97/Mechanical, 2=300/0-3-8, 4=43/Mechanical Max Horz2=208(LC 8) Max Uplift3=-111(LC 8), 2=-225(LC 8) Max Grav3=118(LC 13), 2=31O(LC 13), 4=74(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 388/143 BOT CHORD 2-4= 293/582 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; 13=601t; L=50ft; eave=6fh Cat. ll; 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 Qt=lb) 3=111, 2=225. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QQ IN 1 `VF E N i N 68182 ?� •• T O F �� �e►r�se�er,��a FL Cert. 6634 April 10,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 0211612016 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 responslbIllity of The MiTek erector. Additional. permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality 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. Tampa, FL 33610 Truss Truss Type Qty Ply Res [Emmons T6984409 F J7 MONO TRUSS 2 1 Job Reference o tional Chambers Truss, Fort Pierce, FL 1-6-0 3 3x4 = 7.620 s Mar 27 201 b MI I eK Inausrrles, Inc. Fri Apr 1 U u8:b9:z3 206 Page 1 I D:sG9616SkuZZcDGXdiIChnCyZVa9-Z7D PNow82u4hj7w6VvLa4b5XjNlev2om4?_1 QEzSB?I Scale = 1:23.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.25 BC 0.58 WB 0.00 (Matrix-M) DEFL. in Vert(LL) -0.06 Vert(TL) -0.15 Horz(TL) 0.00 Wind(LL) 0.05 (loc) I/dell Ud 4-7 >999 360 4-7 >531 240 2 n/a n/a 4-7 >999 240 PLATES GRIP MT20 244/190 Weight: 25lb FT=20% 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 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=141/Mechanical, 2=389/0-8-0, 4=58/Mechanical Max Horz 2=266(LC 8) Max Uplift3=-162(LC 8), 2=-265(LC 8) Max Grav3=170(LC 13), 2=405(LC 13), 4=103(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1039/457 BOT CHORD 2-4=-787/1332 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft L=50ft 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 at=lb) 3=162, O,%%OPQU! N 2=265. ,� 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. : �. 4 ` N 68182 �•� T ` e, °0 �/llln/►���� FL Cert. 6634 April 10,2015 ® WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 0211612016 BEFORE USE. Design valid for use only with Mfrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �n Applicability of design parameters and proper incorporation of component Is responsibility of fwllding 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 responslbilllty of the nAA ek• Mi lT erector. Additional 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. Tampa, FL 33610 Job Truss Truss Type city Ply Emmons Res T6984410 72558 K SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:24 2015 Page 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-iJnob8xmpBCYLH U13cspcoehkmApeTevJfkazgzSB?H i -1-6-D 4-0-0 5-6-0 9-2-0 16-10-0 18-4-0 1 6-0 4-0-0 1 6-0 3.8-0 7.8-0 4x4 = Scale = 1:33.7 3x4 = 3x4 = 5x6 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) BCLL 0.0 Rep Stresslncr YES WB 0.15 Horz(TL) BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Wind(LL) in (loc) I/deft L/d PLATES -0.06 8-15 >999 360 MT20 -0.16 8-15 >999 240 0.02 6 n/a n/a 0.05 8-15 >999 240 Weight: 75lb LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=690/0-8-0, 6=718/0-8-0 Max Harz 2=197(LC 7) Max Uplift2=-478(LC 8), 6=-500(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 968/536, 3-4=-841/525, 4-5=-771/480, 5-6=-1240/598 BOT CHORD 2-9=-333/882, 8-9= 445/1033, 6-8=-859/1654 WEBS 3-9=-123/288, 4-9=-282/189, 4-8=-425/290, 5-8=-131/405 GRIP 244/190 FT=20% Structural wood sheathing directly applied or 6-0-0 oc purlins. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; 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) 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 100 lb uplift at joint(s) except Qt=lb) 2=478, 6=500. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ``r r QU 1 N V F "" 0' OP:•• i N 68182 v o �•' T OF NAL%�. rnn�� FL Cert. 6634 April 10,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0217612015 BEFORE USE. Design valid for use only with MIIek 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 bull ding designer. For general guidance regarding rabricafion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify 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. Tampa, FL 33610 Job Truss Truss Type aty Ply Emmons Res T6984411 72558 K1 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.62U s Mar 27 2015 MI I eK Inaustrles, Inc. Ffl Apr 10 U6:b9:24 Xulb Page 1 ID:sGg616SkuZZcDGXdiIChnCyZVa9-1 Jnob8xmpBCYLH U 13cspcoehomBGeTgvJfkazgzSB?H -1-6-0 6-0.0 7&-2 1 9-2-0 16-10-0 18-4-0 1 fi-0 6-0-0 1 6-0 1-8-0 7-8-0 4x4 = Scale=1:33.7 3X4 = 3X4 = 5x6 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.05 B-16 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.14 B-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.05 B-16 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=696/0-8-0, 6=712/0-8-0 Max Horz2=-197(LC 6) Max Uplift2= 482(LC 8), 6=-495(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-873/481, 3-4=-722/493, 4-5= 691/462, 5-6=-1196/581 BOT CHORD 2-10=-445/1149, 9-10=-255/759, 8-9=-255/759, 6-8=-835/1591 WEBS 4-8=-283/153, 5-8=-118/375 PLATES GRIP MT20 244/190 Weight: 77 lb FT = 20% 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=61t; 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 100 lb uplift at joint(s) except (jt=lb) 2=482, 6=495. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i N 68182 v e ��• T OF �1JJ ev FL Cert. 6634 April 10,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mltek connectors. This design is based only upon parameters shown, and Is for an Individual building component. � Appllcablllty of design parameters and proper Incorporation of component Is responsibility of buliding designer - not truss designer. Bracing shown Is for lateral support of Individual web members oNy. Additional temporary bracing to Insure stability during construction Is the responslbhlity of the �g M'T®k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabilcallon, 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984412 72558 K2 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-6-0 8-0-0 4x6 = 0-10-0 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:25 2015 Page 1 ID:sG9616SkuZZcDGXdilChnCyZVa9-WWLAoTyPaVKPzR3UdKO29OAsEAVONx?3YJT8V6zSB?G 4x6 = 8-0-0 1-6-0 Scale = 1:33.1 3x5 = 5x6 = 3x5 = 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.05 B-11 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.15 8-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) -0.06 8-11 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=704/0-8-0, 5=703/0-8-0 Max Horz2=205(LC 7) Max Uplift2— 489(LC 8), 5- 489(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1376/623, 3-4=-604/450, 4-5=-1338/625 BOT CHORD 2-8=-909/1939, 7-8= 150/611, 5-7= 912/1799 WEBS 3-8= 86/261, 4-7= 87/260 PLATES GRIP MT20 244/190 Weight: 69 lb FT = 20% 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50f1; eave=6ft; Cat. 11; Exp C; Enc1., 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 100 lb uplift at joint(s) except Qt=lb) 2=489, 5=489. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. m 0 0 FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. ■ Design valid for use only with MITek connectors. This design 6 based only upon parameters shown, and Is for an Individual building component. Applicability of design 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 responsibr1lily of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I 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. Tampa, FL 33610 Job • Truss Truss Type city Ply Emmons Res T6984413 72558 K3 COMMON 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.6-0 3x5 i 8-5-0 4x6 = 2x3 11 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:26 2015 Page 1 I D:sG9616SkuZZcDGXdiIChnCyZVa9-_iuYOpz1 LpSGaaehB lvHhDjOZarX6MXCmzDh1 ZzSB?F 8-5-0 3x5 1-6-0 Scale = 1:33.1 IT 0 8-5-0 16-10-0 i 8-5-0 8-5-0 Plate Offsets (X,Y)-- f2:0-2-10,0-1-81,(4:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.15 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.05 7-10 >999 240 Weight: 64lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-15 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=704/0-8-0, 4=704/0-8-0 Max Horz2= 214(LC 6) Max Uplift2=-489(LC 8), 4=-489(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1417/681, 3-4= 1395/681 BOT CHORD 2-7= 1002/2026, 6-7=-134/602, 4-6= 1002/1905 WEBS 3-7=0/338 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6ft; Cat. 11; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=489, 4=489. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 68182op 0. s��',sS' �� eaolr�eeeeeee� FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mltek 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 orgy. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure 1s the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply Emmons Res T6984414 72558 K4 COMMON 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.62U s Mar 27 2UIb MI I eK Industries, Inc. Hi Apr 1 U U6:b9:Z6 2U15 rage 1 I D:sG9616SkuZZcDGXdiiChnCyZVa9-_iuY0pz1 LpSGaaehB ivHhDjOZarV6MWCmzDhl ZzSB?F 8-5-0 16-10-0 _ 1-6-0 8-5-0 8-5-0 Scale: 3/8"=1' 4x6 = 4x4 = 2x3 11 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.05 6-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.16 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) 0.07 6-9 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=622/0-8-0, 2=705/0-8-0 Max Horz2=205(LC 7) Max Uplift4= 366(LC 8), 2=-490(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1413/683, 3-4=-1486/945 BOT CHORD 2-6= 1044/2010, 5-6— 206/592, 4-5= 1386/2062 WEBS 3-6=0/339 PLATES GRIP MT20 244/190 Weight: 62lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-8 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Ot=lb) 4=366, 2=490. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Oki 1 N r rVF ��i♦� e,���,0 • \,\ G E N S � ♦i i N 68182 �•' T OF . o♦o°ASS. 4 N A� ��� �� rrrnrr++++� FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 02/15/2015 BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �n 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 NSiTek' erector. Additional 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 3M Alexandria. VA 22314. Tampa, FL 33610 Jo Truss Truss Type Qty Ply Emmons Res T6984415 72558 KJ2 MONO TRUSS 1 1 1 Job Reference (optional) l:namDerS I runs, Yon rierce, FL r..4. s mar zr Zu ID ml I erc Inausal.., InG. ro /ipi I V vo -- . i o ray. i I D:sG9616SkuZZcDGXdilChnCyZVa9-SuSwD9_f56a7CkDtkkQ W ERG DL_EdrrnM?dyEZ?zSB?E 2-1-7 12-9-3 Scale = 1:10.7 2-9-3 Plate Offsets (X Y)-- (2:0-1-1 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 4-7 >999 180 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) Weight: 12lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2x4 SP M 30 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=22/Mechanical, 2=205/0-11-5, 4=-8/Mechanical Max Horz2=121(LC 8) Max Uplift3=-13(LC 6), 2=-225(LC 8), 4=-18(LC 13) Max Grav3=22(LC 1), 2=205(LC 1), 4=19(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8= 399/223 BOT CHORD 2-9=-231/405 NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=22ft; 13=60ft; L=50fh eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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) 3, 4 except gt=lb) 2=225. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 45 lb up at 1-6-1, and 63 lb down and 45 lb up at 1-6-1 on top chord, and 48 lb up at 1-6-1, and 48 lb up at 1-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=36(F=18, B=18) 9=53(F=26, B=26) FL Cert. 6634 April 10,2015 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mfiek 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 responsiblillty of the p A'r�e'R• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �Y6 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984416 72558 KJS MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:27 2015 Page 1 I D:sG9616SkuZZcDGXdiIChnCyZVa9-SuSwD9_f56a7CkDlkkQW ERGC 1_ClrrnM?dyEZ?zSB?E -2-1-7 3-8-10 7-0-2 2-1-7 3-8-10 3-3-8 Scale = 1:18.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.13 4-7 >656 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Wind(LL) 0.03 4-7 >999 240 Weight: 25lb FT=20% 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. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=179/Mechanical, 2=307/0-4-15, 4=74/Mechanical Max Horz 2=188(LC 8) Max Uplift3=-188(LC 8), 2=-252(LC 8) Max Grav3=199(LC 13), 2=307(LC 1), 4=120(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-616/109 BOT CHORD 2-4= 2201701 NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22fh 13=601t L=50fF 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 Qt=lb) 3=188, 2=252. 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) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-3=-95(F— 20, B=-20), 5=0(F=10, B=10)-to-4=-35(F= 8, B=-8) e%t%% QV t N t'VF �si4 C E.N . F S � re e * N 68182 r r T OF it/♦ E%%%�� air111111 00 FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII.7473 rev. 02fi6/2015 BEFORE USE. Design valid for use only with Mflek 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 for lateral of web f Is the of the to Insure esigner.gFor. all of MiTek generalon the overrs erector. AddiIs tional narl permanent bracing ol structure the responsibility the building dguidance 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. Tampa, FL 33610 Job Truss Truss Type Oty Ply Emmons Res T6984417 72558 KJ7 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL f.6ZU s Mar L1 ZUIb MI IeK Industries, Inc. Fn Apr lU UB:59:Z8 ZU15 Pagel I D:sG9616SkuZZcDGXdilChnCyZVa9-w401 RV_HsOi_quo3lSxlneoO5OZHaEOVEHio6RzSB?D 2-1-7 16-0-0 3-10-1 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC201 OfTP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Scale = 1:24.6 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TC 0.21 Vert(LL) -0.02 6-9 >999 360 MT20 244/190 BC 0.17 Vert(fL) -0.04 6-9 >999 240 WB 0.26 Horz(TL) 0.01 5 n/a n/a (Matrix-M) Wind(LL) 0.01 6 >999 240 Weight: 42lb FT=20% 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=176/Mechanical, 2=423/0-11-5, 5=397/Mechanical Max Horz 2=317(LC 8) Max Uplift4=-202(LC 8), 2=-289(LC 8), 5= 217(LC 8) MaxGrav4=224(LC 13), 2=423(LC 1), 5=431(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-616/186 BOT CHORD 2-6= 392/611, 5-6=-392/611 WEBS 3-5=711/456 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 Qt=lb) 4=202, 2=289, 5=217. 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) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 7=0(F=10, B=10)-to-5= 49(F— 15, B= 15) ,`,QV I N 11VF ° N 68182 s � '.� T OF :•� e 00. off �i°�°ssvO N 111 FL Cert. 6634 April 10,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 0211612015 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 responslbillity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI I 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. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Emmons Res T6984418 72558 L COMMON 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-6-0 3x4 = 7-8-0 4x5 = 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:28 2015 Page 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-w401 RV_HsQi_quo3lSxlneoN5OXnaHCVEHio6RzSB? D 7-8-0 3x4 = 1-6-0 Scale = 1:30.1 I" 0 Plate Offsets (X,Y)-- f2:0-0-4,Edge1, (4:0-0-4,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.04 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(ILL) 0.04 6-9 >999 240 Weight: 59lb FT=20% 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. 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=648/0-8-0, 4=648/0-8-0 Max Harz 2=-197(LC 6) Max Uplift2= 456(LC 8), 4=-456(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1159/519, 3-4=-1140/519 BOT CHORD 2-6=-759/1654, 4-6=-759/1542 WEBS 3-6=0/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60f1; L=50ft; eave=6fh Cat. 11; 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. ,ttil I 1111I/��� 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 `'o. Qo' N V ���♦ fit between the bottom chord and any other members. ♦ c 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=456, 1:1 gyp.•` G E N S • <4$, ♦j♦ 4=456. ♦ •' V F '•, 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * : N 68182 * = �; 441 ,0 T O F �:/ � 01 ♦♦'♦SS 4 N Co� IIi1111III�,, lf FL Cert. 6634 April 10,2015 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE Design valid for use only with Mfrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �n Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not fruss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbililty 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 3 1 Z Alexandria VA 22314. Tampa, FL 33610 Jo Truss Truss Type Qty Ply Emmons Res T6984419 72558 Li COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 2 7-8-0 US = 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:69:29 2015 Page 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-OHaher?vdkgrS2NFs9S_JsLYgnt_JkSeTxRLetzSB?C 7-8-0 3x5 = 3x5 = 1-6-0 Scale = 1:29.0 Plate Offsets (X Y)-- i1:Edge 0-0-41 f3:Edge,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.04 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.05 5-8 >999 240 Weight: 57lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=566/0-8-0, 3=650/0-8-0 Max Harz 1=-189(LC 6) Max Upliftl=-333(LC 8), 3=-458(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1261/778, 2-3=-1138/512 BOT CHORD 1-5— 1091/1813, 3-5= 750/1539 WEBS 2-5=0/308 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=333, 3=458. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .e10' Oki IN ``` OP•' �' 'N N 68182 :�• T OF .' � •` N AL EtC? ee 1111111 FFL Cert. 6634 April 10,2015 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 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/TPI I 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. Tampa, FL 33610 Job Truss Truss Type Oty, Ply Emmons Res T6984420 72558 MHV4 GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:29 2015 Page 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-OHaher?vdkgrS2N Fs9S_JslbN nvgJlHeTxRLetzSB?C 1-7-10 3-11-0 1-7-10 2-3-6 3x6 = Scale = 1:7.6 6.00 12 2 3 3x4 3x8 11 Plate Offsets (X Y)-- f2:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) n/a n1a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 11 lb FT = 20% 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=117/3-11-0, 4=117/3-11-0 Max Harz 1=31(LC 8) Max Upliftl=-66(LC 8), 4=-71(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-11-0 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft 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) 1, 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. i • N 68182 =1k. .*r ?�•' T OF �� *-� inns+++ FL Cert. 6634 April 10,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 021161201E BEFORE USE. Design valid for use only with Mtfek connectors. This design is based only upon parameters shown, and Is for an Individual buflding 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 responsiblility of the MOW erector. Additional 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 3 1 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984421 72558 MHV8 GABLE 1 i Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:30 2015 Page 1 I D:sGg6l6SkuZZCDGXdil ChnCyZVa9-sT63rBOX01 yi3CySQtzDs3ufnBEp2CeohbBvAKzSB7B 3-7-10 7-11-0 3-7-10 4-3-6 Scale = 1:15.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 27lb FT= 20% 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=112/7-11-0, 4=143/7-11-0, 5=275/7-11-0 Max Harz 1=89(LC 8) Max Upliftl= 55(LC 8), 4=-93(LC 4), 5— 164(LC 8) Max Grav 1 =1 16(LC 13), 4=143(LC 1), 5=275(LC 1) 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 pudins, 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=60ft; L=50ft; eave=6ft; Cat. 11; 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) 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) 5=164. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. p.LS IN .` c)00 i N )68182 o T OF %�� FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11,1I1.7473 rev. 02116/2015 BEFORE USE. Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an Individual bulding component. w Applicability of design parameters and proper incorporation of component Is responsibility of bullding 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 BuildingComponent6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984422 72558 MV2 VALLEY 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 i 2-0-0 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:30 2015 Page 1 I D:sG9616SkuZZcDGXdiIChnCyZVa9-sT83rBOX01 yi3CySQtzDs3um9BHg2CXohbBvAKzSB?B Scale = 1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 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 FBC2010/TPI2007 (Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. 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) 1=5112-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Horz 1=40(LC 8) Max Upliftl=-20(LC 8), 2=44(1-13 8) Max Gravt=53(LC 13), 2=45(LC 13), 3=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; 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. FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MIIek 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 responslblllty 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 responslbilllty 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, dellvery, 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, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Emmons Res T6964423 72558 MV4 VALLEY 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.bzu s mar zr zui b mi i ek industries, inc. rn Apr iv db:be:a i zd i b rage i I D:sG9616SkuZZcDGXdilChnCyZVa9-KfiR3X199L4ZhMXezaUSOHOtLbZMnfnxwFwSjmzSB?A 4-0.0 3x4 i 3x4 ll Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 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: 14 lb FT = 20% 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=120/4-0-0, 3=120/4-0-0 Max Harz 1=94(LC 8) Max Upliftl=-47(LC 8), 3= 94(LC 8) Max Grav 1=124(LC 13), 3=138(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6fh 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. %%0 6.01 N 68182 o �•' T OF ,. FL Cert. 6634 April 10,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 0211&2015 BEFORE USE. ■ Design valid for use only wllh 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 ody. Additional temporary bracing to Insure stability during construction Is the responsibrlllty of the {� iTe k' erector. Additional permanent bracing of the overall structure Is the responsibUty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and Tracing, consult ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institule, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984424 �:13 MVA GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:31 2015 Page 1 1 D:sG9616SkuZZcDGXdiIChnCyZVa9-KfiR3X199L4ZhMXezaUSOHOp?bWpnelxwFwSjmzSB?A 11.4-0 11.4-0 Scale = 1:19.2 3x4 11 3.00 F12 2x3 I 2 1 5 4 3x4 % 2x3 11 3x4 11 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 37lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=108/11-4-0, 4=184/11-4-0, 5=448/11-4-0 Max Horz 1=145(LC 8) Max Upliftl= 33(LC 8), 4=-118(LC 8), 5= 286(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5= 325/320 Structural wood sheathing directly applied or 6-0-0 oc puffins, 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft eave=6ft; Cat. II; Exp C; Encl., GCpi=o.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 psi 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 except Qt=lb) 4=118 , 5=286. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. P o i N 68182 _ v : '. T OF 44/� ,,��°ass �� N AL���� �• �nee�m FL Cert. 6634 April 10,2015 ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE MI1.7473 rev. 0211612016 BEFORE USE Design valid form only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Bet Applicability of design parameters and proper Incorporation of component Is responsibility of bullding 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984425 72558 MVB GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 TCDL 7.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 BCDL 10.0 Code FBC2010/TP12007 (Matrix) 8-0-0 r.bzu s Mar zr zu1 b M1 r eK mausmes, mc. rn „pr r u obaa:cz zu io Page! I D:sG9616SkuZZcDGXdiIChnCyZVa9-osGpGt1 owfCQJV6gXIOhxUz29?vhW5z59vg?FCzSB?9 M 3x4 II 3 3x4 11 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=113/8-0-0, 4=67/8-0-0, 5=313/8-0-0 Max Horz 1=97(LC 8) Max Upliftl=-48(LC 8), 4=-43(LC 8), 5=-201(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.9 Weight: 25lb FT=20% 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft 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 at joint(s) 1, 4 except (jt=lb) 5=201. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %��o`��p�1S P i� `��� ,� .�� G E N 3F•�c� poi N 68182 =fir. •*r tr v �•'. T O F '.441 /liillll0`�, FL Cert. 6634 April 10,2015 ® WARNING - Vedl y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 0211612015 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. Dot Applicability of design parameters and proper Incorporation of component Is responsibility of bulldfng 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 responsibllllty of the MiTek` erecfoc Additional 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res Tsssaa2s 72558 MVC VALLEY 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 4-0-0 7.620 s Mar 27 2015 MI I sK Industries, Inc. t-n Apr 10 08:59:32 2015 Page 1 I D:sG9616SkuZZcDGXdiIChnCyZVa9-osGpGtl ovACQJ V6gXI0hxUz4a?whW 6059vg?FCzSB?9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.14 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 FBC2010fTP12007 (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=99/4-0-0, 3=99/4-0-0 Max Harz 1=39(LC 8) Max Upliftl= 54(LC 8), 3— 63(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:7.8 3x4 11 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=2211; B=60ft; L=50ft; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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. FL Cert. 6634 April 10,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERANCE PAGE M11-7473 rev. 0211612019 BEFORE USE. Design valid for use only with Mfrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �n 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 responsibilllty, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984427 72558 P SPECIAL 24 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:33 2015 Page 1 1 D:SG9616SkuZZc DGXdiIChnCyZVa9-H2pBUD2QhyKHwfgi 5?XwUiW EEPF7FVuENZPZnfzSB?B -1-6-0 8-2-9 12-2-8 12-8-0 1-6-0 8-2-9 3-11-15 0-5 8 3 Scale: 1/2"=1' 4x6 = 3x4 11 8 w 0 3x4 = 2x3 11 5 4x8 = i 8-2-9 12-2-8 12-8-Q 8-2-9 3-11-15 0-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 6-11 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.17 6-11 >850 240 BCLL 0.0 " Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FB C201 O/TP 12007 (Matrix-M) Wind(LL) 0.07 6-11 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* 7-8: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=560/0-8-0, 5=414/0-8-0 Max Horz2=209(LC 8) Max Uplift2=-384(LC 8), 5=-264(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1172/565 BOT CHORD 2-6— 701/1224, 5-6= 414/650 WEBS 3-6=0/267, 3-5=-738/471 PLATES GRIP MT20 244/190 Weight: 56 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc pudins, 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=384, 5=264. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. QQ 1 N 1:1 OP:•• •'�,��ENSoo c� •�''' N 68182 .o • T O F .00 ,1 FL Cert. 6634 April 10,2015 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02116/2015 BEFORE USE. Design valid for use only with Mttek 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 responsINIlty 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Emmons Res T6984428 72558 PBA GABLE 7 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL /.62u s Mar'Z/ ZU15 MI IeK mausines, Inc. t-rl Apr lU uts:bw:56 ZU1b rage 1 I D:sG9616SkuZZc DGXdiIChnCyZVa9-H2pB UD2QhyKHwfg15?XwUiW GPPHIFZOENZPZnfzSB?B 3-0-0 5-11-15 3-0-0 3-0-0 3x4 = 2x3 11 4x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale = 1:12.5 Io PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-15 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 quide. REACTIONS. All bearings 5-11-15. (lb) - Max Horz 1— 58(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6 except 2= 130(LC 8), 4_ 130(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4, 6 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60fh L=50ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except Qt=lb) 2=130, 4=130. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mtrek 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 responsiblllity of the M!Tek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and tracing, 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984429 72558 PBB GABLE 4 Ge� Job Reference (optional) Chambers Truss, Fort Pierce, FL t.bzu s mar zt zui b mi r eK mausmes, mc. rn Apr 1 u vb:ba:a zv ro rage i I D:sG96l6SkuZZcDGXdilChnCyZVa9-IENahY32SGS7YpFDfj290v2S_oed_OONcD96J5zSB?7 3-0-0 5-11-15 3-0-0 3-0-0 4x4 = 3x4 = 2x3 11 3x4 = Scale = 1:12.5 Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-11-15 (lb) - Max Horz 1=-58(LC 6) Max Uplift All uplift 100 lb or less at joints) 1, 5, 6 except 2= 130(LC 8), 4= 130(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 2, 4, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together with 1 Od (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. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=60ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPi 1. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 oc. 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 2-0-0 wide will tit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except Qt=1b) 2=130, 4=130. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. �000° 60I N 11 F ° OQ:• lo N 68182 O •• T O F �44/ID rrnnr�e�a� FL Cert. 6634 April 10,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mffek connectors. This design Is based only upon parameters shown, and is for an Individual building component. � Applicability of design 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 responslbillity of the M'Tek• erector. Additional 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984430 72558 PBGE GABLE 2 1 ' Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 Mrfek Industries, Inc. Fri Apr 10 08:59:35 2015 rage 1 I D:sG9616SkuZZcDGXdiIChnCyZVag-DRxyvu4g Daa_AzgPCQZOZ7bcvCzDjTWXrtufsXzSB?6 3-0-0 5-11-15 3-0-0 3-0-0 Scale = 1:12.5 4x4 = 3x4 = 2x3 11 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.11 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a n/a 999 BOLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight:17lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-11-15 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 5-11-15. (lb) - Max Horz 1=-58(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6 except 2=-130(LC 8), 4=-130(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; 13=60ft; L=50ft; eave=2fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. This truss has been designed for 10.0 bottom live load with any other live loads. ttttt1111111111 1 6) a psf chord nonconcurrent " �o 00 N V 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. e OP`�. G E•N 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except Qt=lb) �� ,.'��.� `SF•' 2=130, 4=130. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 68182 * • * o 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building ; designer. = �:• T OF10 Rio, N AL ��too , P�i11111111tt FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mflek 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 responsib0111y of the M ;r��• erector. Additional 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 31 Z Alexandria, VA 22314. Tampa, FL 33610 Job TfUss Truss Type Qty Ply Emmons Res T6984431 7255E SGEA GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:37 2015 Page 1 I D:sG9616SkuZZcDGXdiIChnCyZVag-9p3iJa5wlBgiPH_oKrbseYguGOW rBAuq IBNmwQzSB?4 2-2-0 6-7-4 11-10-11 18-2-0 22-1-0 28-0-15 33-10-8 39-8-0 44-2-0 2-2-0 4-5-4 5-3-7 6-3-5 3-11-0 5-11-15 5-9-8 5-9-8 4 6-0 5x8 = 5x6 = 6.00 F12 Scale = 1:80.5 23 22 18 17 41 16 10 42 14 13 12 6x8 = 3x5 = 3x8 = 3x6 = 3x6 II i 2.2-0 11-10-11 18-2-0 21-1-0 28-0-15 i 33-10.8 1 -8-0 44-2-0 i 1 2-2-0 9-8-11 6-3-5 3-11-0 5-11-15 5-9-8 5-9-8 r 4-6-0 Plate Offsets (X,Y)-- (6:0-5-8,0-2-41, (7:0-3-0,0-2-01, (19:0-2-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.22 20-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.60 20-21 >789 240 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.18 13 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.2219-20 >999 240 Weight: 388lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, except BOT CHORD 2x4 SP M 30 `Except` end verticals. 2-22,5-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 `Except` 1 Row at midpt 5-19 11-12: 2x4 SP M 30 WEBS 1 Row at midpt 4-19, 6-19, 6-17, 6-16, 8-14 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 12=105/0-8-0, 23=1456/0-8-0, 13=1686/0-8-0 Max Horz 23=328(LC 7) Max Upliftl2=-86(LC 8), 23=-863(LC 8), 13=-969(LC 8) MaxGravl2=133(LC 14), 23=1456(LC 1), 13=1686(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1310/731, 2-3= 1383/798, 3-4= 2736/1667, 4-5= 2119/1374, 5-6— 2139/1544, 6-7=-1086/943, 7-8=-1284/977, 8-9=-969/745, 9-10=-1072/734, 1-23=-1512/846 BOT CHORD 20-21= 1408/2522, 19-20= 1487/2816, 5-19= 378/371, 17-41=597/1426, 16-41=-597/1426, 15-16=-448/895, 15-42=-448/895, 14-42= 448/895 WEBS 3-21=-1345/863, 3-20=-89/420, 4-19= 984/643, 17-19= 594/1457, 6-19=-985/1597, 6-17=-318/221, 6-16=-559/253, 7-16= 148/315, 8-16= 140/453, B-14=-697/450, 10-14=-606/1220, 10-13=-1558/990, 1-21=-947/1709, 21-23=-347/368 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 23=1363 t3=969. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .0 _, 001Qx3l N 11 V F P. < i i . N 68182 07 T O F ens, SS � � � • A\t�, % �NALE �00 '11111111/10 FL Cert. 6634 April 10,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02(16/2015 BEFORE USE. Design valid for use only with Mftek 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 tracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984432 72558 SGEC GABLE 1 e� G Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:3B 2015 Page 1 I D:SG9616SkUZZCDGXdil ChnCyZVa9-dOd4Xw6YW VyZ1 QZ_uY6661D5oQyMwbgzXr7KSszSB?3 i 4-5-0 8-0-5 11-7-11 15-0-5 18-5-0 19-9-0 25-4-5 30-11-11 36-7-0 39-9-0 4-5.0 3-7-5 3-7-5 3-4-11 3-4-11 1-4-0 5-7-5 5-7-5 5-7-5 3-2-0 This truss is designed to support only 2-0" Note: Extreme care must be taken during truss transport, Scale = 1:73.5 of uniform load as shown. 6x8 11 handling and erection. Provide support that does not allow truss to twist. All plates must remain entirely intact 6.00 F12 and embedded. 24 23 18 17 4z 16 10 14 13 6x8 = 6x10 = 4x4 = 4x8 = 4x4 = 4x5 = 4-5-0 8-0-5 ti-7-11 18-5-0 19-9-Q 25-4-5 30-11-11 36-7-0 39-9-0 i 4-5-0 3-7-5 3-7-5 6-9-5 1-4-0 5-7-5 5-7-5 5-7-5 3-2-0 Plate Offsets (X,Y)-- f7:0-2-0,Edgel,f19:0-3-0,0-4-41,f22:0-5-4,0-1-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.43 19-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.99 19-20 >441 240 BCLL 0.0 * Rep Stress Incr NO WB 0.98 Horz(TL) 0.95 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) 0.51 19-20 >857 240 Weight: 676lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 17-19,7-19,1-24: 2x4 SP M 30 6-0-0 oc bracing: 13-14,13-41. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 7-17 REACTIONS. (lb/size) 13=1591/0-8-0, 24=1337/Mechanical Max Horz 24=352(LC 7) Max Uplift13=-934(LC 8), 24=-798(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 3572/1798, 2-3_ 5811/3042, 3-4= 7119/3655, 4-5=-7884/4139, 5-6=-4354/2171, 6-7=-4170/2168, 7-8=-1452/1050, 8-9=-1565/1105, 9-10=-1687/1094, 10-11= 1659/1000, 1-24=-1283/691 BOT CHORD 21-22=-1604/3845, 20-21=-2752/5947, 19-20=-2324/5393, 17-42=-645/1455, 16-42=-645/1455, 15-16=-713/1422, 14-15=-713/1422 WEBS 2-22= 1046/654, 2-21=-1127/2167, 3-21= 755/436, 3-20=-545/1279, 4-20=-1881/1076, 5-20=-1454/2668,5-19=-1402/884,17-19=-1939/5768,7-19=-2966/7838, = 7-17=-5154/1575, 8-17543/367, 10-14=-325/269, 11-14=-795/1515, 11-13=-1410/915, 22-24=-417/350, 1-22= 1702/3432 NOTES E'N •. �� ��d 1) 2-ply truss to be connected together with I Od (0.131 "x3') nails as follows: :� , �•'�,� S�'• ri Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. N 68182 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 _ connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. .p 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50fl; eave=6fh Cat. II; 13 •• T OF z Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 i0 . . Z. 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry �j ' • Q P'• ��,� DetailsGable End 3x4 MT20 unle sotherw se indicat applicable, qualified building designer as per ANSI/TPI 1. 6) All plates a 7) Gable studs spaced at 2-0-0 oc. le, s) This tru has been: designed for a 10.0 psf bottom chard live load non concurrent with any Other Rve toads. 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 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) ContRiMAWN. FL Cert. 6634 Anril i o 9n1 S ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with Mffek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �^ Applicability of design 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 responsibfllity, of the MOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and tracing. consult ANSI/TPI I 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. Tampa, FL 33610 Jab Truss Truss Type Qty Ply Emmons Res T6984432 72558 SGEC GABLE 1 e� L Job Reference (optional) cnamoers cuss, r-on vierce, rL I D:sGg616SkuZZcDGXdilChnCyZVag-dOd4Xw6YW VyZ1 QZ_uY66BID5oQyMwb9zXr7KSszSB?3 NOTES- 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mflek connectors. This design Is based only upon parameters shown, and is for an Individual Ixrilding component.�y 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 responslblllity of the MOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabdcafton, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component ,NC 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984433 72556 SGED GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:40 2015 Page 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-ZOIryc8p26DHGkjN?z9aGAl NPDalOW MG_9cQXIzSB?1 5-11-13 11-8-3 16-9-5 21-10-8 27-10-7 28-7 34:28 39-58 43-11-8 5-11-13 5-8-5 5-1-3 5-1-35-5-0 4.6-0 6.00 12 8x10 II 5x6 = 5x8 MT18HS= 6 7 3x5 11 — 15 14 13 12 5x6 [I 3x8 = 3x6 11 Scale = 1:81.7 v rh Im LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2010frP12007 CSI. TC 0.51 BC 0.51 WB 0.94 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Well Ud -0.20 20-21 >999 360 -0.46 20-21 >745 240 0.12 15 n/a n/a 0.29 20-21 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 345 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc puffins, except BOT CHORD 2x4 SP M 30 *Except* end verticals. 7-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-2-6 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 6-16, 14-16 11-12: 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 guide. REACTIONS. All bearings 0-8-0 except Qt=length) 22=0-5-8, 15=0-4-0. (lb) - Max Horz22=328(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 22= 428(LC 8), 15= 1437(LC 8), 12=-560(LC 17), 13=-313(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 22=702(LC 17), 15=2530(LC 1), 12=269(LC 8), 13=546(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22= 661/450, 1-2=-2073/1272, 2-3= 2233/1368, 3-4=-707/423, 4-5=-334/650, 5-6= 221/530, 6-7=-992/2235, 7-8= 111312284, 8-9= 264/920, 9-10= 282/867, 10-11=-285/623, 11-12— 258/594 BOT CHORD 21-22= 324/359, 20-21=-1230/2136, 19-20=-1236/2334, 18-19=-1230/2349, 17-18=-250/815, 16-17=-1687/1249, 15-16= 2486/1450, 7-16=-269/237, 13-14=-507/300 WEBS 1-21=-1134/1887, 2-21=-381/342, 3-18=-1536/1058, 4-18=-289/571, 4-17= 1222/859, 5-17=-558/411, 6-17= 632/1449, 6-16=-1945/944, 14-16=-1053/633, 8-16=-1396/1008, 8-14=-557/1100, 10-14=-335/206, 10-13— 249/296, 11-13=-626/378 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTP1 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0) ' This t€cTss has la erl: designed to, a Irve triad of 20-0pst an tole bottom chmd In all areas {whe€e a €ectang4e 3-6-0 tall by 2-0-Q wide weft fit between the bottom chord and any other members. 10) Bearing at joint(s) 22 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. GO IN r rV F''011 o N 68182 T OF 44/� rrrnnt►+�♦ FL Cert. 6634 April 10,2015 c;ontlnuea on page e ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 0211612015 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. 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 conslrucilon Is the responsibillity of the 1Te�• erector. Additional permanent bracing of the overall structure Is the responsibility of the buildingdesigner. 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. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Emmons Res T6984433 72558 SGED GABLE 1 1 Job Reference (optional) Chambers Truss, For Pierce, FL t.bzu s Mar z i Zu15 MI I eK inausrnes, inc. Fri Apr 1u utrov:9V zul D rage z I D:sG9616SkuZZcDGXdiIChnCyZVa9-ZOIryc8p26DHGkjN?zgaGAl NPDalO W MG_gcQXIzSB?i NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 lb uplift at joint 22, 1437 lb uplift at joint 15, 560 lb uplift at joint 12 and 313 lb uplift at joint 13. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE Design valid for use only with MIIek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Not 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 responstblllity 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 ANSI7TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallatNe from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984434 72558 SGEF GABLE 1 1 Job Reference (optional) Chambers Muss, Fort Pierce, FL /.UZU S Mar 2'/'LU1b MI IeK Inaustrles, mC. I-h Apr lU WbV:41 ZU10 rage 1 I D:sG96l6SkuZZcDGXdiIChnCyZVa9-2b1 D9y8RoQL8uulZZhgpoOraW dyz7?sPDpL_3BzSB?O 7-10-8 12-9-0 18-4-0 23-11-0 29-9.12 35-1-0 36-11-0 38-5-0 7-10-8 4-10-8 5-7-0 5-7-0 5-10-12 5-3-4 1-10-0 1-6-0 Scale = 1:71.1 5x6 = 3x6 = 3x8 _ 3x6 = 6x8 =3x5 = 3x5 = 6x8 = i 7-10-8 12-9-0 18-4-0 26-" i 35-1-0 36-11-0 7-10-8 4-10-8 5-7-0 8.4-8 8-4-8 1-10-0 Plate Offsets (X Y)-- (1:0-0-0 0-0-61 f12:0-3-8,0-3-01, (17:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.12 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(fL) -0.25 13-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) 0.1318-29 >999 240 Weight:231 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS REACTIONS. All bearings 0-8-0 except Qt=length) 1=Mechanical. (Ib) - Max Harz 1=-421(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 1=-268(LC 8), 17=-784(LC 8), 12= 499(LC 8), 10=-184(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 10 except 1=453(LC 17). 17=1437(LC 13), 12=947(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-536/310, 4-5=-505/466, 5-6=-468/472, 6-7= 962/679, 7-8— 1069/668, 8-9= 304/209 BOT CHORD 1-1 8=-280/575,17-18=-233/575, 16-17=-283/258, 16-33=-283/258, 15-33=-283/258, 15-34=-183/670, 14-34= 183/670, 13-14=-183/670, 12-13= 420/952, 10-12= 221/284 WEBS 2-18=-6/298, 2-17=-641/438, 4-17=-959/542, 4-15= 212/743, 6-15= 664/467, 6-13= 152/423, 8-13=-204/263, 8-12=-930/524, 9-12=-294/287 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-17. 1 Row at midpt 6-15 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=soft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable studs spaced a( 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 1, 784 lb uplift at joint 17 , 499— lb uplift at jofnt 12 and 184 €b uplift at joint Ia. 10) "Semi -rigid pitchbreaks including, heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 April 10,2015 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 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. �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 responsibilllty of the MiTek` erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I 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. Tampa, FL 33610 Truss Truss Type Qty Ply Emmons Res T6984435 72558 SGET GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MI IeK Industries, Inc. Fn Apr 10 06:b9:42 L01b Page 1 ID:sGg616SkuZZcDGXdilChnCyZVa9-WnsbNH93ZT?V2sl7OB2LbNk31HKsYgZST5XbdzSB?? -1-6-0 6-4-0 14-6-0 21-5-12 29-0-0 30-6-0 1-6-0 6-4-0 8-2-0 6-11-12 7-6-4 1-6-0 c4 0 4x5 = 6.00 12 This truss is NOT symmetric. Proper orientation is essential. 3x4 X. I1 3x4 = 3x6 3x4 = 3x5 = = 3X4 = 3x4 11 Scale=1:57.4 Co I4 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.43 BC 0.44 WB 0.43 (Matrix-M) DEFL. in Vert(LL) -0.15 Vert(TL) -0.40 Horz(TL) 0.01 Wind(LL) 0.05 (loc) I/defl Ud 9-42 >999 360 9-42 >685 240 7 n/a, n/a 9-42 >999 240 PLATES GRIP MT20 244/190 Weight: 197lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-11 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 12=1466/0-8-0, 7=842/0-8-0 Max Horz 12=-345(LC 6) Max Up1ift12_ 1267(LC 8), 7= 507(LC 8) Max Grav 1 2=1 466(LC 1), 7=913(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-800/702, 3-4=-482/65, 4-5= 394/93, 5-6=-954/461, 6-7=-1330/540 BOT CHORD 2-12= 546/849, 11-12=-558/849, 11-43=0/557, 10-43=0/557, 10-44=0/557, 9-44=0/557, 7-9=-482/1591 WEBS 3-12— 1346/1132, 3-11=-596/900, 5-11=-497/485, 5-9=-323/689, 6-9_ 4681440 NOTES- 1) Unbalanced roof live loads have been considered for this design. �>it 1111 II�e 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6ft Cat. 11; QU Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 %� , ,,%'� 1 N • •, I N 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ♦♦♦ ,� •• •� G E N S • •'`� �jo Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ♦ .' �. F 4) All plates are 2x3 MT20 unless otherwise indicated. N 68182 • 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ► ; • ' 7) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1267 lb uplift at joint 12 and 507 lb uplift at e T o F � joint 7. ; •• �(/ a 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. oo, •• �` O Q;; ��,♦♦ 1 �(VA�-���`��, 111111 FL Cert. 6634 April 10,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mlfek 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 responsiblllity of the �ii�Tek° erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalloble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984436 72558 T COMMON 11 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:43 2015 Page 1 I D:sG9616SkuZZcDGXdilChnCyZVa9-_zQzadAhKi bs7CRyg6iHupwvpRdZb?4ih7g584zSB?_ -111 6-4-0 14-6-0 21-5-12 29-0-0 30-0-0 1-o-0 6-4-0 8-2-0 6-11-12 7-6.4 1-6-0 Scale=1:52.6 4x5 = This truss is NOT symmetric. 6.00 12 5 Proper orientation is essential. 3x6 I 3x4 = 3x6 = 3x4 = 3x5 = 3x4 = i 6-0-0 6r4�0 10-7-3 18-4-13 29-0-0 6110-4-0 43-3 7-9-10 10-7-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.43 Vert(LL) -0.15 9-18 >999 360 TOOL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.40 9-18 >685 240 BOLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Wind(LL) 0.05 9-18 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 12=1466/0-8-0, 7=842/0-8-0 Max Horz 12=-345(LC 6) Max Upliftl2= 1267(LC 8), 7= 507(LC 8) Max Grav 1 2=1 466(LC 1), 7=913(LC 14) PLATES GRIP MT20 244/190 Weight: 139lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-11 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=-800/702, 3-4=-482/65, 4-5=-394/93, 5-6=-954/461, 6-7=-1330/540 BOT CHORD 2-12= 546/849, 11-12= 558/849, 11-19=0/557, 10-19=0/557, 10-20=0/557, 9-20=0/557, 7-9= 482/1591 WEBS 3-12= 1346/1132, 3-11=-596/900, 5-11=-497/485, 5-9= 323/689, 6-9=-468/440 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6ft; Cat. 11 Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed ; 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, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1267 lb uplift at joint 12 and 507 lb uplift at joint 7. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. m I� a 00 IN 11 VF °°♦ %%% 0 00 N 68182 r � r �X a � �•: T F O vWO FL Cert. 6634 April 10,2015 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII.7473 rev. 0211WO15 BEFORE USE. Design valid for use only with M1rek 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/TPI I 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. Tampa, FL 33610 Job Truss Truss Type City Ply Emmons Res T6984437 72558 VA VALLEY 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:44 2015 Page 1 I D:sG9616SkuZZcDGXdi IChnCyZVa9-S9_LnzBJ5LjjlLO8EpDWQOT8Qgl wKXdsvnaefwzSB_z 3-0.0 6-0-0 3-0-0 3-0-0 scale = 1:15.0 4x4 = 3x4 �- 2x3 11 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=99/6-0-0, 3=99/6-0-0, 4=175/6-0-0 Max Horz 1= 79(LC 6) Max Upliftl=-78(LC 8), 3=-78(LC 8), 4=-65(LC 8) Max Gravl=99(LC 1), 3=106(LC 14), 4=175(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 1, 78 lb uplift at joint 3 and 65 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i N 68182op O T OF �� #### .•.t` - `O Q.•e `e� 0'�SSE�G �' o�e�nln►���� FL Cert. 6634 April 10,2015 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211r.2015 BEFORE USE. ■■ Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, end 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 responsibllilty, 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. Tampa, FL 33610 Jo Truss Truss Type Qty Ply IEmmons Res T6984438 72558 VB VALLEY 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.62U s Mar 27 2015 MI I eK Inaustrles, Inc. Fr1 Apr 1 U U5:59A4 ZU15 Vage l I D:sG9616SkuZZcDGXdilChnCyZVa9-S9_LnzBJ5LjiIL08EpDW QOTAigl OKX?svnaef WzSB_z 1 fi-0 3-0-0 1.6-0 1-6-0 3x6 = Scale = 1:7.8 2 3x4 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.08 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/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=75/3-0-0, 3=75/3-0-0 Max Horz 1= 32(1_C 6) Max Upliftl= 45(LC 8), 3— 45(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=22ft; B=60fh L=50fh eave=6ft; Cat. 11; Exp C; Encl., GCpl=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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1 and 45 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 April 10,2015 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612015 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. Appllcabillry 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 p p�ir��• � V� erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteila, 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. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984439 72558 VD1 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.b2U a mar 21 ZU1 S MI I eK Inausines, Inc. en Apr l U Utl:bU:4b aui b Page 1 I D:SG96l6SkUZZCDGXdil ChnCyZVa9-wMYk?JCxseraMVbKoW klzE?JuEN_3z5?8QJBByzSBy i -1-0-0 2-9-0 5.6-2 i 6&-0 i 2-9-0 8.Oo 12 3x4 II 4x4 = 2X3 11 63x4 11 Scale=1:39.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(rL) -0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP M 30 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=162/5-6-0, 6=162/5-6-0, 7=184/5-6-0 Max Horz 8=117(LC 7) Max Uplift8=-244(LC 8), 6=-244(LC 8) Max Grav8=187(LC 14), 6=187(LC 13), 7=266(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-143/252, 4-6=-143/252 Structural wood sheathing directly applied or 5-6-0 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22fh B=60ft; L=50fh eave=2ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244 lb uplift at joint 8 and 244 Ito uplift at joint 6. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ��♦♦ , . ... G E N 68182 ��•. T OF r i '''',SS aNA`�ca,♦ 111111111 FL Cert. 6634 April 10,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. Design valid for use oNy with Mfrek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �� Applicablilty 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 stab0lty 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 ANSIITP11 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. Tampa, FL 33610 Job Truss Truss Type Oty Ply Emmons Res T6984440 72558 VD2 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 21 2u15 MI I eK industries, Inc. Fri Apr l u u6:b9:4b zulb Page 1 I D:sG9616SkuZZcDGXdiIChnCyZVa9-wMYk?JCxseraMVbKoW kizE?KVENY3_S?8QJBByzSB.y 1-0-0 2-9-0 56-0 1-0-0 2-9-0 2-9-0 4x4 = 6 3x4 11 3x4 11 2x3 11 Scale=1:32.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 5 n/r 120 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 36 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 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. (lb/size) 8=163/5-6-0, 6=163/5-6-0, 7=183/5-6-0 Max Harz 8=-1 17(LC 6) Max Uplift8=-242(LC 8), 6=-242(LC 8) Max Grav8=165(LC 17), 6=165(LC 18), 7=183(LC 1) 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft; L=50ft eave=2ft Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrl-Pi 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at joint 8 and 242 lb uplift at joint 6. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %�0`�QU I N00 i N 68182 :�0•.• T OF � ,i,'�SS ➢.►inns` FL Cert. 6634 April 10,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02r1612015 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. � Appiicability 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 fabicoflon, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pry Emmons Res T6984441 72558 VD3 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.620 s Mar 27 2015 MiTek Industries, Inc. Fri Apr 10 08:59:46 2015 Page 1 1 D:sG9616SkuZZcDGXdilChnCyZVa9-OY66CfCadyzQ_fAXMEG_VRYUeekCoRz9N43ljOzSB_x -1-0-0 2-9-0 5-6-0 6-6-0 1.0-0 2-9-0 2-9-0 1-0-0 Scale=1:26.2 4x4 = 6 3x4 I i 2x3 11 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.06 Vert(TL) -0.00 5 n/r 120 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix) Weight: 32lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP M 30 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=165/5-6-0, 6=165/5-6-0, 7=179/5-6-0 Max Horz 6=-117(LC 6) Max Uplift8=-237(LC 8), 6=-237(LC 8) Max Grav8=166(LC 17), 6=166(LC 18), 7=179(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-6-0 oc puffins, 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft L=50ft; eave=2ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 8 and 237 lb uplift at joint 6. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C�o IN 41 OP: • • <<C` i� N 68182 �'.• T O F � o FL Cert. 6634 April 10,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. ■� Design valid for use only with Mflek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.®� lei' 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 1 V! fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 3 1 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984442 72558 VD4 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.62u s Mar 21 25 M1 I ek industries, Inc. Fri Apr i u u6:bu:ab zui b rage i I D:sG9616SkuZZcDGXdilChnCyZVa9-OY66CfCadyzQ_fAXMEG_VRYUeekW oR79N43ljOzSB_x 2-9-0 5-6-0 6-6-0 1-0-0 2-9-0 2-9-0 1-0-0 Scale = 1:20.1 4x4 = 8 7 6 3x4 11 2x311 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP M 30 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=170/5-6-0, 6=170/5-6-0, 7=169/5-6-0 Max Horz8=-117(LC 6) Max UpliftB=-219(LC 8), 6=-219(LC 8) Max Grav8=170(LC 17), 6=170(LC 18), 7=169(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-6-0 oc pudins, 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=60ft L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 8 and 219 lb uplift at joint 6: 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :�� ,� •�\GENS4 • �i� 0 N 68182 13 �•' T OF :•44/ O <V ��®'�sS• O N A` ��� e� +�r�'nee�meo FL Cert. 6634 April 10,2015 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. 0211WO15 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 responsibfllity of the M'Tek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312- Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Emmons Res T6984443 72558 VGE GABLE 2 1 Job Reference 'optional) chambers r russ, rOn Fierce, FL •r - a� ID:sGg616SkuZZcDGXdiIChnCyZVa9-skgUQ?DCOG5HcpljvxnD2f5ek22?XtglckolGrzSB w -1-0-0 2-9.0 5-6-0 6-6-0 i 1-0-0 2-90 2-9-0 1-0-0 4x4 = 8.00 12 Scale = 1:45.7 3x4 = 2x3 11 3x4 = 5 6-0 5-6-0 Plate Offsets (X Y)-- 16•Edge 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.00 5 n/r 120 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 6 n1a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 45lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 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. (lb/size) 8=162/5-6-0, 6=162/5-6-0, 7=185/5-6-0 Max Horz 8= 117(LC 6) Max Uplift8=-246(LC 8), 6= 246(LC 8) Max Grav8=203(LC 14), 6=203(LC 13), 7=268(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-143/253, 4-6=-143/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=60ft; L=50ft; eave=2ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ,`°°°I1111111101' Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ! Q� N V� I�� 4) Gable requires continuous bottom chord bearing. `tee OP. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). G E•N S pis 6) Gable studs spaced at 6-0-0 oc. �* , •••�'\ �•• o 7) 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, with BCDL = IO.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 246 lb uplift at joint 8 and 246 Ib uplift at joint 6. '9 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -(- Q F (V w i 0 ram, . ,t� , 0 ~�: • \�,�� % o►Ilnite°1° FL Cert. 6634 April 10,2015 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 0211612015 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. �n 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 responslbuilty 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insiltufe, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1hd' 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 *MIN Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPI1: 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) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mil-7473 rev. 02/16/2015 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/TIII 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 190/6 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 consideratian 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 verfically 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.