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HomeMy WebLinkAboutTrussJ! =LIFE SAFETY WARNING This symbol 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 Lz 1 .1 DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Span or less 30' to 60' Span '0 Spreader Bar y' 60 degrees or less Tag line -- 12 span Tag line APprox 2/3 to approx. 12 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 � are installed. Z.!\ I AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not C 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. i� The size of these trusses makes it necessary 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 \ \ VAULTED CEILING M8'-l" BEARING J All REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRIED CARRYING HANGER ID FASTENER FOR FASTENER FOR TRUSS TRUSS CARRIED TRUSS CARRYING TRUSS *Please refer to Standard Engineering package for general instruction on installing hangers 10d=0.148" x 3" 16d=0.162" x 3 1/2" Do not stand on trusses until the are braced per BCSI & properly nailed to straps n H Y p p p y ap and hangers .. HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED - The undersigned acknowledges and agrees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for determining successful fabrication of the trusses. u, coRNDER Jgcxs cYi. 2. All dimensions in this layout have been verged by the undersigned. ARE NOT BEVELED, SEE STANDARD w 3. Unless written notice is provided by certified mail to Chambers Trusswithin ten (10) days of delivery the undersigned agrees that no backcharges will be allowed. In the event ENGINEERING.. o z I such written notice is furnished Chambers Truss shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. N o 0 After 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of "BCSI" summary sheet by'TPI & WTCA - 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery, Chambers Truss has the sole authority to determine the suitability of the job site or a portion of the job for delivery, site Chambers Truss will be responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has'. to redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is ,ter responsible to Chambers Truss for towing costs due to site conditions. Z - 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour fee 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.. Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of CORNER CORNER JACKS JACKS delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss!. reasonable attorne s fee for collections in event of payment not time) made. 1-112 Y P Y Y per month service charge will be ONLY 24^ i^ 1.1r1 added for all sums not paid within terms. ' 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. CORNER DETAIL 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the'. undersigned agrees to pay such indebtedness including attorney's fees, if default in payment for material be made by the. OVERHANGS NOT SHOWN FOR CLARITY recipient. 10. In the event of any litigation concerning this agreement, the items furnished hereunder on payments referred to: herein, 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. Construction Using Metal Plate Connected Wood Trusses ANSI/TPI/WTCA 4 2002"" 12. Warranty is per Chambers Truss Warranty attached. PLUMB CUT END 2X4 TOP CHORD 12 DATED WALL HEIGHT 8'-1" 5r— DATED--------- END DETAIL: VAULTED SIGNED 4-01 A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are 2.5/12 set, failure to do so can result in roof collapse. 1-04-00 Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before PLUMB CUT END 1 C setting trusses. 2X4 TOP CHORD J —A-- WALL HEIGHT 8'-1" Trusses must be set and braced per design to prevent injury & damage. .-� END DETAIL: TYPICAL 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. '4-i DO NOT INSTALL TRUSSES USING THIS __. USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES a in 1 04=00 It lt:Kb TRUSS INC Meanvenue 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 �-7 REVIEWED FOR CODE COMPLIANCE ST.' LUCIE COUNTY BOCCE Fly MI EKEK VERS31 )/ / _. -. LOADINGIDESIGN CRITERIA REDUCIBLE PER CODE SUCH AS SBC 1604.6.1 DESIGN CRITERIA County St. Lucie County Building Department St. Lucie County Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material Metal 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 Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 47 7.2 0 Duration Factor 1.25 0 Wind Speed 160mph Top Chord C.B. _Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 15, Building Type Enclosed �' Building Category It: Non Restrictive PAUL WELCH INC. Exposure Category C>Open Terrain with scattered obstructions MECH-ELECT-CIVILENG Miles from ocean 5 1984 BILTMORE ST #o-114 Conforms to Florida Building Code 2017 PORT ST. LUCIE, FL 34964 R.D.L.=Restraining Dead Load C.B.=Continuous Bracing PAUL WELCH, P.E. FLA REG No 29M tvvvv� Verify DESIGN CRITERIA shown above with the / building department and your engineer. / Design Criteria is the responsibility of the IV Building Designer and/or Engineer of Record JAN 2 Q 2020 Chambers Truss Inc. Drawing Name: 76539 SCALE: 1 /4" = 1'-0" 84 total trusses, 18 unique designs Designer: TB Reviewed by: Date: 01 /08/20 FOR AGLER AND SONS CONST. DESCRIPTION: 5120 Sanibel Ave. Fort Pierce, FL Page 1 of 1 CUSTOMER INITIALS EACH PAGE WI zrlln Lumber design vAlues are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: Q58318 - 5120 SANIBEL Site Information: Customer Info: AGLER & SONS CONSTRUCTION Project Name: Lot/Block: Subdivision: Address: 5120 SANIBEL AVE City: FORT PIERCE State: FL MiTek USA, Inc. 6904 Parke East Blvd. 5120 SANIBELairg,de?:3610-4115 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: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 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. Seal# 1 T19086883 2 T19086884 3 T19086885 4 T19086886 5 T19086887 6 T19086888 7 T19086889 8 T19086890 9 T19086891 10 T19086892 11 T19086893 12 T19086894 13 T19086895 14 T19086896 15 T19086897 16 T19086898 17 T19086899 18 T19086900 Truss Name Date 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. 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 I designs comply with ANSI/TPI 1. These designs are based upon parameters i-- shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or y. TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO 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 ANSVTPI 1, Chapter 2. �1I,IIq��I ♦ DER_ P, ENSFtiQ'�''. (Jo 22839 STATE OF :�4U ,ONA' i;! ♦%% Waller P. Finn PE No.22839 MITek USA, Inc. Fl. Cert 6634 69D4 Parke East Blvd. Tampa A.33610 Date: January 9,2020 Finn, Walter 1 of 1 Job Truss Truss Type aY Ply 5120SANIBEL ' T79086883 056318 A ROOFTRUSS 7 1 Job Reference o ifonal :nambers Inks, Inc., 1-4,0 �r140 r, b ton tierce, rL 4x5 = 5GO 12 4 Scale=1:52.4 Id 3x4 = 46 = 3x4 = 3x5 = 3x5 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.40 Ven(LL) -0.27 8-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.45 8-16 >807 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.49 Horz(CT) 0.07 6 Na n/a BCDL 10.0 Code FBC2017frP12014. Matrix -MS Wind(LL) 0.20 8-16 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1182/0-8-0, 6=1182/0-8-0 Max Hoa 2=-231(LC 10) Max Uplift 2=-686(LC 12), 6=-686(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3---2225/1354, 3-4=-1992/1276, 4-5=-1992/1276, 5.6=-2225/1354 BOT CHORD 2-10=-1095l2093, 8-10=-616/1327, 6-8=-1126/2015 WEBS 4-8=-405/829, 5-8=-466/454, 4-10=-005/829, 3-10=-466/455 PLATES GRIP MT20 244/190 Weight: 132111 FT=20% Structural wood sheathing directly applied or4-5-13 oc pudins. Rigid ceiling directly applied or 6-9-5 oc bracing. 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=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave ,Ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Intedor(1) 1-8-0 to 15-0-0, Extedar(2) 15-M to 18-0-0, Intedor(1) 18-M to 31-0-0 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 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 100 Ib uplift at )oint(s) except 01=111c) 2=686, 6=686. 6) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. �• v Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6834 6904 Parke East Blvd. Tampa FL 33610 Date: January 9,2020 Q WARNING -Ved/ydeslgRpararosterssed READ NOTES ON TNISANO INCLUDED MREKREFERANCEPAGEMIFT479 rev. IaN1T015BEFOREUSE. Design voild for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for on IndNldual 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 building design, Bracing Indicated is to bucWkig of lncivauai truss web and/or chord members only. Additional temporary and permanent bracing MiTek- prevent Isalways 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 We systems. seeANSUIPII Quality CMnIo. DSB29 and BCSI BWdhp Component 6904 Parke Best Blvd. Safety Informotbrrovaeoble from Truss Rate Institute, 218 N. tee Street. Suite 312. Alexandria. VA 22314. Tempe. R 33610 Job Truss Truss Type aY Ply 5120 SANIBEL ' T79086884 058318 Al Scissor 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Dec 52019 MiTek Industries. Inc. Thu Jan 9 10:46:27 2020 bl axe 5.00 12 2.50 12 4x6 = ]-0-0 I -0 22.2-0 i 30.0-0-105 o7 12]1M Scale = 1:52.8 3x8 = Plate Offsets KY)— (2:0-0-9,Edge] 13:0-3-00-Ml 15:0-3-00-3-01 16:0-0-9 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DIE L. in (Ioc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vem(LL) -0.39 8-9 >922 360 MT20 - 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.77 8-9 >470 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.43 6 n/a rJa BCDL 10.0 Code FBC2017TFP12014 Matrix -MS Wind(L-) 0.50 8-9 >725 240 Weight: 126 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1184/0-8-0, 6=1108/0-8-0 Max Horz 2=228(LC 11) 'Max Uplift 2=-6B9(LC 12), 6=-586(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4015/2343, 3-4=-2875/1660, 4-5=-2875/1684, 5-6=-4035/2386 BOT CHORD 2-9=-2099/3717, 8-9=-2106/3726, 7-8=-2120/3746, 6-7= 2118/3737 WEBS 4-8=-907/1772,"=-1192/823, 5-7=0/278,3-8=-1158/809, 3-9=0/277 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-0-1 oc bracing. WEBS 1 Row at midpi 5-8. 3-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ff; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 15-0-0, Extedor(2) 15-0-0 to 18-0-0, Interior(1) 18-0-0 to 30-" 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 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) Bearing at joint(s).2, 6 considers parallel to grain value using ANSNTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 2=689, 6=586. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cemfi634 6904 Parke East Blvd. Tampa FL 33810 Date; January 9,2020 Job Truss Truss Type Oty Ply 5120 SANIBEL ' T79086885 058318 A2 Hip 1 1 Job Reference (optional) unambers truss, Ina., ron Marco, rl- aauu a vuc a ram rvn, vn,nuum„ao, u— u.0 uan a io..o.�o ID:AFGaPVb6p8nghSZUz9W C_Zzz50R-KmSkKMIOaIXfgyYW Pi7uK3pE00YGBden5ShlaGzx6UP ., -1-4-0 7-7-13 13-0-0 17-0.0 22-4-3 30.0.0 31-4.0 1-0-0 7-7-13 5.43 4.0-0 5.4.3 7-7-13 Scale =1:53.2 4k5 = 4x5 = 4 22 23 5 Is 1L m Y 2.3 11 3x6 = 3x4 = 2.3 II 3x4 = 3x4 = 3x4 = LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL L25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017ITP12014 CS'. TC 0.37 BC 0.46 WB 0.55 Matrix -MS DEFL. in Vert(LL) -0.20 Vert(CT) -0.29: Horz(CT) 0.07 Wind(LL) 0.15 (loc) Vdefl L/d 9-10 >999 360 9-10 >999 240 7 n/a n/a 9-10 >999 240 PLATES GRIP MT20 244/190 Weight: 139 lb FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1182/0-8-0, 7=1182/0-8-0 Max Horz 2=203(LC 11) Max Uplift 2=-686(LC 12), 7=-686(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3= 2287/1504, 3-4=-1685/1220, 4-5=-1501/1177, 5-6=-1685/1220, 6-7=-2287/1504 BOT CHORD 2-13=-1244/2125, 12-13=-1244/2125, 10-12— 809/1508, 9-10=-1264/2053,. 7-9=-1264/2053 WEBS 3.13=-2/292, 3-12=-728/533,4-12=-229/426, 5-10=-229/426, 6-10=-729/533, 6-9=-21292 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=4.2psh, BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interiar(1) 1-8-0 to 13-", Exterior(2) 13-0-0 to 21-2-15, Interior(1) 21-2-15 to 31-4-0 zone;C-C for members and forces & MWFRS 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 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 100lb uplift at joint(s) except (jt=lb) 2=686,7=686. )a Waller P. Finn PE No.22939 MiTek USA, Inc. FL Cod 66M 9904 Parke East Blvd. Tampa FL 33610 Date: January 9,2020 QWARN/NG.Valrydeslgnparamefersand READ NOTES ON MIS AND WCLUDED MREKREFERANCE PAGEMII-7473rev. iDNS1e15BEFOREUSE. Design valid for use only with MReag connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. system. Before use, the Welding designer must verify the applicability of tleslgn parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual from web antl/or chord members only, Additional temporary and permanent bracing Is always required for stabllity and to prevent collapse with possible personal to ry and property damage. For general guidance regarding the WOW fabrication storage, delivery. erection and bracing of trusses and truss systems, seeANSVrpD QuolXv Criteria. DS949 and SCSI Building Component some Parke East Blvd. Safety Infoenallo ravoeable from Truss Rote Institute. 218 N. Ise Shoot. Suite 312. Alexandtla VA 22 14. Tampa, FL 33610 Job Truss Truss Type 0ty Ply 5120 SANIBEL ' T79086886 058318 A3 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s U9e 5 But MI I eK InOustnes, Inc. I nu Jan a 10:46:29 2U20 rage 1 ID:AFGaPVb6p8nghSZUz9WC_Zzz5OR-oyO6%imeL3fW167iz0e7tHLN1 nsaw5DxK6Rreizx6UO .. -1-4-0 7-10-9 73-0.0 17-0-0 21 7 30.0.0 1-40 ]-00-9 5-1-7 4.0.0 S4-7 7-10.9 dl 2.50112 4x8 = 4x8 = 1 21 22 5 Scale = 1:52.4 3xS = LOADING (pSQ 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/fP12014. CSI. TC 0.48 BC 0.64 WE 0.47 Matrix -MS DEFL. in Ved(LL) -0.37 Ven(CT) -0.69 Horz(CT) 0.42- Wind(LL) 0.47 (too) VdeB Ud 10 >971 360 10 >525 240 7 n/a n/a 10 >767 240 PLATES GRIP MT20 244/190 Weight: 132 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-8-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 7=1108/0-8-0, 2=1184/0-8-0 Max Hoa 2=201(LC 11) '.Max Uplift 7— 586(LC 12), 2=-689(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3972/2587, 34=-3131/2084, 4-5=,3318/2236, 5-6=-3132/2046, 6-7=-3993/2567 BOT CHORD 2-12=-2336/3672, 11-12=-2342/3679, 10-11=-1709/2916, 9-10=-1661/2917, B-9=-2312/3700, 7-8=-2308/3694 WEBS 3-11=-841/632, 4-11=-2221407, 4-10= 455f726, 5-10=468/751, 5-10. 6-9=872/650 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.Opsk h='15ft; 8=45ft; L=300; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extefior(2) -14-0 to t-8-0, Interior(1) 1-8-0 to 13-0-0, Exledor(2) 13-" to 21-2-15, Interior(1) 21-2-15 to 30-0-0 zone;C-C for members and forces & MWFRS 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 pat bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0wide will fit between the bottom chord and any other. members. 6) Bearing at joint(S) 7, 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 7=586, 2=689. Wafter P. Finn PE No22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Data: January 9,2020 AWARNING -Vhyydc.1Snpare.df. dREADNOTES ONTHISANDINCLUDED MREVREFERANGEPAGEM0.T4TJ 1S912015BEFOREUSE. Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the bulidang designer must verity the opplicabliity, of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is fo prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek* b always required for stability and to prevent collapse with possible personal injury and property damcge. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems see,ANSVTPlt Quailly CM,M; DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Nfermofbmvaeable from Truss Rafe Institute. 218 N. Lee Street. Suite 312. Alexontltla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5120 SANIBEL ' T79086887 058318 A4 Hip 2 1 Job Reference a tional Chambers Truss, Inc., Fort Pierce, FL 6.330 s use b 2019 mr l ex Industries, Inc. Thu dan 6 10:45:29 zuzu rage r ID:AFGaPVb6pBnghSZUz9WC_Zzz50R.oyO6ximeL3fW167izQe7tHLLRnV 8CxK6Rr6Iu6UO -1-4-0 6-fi-8 11-0.0 79-0-0 23-5-8 "0.0 31-4.0 1-4.0 6-fi-8 4-5-8 8-0.0 4-5.8 EEB 1-4-0 d 4x8 = 5x6 = Scale = 1:53.2 3x4 = 2x3 11 3x4 = 3x6 3z8 = 2x3 II 3x4 = 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 that YES Code FBC2017lTPI2014. Cat. TC 0.58 Be 0.42 WB 0.28 Matrix -MS DEFL. Ved(LL) Ved(CT) Horz(CT) Wind(LL) in (too) Vdefl Ud -0.12 10-12 >999 360 -0.2810-12 >999 240 0.08 7 n/a rda 0.15 10-12 >999 240 PLATES GRIP MT20 244/190 Weight: 145 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 4-10 REACTIONS. (lb/size) 2=1182/0-8-0, 7=1182/0-8-0 Max Harz 2=175(LC f 1) Max Uplift 2=-686(LC 12), 7=-6B6(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-2336/1579,3-4=-1886/1355,4-5=-1709/1321,5-6=-1886/1355,6-7=-2336/1579 BOT CHORD 2-13=-1327/2105, 12-13- 1327/2105, 10-12=-982/1709, 9-10=-1344/2105, 7-9=-1344/2105 WEBS 3-12=-515/408,4-12=167/438, 5-1 0=-1 51/438, 6-10=-515/408 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsh h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteriar(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Exterogi?) 11-" to 15-2-15, Interior(1) 15-2-15 to 19-0-0, Exterior(2) 19-0-0to 23-5-8, Interior(1) 23-5-8 to 31-4-0 zone;C-C for members and forces & MWFRS 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 pat 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 1001b uplift at joints) except ()t=lb) 2=686, 7=686. Walter P. Finn PE No.22639 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 9,2020 O WARNING. Verilydesign pemmaters, and READ NOTES ON TH/SAND/NCLUDEDMREKNEFENANDEPAGEM674Mmv. lOMY1015BEFOREU5E Design valid for use only with Mlfe& 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 bullDing design. Bracing Indicated is to bucWing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 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 frusses and buss systems. s9eANSVTVII Dualppyy Criteria, DSB-09 antl OCSI euldkrp Component 69N Parke Best Blvd. Safety Informallonavoilable ham Truss Plate Institute, 218 N. Lee Street. Sure 31Z Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oly Ply 5120 SANIBEL ' T79086888 D58318 A5 Hip 2 1 Jab Reference (optional) cmembers 1 was, ml --1-4-0. ran rrerce, rL 44 = 3x8 = 4x4 = 4 2223 5 2425 6 Scala =1:53.2 3.8 = 3xfi = 3x8 = 3x5 = 3x5 = 2.3 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-" CSI. DEFL. in (too), Udell Ud PLATES GRIP Plate Grip DOL '1.25 TC 0.31 Vert(L-)-0.1410-19 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0:48 Vert(CT) -0.31 10-19 >999 240 Rep Stress lncr YES WB 0.47 Horz(CT) 0.08 8 Na Na Code FBC2017/TPI2014 Matrix-M$ Wind(LL) 0.17 11 >999 240 Weight: 1431b FT=20% BRACING - TOP CHORD Structural wood sheathing directlyapplied or4-6-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-1-15 oc bracing. REACTIONS. (lb/size) 2=1182/0-8-0, 8=1182/0-M Max Horz 2=147(LC 11) Max Uplift 2=-686(LC 12), 8=-686(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2327/1642, 3-4=-2065/1453, 4-5=1888/1399, 5-6=-1888/1399, 6-7=-2065/1453, 7-8=-2327/1642 BOT CHORD 2-13=-1392/2120, 11-13=-1367/2235, 10-11=-1367/2235, 6-10=-1411/2120 WEBS 3-13=-333/359, 4-13=-318/568, 5-13=-517/354, 5-10= 517/354, 6-10= 318/568, 7-10= 333/359 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=4:2psh BCDL=3.Opst h=151t; B=45ft; L=3011; eave=oft; Cat. II; Exp'C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to'1-8-0, Intedor(1) 1-8-0 to 9.0-0, Exterior(2) 9-M to 13-2-15, Intedor(l) 13-2-15 to 21-0-0, Extei r(2j 21-0-0 to 25-2-15, Interior(1) 25-2-15 to 31-4-0 zone;C-C for members and tomes & MWFRS 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 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 1001b uplift at joints) except Qt=lb) 2=686, 8=686. Walter P. Finn PE No12838 MiTek USA, Inc. FL Ced 6634 SIM Parke East Blvd. Tampa FL 33810 Date: January 9,2020 QWARNING. Verlrydesfgnparamerasand READNOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MB747Jrev. rDD.ffierS BEFORE USE. Design valldfor use only with Mffekgs 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. &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek* 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. saaANSVIPII Cuollh CMrrM, D3349 and SCSI BuSEbD Component' 6904 Parke East Blvd. Safety Informationcyaaable from Truss Plate Instituta. 218 N. Lee Street. Suite 312, A oxantlrlo. VA 22 14. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5120 SANIBEL ' T79086889 058318 B HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.330 s Dec 5 2019 MiTek Industries, Inc. Thu Jan 9 10:46:31 2020 Page 1 ID:AFGaPVb6p8nghSZUz9W C_Zs5OR-kL7sy0nulgvD%0G54rgboRjwbd005yEn0wyBbzx6UM 4-10-8 9.1-0 13-11-8 4-10-8 - 4.2.8 4-10-8 4x5 = 4x5 = Scale = 1:23.1 5A0 12 13 16 n 1 4 ]d 6 2x3 II 5 2x3 II 3x4 = 3" = 4-10.8 9-1-0 13-11.8 4-10-8 4-2-8 - 4.10.8 LOADING (pal SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) -0.06 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Verf(CT) -0.09 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Hom(CT) -0.02 4 n1a We BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.11 6-9 >999 240 Weight: 481b 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 REACTIONS. (Ib/size) 1=516/0-8-0, 4=516/0-8-0 Max Horz 1=-65(LC 10) Max Uplift 1=-543(LC 12),,4=-543(LC 12) FORCES. (Its) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-933/1915, 2-3— 840/1861, 3-4=-933/1915 BOT CHORD 1-6=-1684/833, 5-6=-1711/940, 4-5=-1681/833 WEBS 2-6=-433/183,3-5=-433/183 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 5-3-14 oc bracing. NOTES- 1) Unbalanced root 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.Ops1; h=15ft; B=45fF L=24fb eave=4ft; Cat. II; Exp CI Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 4-10-8, Exterior(2) 4-10-8 to 13-3-11, Interior(1) 13-3-11 to 13-11-8 zone; porch left and right exposed;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 porting. 4) This truss has been designed for a 10.0 pal 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 tit 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 gt=lb) 1=543, 4=543. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Data: January 9,2020 A WARNING�- Verity design passeraters sird READ MOTES ON MIS AND INCLUDED MDEK REFERANCE PAGEMIP74M mv. I&OV2015 BEFORE USE Design volld for use only with MdekO connectors. This design Is based only upon parameters shown, and Is for on Indvldual bullring component, not a truss system Before use, the bullding designer must verify the oppllcablllty of deslgn parameters and properly Incorporate this design Into the overall bulling deslgn. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce renartling the fabrication, storage, delivery. erection and bracing of husses and truss systems. seeANSVTPl1 Qua' Offers, DS549 and BCBI Building Component 6904 Parke East Blvd. Blowy Informalbrgvo0oble from Truss mote Imtifute. 218 N. Lee Sheet Suite 31: Alexontlrb. VA 22314. Tampa, FL 33510 Job Truss Truss Type Ply 5120 SANIBELT79086890 058318 GRA HIP GIRDER ry 1 Job Reference (optional) unamoers Truss, mc., ton rlerce, rL aaa. s see a zu r e Ml l e6 nuusnns, ma. r nu aan . rv:vo:J. eV<V rny. r 5x6 = 5.00 12 4 3x4 = 3x4 = 24 25 5 26 27 28 29 30 6 31 5x8 MT18HS = 32 7 Scala = 1:53.2 3x4 3 2 RR M 3x4 6 9 j 48 = 17 16 33 24 11 3x8 = 34 15 35 14 3fi 3] 13 38 5x12 MT1BH5 = 45 = 3x4 = 39 12 11 3x4 = 2x3 11 4x8 = 0)4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 TCDL 7.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 BCDL 10.0 Code FBC2017/FP12014 Monti DEFL. Vert(ILL) Ved(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.39 13-15 >930 360 -0.7413-15 >489 240 0.18 9 n/a n/a 0.5913-15 >610 240 PLATES MT20 MT18HS Weight: 150 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or3-11-15 of; bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16 REACTIONS. (Ib/size) 2=2308/0-8-0, 9=2308/0-8-0 Max Ho¢ 2=-11B(LC 6) Max Uplift 2=-1474(LC 8), 918) FORCES. (Ib) - Max. Comp./Max: Ten. - All forces 250 (Ib) or less except when shown., TOP CHORD 2-3=-5237/3222, 3-4=-5112/3221, 4-5=4783/3049, 5-6=-6340/4009, 6-7=-6340/4009, 7-8=-5113/3223, B-9=-5238/3223 BOT CHORD 2-17=-2860/4789, 16-17=-2860/4789, 15-16=-3807/6340, 13-15=3807/6340, 12-13=-2821/4741,11-12=-2061/4790, 9-11=-2861/4790 WEBS 3-16=-363/305, 4-16=-801/1471, 5-16— 1632/1103, 5-15=-4/429, 6-13=-638/552, 7-13=-1125i1870,7-12=-259/654, 8-12=-364/303 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=15ft; B=451t; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ail plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between thebottom chord and any other members. " 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=1474, 9=1474. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 214lb down and 329lb up at 7-0-0, 143 lb down and 169 lb up at 9-0-12, 143 lb down and 1691b up at:11-0-12, 143 lb down and 1691b up at 13-0-12, 143 lb down and 1691b up at 15-0-0, 14311b down and 169 la up at 16-11-4, 143lb down and 169 lb up at, 18-11-4, and 1431b down and 169 lb up at 20-114, and 214 Ib down and 3291b up at 23-0-0 on top chord, and 343lb down and 240 to up at 7-M, 81 lb down and 25 lb up at 9-0-12, 81 Ito down and 25 Its up at 11-0-12, 81 Ib down and 25 lb, up at 13-0-12, 81 lb down and 25 Ito up at 15-0-0, 81 Ill down and 25 lb up at 16-114, 81 Ib down and 25 lb up at 18-11-4, and 81 lb down and 25 lb up at 20-114, and 3431b down _ and 240 Ib up at 22-11-4 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 orb noted as front (F) or back (B). Waller P. Finn PE No.22839 LOAD CASE(S) Standard MITek USA, Inc. FL Cart 6634 >1 Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33010 Date: January 9,2020 QWARNING- Verify dedgra paremetertend READ NOTES ON MIS AND INCLUDED M/fEKREFERANCEPAGEM/F7479ree 1GN32015 BEFOREUSE Design void for use only with MgekG connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not ��- a muss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated h to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M)Tek' Is always required for stealthy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of fri and fuss systems seeANSUmrII Quality Criteria. DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safely tnformaSpmvollable mom Truss Rate Institute. 218 N. Lee Sheet Sure 312, Alexandria. VA 22314. Tempe, FL 33610 Job Truss Truss Type 0ty Ply 5120 SANIBEL ' T79086890 058318 GRA HIP GIRDER 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.a3u a uec a Jula yu IeK inausames, Inc. Thu Join s 10:46;332020 Fage 2 ID:AFGaPVb6p8nghSZUz9WC_Zzz5OR-gjFdN3p801Awnj0TCF1317WwAPB7sgWFkP3Frz 6UK LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 18-21=-20 Concentrated Loads (lb). Vert: 4=-167(F) 7=-167(F) 16=,343(F) 12=-343(F) 24=-115(F) 25— 115(F) 26= 115(F) 28=-.115(F) 301 31=-115(F) 32=-115(F) 33=-61(F) 34=-61(F) 35=-61(F) 36— 61(F)37=-61(F) 38=-61(F) 39=-61(F) O WARNWG- Verity deslgn pemmefem and READ NOTES ON MIS AND WCLUDED MREK REFERANOE PAGE MX74M rev. fN0a4afS BEFORE USE. Design valid for use only with MRekO 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 applicability 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, Additional temporary and permanent bracing �.n MfTek 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 nurse systems, seeANSVIRI Cua18y Crli DSB-69 and SCSI Building Component 6904 Pahe East Blvd. Sahry Nlotmrl0orgvenable from Tr us Rate Institute, 218 N. Lee Street, Suite 312. Alexandre. VA 22314. Tampa, FL 33610 Job Truss Thus Type qty Ply 5120 SANIBEL T79086891 Q58318 GRB HIP GIRDER 1 1 Job Reference o Mor1a1 Chambers Truss, Inc., Fort Pierce, FL 8.330 s Dec 5 2019 MiTek Industries. Inc. Thu Jan 910:46:34 2020 5.0D rl2 3x4 = 48 = 2x3 II 4x8 = 17 /8 4 19 20 5. 2x3 II 3xB = 2x3 II 3-0-0 fi-01-12 10.11-8 13-11-B 3-0-0 3-11-12 3-11-12 3x4 = Scale=1:27.1 Plate Offsets (X,Y)-- [3:0-5-4;0-2-0), [5i0-5-4,0-2-0] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 VerI 0.12 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Ved(CT) -0.09 9 >999 240 SCLL 0.0 ' Rep Stressincr NO WB 0.22 Horz(CT) -0.02 6 n(a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 621b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=642/0-8-0, 6=642/0-8-0 Max Hoa 2=-58(LC 23) ,Max Uplift 2=-729(LC 8), 6=-729(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1171/1279, 3-4=-1581/1780, 4-5=-158111780, 5-6=-1171/1279 BOT CHORD 2-10=-1116/1058, 9-10— 1134/1068, 8-9=1138/1068, 6-8=-1121/1058 WEBS 3-9=-607/565, 5-9=-607/565 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc puffins. BOT CHORD . Rigid ceiling directly applied or 6-10-1 oc bracing. 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=4.2pst BCDL=3.Opsf; IrI B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; 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 alive 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 (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb) 2=729, 6=729. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 1541b up at 3-0-0, 36 to down and 721b up at 5-0-12, 36 Ib down and 72lb up at 6-11-12, and 36 lb down and 72 lb up at B-10-12, and 162 lb down and 154 lb up at 10-11-8 on top chord, and 109 lb down and 28 lb up at 3-0-0, 20 lb down and 16 lb up at 5-0-12, 20 lb down and 16 lb up at 6-11-12, and 20 Ito down and 16 lb up at 8-10-12, and 109 lb down and 28 lb up at 10-10-12 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 (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25,Plate Increase=1.25 Ugifonn Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 11-14=-20 Concentrated Loads (lb) Vert: 3=-15(F)5=-15(F) 10=-12(F) 9=-12(F) 4=-7(F)8=-12(F) 17=-7(F)20=-7(F) 21=-12(F) 22=-12(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: January 9,2020 ,&WARNING -Verify design aaramefere end BEAD NOTES ON TNISANU INCLUDED MREKBEFERANCEPAGE MIP74M rev. 1gLlY1015BEFOBE USE. - Deslgn valid for use only with Mgelt® connectors. Phis design Is based only upon parameters shaven, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability, of design parameters and property Incorporate MIS design Into the overall building design. Bracing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wim possible personal Injury and property damage. For general guidance regarding the fobdcador, storage, delivery, erection and bracing of Musses and Muss systems, seeANSVIPII Quality Cdfe ks, DSB-89 and BC31 fluffing Component 6904 Parke East Blvd. Safety Infonnolionavotable from Truss Plate Institute, 218 N. We Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5120 SANIBEL ' T79086892 058318 HV12 Valley 1 1 Job Reference (optional) bran be..e � Chambers Truss, inc., Fun Pierce. rc ......,� 3..ac.. ........��.��,.,...,1.......... ..... _.... ., ._.._.______.__. ID:AFGaPVb6p8nghSZUz9 W CJs5OR-d6NNolgPwv0101 asJgIX7YbN9CxdKw4pi2uAKMn 6UI Seale =1:19.2 36 = 3x6 = 2x3 11 2 3 4 6 3x4 i 2x3 II 31 LOADING (psf) SPACING• 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) ara' - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress lncr YES WEI 0.06 Horz(CT) 0.00 5 n1a Na BCDL 10.0 Code FBC2017/TPI2014. Matrix-S Weight: 37 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 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 no bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=235/12-0-0, 5=235/12-0-0, 6=310/12-0-0 Max Horz 1=55(LC 11) Max Uplift 1— 155(LC 12), 5=-155(LC 12), 6=-103(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 1-2=-271/360, 2-3-219/391, 3-4=-219/391, 4-5=-271/356 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=4.2pst 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) 0-8-12 to 3-8-12, Inter r(1) 3-8-12 to 4-10-8, Extedor(2) 4-10-8 to 11-3-4 zone;C-C for members and forces 8 MWFRS for reactions shown; 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 nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at jolnl(s) except 01=11a) 1=155, 5=155, 6=103. Walter P. Finn PE No.22839 MiTek USA Inc. FLCed 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: January 9,2020 Q WARNWG-VerlfydeslgnpammeteeanJREADNOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMP-74711ev. 1N011015BEFOREUSE. Design yard for use only wlih MlTekds connectors, This design Is based only upon parameters shown, and Is for an Indivldual bullding component, not ��' a truss system. Before use; the bulldIng designer must verify the applicability of design parameters and properly Incorporate his design Into the overall buiding design Bracing Indicated is to buckling of lndivldual truss web and/or chord members only. AddItIonal temporary- and permanent bracing MiTek' prevent Is always required forstabllny, and to prevent collapse with possible personol Injury and property damage. For general guidance regarding he fabrication. storage, tlellvery. erecNan and bracing of trusses and truss systems. seeANSV F11 GuaINV CMeM; DSB-69 and BC51 Building Component 69N Parke East Blvd. Salery hrormathoncr Noble from Twos Plate Institute, 218 N. Lee Sheet Suite 312. Alexantlrla. VA 22914, Tampa, FL 33610 Job Truss Truss Type Ply 51205ANIBEL ' T19086893 058318 J1 JACK -OPEN �Qty 12 1 Job Reference (optional) ynamoers I Was, Inc., run riarca, rL , aye , ID:AFGaPVb6p8nghSZUz9W CQ-5b75r1 hD Zzz5ORdYWeB92tOGmfl8cscON3MGnddjsozx6UH 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ved(LL) 0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=-O/Mechanical, 2=157/0-8-0, 4=-12/Mechanical Max Horz 2=68(LC 12) Max Uplift 3=-1(LC 9), 2=-190(LC 12), 4=-12(LC i) Max Gmv 3=16(LC 12), 2=157(LC 1), 4=37(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:6.7 G PLATES GRIP MT20 2441190 Weight: 5lb Fr = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15N; B=45ft; L=24ftt. eave=4h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte4or(2) zone; porch left and right exposed;C-Cfor members and forces& MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 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 (jt=1b) 2=190. Walter P. Finn PE N612839 MiTek USA, Inc. FL Can 66U 69U Parke East Blvd. Tampa FL 33618 Date: January 9,2020 Job Thus Type Cty Ply5120 SANIBELT19086894 Q58318 TJ3 JACK -OPEN 13 1 Job Reference (optional) ynamoers r russ, mc., ren news, re F 3x4 = k Scale=1:10.9 3-0-0, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017?PI2014 Matrix -MP Weight: 12 Ile FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP ND.3 BOT CHORD REACTIONS. (lb/size) 3=61/Mechanical, 2=197/0-8-0, 4=32/Mechanical Max Hertz 2=111(LC 12) Max Uplift 3— 61(LC 12), 2=-224(LC I2), 4=-46(LC 9) Max Grav 3=61(LC 1). 2=197(LC 1), 4=49(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oo bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh hi, B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 2-11-4 zone; porch left and right exposesi for members and forces &.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 nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 201 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 beading plate capable of withstanding 100 Ile uplift at joints) 3, 4 except Ot=lb) 2=224. Waller P. Finn PE Nori MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33010 Date: January 9,2020 QWARNWO- Verhy0eelSn peremetersend READNOTES ON WISAND INCLUDED MREKREFERANCEPAGEMS-1473rex. 114D32015BEFORE USE Design valid for use only with MRei connectors, This design Is based only upon parameters shown. and Is for on Individual building component not ��- Ohuss system. Before use, the building designer must verity the applicability 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. Additional temporary and permanent bracing MiTek' Is always required for stability and to preventcollapse wit, possue personal Injury and property damage. For general guidance regarding the fabeoOtbn, storage, deilvery, erection and bracing of trusses and buss systems. saeANSVINI Quality CmnW; DSB49 and BCSI Building Comparri 69N Park,. East Blvd. Safety Infoanationevalable from Truss Plate InstiMe, 218 N. Lee Sheet. Suite 312. Asses 0. VA 22314. Tampa, FL 33610 Jab Truss Thus Type ay Ply 5120 SANIBEL ' T79086895 058318 J5 JACK -OPEN 8 1 Job Reference (optional gnampers i russ, Inc., ran nerve, rL sx4 = LOADING (psf) SPACING- 2-0-0 CS'. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.64 BCLL 0.0 - Rep Stress [nor YES W B 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP ID:AFGaPVb6p8nghSZUz9WC_Zzz5OR.ZVV8CRsfSWgNFLkER5n7Czhg4Oa0opW6AMNHOEzx6UG LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=113/Mechanical, 2=264/0-8-0, 4=60/Mechanical Max f-1= 2=156(LC 12) , Max Uplift 3=-101(LC 12), 2=-187(LC 12), 4=-4(LC 12) Max Grav 3=117(LC 17). 2=264(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown DEFL. in (too) Well L/d Ved(LL) -0.02 4-7 >999 360 Vert(CT) -0.06 4-7 >999 240 Hoa(CT) -0.00 3 n/a Na Wind(LC) 0.06 4-7 >965 240 BRACING - Scale = 1:15.0 PLATES GRIP MT20 244/190 ghb 181to FT=20% TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15N; B-4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 4-11-4 zone;C-C for members and forces & MW FRS 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 nonconcurrent with any other live loads. 3) ' This truss has been designed fora 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. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 4 except (jl=lb) 3=101, 2=187. Wafter P. Finn PE No12839 MRek USA, Inc, FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 9,2020 Q WARNWG- Verifydesign perametersand READ NOTES ON Til SANDINCLUDED MITEKREFERANCEPAGEM/H473ree 10012015HEFORE 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicate! is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M(Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. deltvery, erection and bracing of trusses and truss systems, seeANSI/1PII 11i Cri DS849 and SCSI Building Component 6904 PaAe East Blvd. Safety Informnfiemvallabie from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexoni VA 22314. Tampa, FL 33610 Jab Truss Truss Type 0ty Ply 5121 SANIBEL T79086896 058318 J7 Jack -Open 18 1 Job Reference (optional) EJnamoers buss, Inc., von vierce, r-L a.we s uea a m 1 e mu ee.... ..rues, in, r re,v.»e.m ..0 B 3x4 = Scale = 1:19.3 Plate Offsets (X Y)-- 12:0-1-2 Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (loc), Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ven(LL) -0.09 4-7 >925 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.21 4-7 >397 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014. MaMx-MP Wind(LL) 0.17 4-7 >497 240 Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-" oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=1@9/Mechanical, 2=336/0-8-0, 4=81/Mechanical Max Horz 2=201(LC 12) Max Uplift 3=-153(LC 12),,2=-212(LC 12), 4=-5(LC 12) Max Gmv 3=174(LC 17), 2=336(LC 1), 4=121(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; Irl B=45111; L=24f ; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone;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 psi bottom chord live load nonconcurrent with anyother live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) 4 except Ot=lb) 3=153, 2=212. Walter P. Finn PE No.22839 Mil USA, Inc. FL Cad III 6904 Parke East Blvd. Tampa FL 33610 Data: January 9,2020 Q WARNING - Verity desfgn perurnafem antl READ NOTES ON TNISANDINCLUDED MWEKFEFERANCEPAGE WPM"re¢ faN312015 BEFORE USE Design volld 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 papery Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reculad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding tine fabrication, storage, delivery, erection and bracng of trusses and I systems, seeANSlyrPll Quo Ov Criteria. DSB49 and BCSI Building Component 6904 Parke East Blvd, Safety Informalionavallable from Truss pate Institute. 218 N. tee Street. Suite 312, Alexondtlo. VA 22 14. Tampa, FL 33610 Job Truss Truss Type Ply 5120 SANIBEL T79D86897 058318 KJ3 DIAGONAL HIP GIRDER �qy 2 1 Job Reference (optional) Gnambers I was, Inc., Fan t rerce, rL 3x4 = oaw s uac a zu ro run ex mourner, mu. r ray. , ID:AFGaPVb6p8nghSZUz9WC_Zzz5OR-1 h2W0ntHDgoEtUJRyIEkAD_m015XGIGO06gwhu6UF LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) /deft L/d TCLL 20.0 PlateGrip DOL 1.25 TC 0.16 Verl(LL) -0.03 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.03 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Hoa(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 REACTIONS. (lb/size) 3=61/Mechanical; 2=203/0-10-15, 4=26/Mechanical Ma; Ham 2=111(LC 8) Max Uplift 3=-54(LC 8), 2= 252(LC 8), 4=-54(LC 5) Max Gray 3=75(LC 28). 2=221(LC 28), 4=70(LC 3) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (fin) or less except when shown. Scale: 1'=1' PLATES GRIP MT20244/190 Weight: 161b. FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=3.Opsf; h=15ft; B=45ft; L-24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of. withstanding 100 In uplift at joint(s) 3, 4 except at=lb) 2=252. 6) 'NAILED' indicates 3-10d (0.148'x3') or2-12d (0.148'x3.25') toe -nails per NOS guidlines. 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: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=117(F=59, B=59) Walter P. Finn PE No:22839 MiTek USA, Inc. FL Coh GB34 6904 Parke East Blvd. Tampa FL 33610 Dale: January 9,2020 AWARNING. Vedlydesf9ApmemereasndREADNOTES ONTHISANDINCLUDED MIFEKREFERANCEPAGEMI4T413rev.ldaY1a15aEFOREUSE. valid for use only with Mnek8 connectors. This design Is bored only upon parameters shown, and Is for on Individual building component. not rat a truss system. Before use, the building designer must verify the appllcolenry of design parameters antl properly Incorporate this design Into the overall bullding tleslgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addlticnol temporary and permanent bracing MiTek' Is always required for stabllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabaconam storage. delivery. erection and bracing of trusses and buss systems, seeANSVIPiI Qua, Cill D3B-09 and 1101 Building Component 6904 Parke East BNtl. Safety Informational from Truss Plate Institute. 218 N. Lee Street. Suite 312: Apntlrlo, lexVA 22 14. Tampa, FL 33610 Job Truss Truss Type Oly Ply 5120 SANIBEL T79086898 058318 KJ7 Diagonal Hip Girder 4 1 Joh Reference (optimist) Chambers Truss, Inc., Fort Pierce, FL 8.330 a Dec 5 2019 MITek IneustrleS, Inc. I nu Jazl 9 10:46:39 2020 Scale=1:22.1 3x4 = 5 NAILED NAILED NAILED' 3x4 = 5-2-9 4.7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) -0.03 6-7 >999 360 MT20244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Ven(CT) -0.06 6-7 >999 240 BCLL 0.0' Rep Stress lncr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.D4 6-7 >999 240 Weight: 41 lb 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 9-8-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=129/Mechanical, 2=417/0-10-15, 5=310/Mechanical Max Harz 2=200(LC 8) Max Uplift 4=-122(LC 8), 2=-316(LC 8), 5=-187(LC 5), Max Grav 4=129(LC 1), 2=443(LC 28), 5=310(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-780/510 BOTCHORD 2-7=-5611732, 6-7=-561/732 WEBS 3-7=86/283,3-6=-779/597 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24n; save=oft; 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 plat bottom chord live load nonconcument with any other live loads. 3) - This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 Ito uplift at joint(s) except (jt=lb) 4=122, 2=316, 5=187. 6) "NAILED" indicates 3-1od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 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: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=117(F=59, B=59) 12=-O(F=-0, B=-0) 13=-74(F=-37, B=-37) 15=-12(F=-6, B=-6) 16=-63(F=-32, B=-32) Waltor P. Finn PE No12839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Data: January 9,2020 Job Truss Truss Type Cty Ply 1120 SANIIIEL T79086899 058318 V4 Valley 1 1 Job Reference o tional Gnambers I russ, Inc., hon vierce, hL B 3x4 4 5.00 12 2 e ID:AFGaPVb6p6nghSZUz9WC_Zzz5OR-z4AGrTuXIR2y6o5p6ELigbIL9Dj3PAFY5Jbx4Zzx6UD 3.6 = 3x4 3 Seale =1:7.5 LOADING (pst) SPACING- 2-0-0 CS'. DEFL.L) in (loc) Vast] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(L/a n- n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Ven(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a nta BCDL 10.0 Code FBC2017/TPI2014. Matrix-P Weight: 101b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-M oc puffins. BOT CHORD 2x4 Ste No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=94/4-0-0, 3=94/4-0-0 Max Hom 1=-17(LC 10) Max Uplift 1=50(LC 12), 3=-50(LC 12) FORCES. (Ib) -Max. CompJMax. 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=15ft; B=45ft; L=24ft; eave=Oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 3) Gable requires continuous bottom chord bearing. 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.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 100lb uplift at joint(s) 1, 3. Walter P. Finn PE NoM839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 9,2020 Q WARNING- Verilydesignperameters end READ NOTES ON THISANDINCLUDED MrrEK REFERANCEPAGEMIF7447rev. 100J1015BEFOREUSE. Design valid for use only with Mnea connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not ��- a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall design. Bracing Indicated is to buckling Individual hum web and/or chord members only. Additional temporary and bracing MfTek' building prevent of permanent Is always required for stability and to prevent.collapse with possible personal injury and property damage. For general guidance regarding Me ' fabrication, storage, delivery. erection and bracing of trusses and truss systems. seeANSVIPII Quality CMiado, DSB49 and BCSI Building Component 6904 Parka East BNtl. Sabty lnfoenatbriavanable from Truss Rate Institute, 218 N. Lee Sheet. Suite 31Z Mexandda. VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply 5120 SANIBEL , T79086900 Q58318 V8 Valley 1 1 Job Reference o tional GnamDOM I russ, Inc., Fon VIerae, FL 2 a.00u s aea a rime mu en muuanies, u,u. n,uee„ . e,uu. uzuau ravu, ID:AFGaPVb6p8nghSZUz9WC_Zzz5OR-z4AGrTuAIR2y6oSp6ELigblGzDIFP95YsJbx4Zu6UD 4x4 = Scale =1:14.6 4 3x4 4 2Yd 11 3x4 C LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud TCLL 20.0 'Plate Grip DOL 1.25 TC 0.44 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Ven(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Inor YES W B 0.07 Horz(CT) 0.00 3 n1a n/a BCDL 10.0 Code FBC2017rrP12014 Mad) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=118/8-0-0, 3=118/8-0-0, 4=248/8-M Max Horz 1=-43(LC 10) Max Uplift 1=-77(LC 12), 3=-77(LC 12), 4=-102(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-166/251 PLATES GRIP MT20 244/190 Weight: 24lb 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. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl.,.GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; 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 pat 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-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except at=lb) 4=102. Walter P. Finn PE No.22639 MiTek USA, Inc, FL Cod 6634 6904 Parke East ENd. Tampa FL 33610 Data: January 9,2020 QWARNING-Verify des/gnperemefers and READ NOTES ON TMSAND INCLUDED MREKREFERANCEPAGEM674Ta rev. iNAY2015BEFORE USE Design valid for use only with MgeM connectors, This design Is based only upon parameters shown. and Is for an IndlVduol building component, not ��- a buss system.. Before use, the building designer must verity the oppllcablllN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is W 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, erection and bracing of thur eas and trust systems, SeeANSVWI1 Cually Cm.M; bs949 and SCSI Building Component 69N Parke East DWI. Satisfy Infonnatnlnvaflable from Truss Plate Institute, 218 N. Lee Sheet, Sure 312. Alexandria, VA 22314, Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1374 Center plate on joint unless x, y All 14-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 0-1/0 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. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section IndicaTesjolnT 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. c O U U a O Numbering System 6-48 dimensions shown in sixteenths (Drawings scings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS CC -ES Reports: ESR-131'1, ESR-1352, ESR1988 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 t 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 SCSI. 2. Truss bracing must be designedby 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 ANS17rP11. . . 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, 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 after truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. " 1 B. 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 ANSIPPl 1 Quality Criteria.