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HomeMy WebLinkAboutTrussA =LIFE SAFETY WARNING mbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. SPACING NOTE All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp or less o pan 1 '� Scare der Bar 60 degrees or less \\ E 112 span C:--pPproz 213 to Tag Tina approx. Tag line 1/2 of Span. REFER TO BCSI REFER TO BCSI Truss must be set this way if crane is used Truss must be set this way if crane is used. Truss is an example, your truss may not match: Truss is an example, your truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses arel installed. A AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handles 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 (-^n4rnn4nr ZTS WARNING ! The size of these trusses makes itInecessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. SEAT PLATES BY CHAMBERS TRUSS Hatch Legend I BRIG WALL @ 9' 1 BRIG WALLLLLLLLL @ 8 J A Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers !! IMPORTANT NOTE IT IS THE RESPONSIBILITY OF THE PERSON SIGNING THIS LAYOUT TO FIELD VERIFY THAT THE ROOF PITCH, HEEL CONDITIONS, OVERHANGS, TRUSS SPANS, AND OTHER CONDITIONS SHOWN IN THIS LAYOUT MATCH THE EXISTING STRUCTURE. TRUSSES WILL BE BUILT PER THE LAYOUT ONLY. 12 4 r 12 3-15\ — - \- _ 3-15 *ALL BEAMS BY OTHERS. *ALL CRICKET FRAMING BY BUILDER. *2-STAGE 2X4 WALL BEARING @ 9' REQUIRED BY TRUSSES AS SHOWN ON THIS LAYOUT. FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED he undersigned acknowledges and agrees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority fol etermining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the ndersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. her 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of 'BCSI" summary sheet by TPI & WTCk 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has IS sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will e responsible for dump delivery only. The buyer is responsible for additional delivery expenses 'd Chambers Truss has i redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is .sponsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour :e for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. voice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of alivery 0 buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss !asonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be ided for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees lyment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the ldersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the cipient. 10. In the Event of any litigation concerning this agreement, the items furnished hereunder or payments referred toy vein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities For Dnstruction Using Metal Plate Connected Wood Trusses ANSI/rPI/WTCA 4 - 2002'"' 12. Warranty is per Chambers Truss Warranty attached. A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing arerequired and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other ® concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS ® USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC uu can ee Avenuem Fort Pierce, Florida 34982-6423 800-551-5932 Fort Pierce 772-465-2012 Fax 772.465-8711 Vero Beach 772-569-2012 Stuart 772-286.3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM L� 1 — Cl) Z LOADINGIDESIGN CRITERIA REDUCIBLE PER CODE SUCH AS SBC 1604.6.1 DESIGN CRITERIA County Saint Lucie County Building Department Saint Lucie County Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directfonal)/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 7 4.2 0 Bottom Chord Live '10-Non Concourent 0 Bottom Chord Dead 10 3 0 Total Load 47 7.2 0 Duration Factor 1.25 0 Wind Speed 170mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 15, Building Type Enclosed Building Category If: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017- R.D.L.=Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 75690 SCALE: 1/4" = V-0" 43 total trusses, 17 unique designs Designer: BLW Reviewed by: Date: 12/17/18 FOR Stephen Maxwell DESCRIPTION: 7503 GEORGES RD Page 1 of 1 CUSTOMER INITIALS EACH PAGE 75690 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: 75690 - 7503 GEORGES RD Site Information: Customer Info: STEPHEN MAXWELL Lot/Block: Address: 7503 GEORGES City: ST LUCIE COUNTY Project Name: 7503 GEORGES Model: Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017fTP12014 Design Program: MiTek 20120 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 17 individual, 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date 1 IT158347071A 1 12/17/18 2 T15834708 Al 12/17/18 3 T15834709 J A2 1 12/17/18 1 4 1 T15834710 A3 12/17/18 5 T15834711 B 12/17/18 6 T15834712 1 E 12/17/18 7 1 T15834713 1 E1 12/17/18 18 IT15834714 GEE 12/17/18 19 1 T15834715 MV2 12/17/18 1 10 I T15834716 MV4 1 12/17/18 Ill I T1 5834717 1 MV6 1 12/17/181 112 I T15834718 I MVB 1 12/17/18 1 T15834719 1 MV10 1 12/17/18 1 113 14 �T158347201MVA 112/17/181 15 1 T1 58347211 MVB 12/17/18 16 T15834722 1 MVC 1 12/17/181 17 � T158347231 SGE 1 12/17/181 FILE COPY The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports,dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs Into the overall building design per ANSI/TPI 1, Chapter 2. 9380 STAT OF p,`S'S,�NA; Thomas A Albert PE No.39380 Mrrek USA, Inc. Fl. Cart M 6904 Parke East Blvd. Tampa Ft. 33610 Date: December 17,2019 Albani, Thomas 1 of 1 Job Truss Thus Type Cry. Ply 7503 GEORGES RD T75834707 75690 A COMMON 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.220 s Nov 16 2018 MiTek Industries. Inc. Mon Dec 1711:19:24 2018 4.00 12 4x6 = Scale = 1:50.4 3x5 = 3x4 = 3x6 = 3x4 = 6x8 = 3x4 = 10.1-2 184-04 25.11-0 26.0 28-3-0 10-1-2 8-0-12 7-9.2 0-4-0 2-0-0 Plate Offsets(X,Y)-- [2:0-1-2,Edge] [3:0.3-OEdge] [11:0-3-80-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.39 Vert(LL) -0.19 14-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.4214-17 >739 240 BCLL 0.0 ' Rep Stress their YES WB 0.61 Horz(CT) 0.06 11 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.17 14-17 >999 240 Weight: 1281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc puffins. 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 6-11 REACTIONS. (Ib/size) 2=1027/0-8-0, 11=1230/0-8-0 Max Horz 2=144(LC 11) Max Uplift 2=-711(LC 12), l l=-852(LC 12) FORCES. (I e) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-2187/1523, 4-5=-1855/1303, 5-6=-1547/1091, 6-8=-1022/338, 8-9- 1126/318 BOT CHORD 2-14=-1304/2047, 12-14=-709/1256, 11-12=-907/1460, 9-11=276/l 150 WEBS 4-14=-483/523, 5-14=AI2/692,.5-12=-89/314, 8-11=-225/316, 6-11=-1905/2037 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=151t; B=45ft; L=28ft; eave=4ft; Cat. 11; Exle C; Encl., GCpt=0.18; MW FRS (directional). and C-C Exterior(2) -1-6-9 to 1-5-7, Interior(l) 1-5-7 to 14-1-8, Extedor(2) 14-1-8 to 17-1-8, Interior(1) 17-1-8 to 29-9-9 zone; cantilever right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat 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 Ito uplift at joint(s) except Ut=lb) 2=711. 11=852. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 ,&WARNING -Verity design peremvlero enE BEAD NOTES ON THIS AND INCLUDED MBEKBEFERANCE PAGE 11111-7473rex. 10N1,2015 BEFORE USE. Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��- a truss system. Before use, the building designer must verify the appllcoblllty of design parameters and properly Incorporate this design Into the overall bulltlingdeslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPI7 Qualm yy CrlMdo, DSBA9 and BOSI Building Component 690a Parke East Bivtl. Safety Informatbrwvallable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty.- Ply 7513 GEORGES RD T75834708 75690 Al Common 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 1711:19:25 2018 4x5 = 4.00 12 Scale = 1:46.7 x3 II 3x4 = 3x6 = 3x4 = 6x8 = 3x5 = LOADING IPS1 TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.2-9 Rep Stress Inor YES Code FBC2017/TPI2014 CSI. TC 0.41 BC 0.56 W B 0.44 Matrix -MS DEFL. Ved(LL) Ved(CT) Horz(CT) Wind(LL) in (too) Vdefl L/d -0.20 11-14 >999 360 -0.4311-14 >720 240 0.06 8 n/a n/a 0.18 11-14 >999 240 PLATES GRIP MT20 244/190 Weight: 1201b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-5-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1How at micipt 6-8 REACTIONS. (lb/size) 2=1050/0-8-0, 8=961/0-7-4 Max Horz2=138(LC 11) Max Uplift 2=-734(LC 12), 8=-597(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-2255/1657; 4-5=1922/1416, 5-6=-1691/1285 BOT CHORD 2-11— 1534/2111, 9-11=-879/1325, 8-9=-1220/1649 WEBS 4-11=-484/524, 5-11=AO9/685, 5-9= 190/401, 6-9=-201/297, 6-8=-1830/1353 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.0psf; h=15ft; B=45N; L=26h; eave=4N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-6-9 to 1-5-7, Ir ior(1) 1-5-7 to 14-1-8, Exterior(2) 14-1-8 to 17-1-8, Interior(1) 17-1-8 to 26-0-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) ' This Imes has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=11c) 2=734, 8=597. 19 Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 QWARNING- Ver/fydeslgnparame(enand READ NOTES ON THIS AND INCLUDED M/TEKREFERANCEPAGEMIA747arev. 10N3101SBEFOBE USE u■�' Design valid for use only with MiTek®connectors, This design is based only upon parameters shown, and is for on individual bulleing component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of IndNltlual truss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrlcanon, storage, delivery, erection and bracing of trusses and truss mtemz seeANSVTNI Qui lryy Criteria. DSBd9 and BCSI Building Component Safety Tnfnmmtblxr cirrbie from Truss Plate Inataute, 218 N. Lou Street Suite 312, Nexantlrla, VA 22314. ■:L.Q�. MiTek' 6904 Page East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry. Ply 7503 GEORGES RD T75834709 75690 A2 Half Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 1711:19:26 2018 4.00 12 Scale=1:49.5 4xS 2.3 II 3x5 = 4 17 18 5 19 6 3x4 = 2.3 11 3x6 = 3x4 = 48 = 3x6 II B-4d2 15-11-12 22-1-0 28-2-4 8.4.7 2 7-y-0 6- 7 -4 6-0 -4 I Plate Offsets (X,Y)— 13:0-4-0,0-3-01, f4:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 VBrt(LL) -0.14 11-14 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.3011-14 >999 240 BOLL 0.0 ' Rep Stress [nor YES WB 0.65 Horz(CT) 0.06 7 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.2211-14 >999 240 Weight: 148 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 7=1035/0-7-4, 2=1123/0-8-0 Max Horz 2=371(LC 12) Max Uplift 7=-674(LC 12), 2= 750(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-2469/1733, 3-4=-1493/1116, 4-5=-953/785, 5-6=-953/785, 6-7=-981/877 BOT CHORD 2-11=-1921/2302, 9-11=-1921/2300, 8-9= 1151/1359 WEBS 3-11=0/346, 3-9= 1017/829; 4-9= 244/522,4-8=-540/486, 5-8=-381/438, 6-8=-1041/1264 Structural wood sheathing directly applied or 4-2-4 oc pudins, except end verticals. Rigid ceiling directly applied or 5-1-11 oc bracing. 1 Row at midpt 3-9, 6-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=4.2psf; BCDL=3.Opsf; hl5ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-9 to 1-5-7, Interior(l) 1-5-7 to 15-11-12, Exterior(2) 15-11-12 to 20-2-11, Intedor(1) 20-2-11 to 28-0-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 7=674, 2=750. Thomas A. Albans PE No.39380 Mil USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 AWARNING -Ved1y&sl9nparameressnistNOTES ONTHISANDINCLUDED MREKBEFERANCEPAGEMIFT4TJnot, le/012a15BEFONEUSE. Design valid for use only with MBek@ connectors, This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the bullding designer must verify the oppllcoblllly of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.. Addilional temporary and permanent bracing I1 MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of busses and truss systems, seeANSMIJ Cualryryyy Cmedu, DSB-89 and SCSI Building Component Safety Informatlonovollable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Tress Truss Type Oty Ply 7503 GEORGES RD T75834710 75690 A3 Common 6 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 6 d 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 1711:19:26 2018 ID:d8ChJSGx8hHKym7zCfrXAAyJLtO-1 KLCnH7GVfL2gosz5ngy76a2Y41 gzgKOcMMuE 4x6 = 4.00 12 Scale = 1:49.1 3x4 = 3x6 = 30 = 44 = 3x5 = )6 Plate Offsets (X Y)-- f2.0-0-14 Edae7 f3:0-3-0 Edgel 17:0-0-12 Edael LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.21 10-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.46 10-16 >732 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.23 8-13 >999 240 Weight: 117111 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 7=1041/0-7-4, 2=1129/0-8-0 Max Horz2=146(LC 11) Max Uplift 7=-646(LC 12), 2= 784(LC12) FORCES. (Ifie) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 24=-2499/1825, 4-5=-2166/1584, 5-6— 2166/1609, 6-7=-2499/1845 BOT CHORD 2-10=-1648/2343, 8-10=-999/1562, 7-8=-1645/2342 WEBS 5-8=407/681, 6-8=485/525, 5-10=400/680, 4-10=-484/525 BRACING - TOP CHORD Structural wood sheathing directly applied or4-2-15 oc plains. BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-.3.Ops1; h=15ft; 8=45ft; L=28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-9 to 1-5-7, Interior(1) 1-5-7 to 14-1-8, Extedor(2) 14-1-8 to 17-1-8, Interior(1) 17-1-8 to 28-24 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat 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 (jt=lb) 7=646, 2=784. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 QWARNING-Verdydesignperemete..dBEAD NOTES ON MIS AND INCLUDED MREKREFEBANCEPAGEMIF2473Iev. 10,0.9IImSBEFORE USE Design valid for use only with Mrek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verify the appllcabirry of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lndMdual flues web and/or chord members only. Additional temporary and permanent bracing hA MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of Pusses and Puss systems. WeANSUrPll CualX6yy Cri DSB49 and aCSI Building component 69N Parke East Blvd. Bath Inlonna6onwo0oble from buss Plata Mari218 N. Lee Street Suite 312, Mexontliio. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 7503 GEORGES RD T15834711 75690 B COMMON �Qlty 7 1 Job Reference (optional) urramoers I russ, Inc., ran rlerce, I-L o.eeu b rvuv I emo rvn I un inuuawea, n, w... tee,.., ........ eo,o it 4x4 = 4 3x4 = 3x8 = 3.6 11 3xB = Stale = 1:32.8 �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 FBC2017/TPI2014 CSI. TC 0.74 BC 0.42 W B 027 Matrix -MS DEFL. Ven(LL) Ven(CT) HDrz(CT) Wind(LL) in (lot) Well Ud -0.13 10-14 >999 360 -0.28 10-14 >628 240 0.01 9 n/a n/a 0.21 10-14 >854 240 PLATES GRIP MT20 244/190 Weight: 711b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPI REACTIONS. (lb/size) 2=609/0-8-0, 9=835/0-8-0 Max Horz 2= 90(LC 10) Max Uplift 2=-445(LC 12). 9— 611(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-948/632, 3-4=-692/467, 4-5=-655/413, 5-6=643/363, 6-7=-502/129 BOT CHORD 2-10=-472/879, 9-10=-163/528, 7-9=-163/528 WEBS 3-10=-351/400,4-10=-56/293,5-10=-297/180, 6-9=-661/896 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-6-9 to 1-5-7, Interior(1) 1-5-7 to 8-7-8, Extedor(2) 8-7-8 to 11-7-8, Interior(1) 11-7-8 to 18-9-9 zone; cantilever right exposed ;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=445, 9=611. Thomas A. Albanl PE No.39300 61Tek USA, Inc, FL Celt 8634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 Q WARNING - Ver/fytlesign paramefefaded READNOTES ON THISANDINCLUDED MmEx REFERANCEPAGEMIP74TS rev. feaYPONFEEFORE USE. Design valid for use only with MneM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the oppllcoblBly of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated is to prevent buckling of lndNltlual buss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Inury and property damage. For general guidance regarding Me MOW fabrication. storage, delivery, erection and bracing of busses and truss systems seeANSI/IP11 CuaT Criteria, DSB.69 and /CSI hull Component 69N Parke Eest BNd. Safety Infomratbravallable from Truss Plate Institute, 218 M Lee Sheet Suite 312, Alexandria. VA 22914. Tampa, FL 33610 Job Truss Truss Type Oty Ply 7503 GEORGES RD T75834712 7569D E COMMON 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 1711:19:28 2018 d1 Scale = 1:44.8 5x8 MT18HS = 3x8 = 3x4 = 3x6 = 3x4 = 3x8 = 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 FBC2017TFP12014 CSI. TC 0.77 BC 0.67 We 0.97 Matrix -MS DEFL. in Vert(LL) 0.51 Vert(CT) -0.29 Horz(CT) -0.07 (too) Vdefl L/d 9-15 >603 240 9-15 >999 240 6 n/a n/a PLATES MT20 MT18HS Weight: 107 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-10-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 4-9 REACTIONS. (lb/size) 6=949/0-3-8, 2=1037/0-8-0 Max Horz 2=133(LC 11) Max Uplift 6=-1149(LC 12), 2— 1287(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 g1s) or less except when shown. TOP CHORD 2-3=-2270/4184, 3-4=-2009/3971, 4-5=-1950/3871, 56=-2206/4046 BOT CHORD 2-9=-3920/2127, 7-9=-2499/1398, 6-7=-3748/2047 WEBS 4-7=-1372/610, 5-7=-386/470, 4-9=-1532/675, 3-9=-418/551 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=4h; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-6-9 to 1-5-7, Intedor(1) 1-5-7 to 13-0-8, Exterior(2) 13-0-8 to 16-0-8, Interior(l) 16-0-8 to 25-8-8 zone; porch left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 36-0 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=1b) 6=1149, 2=1287. ]n d Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 Q WARNING -Verify deslgnparsmetersend HEAD NOTES ON TN/SANDINCLUDED MREKNEFEFANCEPAGEM1474]3 rev. 1003,2015eEFOREUSE. Design valid for use only wim Mnek4Dconneciors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcablllN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNldual truss web and/or chord members only, Addhonal temporary and permanent bracing Is always required for stability and to prevent collapse with posslble personal injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII CualMByy Cmeda, DSB-59 and BCSI Buldhg Component Safety Infoanationavollabie from Truss Plate Institute, 218 N. Lee Street Sulte 312. Alexantltlo, VA 22314. p MiTek 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 7503 GEORGES RD T75834713 75690 E1 MONOPITCH 1 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 1711:19:29 2018 Page 1 ID:deCWSGxehHKym7zCfrXAAyJLtO-Sv1 KPJ29oajdhFaYmvDfkICZ715u/LcS IJbYrXy84HS -1-8-0 6-8-15 11-9-0 1 1-fi-0 I 6.8-15 5-0-1. 3x411 Scale =1:28.1 4.00 F12 3x4 �1 6 5 3.4 - jo 2.3 II I4 3x5 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL X 7 1 LOADS IMPOSED BY SUPPORTS (BEARINGS). Plate Offsets (X,Y)-- f2:0-01 LOADING (psf) SPACING- 2-" CSI. DEFL in (too) Well I PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.41 Vert(LL) 0.20 6-10 >698 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.10 6-10 >999 240 BCLL 0.0 ' Rep Stress Inert YES INS 0.47 Horz(CT) -0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 561b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. IIWsize) 2=518/0-8-0, 7=424/0-3-8 Max Hors 2=282(LC 12) Max Uplift 2=621(LC 12), 7=-550(1-C 12) FORCES. (Ile) - Max. CompJMax. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=-709/1323, 5-7=-424/938 BOT CHORD 2-6=-1439/64315-6_ 1439/643 WEBS 3-6=-673/266,3-5=-701/1569 Structural wood sheathing directly applied or 6-0.0 oc pudins, except end verticals: Rigid ceiling directly applied or 5-6-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vull70mph (3-second gust) Vascll 32mph; TCDL=4.2psf; BCDL=3.OpsF h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-9 to 1-5-7, Interior(1) 1-5-7 to 11-7-4 zone; porch left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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) Bearing at joint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to groin formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except (jt=lb) 2=621. 7=550. Thomas A. Albani PE No.39330 Mil USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 17,2018 O WARNING - VeUry✓e.USnpahvaahlsand READ NOTES ON TNISAND/NCLUDWMf/EKREFERANCEPAGEMIP74T3rev. 10,103VOISBEFORE USE. Design valid for use only with Mi connector fits design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated is to prevent bucdding of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stoically and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the labricallon storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 QualMy Criteria, DSI�Be and BCSI lulding Component 6904 Parke East Blvd. Safety Informational from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Truss Type - Cy, Ply 7503 GEORGES RD T15834714 75690 GEE COMMON SUPPORTED GAB 1 1 _ Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 17 11:19:30 2018 Page 1 6' d Scale = 1:46.9 44 = 3x4 = 27 26 25 24 23 22 21 20 19 1B 17 16 3x4 = 3x6 = n Ig Plate Oftsets(X,Y)— [2:0-2-0,Edoe] [14:0-0-00-1-6] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 15 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.02 15 n/r 90 BCLL 0.0 ' Rep Stress that YES W B 0.09 Horz(CT) 0.00 14 n/a WE BCDL 10.0 Code FBC2017/rP12014 Matrix-S 'Weight: 122111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 25-8-8. (Ib) - Max Hoe 2=132(LC 10) Max Uplift All uplift 100lb or less atjoint(s) 27, 18, 16 except 2=-226(LC 12), 22=-107(LC 12), 24=-107(LC 12), 25=-104(LC 12),26=-112(LC 12),20=-107(LC 12),19=-108(LC 12),17=-13O(LC 12),14=-282(LC 12) Max Gmv All reactions 250 Ito or less at joint(s) 2, 21, 22, 24, 25, 26, 27, 20, 19, 18, 17, 16, 14 FORCES. (Ib) -Max Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 6-7=-81/261, 7-8=-104/323, 8-9=-104/328, 9-10= 81/266 WEBS 7-22=-1161296. 9-20— 116/296 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 3=45111; L=26ft; eave=2(k Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-6-9 to 1-5-7, Exteror(2) 1-5-7 to 13-0-8, Comer(3) 13-0-8 to 16-0-8, Extedor(2) 16-0-8 to 27-7-9 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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 (none[ to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 Co. 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 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 27, 18, 16 except (jt=lb) 2=226, 22=107, 24=107, 25=104, 26=112, 20=107, 19=108, 17=130, 14=282. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. Thomas A. Albanl PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 17,2018 ,&WARNING-Ver/rydesfgn pmarmlere end READ NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEMLL747a rev. 10111,201SSEFOREUSE. Deslgn valid for use only with MBeIO connecfors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Adtlltlonal temporary and permanent bracing Is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabricatlon, storage, dervery, erection and bracing of nurses and truss systems, seeANSUIPl1 CuollBryy Cdbda, DSB-69 and SCSI BuIldNB Component Safety Informatbrdwailable from Truss Plate Institute. 218 N, Lee Street Suite 312, Almantltla. VA 22374. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty, Ply 7503 GEORGEB RD T75834715 75690 MV2 Valley 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 1711:19:31 2018 Page 1 ID:dBCRISGxehHKym?zCfrXAAyJL10-OH85q?3PKBzKx2kwIKG7gA1795sVe?OIId4fwQy84H0 240 2-0-0 4.00 FIT 3x4 5 Scale =1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Ven(LL) Na - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Veh(CT) n/a - rda 999 BCLL 0.0 ' Rep Stress that YES We 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-P Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=41/2-M,2=30/2-0-0,3=11/2-0-0 Max Hoe 1=22(LC 12) Max Uplift 1=-22(LC 12), 2=-32(LC 12) Max Grav 1=41(LC 1), 2=30(LC 1), 3=22(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and fames & MWFRS for reactions shown; 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 pat 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 ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 2. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 AWARNING -Vadllydes/SeparemetamandREADRates ONMISANDINCLUUEDMITENREFERANCEPAGEMl1-74nmix laNa2a15aEFOREUSE Deslgn volld for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding deslgner must verify the appllcoblllty, of ❑eslgn parameters and properly Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only. Additional temporary and permanent bracing, Is always required for stability and to prevent collapse with poselble personal lnlury and property damage. For general guldonce regarding the fobrlcaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Ouam Classic, DSB49 and SCSI BulohO Component Safely Informatbrnvallable from Truss Plate Institute, 216 N. Lee Sheet, Suite 312. Alexandria. VA 21114. MiTek• 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 7503 GEORGES AD T75834716 75690 MV4 Valley 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 1711:19:32 2018 Page 1 ID:d6ChJSGxBhHKym?zCfrXAAyJLIO-sUiT1 K414V5BYJ7R1nMMNg4PVA0NSeu_HpCSsy84HP 4-0-0 4-0-0 Scale =1:9.4 3x4 I 30 II LOADING (psf) SPACING- 2-0-0 CSL DEFL in (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a - Wit 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-P Weight: 12 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=109/4-0-0, 3=109/4-0-0 Max Horz 1=60(LC 12) Max Uplift 1=-58(LC 12), 3=-78(LC 12) FORCES. (Ib) - Mai. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; 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 pat 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-M 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. Thomas A.Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 ,&WARNING- Ver/Iydes11n11MMefcv and HEAD NOTES ON TN/SANDtNCLUDEDM? KAEFENANCEPAGEMIP74".re.. I&B110150EFORE USE. Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and I5 for an Individual building component, not a truss system. Before use, the building designer must verify the applicability, of deslgn parameters and property Incorporate this design Into the overall building deslgn. Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always requlred for stablllfy and to prevent collapse wlih possible personal Injury and property damage. For general guldonce regarding the fabi1cotion, storage, delivery, ereceon and bracing of trusses and truss systems seeANS1/IPIt CualkSyy CrloM, DSB419 and BCSI Buldhp Component Satoh Inforstatbrkwollabie from Truss Plate Institute. 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. MeW 6904 Parke East Blvd. Tempe, FL 33610 Job Truss - Truss Type Oty Ply 7503 GEORGES RD , T15834717 75690 MV6 Valley 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 Mzzu ln S"OVID Lu to ml l en ousmC es, IOC. mon vac v rre:JJ zuro r.ge r ID:dBChJSGx8hHKym?zCfrXAAyJLtO-KgO rFg5frpD2AtuJ?I lbvbNGavDD6vu2Dx2m_ly84HO LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 n/a The BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=183/6-0-0, 3=183/6-0-0 Max Horz 1=100(LC 12) Max Uplift 1=-98(LC 12). 3=-131(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-152/301 Scale - 1:13.8 3x4 11 2 3 3x4 II PLATES GRIP MT20 244/190 Weight: 19 At FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 do bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; B=45ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.1 e; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 5-10-4 zone;C-C for members and forces & MW FRS for reactions shown; 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 Ib uplift at joint(s) 1 except Qt=lb) 3=131. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,201 S ,&WARNING -Verify design panamefens and READ NOTES ON TNIS AND INCLUDED NREKREFERANCE PAGE MIF7475rev. 10112015 BEFORE USE. Design valid for use only wph Mnek® connectors. fits tleslgn Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building all must verity the oppllcoar y of tleslgn parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of husses and huss systems, seeANSI/IPII QualiItyry Cr9oda, DSB-69 and BCSI Building Component 6904 Parke East Blvd, Safety Infermationavallable from Truss Plate Institute, 218 N. Lee Street, Sulfe 312, Alexontlrio, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply 7503 GEORGES RD - T15834718 75690 MV8 Valley 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.220 a Nov 16 2018 MiTek Industries, Inc. Mon UBc 17 11:19:33 2U18 rage 1 ID:dBCI JSGxBhHKym?zCfr%AAyJL10-KgGrFg5frpD2AtuJ?IlbvbNF1vV_6uv2DxZm_Iy84HO 3.4 II 5 4 3x4 2x3 II 3.4 II Scale=1:16.9 LOADING last) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WS 0.13 Horz(CT) 0.00 n/a WIG BCDL 10.0 Code FBC20177TP12014 Matrix-P Weight: 27111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP NOS REACTIONS. (lb/size) 1=77/8-0-0, 4=113/8-0-0, 5=325/8-0-0 Max Horz 1=140(LC 12) Max Uplift 1=-9(LC 12). 4— 81(LC 12), 5= 232(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-253/428 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph-(3-second gust) Vasd=132mph; TCDL=4.2psC BCDL=3.Opsf; h=151t; B=45f ; L=24M; eave=4ft, Cat. II; Exp C; Encl., GCp1=0.18: MW FRS (directional) and C-C Extedor(2) 0-10-13 to 4-0-0, Intedor(1) 4-0-0 to 7-10-4 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 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 1001b uplift at joint(s) 1, 4 except Ut=lb) 5=232. Thomas A Albanl PE No.39380 MTek USA, Inc, FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Dale: December 17,2018 OWARNING-Vedtydeslgnparamatersand READ NDTES ON THIS AND INCLUDEDMREKREFERANCEPAGEM67473rev. IMM015 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, not ��- a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate thb ❑eslgn Info the overall building design. Bracing Indicated is to prevent buckling of lndMlduol truss web and/or chord members only, Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage, For general gukdcnce regarding the fabrication, storage, delivery. erection and bracing of trusses and how systems. weAN51APi1 Quality Criteria. DS049 said 1101 Buldhrp Compon�nf 69N Parke East Blvd. Sabfy Informalbmvollable from Truss Rote Institute, 218 N. Lee Sheet. Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oly Ply 7503 GEORGES RD - T15834719 75690 MV10 Valley 2 1 Job Reference (optional) Uhambers Imss, Inc., Von Pierce, FL 0.'"U 8 NOV l b ZU1 tl M11 eK In0U5me5, Inc. Man Use 1111:1 e:J1 ZU 10 rage 1 ID:dBChJSGxBhHKym?zCIrXAAyJLtO.OHB5q?3PKBzKxZkwtKG7gAltA5npezLild4twQyB4H0 Scale=1:20.2 3.4 II 3 5 4 3x4 2x3 II 3x4 II LOADING (psq SPACING- 2-M CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) rJa - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) I - 1 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.13 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 35111 FT 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib(size) 1=115/10-M, 4=148/10-0-0, 5=399/10-M Max Hom 1=181(LC 12) Max Uplift 1=-22(LC 12), 4— 106(LC 12), 5=-285(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-293/442 Structural wood sheathing directly applied or 6-0-0 oc Puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsh h=151t; B=45fU L=2411; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 9-10-4 zone;C-C for members and forces & MW FRS for reactions shown; 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 pat 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-M 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 100111 uplift at joint(s) 1 except (jt=lb) 4=106, 5=285. Thomas A. Albani PE No.3938D MTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 Q WARNING - Vadly, tleslgn pammeferaend BEAD NOTES ON MIS AND INCLUDED MMEK REFEHANCE PAGE MIP74M rev, INaa40IS BEFORE USE. Design Valid for use only with MTek6connectors. This design Is based only upon parameters shown; and Is for an Individual building component, not a huss system, Before use, the building designer must verify the applicability, of design parameters and propedy Incorporate this design Into the overall building design. Bracing lndlcoted is to prevent buckling of Individual hum web and/or Chord members only, Aatlltlonol temporary and permanent bracing MOW Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For genercl guldonce regarding the fobricatlon, storage, dellvery, erection and bracing of trusses and huss systems. seeAN971P1i CuolMSyy Callao, DS049 and SCSI Building Component BON Parke East Blvd. en Safety Infoofionovallobie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexantltla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 7503 GEORGES RD ' T75834720 75690 MVA Valley 1 1 Job Reference (optional) snarl I rasa, Inc., 1-011 Pierce, PL 3x U.4 ua Nov I b zuItl MI I eK Inallsmes, Inc. Man use 1111:1 B:J42U1 B Pagel ID:dBChISGx8hHKym7zCfrXAAyJLtO-osgDSOGHc6LvoOTVZSpgRowLoJlnrKpBRhIJ W 1y84HN A Scale=1:26.1 6 5 43x4 II 3x4 = 2x3 11 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (lac) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) Was PIG 999 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(GT) -0.00 4 n/a PIG BCDL 10.0 Code FBC2017/TPI2014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4SPNo.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=146/10-1-8,4=146/10-1-8,5=435/10-1-8 Max Horz 6=198(LC 12) Max Uplift 4=-99(LC 12), 5=364(LC 12) FORCES. (lb) - Max. Comp./Mal. Ten. -All tomes 250 (lb) or less except when shown. WEBS 2-5=-336/504 PLATES GRIP MT20 2441190 Weight: 421b FT=20% Structural wood sheathing directly applied or 6-0-0 cc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24f; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-11-12 zone;C-C for members and forces & MWFRS for reactions shown; 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 pat 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 1DO Ib uplift at joint(s) 4 except Ot=lb) 5=364. Thomas A Albani PE No.39360 61Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 Q WARNING -Vedfy daslgnparameters and READ NOTES ON THIS AND INCLUDED MITEKNEFEHANCE PAGE MIP74M V. iNai2015 BEFORE USE. Design valid for use only with MBekg connectors, This design Is based only upon parameters shown, and Is for an Ill building component, not a truss system. Before use, the building designer must verify the opplicablIty of daslgn parameters and properly Incorporate this design Into the overall bulltling daslgn. Bracing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 QuatMMyy CMada, DSO-09 and BCSI Budding Component Safety Infolmotioncyollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexontlrlo. VA 22314. MOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 7503 GEORGES RD T75834721 75690 MVB Valley 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.220 a Nov 16 2018 MiTek Industries, Inc. Mon Dec 17 11:19:35 2018 Page 1 ID:d8ChJ5GxehHKym7zCfrXAAyJLtO-G30cfMGvNOUmPA2i6AK3 OSX5i6pam5LgF2t3By84HM 3.4 It 2.3 II 3x4 11 B 5 3x4 11 Scale=1:23.4 Plate Oflsets(XY)— (1:0-1-120-1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(L-) n/a - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 5 n/a I BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4SPNo.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 ED No.3 SLIDER Left 2x4 SIP No.3 2-7-3 REACTIONS. (Itclaze) 1=152/10-1-8, 5=146/10-1-8, 6=441/10-1-8 Max Hom 1=221(LC 12) Max Uplift 1=-26(LC 12), 5=-102(LC 12). 6=-332(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown. WEBS 3-61 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) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=15R; B=45ft; L=24tt; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-11-12 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 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 except 01=1b) 5=102, 6=332. Thomas A Albani PE No.39380 MiTek USA, Inc, FL Ced 6634 6604 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 Q WARNING - per/ry deslgn pka..Nrsead READ NOTES ON TN/SAND INCLUDED UntsKREFERANCE PAGEMIF7473 nv. la=015aEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicablllry, of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated is to prevent buckling of lndMtlual truss web and/or chord members only. Addl}tonal temporary and permanent bracing Is always required for stability and to prevent collapse wlth possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seemSVTPII Qualify Cmlrl o la, DS549 and BCSI Building CapaMnt SaeNy, mformatlorrnallable from Truss Plate Institute. 218 N. Lea Street, Suite 312, Alexantlrlo, VA 22y14. MiTek- 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oily Ply 7503 GEORGES RD T75834722 75690 MVC Valley 1 1 Job Reference (optional) smamoers i was, Inc., ran rierce, rL a.ZZU s Nov Ta ZD1a Mnex mauslues, mc. Mon Uec If ll:1B:3b Zola Pagel ID:deCfelSGx8hHKym7zCfrXAAyJLtO-G30cfM6vNOUmPA216AK3_OSXOj6Vam5LgF2t3By84HM 11.1-12 11-1-12 3.4 11 Scale = 1:23.4 3 30 � 5 43x4 It LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.70 vert(LL) Na - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Hom(CT) -0.00 4 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-S 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. (IWsize) 1=158/11-1-12,4=158/11-1-12,5=486/11-1-12 Max Horz 1=221(LC 12) Max Uplift 1=-39(LC 12), 4=-113(LC 12), 5=-348(LC 12) FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-349/492 PLATES GRIP MT20 244/190 Weight: 41111 FT=20% Structural wood sheathing directly applied or 6-0-0 oc putting, except end vedicals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.OpsC h=15ft; B=45ft; L=24ft; eave=4tt; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 11-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 2) Gable requires continuous bottom chord beadng. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 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 1001b uplift at joint(s) 1 except (jt=lb) 4=113, 5=348. Thomas A Albani PE No.39380 INTO USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 O WARNING - Verity deergn peremefersand READ NOTES ON THISAND INCLUDED MWEIKREFERANCEPAGEMIF7473 rev. la=D1SBEFONE USE. Design valid for use only with Mi connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing lndcaled is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing b always required for stability and to prevent collopse with posabie personal Injury antl property damage. For general guidance regarding the fobrlcoHon. storage, delivery, erection and bracing of trusses and truss systems. seemiSVIPtI Qua1D111yy Cmeda, V3549 and SCSI Building Component Safety lnformallonavaaabie from True Nate Institute. 218 N. Lee street, Suite 312, Nexanddo, VA 22314. WOW 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type - OtY Ply 7503 GEORGES RD T75834723 75690 SGE COMMON STRUCTURAL GA 7 1 Job Reference (options) Chambers Truss, Inc., Fort Pierce, FL 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 17 11:19:37 2018 Scale = 1:50.4 3x4 11 4x5 = 4.00 12 18 17 16 Vi5 14 54 = 3x4 = 5x6 = 3x4 = 3x4 = 3x4 = 3x4 I 10.1-2 11-4.8 18-1-14 25-11-0 4q 3-0 28-3-0 10-1-2 1-3-6 6.9-6 7-9-2 040 2A-0 Plate Offsets (X,Y)-- r5:0-0-10,0-1-81, [12:0-1-8,0-1-81, rl3:0-3-0,0-3-01 rl5:0-2-0 0-0-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) -0.05 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.1111-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 HoR(CT) 0.01 11 n/a I BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.03 12 >999 240 Weight: 162 lb 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 M 30 BOT CHORD Rigid ceiling directly applied or 6-M Do bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-8-0 except ft=length) 11=0-8-0, 14=0-3-8. (Ib) - Max Ho¢ 2=144(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 17,18 except 2=-278(LC 12), 15=-698(LC 12), 11=-590(LC 12) Max Gmv All reactions 250 lb or less atjoint(s) 16, 17, 16, 14 except 2=294(LC 21), 15=846(LC 1), 11=795(LC 1), 2=258(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 4-5=-203/397, 5-6=-527/378, 6-8=-1067/379, 8-9=-11641353 BOT CHORD 11-12=-308/586, 9-11=-312/1190 WEBS 4-15=-451/524, 5-15=-777/624, 5-12=-1851414, 6-12=-253/298, 8-11=198/297, 6-11=-1001/1420 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3Apsf; h=1Sit; B=45R; L=28ff; eaveI Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-6-9 to 1-5-7, Interior(1) 1-5-7 to 14-1-8, Exterior(2) 14-1-8 to 17-1-8, Intedor(1) 17-1-8 to 29-9-9 zone; cantilever right exposed ;C-C for members and tomes & MW FRS for reactions shown; 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) All plates are 2x3 W20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 Ga. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 17, 18 except 61=1b) 2=278, 15=698, 11=590, 2=278. Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Ced 0634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 Q WARNING -Verlydssign pemmeMnend READ NOTES ON TNISANO/NCLUDED MmEKREFERANCEPAGEUX7473 rev, la'OaG015aEFORE USE. Ceslgn volld for use only with MI1ek0connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system, Before use, the. building designer must verly the appllcablley of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lntlMtlual truss web and/or chord members only. Addltlonal temporary and permanent bracing MiTek* 4 always required for stablllN and to prevent collapse with possible personal Injury and propertydamage. For general guldonce regalthe fobdmtlon, storage, delivery, erection and bracing of trusses and how SWems, saeANSUryII Quality Cmeflo, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety mfolmafbnavalroble from Truss Plate Institute. 218 N. Lee Street. Suite 312, Wexandria. VA 22314, Tampa, FL. 33610 Symbols PLATE LOCATION AND ORIENTATION 13 74 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. iAI For 4 x 2 orientation, locate plates 0-'he' from outside edge of truss. This symbol indicates the _ required direction of slots In connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is The plate width measured perpendicular 4 x 4 To slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in The bracing section of the output. Use T or I bracing if Indicated. 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: ANSI/TPII: 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. Numbering System I 6-4-8 I dimensions shown Inftsixteenths t scale) III (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTFIED BY END JOINT NUMBERSAETrERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1 311, ESR-1 352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI[TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITekO All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes 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. Cutmembers 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 AN51/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria.