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HomeMy WebLinkAboutTruss=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: i DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp nor less3 zt To u Span Spre er Bar 60 degrees or less :Tag line 40. 12 span ..... T\line *—•tgprox V3 to a---, approx. 12 of Span. REFER TO BCSI REFER TO SCSI - 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. Ali Load bearing Walls, headers, beams, & lintels must be in place at indicated height before trusses i are installed. Ae AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. !WARNINGI 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. I' SEAT PLATES BY CHAMBERS TRUSS i Recommended STRONGBACK for Floor Trusses Refer to information on truss engineering drawings. (2) led nails C top & bottom of 2x4 vertical block. NOTES: *ALL BEAMS BY OTHERS. *TRUSS TO LEDGER CONNECTIONS DESIGNED & SUPPLIED BY OTHERS. *INTERNAL LOAD BEARING WALLS REQUIRED BY TRUSSES AS SHOWN ON THIS LAYOUT. *BUILDER TO SHIFT FLOOR TRUSSES TO FIT A.C. DUCT AS NEEDED. to bottom cord as L, Do not stand on trusses n • {gyp p /+p j� f� hangers HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT FABRICATION ION AGREEMENT Until they 1 ey are braced per BCSI & properly nailed to straps and � 1 a n g e rS !! � TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED Do of het floor trusses I I \ he undersigned acknowledges and agrees: - u p $ d e d O W n . Refer to e n g I n e e rl n g d ra W I n g s - 1. Trusses will made in strict accordance with this truss placement diagram layout, which is the sole authority for _ elermining successful ul fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. , COANDER JACKS 3. Unless written notice Is provided by certified mail to Chambers Truss within ten (10) days of delivery the ARE NOT BEVELED. SEE STANDARD ndersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss \ \ ci W - \ ENGINEERING. j d� hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. N 0 o fter 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of 'BCSI' summarysheet 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 he sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will n e responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has o redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is esponsible to Chambers Truss for towing costs due to site conditions. ` 5. Price as shown in paragraph 7 below is subject to change 0 any changes are made in this layout. A $50 per hour ee 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. nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of elivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss 24' D.C. THRU easonable attorney's fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be CORNER JACKS 24' 1. 1 111 dded for all sums not paid within terms. ONLY B. Signature or Initials anywhere on this sheet Constitutes agreement to all terms herein. c A 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees CORNER DETAIL ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the ndersigned agrees to pay such indebtedness including attorney's fees, if default in payment for material be made by the OVERHANGS NOT SHOWN FOR CLARITY eclplenl. 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to erein, 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 - onstruclion Using Metal Plate Connected Wood Trusses ANSI/TPIIWTCA 4 - 2002"" 12. Warranty is per Chambers Truss Warranty attached. ATED --- - — IGNED__ OR TITLE 4 spreader bar may be required per'BCSI" to prevent injury & damage. 0 0 0 0 0 6 0 SQUARE CUT END 4X2 TOP CHORD LEDGER HEIGHT 1V- 9";,r END DETAIL: TYPICAL FLOOR 5 t— . 1-01-07 4-01 1-10-08 PLUMB CUT END 2X4 TOP CHORD LEDGER TOP 10'-3-11/1611 LEDGER BOTTOM 9'-2-1/4" END DETAIL: EYEBROW JACK Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. 1906, Trusses must be set and braced per design to prevent injury & damage. Trusses must be set lumb 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 ■ 31U5 Olean venue 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 LOADING/DESIGN 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(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Floor Top Chord Live 20 40 Top Chord Dead 7 4.2 10 Bottom Chord Live `10-Non Conccurent 0 Bottom Chord Dead 10 3 5. Total Load 47. 7.2 - 55 Duration Factor 1.25 1.00 Wind Speed 170mph Top Chord C.B. - Sheathing by builder Bottom Chord C.B. Sheathing by builder.. Highest Mean Height - 25' Building Type Enclosed - Building Category II: Non Restrictive - Exposure Category D>Flat/unobstructed/exposed to wind over water... Miles from Ocean 112 Conforms to Florida Building Code2017 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: 75546 SCALE: 1 /4" = 1'-0" 183 total trusses, 34 unique designs Wk Designer: BLW Reviewed by: _ Date:10/02/18 ' FOR Don Hinkle Construction DESCRIPTION: CQ HINKLE RESIDENCE Page 1 of 2 CUSTOMER INITIALS EACH PAGE 75546 ME SE f 1 pLlessIn t , dSpre L11ar, Tag line 1/2 span +..� Ta Tina �prox 2/3 to �. g epprox. 112 of Span. REFER TO BCSI REFER TO BCSI Truss must be set this way a 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. 30' S All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses V1\ are installed. AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. /!\ Do not stand on trusses until they are braced per BCSI &properly nailed to straps and hangers !! HIP CARRIER LOCATED AS DIMENSIONED ON 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 for �\ elermining successful fabrication of the trusses. - - �� conrvoER JACKS 2. All dimensions in this layout have been verified by the undersigned. ARE NOT BEVELED. 3.. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the SEE STANDARD ndersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss �. ENGINEERING. d� hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. o her 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 " he 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 if Chambers Truss has o -redeliver because job. site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is esponsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change h any changes are made in this. layout. A $50 per hour Be 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. nvoice will be made on delivery and paid. within terms of net on delivery. Invoice may be made at scheduled date of elivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss 24' D.C. THRU easonable attorney's fee for collections in event of payment not timely made. 1-1/2. %_per month service charge will be CORNERJACKS ONLY 24- Y 1-111 , dded 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 CORNER DETAIL ayment 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 attorneys. fees, I default in payment for material be made by the OVERHANGS NOT SHOWN FOR CLARITY eclplent. 10. In the. event of any litigation concerning this agreement, the items furnished hereunder or payments referred to erein, 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 onslruclion Using Metal Plate Connected Wood Trusses ANSI/rPIANTCA 4 - 2002'"' 12. Warranty is per Chambers Truss Warranty attached. MATCH POINT ! WARNING ! 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. y SEAT PLATES BY CHAMBERS TRUSS )ATED_ SIGNED OR--- TITLE 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 are® fired 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 Toads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES Oeaner nue Fort Pierce, Florida 34982.6423 800-551.5932 Fort Pierce 772.465.2012 Fax 772.465-E3711 Vero Beach 772-569-2012 Stuart 772-286-3302 Web Site: CHAMBERSTRUSS.COM Email: MAEL@CHAMBERSTRUSS.COM LOADING/DESIGN CRITERIA REDUCIBLE PER CODE SUCH AS SBC 780,4.6.1 DESIGN CRITERIA. County. Saint Lucie County.- . Building Department Saint Lucie County Wind. Design Criteria ASCE 2010 Wind Design .Method MWFRS(Directionaq/C-Chybrid Wind ASCE7-10 Roofing Material Shingle or Shake : Loading in PSF Roof R.D.L. Floor Top Chord Live ' 20 AO Top Chord Dead 7 -4.2 YO Bottom Chord Live - '10-Non Conccurent 0 - Bottom Chord Dead 10 3 b Total Load 47 7.2 55 Duration Factor 1.25 1.00 Wind Speed 170mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height hl 25' Building Type Enclosed Building. Category. It: Non Restrictive Exposure Category D>FlaUunobstructed/exposed to wind over ',vateri.: .Miles from Ocean 1/2 -.;. 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: 75546 SCALE: 1/4" = 1'-0" 183 total trusses, 34 unique designs, Designer: BLW Reviewed by: _ Date: 10/02/18 FOR J-;:JJ wile Don Hinkle Construction DESCRIPTION: P� HINKLE RESIDENCE Page 2 of 2 CUSTOMER. INITIALS EACH PAGE 75546------r--- Lumber design values are in accordance with"ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 75546 - HINKLE RESIDENCE FLU Lu IJ MiTek USA, Inc. Site Information: Permitting Department 6904 Parke East Blvd. FL Customer Info: DON HINKLE CONSTRU TI(st. FQreNlaocn$P rflLR SIDENCT�mpa de133610-4115 tAa' Lot/Block: lVlo Address: 246 BIMINI DRIVE City: FORT PIERCE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design' Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 38 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date I No. Seal# Truss Name I Date 1 IT15290545 JA 10/9/18, 118 IT15290562 I GRP 10/9/18 12 IT15290546IA1 110/9/18 119 'IT15290563IJ1 110/9/18 I 13 I T15290547 I ATA 110/9/18. 120 JT15290564 I J3 . I-10/9/18 I 14 IT15290548 I ATB 110/9/18 121 I T15290565 I J5 110/9/18 I 15 IT15290549 I ATM 110/9/18 122 I T15290566 I J7 110/9/18 I 16 IT15290550 IF 110/9/18 123 I T15290567 I JC 110/9/18 I 17 IT15290551 I FLA 110/9/18 124 I T15290568 I JU 10/9/18 I 18 IT15290552 I FLB 110/9/18 125 I T15290569 I KJ5 110/9/18 I 19 IT15290553 I FLC 110/9/18 126 I T15290570 I KJ7 110/9/18 I 110 I T15290554 I G 110/9/18 127 I T15290571 I M 110/9/18 I 111 I T15290555 I G 1 110/9/18 128 I T15290572 I M 1 110/9/18 112 IT15290556 I G2 110/9/18 129 I T15290573 I M2 110/9/18 113 I T15290557 I G3 110/9/18 130 I T15290574 I M3 110/9/18 114 IT15290558 I GEM 110/9/18 131 I T15290575 I M4 110/9/18 I 115 IT15290559 I GRA 110/9/18 132 I T15290576 I M5 110/9/18 I 116 IT15290560 I GRF 110/9/18 133 I T15290577 I M6 110/9/18 117 IT15290561 I GRG 110/9/18 134 I T15290578 I M7 110/9/18 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, 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 properly incorporate these designs into the overall building design perANSI/TPI 1, Chapter 2. A6 2A19 . KASTNER, P.E. SSIONAL ENGINEER LICENSE # PE 39528 5320 FLORIDA PALWAVE. COCOA, FL 32927 ♦♦���,'C ' ERP A �•`♦p' �G ENS ti� •� .� V R �� No 22839 �u ��^•.. STATE OF � ::� A - • ` alter Flnn PE�Vb:22839 • MiTek USA, Inc. FIL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,201.8 Finn, Walter 1 of 2 ® Lumber design value§ are in- accordance with ANSI/TPI 1 section 6.3 These truss designs•rely.-.on lumber -values established by others. `MiTek RE: 75546 -HINKLE RESIDENCE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: DON HINKLE CONSTRUCTION Project Name: HINKLE RESIDEOBE' FLMo3�eq:4115 Lot/Block: Subdivision: Address: 246 BIMINI DRIVE City: FORT PIERCE State: FL ' Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: ,Address: City: Stater General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 38 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that Tam 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# I Truss Name Date J No. I Seal# I Truss Name I Date 1 T15290545 1 A 10/9/18 118 1 T15290562 1 GRP 10/9/18 12 I T15290546 I Al 110/9/18 119 . I T15290563 I J1 110/9/18 13 I T1 5290547 1 ATA 110/9/18 I120 I T15290564 I J3 110/9/18 14 I T15290548 I ATB 110/9/18 ' I21 I T15290565 I J5 110/9/18 15 I T15290549 I ATM 110/9/18 J 22 I T15290566 I J7 110/9/18 16 I T15290550 I F 10/9/18 i123 I T15290567 I JC 110/9/18 17 . I T15290551 I FLA 110/9/18 �124 I T15290568 I JU 110/9/18 18 I T15290552 I FLB 110/9/18 1125 I T15290569 I KJ5 110/9/18 19 1 T15290553 1 FLC 110/9/18 1126 I T15290570 I KJ7 110/9/18 110 I T15290554 I G 110/9/18 127 I T15290571 I M 110/9/18 11 T15290555 I G1 110/9/18 '128 I T15290572 I M1 110/9/18 I 12 I T15290556 I G2 110/9/18 '129 I T15290573 1 M2 110/9/18 J 113 . I T15290557 I G3 110/9/18 ,130 I T15290574. 1 M3 110/9/18 I 114 1 T15290558 I GEM 110/9/18 .131 I T15290575 1 M4 110/9/18 I 115 1 T15290559 I GRA 110/9/18 '132 I T15290576 1 M5 110/9/18 116 1 T15290560 I GRF 110/9/18 133 I T15290577 1 M6 110/9/18 117 1 T15290561 I GRG 110/9/18 !134 I T15290578 1 M7 110/9/18 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, 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 p joperly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 'CER P R ♦, No 22839 :A= r � • �. STATE OF �♦ ems:. < O R Q• 'C?;� i •. Walter'P. Flnn PE No.22639 MiTek; USA, Inc. FL Cert 6634 6904: Parke East Blvd. Tampa FL 33610 Date: October 9,2018 Finn, Walter 1 of 2 I RE: 75546 -HINKLE RESIDENCE Site Information: Customer Info: DON HINKLE CONSTRUCTION Project Name: HINKLE RESIDENCE Model: Lot/Block: Subdivision: Address: 246 BIMINI DRIVE 'City: FORT PIERCE State: FL No. Seal# Truss Name Date 35 1 T15290579 M8 1 10/9/18 1 136 1 T15290580 1 M9 1 10/9/18 137 J T15290581 1 P 1 10/9/18 1 138 I T15290582 I P1 1 10/9/18 2of2 Job Truss Truss Type Qty Ply HINKLE RESIDENCE T15290545 75546 A COMMON 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. I ue Uct 9 12:bb:14 2U1 B rage 1 1 ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-NoffGbNt9LOiRWvMandxFehzGPRpf_RV45SeCzyV8Jx 2-3-13 7-2-15 12-2-0 17-1-2 22-0-3 24-4-0 2-3-13 4-11-2 4-11-2 4-11-2 4-11-2 2-3-13 Scale = 1:40.0 4x5 = I7T a 116x8 = 3x6 = - B 3x4 = 3x4 = 3x8 = 6x8 = 2-0-0 2- 3 12-2-0 22-0-3 2$-4; 0 24-4-0 1 02 0 00 - 3 9-10-3 9-10-3 0-`3-i3 2-0-0 Plate Offsets (X Y)-- fS:0-3-8 0-3-01 I11:0-3-8 0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.32 Vert(LL) -0.12 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.24 9-11 >985 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(CT) 0.02 8 . n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.05 9 >999 240 Weight: 118lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-0-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=900/0-7-10, 11=900/0-7-10 Max Horz 11=276(LC 11) Max Uplift 8= 794(LC 12), 11=-944(LC 12) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 428/0, 3-4=-872/972, 4-5=-872/978, 6-7=-427/0 BOT CHORD 1-11=0/392, 9-11=-833/956, 8-9= 826/824, 7-8=0/390 WEBS 4-9=-306/406, 5-9� 267/422, 5-8=.921/1408, 6-8=-241/635, 3-9=-266/427, + 3-11=-921/1414,2-11=-242/632 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.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 12-2-0, Exterior(2) 12-2-0 to 18-2-0 zone; cantilever 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on,the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=794, 11=944. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33810 Date: October 9,2018 ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0=015 BEFORE USE. Design valid for Use only 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 mor�st verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent trickling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ftJlOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatiort storage, delivery, erection and bracing of trusses and truss systems, seeAAISW11 CualByCtBetla, DSB-89 and SCSI BugdZRg Component 6904 Parke East Blvd. Safety intouna8bnovailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply HINKLE RESIDENCE T15290546 75546 Al HIP 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Oct 9 12:55:15 2018 Page 1 ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-r?C1 TxOVwf8Y3fUY8PgAosE8XpodOSgeliCBkPyVBJw 2-3-13 6-10-3 11-0-0 13-4-0 17-5-13 22-0-3 24-4-0 2 4-6-6 4-1-13 2-4-0 4-1-13 4-6-6 2-3-13 a 3x4 = 2-0-0 4x5 = 3x4 = 4x5 = 3x4 = 8-8-3 Scale = 1:40.7 Io 6x8 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.10 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.21 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.10 11-13 >999 240 Weight:121 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 7-7-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=900/0-7-10, 9=900/0-7-10 Max Horz 13=-250(LC 10) Max Uplift 13=-944(LC 12), 9=-794(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-464/7, 3-4=-886/1074, 4-5= 843/1056, 5-6=-886/1074, 7-8=-464/7 BOT CHORD 1-13=0/427, 11-13=-908/935, 10-11=-589/757, 9-10=-869/811, 8-9=0/427 WEBS 2-13=-222/610, 3-13=-936/1407, 3-11=-217/384, 6-10= 218/385, 6-9= 936/1407, 7-9=-222/610 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.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-0-0, Extedor(2) 11-0-0 to 13-4-0, Interior(1) 22-0-3 to 24-4-0 zone; cantilever left and right exposed ;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 ponding. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=944, 9=794. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design volid for use only with MITek8 connectors. This design Is bored only upon parametersshown, and is for a7 67divldual building component not a truss system. Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall building design. 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 guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII AualByCiBedo, DSB-89 and SCSI Bulldog Component 6904 Parke East Blvd. Safety lntoimatlonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply HINKLE RESIDENCE T15290547 75546 ATA ATTIC 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:16 2018 Page 1 I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-JBmPhHP7hyGPhp3ki6LPK3nF7D 1 W 7sAoXPxlGryV8Jv 2-3-13 9-0-7 i 15-4-4 19-6-0 23-7-12 29-11-9 36-8-3 i 39-0-0 i 2-3-13 6-8-10 6-3-13 4-1-12 4-1-12 6-3-13 6-8-10 2-3-13 5x6 = 6.00 12 Scale = 1:64.8 19 18 " 16 15 13 12 3x5 = 3x6 11 6x8 = 5x8 MT18HS = 3x4 = 6x8 = 3x6 11 3x5 = 3x4 = 5x8 MT18HS = 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 FBC2017ITP12014 CSI. TC 0.55 BC 0.83 WB 0.77 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) I/deft L/d 1.04 16-18 >398 240 -1.11 16-18 >370 180 0.06 12 rda n/a -0.56 15-16 176 360 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 207lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc puffins. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 5-7-9 oc bracing. 14-17: 2x4 SP M 31 WEBS 1 Row at midpt 10-13, 2-18 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 20 REACTIONS. (lb/size) 12=152610-7-10, 19=1526/0-7-10 Max Harz 19= 442(LC 10) Max Uplift 12=-1231(LC 12), 19=-1374(LC 12) Max Grav 12=1650(LC 19), 19=1650(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2584/1972, 3-5=-2389/1930, 5-6=-503/527, 6-7=-503/527, 7-9=-2389/1930, 9-10= 2584/1972 BOT CHORD 18-19— 296/551, 16-18= 1610/2624, 15-16= 1264/2267, 13-15=-1610/2292 WEBS 5-20=1761/1497, 7-20= 1761/1497, 7-15=-155/539, 9-15=-578/425, 9-13=-328/328, 10-1 3=-1 770/2125, 10-12=-1562/1760, 5-16=-155/539, 3-16= 578/426, 3-18=-327/328, 2-18= 177012135, 2-19= 1565/1760 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.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft Cat. II; Exp D; Encl., GCpt=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 19-6-0, Exterior(2) 19-6-0 to 25-6-0 zone; cantilever left and right exposed ;C-C for members and forces & 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 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) Ceiling dead load (5.0 psf) on member(s). 5-20, 7-20 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 12=1231,19=1374. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE Design valld for use only with Mllekv connectors. This design Is based only upon parameters shown, and Is for an Individuoi 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 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, seeAMWMII 6ualCyCrBeda, DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. Safety Infotmaflonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply HINKLE RESIDENCE T15290548 75546 ATB ATTIC 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:18 2018 Page 1 I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-GZuA6zQN DaW 7w7D7pXOtPUsa71 j_bj N5?jQsLkyV8Jt 2-3-13 9-0-7 15-4-4 19-0-0 0-0- 23-7-12 29-11-9 36-8-3 39-0-0 2-3-13 6-B-10 6-3-13 3-7-12 1-0- 3-7.12 6-3-13 6-6-10 2-3-13 10 0 5.00 F12 5x6 = 5x6 = 6 7 Scale = 1:67.1 3x5 = 3x6 II 6x8 = 6x8 MT18HS= 5x8 MT1BHS= 6x8 = 3x6 11 3x5 = 39-0-0 2- -13 9-0-7 15-4-4 19-0-0 20-0-0 2W-'I2 i 29-11-9 36-8-3 37�-q-0 i �2-0-0 2-0.0 0- - 3 6-8-10 6-3-13 3.7.12 1.0-0 3.7.12 6-3-13 6.8-10 0- 3 Plate Offsets (X,Y)-- f4:0-3-0,Edgel, f6:0-3-0,0-2-41, f7:0-3-0,0-2-41, f9:0-3-0,Edgej, f14:0-3-8,0-3-01, (19:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.99 17-19 >415 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -1.07 17-19 >385 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.06 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Attic -0.54 16-17 184 360 Weight: 211 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. 15-18: 2x4 SP M 31 WEBS 1 Row at micipt 2-19, 11-14 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 21 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 20=152610-7-10, 13=152610-7-10 Max Harz 20=-432(LC 10) Max Uplift 20=-1374(LC 12), 13=-1231(LC 12) Max Grav 20=1653(LC 18), 13=1653(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2589/2126, 3-5=-2388/2034, 5-6— 516/556, 6-7= 455/548, 7-8=-516/556, 8-10=-2388/2034, 10-11= 2589/2126 BOT CHORD 19-20=-287/541, 17-19=-1798/2621, 16-17=1 366/2264, 14-16=1763/2297 WEBS 2-20— 1565/1789, 2-19=-1953/2140, 3-19= 323/356, 3-17= 576/505, 5-17=-164/545, 5-21= 1737/1580, 21-22= 1727/1563, 8-22= 1737/1580, 8-16= 164/545, 10-16=-576/505, 10-14=-323/356, 11-14= 195212130, 11-13= 1562/1789, 6-21=-259/368, 7-22=-259/367 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=4.2psf; BCDL=3.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 19-0-0, Extedor(2) 19-0-0 to 20-0-0, Interior(1) 28-5-13 to 39-0-0 zone; cantilever 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 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) Ceiling dead load (5.0 psf) on member(s). 5-21, 21-22, 8-22 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 16-17 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=1374, 13=1231. Walter P. Finn PE No.22839 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M11-7673 rev. 10/03/2015 BEFORE USE. Design vaild for use only with MllekV connectors. lhts design Is based only upon parameters shown, and is for an 67dlvidual 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 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, seeANSUIPIr Quality CrIlle , DSB•89 and SCSI BUOd/ng Component 6904 Parke East Blvd. Safety ln/onnaflon3val able from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply HINKLE RESIDENCE T15290549 75546 ATM ROOF SPECIAL 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:19 2018 Page 1 ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-kmSYJJRO_te_YHoJNEv7yiPgJQ6XKFJEDNAPtAyVBJs 19-2-0 i 2.1-13 i 6-10-8 11-2-0 i12-4-1113-4-1$ 18-5-6 18-1_tr9 2 4-6-11 4.3-8 1-2.11 1-0-2 5-0.11 d-5-8, 0-3-0 Scale = 1:45.9 7 8 0 0 12 3x8 = 13 3x4 = 5x6 = 7x8 = 7x10 MT18HS = 2-0-0 2-3-13 11-2-0 7-3-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-6-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.94 BC 0.61 WB 0.61 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (Ioc) I/defl Ud -0.37 10-11 >524 360 -0.72 10-11 >271 240 -0.01 9 n/a n/a 0.71 10-11 >275 240 PLATES MT20 MT18HS Weight: 122lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD 2-0-0 oc puffins (5-3-13 max.), except end verticals BOT CHORD 2x4 SP M 30 *Except* (Switched from sheeted: Spacing > 2-0-0). 9-10: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing. WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 7, 1, 12 7-9: 2x8 SP 240OF 2.OE, 5-10,6-12: 2x4 SP M 30, 9-13: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=921/Mechanical, 11 =1 026/0-7-10 Max Harz 11=814(LC 12) Max Uplift 9= 843(LC 12), 11= 824(LC 12) Max Grav 9=1511(LC 18), 11=1107(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-498/0, 2-3=-315/90, 3-5=-1028/188, 5-6=-723/191, 6-7= 1577/1646,' 9-12=-851/978, 7-12= 816/999 BOT CHORD 1-11=0/491, 10-11 =-1 576/1489, 9-10= 984/1037 WEBS 3-10=-540/716, 5-10= 45/530, 6-12=-2371/1502, 2-11 =-1 571625, 3-11 =-1 125/542 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=601t; L=60ft eave=7ft Cal. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C 6derior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 19-2-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint 9 =16% 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) Ceiling dead load (5.0 pst) on member(s). 5-6, 6-12 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-10 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Qt=lb) 9=843, 11=824. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid fot use only with MlTekO 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 building design. Bracing Indicated is to buckling Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSW11 GuaBlyCrlleda, DSB-09 and BC51 Bulfdlgg Component Tampa, FL 33610 Safety lnfamlalronavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply HINKLE RESIDENCE T15290550 75546 F HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL o. 130 s viar i i MG w , i an n wuau,oa, n ice. , uc — o ­w. �yam , ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-CyOwXfSelBmr9RNWxyQMVvxg1 gRC3d5OS1 vyQcyV8Jr i 23 i 8-10-8 16-10-1 24-7-15 32-7-8 39-0-8 39-6ro 2-3-13 6-6-11 7-11.9 7-9-13 7-11-90-5-6 Scale = 1:68.9 6x10 MT18HS = 6x10 MT18HS = 5.00 12 5x6 = 6x10 MT18HS = 4x12 = 3 21 4 22 5 623 24 7 25 BHS II 14 rr 4x5 — 7x14 = 5x8 _ 4x4 = 3x4 11 5x8 — Wit = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.74 12-13 >602 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.39 12-13 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) -0.16 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 250lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5,5-7: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 4-15, 6-13, 6-10 WEBS 2x4 SP No.3 `Except' 2 Rows at 1/3 pis 2-15, 8-10 2-16,8-9: 2x6 SP No.2, 4-15,6-13,6-10: 2x4 SP M 30 REACTIONS. (lb/size) 16=1544/0-7-10, 9=1362/0-7-10 Max Harz 16=177(LC 11) Max Uplift 16=-2580(LC 12), 9= 2277(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-211/594, 2-3= 2277/5435, 3-4=-2082/5285, 4-6=-3426/8427, 6-7=-2147/5521, • 7-8=-2343/5684, 8-9= 1279/3081 BOT CHORD 1-16= 619/250, 15-16= 737/250, 13-15= 8109/3426, 12-13= 8217/3434, 10-12= 8217/3434, 9-10=-882/335 WEBS 2-16=-1394/3242, 3-15=-1522/561, 4-15=1553/3516, 4-13= 751/319, 6-12=-673/307, • 6-1 0=-1 504/3322, 7-1 0=-1 516/567, 2-15= 4201/1798, 8-10=-4221/1776 NOTES- 1) Unbalanced root 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.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 8-10-8, Exterior(2) 8-10-8 to 39-3-4 zone; cantilever left exposed ; 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=2580, 9=2277. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 0 WARNING- Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103MIS BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek• 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 trusses and Trusslsystems, seeANMPI► CUaMyCdfeda, DSB-89 and BCS►BuQd/ng Component 6904 Parke East Blvd. Safety/nfonnaBonovallable from Truss Plate Institute, 218 N. Lee Streetl Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply HINKLE RESIDENCE T15290551 75546 FLA Floor 12 1 Job Reference (optional) cnamoerS i russ, inc., r-on: vierce, r-L 0-3-8 H, 260 5x6 11 3x4 = 1 2 2x3 I 3 o. 1— mat 1i a10 1-ien aiuuauioa,n ouo ID:OGfzZgnsSSbOPbDkj8M4r0yXnLm-8L7gxKTuHoOZPkWu2NSgaK1FEe4ZXaNgvL03UVyV8Jp 1I I 2I ��I 1r 54 3 Sc21e = 1:32.7 3x4 = 2x3 I I 3x4 = 2x3 11 3x4 = 2x3 11 3x4 = 5x6 I I 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 2x3 I 4x8 = 3x5 = 2x3 11 3x4 = 4x8 = 2x3 II 12-1-0 Plate Offsets (X Y)-- f1:0-3-0 Edgel f6:0-1-8 Edgel f7:0-1-8 0-0-01 f11:0-3-0 Edge], f12:0-1-8,Edgel,f14:0-1-8,Edgel,[15:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.22 15-16 >995 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(CT) -0.29 15-16 >769 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) -0.04 11 n/a n/a BCDL 5.0 Code FBC2017[TP12014 Matrix-S Weight: 108lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=1009/0-3-0, 11=1009/0-3-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1248/013-4=-1244/0, 4-5= 2454/0, 5-6= 2454/0, 6-7=-2387/0, 7-8=-2387/0, 8-9=-1238/0, 9-11=-1242/0 BOT CHORD 16-17=0/2024, 15-16=0/2387, 14-15=0/2387, 13-14=0/2023 , WEBS 7-14=-400/0, 1-17=0/1512, 3-17= 254/0, 4-17=-966/0, 4-16=0/533, 5-16=-331/0, 6-16=-307/331, 11-13=0/1504, 9-13� 268/0, 8-13=-973/0, 8-14=0/736 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Cap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 101032015 BEFORE USE. ' Design valid for use only with MITekV 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 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 prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and Truss systems, seeANSW11 GualtlyCrBedd, DSB-89 and BCSI Bu➢ding Component 6904 Parke East Blvd.fabrication, Safety /nrormahbmvallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply HINKLE RESIDENCE T15290562 75546 FLB Floor 3 1 Job Reference (optional) Chambers I cuss, Inc., Fort Pierce, FL 0-3-8 H i 2-6-0 1-2-8 ' 2-8-8 3x6 I 1 2 3 4 5 8.1:SU s mar 11 zui tf NIr I eK Inaustrles, inc. I ue uct v 1Z:b0:23 Zul v rage i ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-cXh39gU W268QOu55c4_36YZV?2W OG3hg8?BcOxyV8Jo 2-0-0 ,i 1-5-4 2x3 II 6 7 8 2x3 I 4x6 I 9 10 11 sale = 1:32.7 0 0 6 m N 2x3 11 3x6 = 2x3 11 3x8 = 2x3 11 12-1-0 -3- 4-4-6 9-11-8 10-11-8 11-11-8 18-9-4 1 0- 2 -3- 4-1-0 5-7-0 1-0-0 1-0-0 0-1-8 6-8-0 3- Plate Offsets (X,Y)-- [3:0-1-8,Edge], [5:0-1 -8, Edge], [6:0-1-8,Edge], [7:0-1-8,0-0-0], [11:0-3-0,Edge], [12:0-1-8,Edge], [14:0-1-8,Edge], [15:0-1-8,Edge], [16:0-1 -8, Edge], I18:0-1-8.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 40.0 Plate Grip DOL 1.00 TO 0.32 Vert(LL) -0.11 13-14 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(CT) -0.16 13-14 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) -0.01 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 1=132/0-3-0, 11=762/0-3-0, 17=1126/0-5-8 Max Uplift 1=-31(LC 7) Max Grav 1=352(LC 8), 11=762(LC 1), 17=1209(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-322/216, 3-4=-295/510,'4-5=-295/512, 5-6=-836/0, 6-7=-1372/0, 7-8=-1372/0, 8-9= 904/0, 9-11= 908/0 BOT CHORD 17-18=-216/317, 16-17=0/836, 15-16=0/1372, 14-15=0/1372, 13-14=0/1329 WEBS 1 -1 8=-263/386, 3-17— 488/0, 6-16=-660/0, 5-16=0/386, 5-17=-1188/0, 11-13=0/1098, 9-13=-261/0, 8-13=-527/0 PLATES GRIP MT20 244/190 Weight: 113 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18. NOhTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED.MR•EK REFERANCE PAGE M0-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 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 building design. Bracing 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 stabillfy 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, seeANSUWPII AuallfyCrCeda, DSB-89 and BCSI Mdfng Component 6904 Parke East Blvd. Safety Infolmallonavallable from Truss Plate Institute, 218 N. Lee Street; Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply HINKLE RESIDENCE T15290553 75546 FLC Floor 6 1 Job Reference o tional Cnambers I russ, Inc., ion I-lerce, rL 0-1-8 H ' 2-6-0 2x3 I I 2x3 = 1 6 3x4 = 2 0.iou s Mar 11 eu 10 Ivi el( 11aasrntls, It IG. I ue vu a IG:DO:GR LV Io rays I I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-4jFRMOV8pQGHe2gHAoVlfl6fwRrt? W YzNftAZOyV8Jn 03i�v, 2-0-0 1-5-4 3- 1 1:25.2 6x8 = 2x3 I 3x4 = 2x3 11 3x4 = 4x6 11 '3 4 5 6 7 8 9 3x6 = 2x3 I 3x4 = 3x8 = 2x3 1 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.11 11-12 >999 460 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(CT) -0.1511-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) -0.02 9 n/a n/a BCDL 5.0 Code FB02017ITP12014 Matrix-S Weight: 88lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling, directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=788/0-5-8, 9=794/0-3-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1439/0, 3-4=1439/0, 4-5=-1509/0, 5-6=-1509/0, 6-7=-947/0, 7-9=-951/0 BOT CHORD 14-15=0/937, 13-14=0/1509, 12-13=0/1509, 11-12=0/1420 WEBS 2-15=-1147/0, 2-14=0/622, 3-14=-234/273, 4-14= 704/185, 9-11=0/1151, 7-11= 262/0, 6-11=-585/0, 6-12=-31/339 NOTES- 1) Onbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 4) CAUTION, Do not erect truss backwards. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03l2015 BEFORE USE. Design vaild for use only with MlTekD connectors. This design Is based only upon patameeers 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 design. Bracing Indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW building prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 QualByCrferfa, DSB-89 and BCSI BulldL7gComponent Tampa, FL 33610 Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qry Ply HINKLE RESIDENCE T15290554 75546 G Hip 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:25 2018 Page 1 I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-ZwppaMWmajPBGCFTIVOXCzenerCfkuz7cJdj5gyVBJm 2-3-13 6-10-3 11-0-0 16-8-9 22-3-7 28-0-0 32.1.13 36.8.3 39-0.0 2-3-13 4-6-6 4-1-13 5-8-9 5-6-13 5-8-9 4-1-13 4-6� 2-3-13 5.00 FIT 3x4 = 5x8 = 3x4 11 4x6 = 5x8 = 4 27 5 28 6 7 29 B Scale=1:65.9 6x8 = 3x4 = 3x6 = 3x8 = 3x4 = 3x6 = 3x4 = 6x8 = 3x5 = 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.26 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lTP12014 CSI. TC 0.53 BC 0.44 WB 0.86 Matrix -MS DEFL. in (too) I/defl Ud Vert(LL) -0.13 15-16 >999 360 Vert(CT) -0.26 15-16 >999 240 Horz(CT) -0.08 12 n/a n/a Wind(LL) 0.26 15-16 >999 240 PLATES GRIP MT20 244/190 Weight: 207lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-7-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-19, 9-12 REACTIONS. (lb/size) 19=1443/0-7-10, 12=1443/0-7-10 Max Horz 19=-250(LC 10) Max Uplift 19=-1423(LC 12), 12= 1280(LC 12) FORCES. Qb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-335/0, 3-4=-1966/2377, 4-5= 2294/2885, 5-7=-2294/2885, 7-8=-2294/2888, 8-9=-1966/2376, 10-11=-334/0 BOT CHORD 1-19=0/307, 18-19=-1907/1748, 16-18=-1817/1777, 15-16=-2420/2294, 13-15=-1778/1775, 12-13= 1868/1648, 11-12=0/306 WEBS 2-19=-262/627, 3-19=-1881/2482, 3-18=-l44/269, 4-16=-876/735, 5-16= 322/590, 7-15=-363/580, 8-15=-880/736, 9-13=-144/269, 9-12=-1881/2482, 10-12= 261/627 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.Opsf; h=25ft; B=60ft; L=soft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-0-0, Extedor(2) 11-0-0 to 36-8-3, Interior(1) 36-8-3 to 3M-0 zone; cantilever 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=1423, 12=1280. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ' October 9,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an IndlViduai building component, not �^ a Truss system. Before use, the building designer must verify the appllcdbllity of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' building design. prevent of 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, seeANSUM11 Qualify CrBedu, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/ntormaBorpvailable from Truss Plate Institute, 218 N. Lee StreeTJ. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss We Qty Ply HINKLE RESIDENCE T15290555 75546 G1 HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort tierce, FL 8. I "u IsIVlar 1 1 eu I6 IVII I eK muubrrreb, nic. rue UUL a ic.ao;cr cu r o rage i I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-VIxZ?2X15LfrV W Psrw2?HOk6efv9CgOP3d6g9iyVBJk i 2-3.13 7-7-13 13-0-0 19-6-0 26.0-0 i 31-4-3 _ i 36-8-3 i 39-0-0 2-3-13 5-4-0 5-4-3 6-6-0 6-6-0 5-0-3 5-4-0 2-3-13 Scale = 1:65.9 r 5x8 = 3x4 11 5x8 = 4 27 28 5 29 30 6 3x6 11 Sx6 — 3x6 = 3x8 = 3x4 = 5x6 —_ 3x6 11 3x5 = 3x5 = 3x4 = 3x6 = 2-0-0 2.3-d 3 7.7-13 13-0 0 19-60 26-0-0 i 31-0.3 _ 36-8-3 37 q-039.0.0 i 2-0-0 0- - 3 5-4-0 Sd.4 6-6-0 6-6-0 5-0.3 5-4-0 0.- 3 2." Plate Offsets (X Y)-- f4:0-5-12 0-2-81 (6:0-5-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.11 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.21 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.22 14 >999 240 Weight: 210lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 or bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-17, 8-11 REACTIONS. (lb/size) 18=1443/0-7-10, 10=1443/0-7-10 Max Horz 18=-296(LC 10) Max Uplift 18=-1423(LC 12), 10=-1280(LC 12) FORCES. (lb) -Max. Comp./Max- Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1961/2349, 3-4=-1904/2373, 4-5— 2016/2640, 5-6=-2016/2640, 6-7=-1904/2373, 7-8=-1 961/2349 BOT CHORD 17-18=-252/409, 16-17=-2015/1890, 14-16=-1768/1720, 12-14=-1732/1707, 11-12=-1979/1758 WEBS 2-18= 131511859, 2-17=-2186/1766, 3-17= 239/469, 3-16= 226/290, 4-16=-127/263, 4-14=-577/511, 5-14=-401/702, 6-14=-577/511, 6-12=-127/263, 7-12=-225/290, 7-11= 239/469, 8-11=-2185/1766, 8-10=-1315)1860 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.Opsf; h=25111; B=60ft; L=60ft; eave=7ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 13-0-0, Extedor(2) 13-0-0 to 34-5-13, Interior(1) 34-5-13 to 39-0.0 zone; cantilever 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=1423,10=1280. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 A WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with ARITekb cohneciors. 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 applicablllty 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 prevent collapse with possible peksonal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trussllsystems, seeANS&WII GualByCdleda, DSB-89 and SCSI Buld/ng Component Safety Intotlnallonavallable from Truss Plate Institute, 218 N. Lee Streeti Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply HINKLE RESIDENCE T15290556 75546 G2 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:28 2018 Page 1 ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-zVVxCOYfseni7f 2PdZEpbGHD3CndhZlHrNi9yVBJj i 2-3-13 8-9-3 15-0-0 19-6-0 24-0-0 30-2-13 _, _ 36-8-3 39-0.0 t 2-3-13 6-5-6 6-2-14 4-6-0 4-6-0 6-2-14 6-5-6 2-3-13 5.00 F,2 5x6 = 5 28 3x4 = 6 5x6 = 729 Scale=1:67.1 3x5 = 3x6 11 5x6 = 4x6 = 3x8 = 5x6 = 3x6 11 3x5 = 3x8 = 4x6 = 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 FBC2017lTP12014 CSI. TC 0.61 BC 0.47 WB 0.67 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.19 15-16 >999 360 -0.36 15-16 >999 240 0.05 12 n/a n/a 0.19 . 16 >999 240 PLATES GRIP MT20 244/190 Weight:211 lb Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-18, 10-13 REACTIONS. (lb/size) 19=1443/0-7-10, 12r1443/0-7-10 , Max Harz 19= 341(LC 10) Max Uplift 19=-1423(LC 12), 12= 1280(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2033/2430, 4-5=-1817/2297, 5-6= 1695/2256, 6-7=-1695/2256, 7-8=-1817/2297, 8-10=-2034/2430 BOT CHORD 18-19=-290/508, 16-18=-2080/2039, 15-16=1751/1729, 13-15=-2044/1812 WEBS 2-19= 1305/1896, 2-18=-2204/1748, 4-18= 163/399, 4-16= 352/506, 5-16=-433/444, 6-16= 279/377, 6-15=-279/377, 7-15= 433/444, 8-15=-352/506, 8-13= 163/399, 10-13=-2203/1748, 10-12=-1305/1896 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.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 15-0-0, Exterior(2) 15-0-0 to 32-5-13, Intedor(1) 32-5-13 to 39-0-0 zone; cantilever 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 19=1423,12=1280, Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITeil5 connectors. This design Is based ohly upon parameters shown, and is for art 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 building design. Bracing Indicated Is to prevent buckling of Individual iruss 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, seeANSIMII Qualify Cdtede, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Sorely IntonnoNonzivallable from Truss Plate Institute, 218 N. Lee Street', Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply HINKLE RESIDENCE T15290557 75546 G3 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. I ue Oct 9 12:bb:29 2018 Nage 1 I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-Rh3KPkZHdyvZlpZEyL4TMppQySXmgl?i WxbxEbyV8Ji 2-3-13 9-10-9 17-0-0 i 22-0-0 29-1-7 36-8-3 39-0-0 2-3-13 7-6-12 7-1-7 5-0-0 7-1-7 7-6-12 2-3-13 Scale=1:67.1 5x8 = 5.00 12 5x8 = 3x6 11 5x6 = 4x6 = 3x4 = 3x4 = 4x6 = 5x6 = 3x6 11 3x5 = 3x5 = Plate Offsets (X Y)-- (3:0-0-0 0-1-121 (3:0-1-12 0-3-01i5:0-4-0,0-1-131,[6:0-4-0,0-1-13],18:0-0-0,0-1-121 18:0-1-12.0-3-01 LOADING, (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.56 15-17 >738 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.67 15-17 >614 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 200 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-12 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-17, 4-15, 7-14, 9-12 REACTIONS. (lb/size) 18=1443/0-7-10, 11=1443/0-7-10 Max Horz 18=386(LC 11) Max Uplift 18=-1423(LC 12), 11=-1280(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-2130/2394, 4-5=-1712/2117, 5-6=-1620/2062, 6-7=-1712/2117, 7-9= 2130/2394 BOT CHORD 17-18� 287/560, 15-17=-2033/2152, 14-15=-1386/1600, 12-14=-1997/1862 WEBS 2-18=1349/1892, 2-17= 2119/1702, 4-17=-115/343, 4-15=-643l750, 5-15=-304/375, 6-14= 304/375, 7-14= 643/750, 7-12= 115/343, 9-12= 2118/1702, 9-11— 1346/1892 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.Opsf; h=25ft; B=60ft; L=6011t; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 6-0-0, Interior(i) 6-0-0 to 17-0-0, Exterior(2) 17-0-0 to 22-0-0, Interior(1) 30-5-13 to 39-0-0 zone; cantilever left and right exposed ;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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=1423,11=1280. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 9,2018 a� ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and Is form 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 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East BNd- fabricatlom storage, delivery, erection and bracing of trusses and Truss systems, seeANSWI1 GuaMy CrBeffa, DSB-69 and BCSI Bugding Component Sa/efylnlonnaMOrpvaliable from Truss Plate Institute, 218 N. Lee Streeter Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply HINKLE RESIDENCE T15290558 75546 GEM MONOPITCH SUPPORTED 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:30 2018 Page 1 I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-vtcid4avOG 1 QMz7R W2civOMkLsxcPJ HslbKUm 1 yV8Jh 3x4 111 5 9 8 7 6 2x3 II 2x3 11 2x3 11 3x4 11 Scale=1:20.8 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 0.18 BC 0.26 WB 0.21 Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Well Ud n/a n/a 999 n/a n/a 999 0.00 6 n/a n/a PLATES GRIP MT20 244/190 Weight:31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-0-0. (lb) - Max Harz 9=232(LC 12) Max Uplift All uplift 100 lb or less at joints) 6 except 7=-185(LC 12), 8=-141(LC 18), 9= 351(LC 12) Max Grav All reactions 250 lb or less at joint(s) 6, 7, 8 except 9=390(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -A([ forces 250 (lb) or less except when shown. TOP CHORD 1-2=-615/149, 2-3=-396/99, 3-4=-299/75 BOT CHORD 1-9=-154/630 WEBS 4-7= 169/565,2-9= 211/714 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft B=60fh L=60ft; eave=2ft Cat. N; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) 0-0-0 to 6-0-0, Exterior(2) 6-0-0 to 6-10-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. Forstuds exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 7=185, 8=141, 9=351. 7) Non Standard bearing condition. Review required. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ° Design valld for use only with MiTekV connectors. This design Is based only upon parameters shown, and Is for on Individual building component, hot 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 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss'systems, seeANS►/IPII GualllyCrBe11a, DSB-89 and BCS1 Bu➢dhig Component 6904 Parke East Blvd. Safety tnfonnallonovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Uly Ply HINKLE RESIDENCE T15290559 75546 GRIN HIP GIRDER - 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:31 2018 Page 1 I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-N4A4gPaX9Z9H_7id4m7XREurAGD W BdP?_F421 UyV8Jg 2-3-13 5-8-12 9-0-0 12-2-0 15-4-0 18-7-4 22-0-3 24 _5 2-3-13 3-4-15 3-3-4 3-2-0 3-2-0 3-3 4 3-4-15 2-3-13 4x5 = 3x4 = 21 5 22 4x5 = Scale=1:40.7 3x4 = 6x8 = 3x8 = 4x0 3x8 = 6x8 = ""� 2-0-0 0-3-13 3-4-15 3-3-4 3-2- LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 TCDL 7.0 Lumber DOL 1.25 BC 0.51 BCLL 0.0 Rep Stress incr NO WB 0.80 BCDL 10.0 Code FBC2017/TP12014 Matfix-MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 2-14,8-10: 2x6 SP No.2 REACTIONS. (lb/size) 14=1428/0-7-10, 10=1427/0-7-10 Max Harz 14-205(LC 6) Max Uplift 14= 1968(LC 8), 10=-1818(LC 8) Max Grav 14=1642(LC 32), 10=1641(LC 31) 15-4-0 18-7.4 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.2011-1.3 >999 240 MT20 244/190 Vert(CT) -0.17 11-13 >999 240 Horz(CT) -0.07 10 n/a n/a Weight: 126 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-5-10 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-305/124, 3-4=-2475/2820, 4-5=-2293/2675, 5-6= 2291/2688, 6-7=-2473/2835 BOT CHORD 1-14= 103/315, 13-14=-1999/2032, 11-13= 2654/2533, 10-11=-2026/1878 WEBS 2-14=-254/372, 3-13= 734/653, 4-13= 519/562, 6-11= 525/561, 7-11= 735/689, 8-10=-253/345, 3-14= 2266/2677, 7-10= 2264/2569, 5-13= 380/484, 5-11= 383/484 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.Opsf; h=25ft; 8=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi--O.18; MWFRS (directional); cantilever 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 a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 14=1968,10=1818. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 405 lb down and 536 lb up at 9-0-0, 221 lb down and 265 lb up at 11-0-12, 221 lb down and 265 lb up at 12-2-0, and 221 lb down and 265 lb up at 13-3-4, and 405 lb down and 536 lb up at 15-4-0 on top chord, and 409 lb down and 458 lb up at 9-0-0, 72 lb down and 24 lb up at 11-0-12, 72 lb down and 24 lb up at 12-2-0, and 72 lb down and 24 lb up at 13-3-4, and 409 lb down and 458 lb up at 15-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-6=-54, 6-9— 54, 15-18= 20 Concentrated Loads (lb) Vert: 4= 151(F) 6=-151(F) 12� 42(F) 13= 165(F) 11=-165(F) 5= 99(F) 21=-99(F) 22= 99(F) 23= 42(F) 24=-42(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Verrly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 101032015 BEFORE USE. Design vaild for use only with MITekV 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 applicablilty 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 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, seeANS&J?P11 Oaa►ByCdleft DSB-89 and SCSI BUDdrng Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply HINKLE RESIDENCE T15290560 75546 GRF HIP GIRDER 1 2 Job Reference (optional) L:namDers I russ, Inc., i--on tierce, r-L 6.13u 5 Mar 11 ZV7 D IVII I eK Inausrrres, mu. i ue vcr a IZ:DD:oo zV I D ra9e i I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-k1_zt7eg_6na4ubatJi68HcbOHxmpu6k7Xno_hyV8Jb 2-3-13 7-0-0 12-7.1 18-0-6 23-5-10 28-10-15 34-6-0 39-6-0 2-3-13 4-B-3 5-7-1 5-5-5 5-5-5 5-5-5 5-7-1 5x8 MT18HS = 5.00 12 3x4 = 3 24 25 4 26 27 28 3x4 = 3x4 11 5x8 MTi8HS WB = 29 5 30 6 31 7 3233 34 5x8 MT18HS = 3x4 = 835 36 37 9 Scale=1:66.9 3x6 II 38 39 ._ 40 41 17 42 -- 43 44 45 -- 46 14 4/ — 49 bV M11 3x5 = 4x5 = 3x4 = 3x6 = 3x8 = 3x4 = 3x6 = 3x4 = 4x5 = 2-0-02- -13 7-0-0 12-7-1 18-0-6 23-5-10 28-10-15 34-6-0 39-6.0 2-0-00- - 3 4-8-3 5-7-1 5-55 5.5-5 5-5-5 5-7-1 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 1.07 15-16 >414 240 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.99 15-16 >449 180 BCLL 0.0 * Rep Stress Incr NO WB 0.83 Horz(CT) -0.17 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-20,10-11: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 20=1953/0-7-10, 11=1769/0-7-10 Max Horz 20=135(LC 7) Max Uplift 20=-4054(LC 8), 11=-3746(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-112/269,2-3=-2800/6034, 3-4=-4670/10101, 4-5=-5700/12268, 5-7=-5700/12268, ° 7-8= 5722/12311, 8-9= 4724/10197, 9-10= 2898/6204, 10-11 =-1 715/3616 BOT CHORD 19-20= 342/163, 18-19= 5437/2512, 16-18=-9941/4670, 15-16=-1215015722, 13-15=-10036/4724, 12-13=-5604/2606, 11-12= 327/167 WEBS 2-20= 1834/3774, 2-19=-5458/2568, 3-19=-430/606, 3-18=-5098/2458, 4-18=-1004/1905, 4-16=-2493/1176, 5-16=-438/682, 7-15=A50/686, 8-15=-2440/1147, 8-13=-989/1872, 9-13=-5016/2422,9-12=383/520,10-12=-5404/2505 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 410 lb Fr = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 4-3-1 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpl=0.18; MW FRS (directional); cantilever, left exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=4054,11=3746. Walter P. Finn PE No.12839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design.vaild for use ordy with MITek) connectors. this design is based only upon parameters shown, and is for an kldiViduai 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 prevent buckling of Individualtruss web and/or chord members only. Additional temporary and permanent bracing MOW 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, seeANSVW11 CUa1ByCrItaft DSB-89 and 8CS1 HUHMIg Component 6904 Parke East Blvd. Safety lnformallonovallable from Truss Plate Insfltute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 'Qty Ply HINKLE RESIDENCE T15290560 75546 GRF HIP GIRDER t 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL tm. ju s mar 11 zui8 Ivrl i eK industries, inc. rue uci u i2;56;36 GV 1 o rays c ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-kl_zt7eg_6na4ubatJi6BHcbOHxmpu6k7Xno_hyVBJb NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 229 lb down and 375 Ib up at 7-0-0, 164 lb down and 194 Ito up at 9-0-12, 164 lb down and 194 lb up at 11-0-12, 164 lb down and 194 lb up at 13-0-12, 164 lb down and 194 lb up at 15-0-12, 164 lb down and 194 lb up at 17-0-12, 164 lb down and 194 lb up at 19-0-12, 164 lb down and 194 lb up at 20-9-0, 164lb down and 194 lb up at 22-5-4, 164 lb down and 194 lb up at 24-5-4, 164 lb down and 194 lb up at 26-5-4, 164 lb down and 194 lb up at 28-5-4, 164 lb down and 194 lb up at 30-5-4, and 164 lb down and 194 lb up at 32-5-4, and 229 lb down and 375 lb up at 34-6-0 on top chord, and 235 lb down and 219 lb up at 7-0-0, 31 lb down and 74 lb up at 9-0-12, 31 lb down and 74 lb up at 11-0-12, 31 lb down and 74 lb up at 13-0-12 , 31 lb down and 74 lb up at 15-0-12, 31 Ito down and 74 lb up at 17-0-12, 31 lb down and 74 lb up at 19-0-12, 31 lb down and 74 lb up at 20-9-0, 31 lb down and 74 lb up at 22-5-4, 31 lb down and 74 lb up at 24-5-4, 31 lb down and 74 lb up at 26-5-4, 31 lb down and 74 lb up at 28-5-4, 31 lb down and 74 lb up at 30-5-4, and 31 lb down and 74 lb up at 32-5-4, and 235 lb down and 219 lb up at 34-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-10=-54, 11-21=-20 - Concentrated Loads (lb) Vert: 3= 66(F) 6=-41(F) 9=-66(F) 19=12(F) 12=12(F) 24=-41(F) 25=-41(F) 26=41(F) 28=-41(F) 29=-41(F) 30=-41(F) 31=-41(F) 32=-41(F) 34=-41(F) 35=-41(F) 36=-41(F) 37=-41(F) 38=-13(F) 39= 13(F) 40=-13(F) 41= 13(F) 42=-13(F) 43=-13(F) 44=-13(F) 45=-13(F) 46= 13(F) 47=-13(F) 48=-13(F) 49= 13(F) 50=-13(F) ®WARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with Wlllel<�V 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 vedfy The applicability of design parameters and properly Incorporate this design Into the overall truss only. Additional temporary and permanent bracing Wek° building design. Bracing indicated is to prevent buckling of individual web and/or chord members Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSUIP/l Qua►By Ci feft DSO-69 and SCSi Buddfng Component Tampa, FL 33610 SatefyfntomlaMonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply HINKLE RESIDENCE T15290561 75546 GRG HIP GIRDER 1 1 Job Reference (optional) cnam0ers I russ, Inc., r0rr Fierce, I-L MIsU s Mar 11 zU10 rwr r eK muusmes, Inc. r ue vcr a rz:Da:aa zo I o Faye i ID:QGf7ZgnsSSbOPbDkjBM4rQyXnLm-8cf6W8hZH 198xMK9YRGpmwEBJUvYOEW BgUOTaOyV8JY i 2-3-13 5-7-7 9-0.0 14-3-14 19-6-0 24-&2 i 30-0-0 33-4-9 i 36-B-3 i 39-0-0� 2-3-13 3-3-10 5-3-14 5-2-2 5-2-2 5-3-14 3-4-9 3-3-10 2-3-13 J 10x14 MT18HS 11 5.00 F,2 4 3x10 I 5x6 = 5x8 MT18HS = 5x6 = 26 27 5 28 29 30 6 7 31 32 33 834 35 7x10 MT18HS = 36 9 Scale = 1:65.3 6x10 3 6x10 10 3x4 I I 3x4 11 2 tt 7x8 = 21 20 19 37 18 38 39 4x5 = 4x4 = 6x8 = 4x6 = 9m-0 17 40 41 42 43 16 44 15 45 , 14 13 _ 7x8 = 4x8 dx6 = 6x8 = 4x4 = v 2 I4 6 4x5 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOIL 1.25 TC 0.68 Vert(LL) 0.63 17 >651 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.45 17 >921 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress incr NO WB 0.85 Horz(CT) -0.16 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 253lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except- TOP CHORD 4-7,7-9: 2x6 SP 240OF 2.0E BOT CHORD BOT CHORD 2x6 SP No.2 `Except` WEBS 15-19: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 2-21,11-13: 2x6 SP No.2, 3-21,10-13: 2x4 SP M 30 REACTIONS. (lb/size) 21=2463/0-7-10, 13=2463/0-7-10 Max Harz 21=201(LC 7) Max Uplift 21=-3111(LC 8), 13=-2969(LC 8) Max Grav 21=2813(LC 29), 13=2814(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=423/199, 2-3� 361/257, 3-4= 4824/5113, 4-5=-6485/6864, 5-6=-7107/7490, 6-8=-7107/7490, 8-9= 6490/6881, 9-10= 4826/5143, 10-1 1=-360/257,11-12=-359/198 BOT CHORD 1-21=-203/437, 20-21= 3658/3753, 18-20= 4477/4534, 17-18=-6562/6560, 16-17= 6579/6492, 14-16— 4505/4400, 13-14=-3713/3604, 12-13=-203/363 WEBS 2-21=-304/408, 3-20=-1091/1081, 4-18=-2539/2561, 5-18=-1201/1427, 5-17=-773/837, 6-17=-651/898, 8-17= 767/833, 8-16— 1201/1427, 9-16=-2536/2565, 10-14=-1091/1082, 11-13=-304/389, 3-21=-4129/4539, 10-13=-4132/4439 Structural wood sheathing directly applied or 3-3-5 oc purlins. Rigid ceiling directly applied or 3-5-3 oc bracing. 1 Row at midpt 4-18, 9-16 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.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 4 = 16%, joint 9 = 12% 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 21=3111,13=2969. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual binding 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 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, seeANSVW11 GualdyCriterla, DSB-89 and SCSI SuMbIlg Component 6904 Parke East Blvd. Satetyinlormotionzivailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply HINKLE RESIDENCE T15290561 75546 GRG HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MfI eK Industries, Inc. I us Oct 9 12:55:39 20173 t'age 2 I D:OGfzZgnsSSbOPbDkjBM4rOyXnLm-8cf6W 8hZH 198xMK9YRGpmwE8J UvYOE W Bq UOTaOyVBJY NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 405 lb down and 536 lb up at 9-0-0, 221 lb down and 265 lb up at 11-0-12, 221 lb down and 265 lb up at 13-0-12, 221 lb down and 265 lb up at 15-0-12, 221 lb down and 265 lb up at 17-0-12, 221 lb down and 265 lb up at 19-0-12, 221 lb down and 265 lb up at 19-11-4, 221 lb down and 265 lb up at 21-11-4, 221 lb down and 265 lb up at 23-11-4, 221 lb down and 265 lb up at 25-11-4, and 221 lb down and 265 lb up at 27-11-4, and 405 lb down and 536 lb up at 30-0-0 on top chord, and 409 lb down and 458 lb up at 9-0-0, 72 lb down and 24 lb up at 11-0-12, 72 lb down and 24 lb up at 13-0-12, 72 lb down and 24 lb up at 15-0-12, 72 lb down and 24 lb up at 17-0-12, 72 lb down and 24 lb up at 19-0-12, 72 lb down and 24 lb up at 19-11-4 , 72 lb down and 24 lb up at 21-11-4, 72 lb down and 24 lb up at 23-11-4, 72 lb down and 24 lb up at 25-11-4, and 72 lb down and 24 lb up at 27-11-4, and 409 lb down and 458 lb up at 29-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front.(F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-9=-54, 9-12= 54, 1-12=-20 . Concentrated Loads (lb) Vert: 4=-151(13) 7=-99(B) 9= 151(B) 19= 42(B) 20=-165(B) 14= 165(B) 26=-99(B) 27=-99(B) 29=-99(B) 30= 99(B) 31=-99(B) 32=-99(B) 33=-99(B) 35= 99(B) 36=-99(B) 37=-42(B) 38=-42(B) 39= 42(B) 40=-42(B) 41=-42(13) 42=-42(B) 43= 42(B) 44= 42(B) 45= 42(B) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M0.7473 rev. 1010312015 BEFORE USE " Design valid for use only with MITe',V 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 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 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, seeANSVWII CualtlyCi feria, DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. Safety tnfonnationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply HINKLE RESIDENCE T15290562 75546 GRP HALF HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Oct 9 12:55.40 2018 Page 1 I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-coD Uj UhB2KH?ZVuM69n2J7m lauKelgpK28107SyV8JX 2-3-13 7-0-0 11-5-11 15-9-10 20-1-9 24-7-4 25-8-0 , 2-3-13 4-8-3 4-5-11 4-3-15 4-3-15 4-5-11 1-0-12 6x8 MT18HS = 5.00 12 3x4 = 20 214 22 2x3 11 5x8 MT18HS = 3x5 = 23 0 24 6 25 r 26 27 Scale=1:42.0 Sx6 = 6 28 9 3x6 II 4x5 = JXb 3x8 = 3x6 = 4x6 11 3x4 = 3x4 = 2-0-0 2- - 3 7-0-0 11-5-11 15-9-10 2%1-9 24-7-4 2-0-0 0- - 3 4-8-3 4-5-11 4-3-15 4-3-15 4-5-11 Plate Offsets (X,Y)-- (3:0-5-120-2-8j, f6:0-4-0,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.35 12-14 >751 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.33 12-14 >813 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(CT) -0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 134 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` BOT CHORD 8-10: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 10=1155/0-6-14, 16=1208/0-7-10 Max Horz 16=235(LC 8) Max Uplift 10=-2442(LC 5), 16=-2455(LC 8) Max Grav 10=1155(LC 1), 16=1209(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1504/3257, 3-4=-2012/4409, 4-5= 1985/4285, 5-7= 1985/4285, 7-8=-1318/2805, • 8-1t1103/2292 BOT CHORD 15-16=-299/97, 14-15=-3046/1327, 12-14=-4409/2012, 11-12=-2805/1318 WEBS 2-16=-1101/2189, 2-15=-2901/1379, 3-14=-1679/839, 4-14=-357/532, 5-12=352/550, 7-12=-1794/812, 7-11 =-775/1 529, 8-11=-3335/1554 Structural wood sheathing directly applied or 5-0-3 oc purlins, except end verticals. Rigid ceiling directly applied or 3-4-11 oc bracing. 1 Row at midpt 2-15, 8-11 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; BCDLr3.Opsf; h=25ft; B=60f; L=60ft eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever' left exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and, any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=2442, 16=2455. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 229 lb down and 375 lb up at 7-0-0, 164 lb down and 194 lb up at 9-0-12, 164 lb down and 194 lb up at 11-0-12, 164 lb down and 194 lb up at 13-0-12, 164 lb down and 194 lb up at 14-6-8, 164 lb down and 194 lb up at 16-6-8, 164 lb down and 194 lb up at 18-6-8, and 164 lb down and 194 lb up at 20-6-8, and 164 lb down and 194 lb up at 22-6-8 on top chord, and 235 lb down and 219 lb up at 7-0-0, 31 lb down and 74 lb up at 9-0-12, 31 lb down and 74 lb up at 11-0-12, 31 lb down and 74 lb up at 13-0-12, 31 lb down and 74 lb up at 14-6-8, 31 lb down and 74 lb up at 16-6-8, 31 lb down and 74 lb up at 18-6-8, and 31 lb down and 74 lb up at 20-6-8, and 31 lb down and 74 lb up at 22-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon pararnetets 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 building design. Bracing Indicated Is to prevent buckling of Individualtruss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPI1 Qua►By, CrBeda, DSO-69 and BCSI BuRdrng Component 6904 Parke East Blvd. Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312 FJexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply HINKLE RESIDENCE T15290562 75546 GRP HALF HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. I ue Uct 9 12:b5:41 2g18 Page 2 I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-5?nsxgipoeQsBfTYfsl HrLJTKIgtU63THoVZfuyV8J W LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ,Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-9=-54, 10-17= 20 Concentrated Loads (lb) Vert:3=-66(B) 15=12(B)20— 41(B) 21=-41(B) 22=-41(B) 23=-41(13) 24= 41(B) 25=-41(13)26=-41(13) 27=-41(B)29= 13(B) 30=-13(B) 31= 13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) ® WARNING - Verilydesign parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITek:0 connectors. This design Is based only upon parameters shown, and Is for on individual building component, hot �^ 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss Safety tntonnatbn ivaiiable from Truss Plate Institute, 218 N. Lee Stree systems, seeANSYWI1 AUaBPyCrCeda, DSB-89 and SCSI Building Component r Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply HINKLE RESIDENCE T15290663 75546 J1 JACK -OPEN 18 1 Job Reference (optional) cnamners I russ, Inc., t-on coerce, I -I_ 3-0-0 O. IOU b IVRII I I ZU r O IVII I UK JIMUbLueb, If 1U. I Ue VIA W IZ:DD.Y 14U IO rilae 1 I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-5?nsxgipoeQsBfTYfsl HrLJTCIggUHfTHoVZfuyV8J W 3x6 11 5 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.04 3 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-117/Mechanical, 4=-181/Mechanical, 5=515/0-7-10 Max Horz 5=98(LC 12) Max Uplift 3= 117(LC 1), 4=-181(LC 1), 5=-741(LC 12) Max Grav 3=155(LC 12), 4=258(LC 12), 5=515(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-236/787 Scale = 1:10.8 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed; 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=1 17, 4=1 81, 5=741. Walter P. Finn PE No.22836 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only wllh NilTe10 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 building design. Bracing Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the rg Component storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPir GuallyCriteria, DSB-89 and BCSI Bundling Parke East East Blvd.fabrication, Tampa, Parke Safety/nionnaflorravallable from Truss Plate Insfitute, 218 N. Lee Street; Suite 312, Alexandria, VA 22314.33610 Job Truss Truss Type Ply Ply HINKLE RESIDENCE T15290564 75546 J3 JACK -OPEN 18 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:43 2018 Page 1 I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-1 NvcLW k3KFgaQzdxnHKlwmOpp6FHyBnmk6_gknyV8JU 5-0-0 5-0-0 Scale=1:14.9 24 11 2-0-0 2-3-13 r 2-0-0 0-3-13 5-0-0 2-8-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=30/Mechanical, 4= 9/Mechanical, 5=344/0-7-10 Max Horz 5=165(LC 12) Max Uplift 3— 72(LC 9), 4=-67(LC 13), 5=-508(LC 12) Max Grav 3=63(LC 17), 4=21(LC 3), 5=344(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 316/112 BOTCHORD 1-5=-119/329 WEBS 2-5=-248/652 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=60ft; L=60fh eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ; 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=508. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTek0 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 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 stabllih' 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, seeANSUWII QUOMY Ci feda, DSB-89 and BCSI BaBdlgq Component 6904 Par Parke East Blvd. Safety rnformationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply HINKLE RESIDENCE ' T15290565 75546 J5 JACK -OPEN 36 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 TCDL 7.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 Rep Stress Incr YES WB 0.21 BCDL 10.0 Code FB02017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=95/Mechanical, 4=33/Mechanical, 5=385/0-7-10 Max Horz 5=232(LC 12) Max Uplift 3_ f 77(LC 12), 4=-122(LC 9), 5= 570(LC 12) Max Grav 3=128(LC 17), 4=71(LC 3), 5=385(LC 1) 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:43 2018 Page 1 ID:QGfzZgnsSSbOPbDkjBM4rQyXnLm-1 NvcLWk3KFgaQzdxnHKlwmOvB6DLyBTmk6_gknyVBJU 7-0-0 7-0-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-430/170 BOT CHORD 1-5=-157/436 WEBS 2-5=-350/722 Scale=1:19.8 4-8-3 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0A0 4-5 >536 240 MT20 244/190 Vert(CT) 0.10 4-5 >554 180 Horz(CT) -0.06 3 n/a n/a Weight: 23 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 6-11-4 zone; cantilever left exposed; 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 elide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=177, 4=122, 5=570. Walter P. Finn PE No.12639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: October 9,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE I Design valid for use only with MiTek© connectots. This design Is based only upon parameters shown, and Is for an individual binding 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 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 guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVIPI► Quallly Cdteda, DSB-89 and BCSI BuRding Component 6904 Parke East Blvd. Safety/ntormatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Y3ty Ply HINKLE RESIDENCE T15290566 75546 J7 JACK -OPEN 22 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Oct 9 12:55:44 2018 Page 1 • ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-VaT?Zskh5ZoR27C7L_s_TzxzEVaLhcvwzmjEGDyV8JT 4-8-2 9-0-0 4-8-2 4-3-14 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 TCDL 7.0 Lumber DOL 1.25 BC 0.87 BCLL 0.0 Rep Stress Incr YES WB 0.33 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=153/Mechanical, 4=62/Mechanical, 5=446/0-7-10 Max Horz 5=299(LC 12) Max Uplift 3=-249(LC 12), 4=-6(LC 9), 5=-469(LC 12) Max Grav 3=205(LC 17), 4=112(LC 3), 5=446(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 628/211 BOT CHORD 1-5=-188/512 WEBS 2-5=-415/1110 Scale: 1/2"=1' 9-0-0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.12 4-5 >686 240 MT20 244/190 Vert(CT) -0.16 4-5 >510 240 Horz(CT) -0.12 3 n/a n/a Weight: 29 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25f; B=60ft; L=60ft; eave=7ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extehor(2) 0-0-0 to 6-0-0, Intefior(1) 6-0-0 to 8-11-4 zone; cantilever left exposed ;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 for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=249, 5=469. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. m Design valid for use orgy with lvirfekb connectors. This design Is bored 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 Individual truss members only. Additional temporary and permanent bracing MiTek* building design. Bracing Indicated Is to prevent buckling of web and/or chord 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, seeANSMIr GualgyCdleda, DSB-89 and BCSI BuOdlnq Component 6904 Parke East Blvd. Safety lnronnaRonavailabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply HINKLE RESIDENCE T15290567 76646 JC Jack -Closed 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:45 2018 Page 1 I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-zmONmClJstwlfHnJui NDOBTIzv1 mQ7a3CQTnogyV8JS 1-10-8 1-10-8 3x4 = PROVIDE BEARING CONNECTION(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. ADEQUATE SUPPORT REQUIRED. 1.10.8 1-10-8 2x3 11 Scale = 1:8.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 6 n1r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:4.1 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=136/Mechanical, 2= 0/Mechanical Max Horz 3=256(LC 12), 2=-193(LC 12) Max Uplift 3= 224(LC 12) Max Gram 3=136(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=-634/179 BOT CHORD 1-3=-161/656 WEBS 2-3=-105/372 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25tt; B=60ft; L=60ft; eave=7ft Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ;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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except.(jt=lb) 3=224. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE. ' Design valid for use only with MlTekb connectots. This design is based only upon potarnelers showfil, and Is for an individual building component, net 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 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 guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and Truss systems, seeANSI/IP(I Cual9yCIfeda, DSO-69 and BCSI BuRdfng Component 6904 Parke East Blvd. Sa►etyintonnaf onavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 'Qty Ply HINKLE RESIDENCE T15290568 75546 JU JACK -OPEN 18 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55.45 2018 Page 1 ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-zmON mClJstwlfHnJ ui NDOBTJQv24Q813COTnogyVBJS 1-0-0 3x4 = PROVIDE BEARING CONNECTION(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. ADEQUATE SUPPORT REQUIRED. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 6 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=0/Mechanical, 3=73/Mechanical Max Horz 2= 118(LC 12), 3=151(LC 12) Max Uplift 3= 122(LC 12) Max Grav 3=73(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-262/74 BOT CHORD 1-3=-84/348 Scale =1:6.5 PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left exposed ;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 for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=122. Waller P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeWV 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 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal 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, seeANSVWII CuaNyCi fella, DSO-69 and BCS1 BuRdigg Component 6904 Parke East Blvd. Sdtefy/nfolmaf/onovallabie from Truss Plate Institute, 218 N. Lee Street;Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply HINKLE RESIDENCE T15290569 75546 KJ5 DIAGONAL HIP GIRDER �Qty 3 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL o. rote s mar r i �v! o IVII ! — jiUat ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-Ryal_YmydA29HQMVSPuSY000FJ N09ZDCR4CKK6yV8J R 5-2-9 1 6-0-9 9-10-1 5-2-9 0-10-0 3-9-8 Scale=1:19.6 3x4 = 2-9-9 0-5-6 2-9-9 3-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.11 6-7 >725 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.09 6-7 >851 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 42 Ib Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=93/Mechanical, 5=3/Mechanical, 7=347/0-10-13 Max Horz 7=231(LC 8) Max Uplift 4= 131(LC 8), 5= 195(LC 8), 7=-949(LC 8) Max Grav 4=101(LC 17), 5=114(LC 26), 7=956(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-702/624, 2-3=-700/659 BOT CHORD 1-7=-573/707, 6-7-158/367 WEBS 3-7= 545/502, 3-6=-411/177 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; porch left and right exposed; Lumber DOL=1.60 plate Grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=131, 5=195, 7=949. 6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"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 (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (IN Vert: 11=148(F=74, B=74) 13= 90(F=-45, B— 45) 14=222(F=111, B=111) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK P.EFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with Ml ie',M 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 building design. Bracing Indicated Is to prevent buckling of Individual iruss web and/or chord members only. Additional temporary and permanent bracing MOW 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, seeAMSVWII QualRyCrBerfa, DSB-89 and SCSI Building Companenf 6904 Parke East Blvd. Safety lnformallo► 3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply HINKLE RESIDENCE T15290570 75546 KJ7 DIAGONAL HIP GIRDER 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:47 2018 Page 1 ID:QGfzZgnsSSbOPbDkj8M4rQyXn Lm-v987BunaOUAOvaxiO7Ph5cZaojjpuywMfkyutYyV8JO 3-2-15 6-7-8 7-8-1 12-8-0 3-2-15 3-4-9 1-0-9 4-11-15 =1:24.6 axy — wr�i�r=u 8 —.1— 44 = NAILED 3x5 II NAILED NAILED NAILED 3x4 = NAILED 2-9-9 2-9-9 ,3.2-1§ 0-5-6r 7-8-1 4-5-2 11-8-u 4-11.15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.13 6-7 >882 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 56lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=128/Mechanical, 5=151/Mechanical, 8=421/0-10-13 Max Horz 8=298(LC 8) Max Uplift 4= 219(LC 8), 5=-430(LC 8), 8=-1129(LC 8) Max Grav 4=131(LC 28), 5=345(LC 22), 8=1152(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-750/599, 2-3= 945/692 BOT CHORD 1-8=-558/763, 7-8=-558/465, 6-7= 756/679 WEBS 2-8= 729/817, 3-6=-755/842, 2-7=-1125f748 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft B=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 4=219, 5=430, 8=1129. 6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"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, 5-9=-20 Concentrated Loads (lb) Vert: 12=148(F=74, B=74) 14=-37(F=-19, 6=-19)15=-90(F=-45, B=-45) 16=222(F=111, B=111) 18=-10(F=-5, B— 5) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED miTEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valld for use only with MITekV connectors. ihis design Is based only upon parameters shown, and Is for an individual building component, hot � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Individual truss members only. Additional temporary and permanent bracing MiTek` building design. Bracing Indicated Is to prevent buckling of Is always required for stability and to prevent collapse with possible p4sonal web and/or chord Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss ding Component systems, seeANSIRPII AualifyCrffefla, DSO-89 and BCSI Building East rkEast Blvd. Pae a Parke Tam P33610 Safetyfn/omlaflonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply HINKLE RESIDENCE T15290571 75546 M HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek industries, Inc. Tue Oct 9 12:55.48 2018 Page 1 I D:QGfzZgnsSSbOPbDkjeM4rQyXnLm-NLiVPDnC9oltW kW uagwwdp5nb73RdPXVuOh RP?yV8JP 2-3-13 6-8-4 10-10-8 14-9-0 18-11-0 19 2 0 2-3-13 4-4-7 4-2-4 3-10-8 4-2-0 0-3-0 4x4 = 16 3x4 = 5 Scale=1:31.5 3x4 11 6 7 3x4 = 11 6x8 = 3x6 = 3x8 = 6x8 = 2-0-0 013- 3 8-6-11 8-0-8 Plate Offsets (X Y)-- f 11.0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.07 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.15 9-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.03 9 >999 240 Weight: 104lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No BOT CHORD REACTIONS. (lb/size) 8=6181Mechanical, 11=792/0-7-.10 Max Harz 11=365(LC 12) Max Uplift 8=-619(LC 12), 11= 797(LC 12) Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-497/39, 2-3= 270/53, 3-4=-670/737, 4-5— 597/765 BOT CHORD 1-11=-7/465, 9-11= 1109/760, 8-9=-582/399 WEBS 2-11=-224/576, 3-11=-778/1176, 3-9= 194/403, 5-9=-290/313, 5-8=-587/869 ,NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 10-10-8, Exterior(2)10-10-8 t6 19-2-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. .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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=619, 11=797. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL'33610 Date: October 9,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, riot � 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 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 guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII QualityCrBalb, DS9•89 and BCSI Buud61g Component Safety Infomratlonavailable from Truss Plate Institute, 218 N. Lee Slreet,ISuite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type holy Ply HINKLE RESIDENCE T15290572 75546 M1 HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:49 2018 Page 1 ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-sXGucZogw5Qk8u447YR9A1 eugW LsMnRf72R?xRyVBJO 2-3-13 7-8-5 12-10-8 18-11-0 1-2-0 2-3-13 5-4-8 5-2-3 6-0-8 0-3-0 4x8 = 3x4 11 Scale=1:36.7 5 6 3x4 = 3x6 11 , 3x6 = 3x4 = 6x8 = 2x3 11 7-8-5 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 FBC2017fTP12014 CSI. TC 0.56 BC 0.59 WB 0.76 Matrix -MS DEFL. in Vert(LL) -0.11 Vert(CT) -0.21 Horz(CT) -0.02 Wind(LL) 0.21 (loc) I/dell L/d 8-10 >999 360 8-10 >947 240 7 n/a n/a B-10 >919 240 PLATES GRIP MT20 244/190 Weight: 99 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-8 oc bracing. REACTIONS. (lb/size) 7=618/Mechanical, 11=79210-7-10 Max Horz 11=432(LC 12) Max Uplift 7=-639(LC 12), 11=-777(LC 12) Max Grav 7=627(LC 17), 11=792(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-639/432, 2-3=-804/750, 3-4= 543/601, 5-7= 173/329 BOT CHORD 1-11= 465/635, 10-11= 1033/741, 8-10— 1033/741, 7-8=-685/495 WEBS 2-11=-494/877, 3-8- 298/415, 4-8=-232/340, 4-7= 654/900 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=60fh L=60ft; eave=7ft; Cat. 11' Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 12-10-8, Exterior(2) 12-10-8 to 19-2-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=639, 11=777. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33616 Date: October 9,2018 A WARNING- Verdy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design vaild for use only with MiTek' 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 vedfy 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 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems. seeANS►/IPII Quality ClUede, DS8-89 and BCSI Bugding Component 6904 Parke East Blvd. Safety lnfannaBanovailable from Truss Plate Institute, 218 N. Lee Street.ISuite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply HINKLE RESIDENCE T15290573 75546 M2 HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:50 2018 Page 1 ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-KjgGpvpShPYbm2fHhFzOiEB2TwgB5FgoLiAYTtyV8JN 2-3-13 7-8-5 14-10-8 18-11-0 1 D-2-0 2-3-13 5-4-8 7-2-3 4-0-8 0-3-0 4x10 = 3x4 11 Scale=1:39.3 s_nn - 4 5 6 3x4 = 2x3 11 2x3 11 " — 3x4 = 6x8 = 5-4-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10,0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CSI. TC 0.62 BC 0.65 WB 0.69 Matrix -MS DEFL. in Vert(LL) -0.14 Vert(CT) -0.29 Horz(CT) -0.02 Wind(LL) 0.27 (loc) I/dell Ud 8-10 >999 360 8-10 >687 240 7 n/a n/a 8-10 >740 240 PLATES GRIP MT20 244/190 Weight: 104lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. REACTIONS. (lb/size) 7=618/Mechanical, 11=79210-7-10 Max Horz 11=499(LC 12) Max Uplift 7=-663(LC 12), 11=-753(LC 12) Max Grav 7=658(LC 17), 11=792(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-705/455, 2-3=-857/708, 3-4=-420/355 BOT CHORD 1-11= 461/693, 10-11=-1099/816, 8-10=-1089/816, 7-8=-500/368 WEBS 2-11= 463/792, 3-8=-496/647, 4-8=-273/390, 4-7=-695/941 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.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 14-10-8, Extedor(2) 14-10-8 to 19-2-0 zone; cantilever left 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=663,11=753. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design vaild for use only with tv1100 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 building design. 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 guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV7PII ®ua►tlyCifede, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Sa/efyinrorma@onavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply HINKLERESIDENCE T15290574 75546 M3 HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mtl ek Industries, Inc. I ue Oct 9 iz:55:51 zula Page 1 ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-ow0e1 Fg4SjgSNCETFzUdFSjF9K2_ghuyaMw50JyVBJM 2-3-13 7-8-6 11-6-11 16-10-8 18-11-0 19-2-0 2-3-13 5-4-9 3-IVI 5-3-13 2-0-8 0-3-0 4x8 = 3x4 II Scale = 1:43.4 5.00 F12 6 7 8 3x4 = 13x6 11 3x4 = 3x6 = 3x4 = = 6x89 2-0-0 2 - 3 7-8-6 16-10-8 18-ti-0 2-0-0 0- - 3 5-4-9 9-2-3 2-0-8 Plate Offsets (X Y)-- (6.0-5-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.18 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.41 10-12 >485 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) -0.02 9 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.20 10-12 >985 240 Weight: 114lb 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. (lb/size) 9=618/Mechanical, 13=792/0-7-10 Max Harz 13=566(LC 12) Max Uplift 9— 690(LC 12), 13— 726(LC 12) Max Grav 9=694(LC 17), 13=792(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 638/211, 2-3=-827/499, 3-5=-790/624 BOT CHORD 1 -13=-247/647,12-13=-9541786, 10-12=-844/604 WEBS 2-13= 557/870, 3-12=-157/332, 6-10= 520/594, 6-9=-771/920, 5-12=-2531310, 5-10= 556/822 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-8-8 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.Opsf; h=25ft 8=60ft; L=60ft; eave=7ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 16-10-8, Extedor(2) 16-10-8 to 19-2-0 zone; cantilever left 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=690, 13=726. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Deslgn valid tot use only with MITeka connectors. This design is based only upon parameters shown. and Is for an Individual building component, hot a truss system. Before use, the building designer must verify the applicability building design. Bracing Indicated Is to prevent buckling of Indivlduail'truss Is always required for stability and to prevent collapse wah possible personal of design parameters and properly Incorporate this design Into the overall web and/or chord members only. Additional temporary and permanent bracing Injury and property damage. For general guidance regarding the MiTek* fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUID11 QuaBtyCrCeda, DSB-89 and BCS1 BuBdhig Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Infomration3vailable from Truss Plate Institute, 218 N.'Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Ply HINKLERESIDENCE T75290575 75546 M4 HALF HIP �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:52 2018 Page 1 I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-G6xOEbri DOol?Lpfpg?sofGODkQsZFg5pOffymyVBJ L 19-2-0 2-3-13 6-9-12 12-3-2 18-10-8 _ 18-1u0 2-3-123 4-5-15 5-5.6 6-7.6 0-�-8 0-3-0 Scale = 1:46.1 5.00 ri2 6 7 m I6 6 3x6 I 3x6 — ax4 US = 3x4 = 2-0-0 0- - 3 7-5-9 19-1-10 Plate Offsets (X Y)-- [1.0-2-0 Edge], [4.0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.18 8-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.40 8-9 >497 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.18 8-9 >999 240 Weight: 97lb 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS 1 Row at midpt 6-8, 5-8 REACTIONS. (lb/size) 8=600/Mechanical, 11=79210-7-10 Max Horz 11=635(LC 12) Max Uplift 8= 690(LC 12), 11=-695(LC 12) Max Grav 8=752(LC 17), 11=792(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-668/178, 2-3=-882/447, 3-5=-7461337, 6-8=-174/352 BOT CHORD 1-11=-201/694, 9-11= 884/845, B-9=-701/622 WEBS 2-11= 622/897, 3-9=4521307, 5-9= 98/337, 5-8=-769/868 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; B=601t; L=60ft eave=7ft; Cat. Ik Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 19-0-4 zone; cantilever left exposed ;C-C 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 noncoricurrent 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, with BCDL = IO.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=690, 11=695. Walter P. Finn PE No.22839 61iTek USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTekV connectors. This design Is based only upon parameters shown, and is for on individual building component not �' Im a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing 6V1iTek* building design. Bracing prevent of 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, seeANSUM11 Cuallly CAeda, DSO-69 and BCSI Buedfng Component 6904 Parke East Blvd. Safety/ntotmaRorravallable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Uty Ply HINKLE RESIDENCE T15290576 75546 M5 MONOPITCH 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. I ue Oct 9 12:55:54 2018 rage 1 ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-CV3nfHszle2OEfz2w51 Kt4LjgX5L19BOGK81ceyVBJJ 6-9-12 12-3-2 12r7 10 18-11-0 19 2-0 6-9-12 5-5-6 0-4- 6-3-6 0j3t0 5.00 F12 g 7 Scale = 1:46.3 11 8 3x6 II 3x6 = 3x4 = 6x8 = 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 Incr YES Code FBC2017/TP12014 CSI. TC 0.61 BC 0.45 WB 0.28 Matrix -MS DEFL. in Vert(LL) -0.18 Vert(CT) -0.40 Horz(CT) -0.02 Wind(LL) 0.18 (loc) I/defl Ud 8-9 >999 360 8-9 >497 240 8 n/a n/a 8-9 >999 240 PLATES GRIP MT20 244/190 Weight: 98lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-8, 5-8 REACTIONS. (lb/size) 8=618/Mechanical, 11=792/0-7-10 Max Harz 11=648(LC 12) Max Uplift 8=-728(LC 12), 11=-688(LC 12) Max Grav 8=780(LC 17), 11=792(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-665/169, 2-3=-878/427, 3-5=-741/315, 6-8= 197/400 B01'CHORD 1-11= 191/690, 9-11= 890/846, 8-9=-696/621 WEBS 2-11= 620/887, 3-9— 153/313, 5-9— 104/337, 578= 768/863 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 19-2-0 zone; cantilever left exposed ;C-C 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 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=728,11=688. Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. m [�_-slgn valid for use only with MlTe',0 connectors. This design Is based of ly upon parameters shown, and Is for ai Individual building component, not a truss system. Before use, the building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall buckling Individual only. Additional temporary and bracing MOW building design. Bracing Indicated Is to prevent of Muss web and/or chord members permanent Is always required for stability and to prevent collapse with possible perrsonal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSfRPII GualOyCrlfeda, DSO-69 and SCSI Bu0dIngComponent 6904 Parke East Blvd. Safety Infannallo►rovailabte from Truss Plate Insfitute, 218 N. Lee Street, Sulte 312, Alexancirla, VA 22314. Tampa, FL 33610 Job Truss Truss Type + City Ply HINKLE RESIDENCE T15290577 75546 M6 HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:55:56 2018 Page 1 ID:QGfzZgnsSSbOPbDkj8M4rOyXnLm-StBX4yuDGFI kUz7Q2W 3oyVR38LnoV3ghkedshXyV8JH 6-9-12 12-3-2 12-9-15 18-11-0 19; P,-0 6-9-12 5-5-6 0-6-1 6-1-1 0-3-0 5.00 FIT 6 7 Scale=1:46.2 1 0 0 11 8 3x6 11 3z6 = 3x4 = 6x8 = 3x4 = 2-0.0 2 - 3 9-9-6 18-11-0 2-0-0 0- - 3 7-5-9 9-1-10 Plate Offsets (X Y)-- (1:0-2-0 Edgef i4:0-3-0 EdgeI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.18 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.40 8-9 >497 240 BCLL 0.0 ' Rep Stress Incr YES WB 028 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.18 8-9 >999 240 Weight: 97lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS 1 Row at midpt 6-8, 5-8 REACTIONS. (lb/size) 8=614/Mechanical, 11=79210-7-10. Max Horz 11=644(LC 12) Max Uplift 8=-716(LC 12), 11=-690(LC 12) Max Grav 8=776(LC 17), 11=792(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 665/172, 2-3=-879/433, 3-5= 741/321, 6-8= 192/390 BOT CHORD 1-11= 194/690, 9-11=-889/846, 8-9=-699/622 WEBS 2-11= 621/890, 3-9=-153/311, 5-9=-102/337, 5-8=-768/867 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat. �I; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 19-1-0 zone; cantilever left exposed ;C-C 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 8=716, 11=690. i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03=15 BEFORE USE. Design valid for use only with MITeka 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 building design. Bracing indicated is to buckling of individual web and/or chord members only. Additional temporary and permanent bracing M!Tek7 prevent (truss 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, seeANSUIPI f puaiHy CrBeda, DSB-69 and SCSI BuIldhig Component 6904 Parke East Blvd. Satetyintormafonovailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type tIty Ply HINKLE RESIDENCE T15290578 75546 M7 HALF HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK industries, Inc. I ue vcl 9 12:55:bf 21118 Page 1 I D:QGfzZgnsSSbOPbDkj8M4rQyXn Lm-d4lvHlurl YRb57idbDb 1 VjzGZ150EOBgyl NQDzyV8JG 2-3-13 7-8-5 11-9-1 , 17-0-0 18-11-01�-2-0 2-3-13 5-4-8 4-0-12 5-2-15 1-11-0 0-3-0 4x8 = 3x4 11 Scale=1:43.7 5.00 F,2 6 7 8 12 " 9 3x4 = 3x6 5x6 =.. 3x4 = 6x8 = 2.0-0 2- - 3 7-8-5 17.0-0 18-11-0 2-0-0 0- - 3 5-4-8 9-3-11 1-11-0 Plate Offsets (XY)-- f6.0-5-80-2-01 f11'0-2-40-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.17 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.38 10-11 >521 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) -0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.20 10-11 >992 240 Weight: 115lb 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. (lb/size) 9=618/Mechanical, 12=792/0-7-10 Max Horz 12=570(LC 12) Max Uplift 9= 692(LC 12), 12=-724(LC 12) Max Grav 9=697(LC 17), 12=792(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-638/211, 2-3=-828/503, 3-5— 778/603 BOT CHORD 1-12=-250/648, 11-12= 962r/88, 10-11= 824/592 WEBS 2-12= 559/879, 3-11= 162/330, 6-10= 533/603, 6-9— 776/923, 5-11=-250/316, 5-10= 564/827 Structural wood sheathing directly applied or 6-0-0 oc puffins, except and verticals. Rigid ceiling directly applied or 6-8-2 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Eiderior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 17-0-0, Exterior(2) 17-0-0 to 19-2-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=692, 12=724. Walter P. Finn PE No.22836 MiTek USA, Inc. FL Cert 6634 6004 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTe10 connectors. This design Is based only upon patameters shown, and is for an Individual beading 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 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and Truss systems, seeAMWMII QualifyCifedd, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Informallonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply HINKLE RESIDENCE T15290579 75546 MS HALF HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc.- Tue Oct 9 12:55:58 2018 Page 1 w ID:QGfzZgnsSSbOPbDkj8M4rQyXnLm-5GJ HVevTosZSjGGp9x6G1 wW PW 9P7ztx_By7zi PyVBJF 2-3-13 7-8-6 15-0-0 18-11-0 1-2-0 2-3-13 5-4-9 7-3-11 3-11-0 0-3-0 4x10 = 3x5 11 Scale = 1:40.1 4 5 c 3x4 = 2x3 II 2x3 I I ��" 3x4 = 6x8 = 2 0 0 0-r3-13 5-4-9 ' 7-3-11 3-11-0 Plate Offsets (X Y)-- 13.0-3-0 0-3-41 (4.0-6-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Verl(CT) -0.29 8-10 >681 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) -0.10 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.26 8-10 >755 240 Weight: 104lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. REACTIONS. (Ib/size) 6=-207/Mechanical, 7=826/Mechanical, 11=788/0-7-10 Max Harz 11=503(LC 12) Max Uplift 6=-207(LC 1), 7=-807(LC 12), 11=-749(LC 12) Max Grav 6=161(LC 12), 7=835(LC 17), 11=788(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-698/427, 2-3=-850/677, 3-4=-402/315, 5-7=-308/443 BOT CHORD 1 -1 1=-433/686, 10-11=-1075/810, 8-10=-10741810, 7-8=-462/351 WE13S 2-11= 463/793, 3-8=-509/674, 4-8— 286/397, 4-7= 689/904 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.Opsf; h=25ft; 8=60ft; L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 15-0-0, Exterior(2) 15-0-0 to 19-1-4 zone; cantilever left exposed ;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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=207, 7=807, 11=749. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design veld for use only with Mllek9 connectors. This design Is based only upon parameters shown, and Is for an Individualbuilding 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 is to buckling Individual'itruss chord members only. Additional temporary and permanent bracing {MiTek" building design. Bracing Indicated prevent of web and/or 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, seeANSVM11 Dual lyCrBedo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety lntotmailotlavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply HINKLE RESIDENCE T15290580 75546 M9 HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13o s mar 11 2u1 a MI I eK mousrnes, Inc. i ue Oci 9 i2:56:U0 2 i8 Pay e r M ID:QGfzZgnsSSbOPbDkjeM4rQyXnLm-lfQ2wKxkKTpAzaQCHM8k6Lbmyy5ORIJGfFc4glyV8JD 2-3-13 7-8-5 13-0-0 18-11-0 16-7r0 2-3-13 5-4-8 5-3-11 5-11-0 0-3-0 4x8 = 3x4 II Scale = 1:35.2 5 6 3x4 = 3x6 11 2x3 11 -- 3x4 =^� — 2-0-0 0- - 3 5-4-8 5-3-11 5-11-0 Plate Offsets (X Y)-- l4.0-5-4 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.55 Vert(LL) -0.11 8-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.21 8-10 >931 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) -0.02 7 n/a n/a BCDL 10.0 Code FBC20177TP12014 Matrix -MS Wind(LL) 0.22 8-10 >907 240 Weight; 99 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 REACTIONS. (lb/size) 7=618/Mechanical, 11=79210-7-10 . Max Harz 11=436(LC 12) Max Uplift 7= 641(LC 12), 11=-776(LC 12) Max Grav 7=628(LC 17), 11=792(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 643/434, 2-3=-807/747, 3-4=-536/586, 5-7=-169/321 BOT CHORD 1-11= 465/638, 10-11=-10371745, 8-10=-1037/745, 7-8=-674/487 WEBS 2-11= 493/873, 3-8=310/430, 4-8= 236/342, 4-7— 654/900 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=60ft; L=60ft eave=7ft Cat. M; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 13-0-0, Exterior(2) 13-0-0 to 19-2-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. , 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=641,11=776. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 9,2018 ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design voild for use only with tATek® connectors. This design I; 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 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 prevent collapse wtih possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII QualdfyCrBeda, DSO-69 and BCSI Bu®dtng Component 6904 Parke East Blvd. Safety lnfomtaftotrovailable from Truss Plate Institute, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply HINKLE RESIDENCE T15290581 75546 P HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Oct 9 12:56:01 2018 Page 1 L. I D:QGfzZgnsSSbOPbDkj8M4rQyXnLm-Vr_Q7gyM5nx1 ak?Og3fzfZ8tkMSUAA2QtvLdMkyV8JC 2-3-13 5-8-12 9-0-0 16-9-10 24-7-4 25-8-0 , 2-3-13 3-4-15 3-3-4 7-9-10 7-9-10 1-0-12 5x12 MT1 BHS — Scale=1:42.0 I 3x6 I,I 5x8, MT18HS = 6x8 = 5 1 c io 7 io a 3x4 = nxa — Oxv 2.0-0 2- 3 9-0-0 16.9-10 24-7-4 2-0-0 0- - 3 6-8-3 7-9-10 7-9-10 Plate Offsets (XY)-- f4:0-8-8 0-2-0) f6:0-4-0 Edgel f7:0-3-8,0-3-01, f9:Edge,0-3-81, f13:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/,defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.35 9-10 >761 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 9-10 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) -0.04 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 129 lb FT = 20% LUMBER- BRACING - I TOP CHORD 2x4 SP M 30 TOP CHORD Structural Wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiljrig directly applied or 3-9-0 oc bracing. 7-9,4-10,7-10: 2x4 SP M 30 WEBS 1 Row at midpt 7-10 REACTIONS. (lb/size) 9=877/0-6-14, 13=998/0-7-10 Max Horz 13=302(LC 12) Max Uplift 9=-1522(LC 12), 13=-1641(LC 12) Max Grav 9=877(LC 1), 13=999(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1130/3151, 4-5=-1175/3303, 5-7=-1175/3303, 7-9=-807/2028 BOT CHORD 12-13=-2685/888, 10-12=-3003/1022 WEBS 3-12= 455/230, 4-12=-602/194, 4-1 0-337/249, 5-10= 471/806, 7-10= 3562/1257, 2-13=-240/452, 3-13=-114812845 NO'TES- 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.Opsf; h=25ft; B=60ft', L=60ft; eave=7ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-0-0, Intedor(1) 6-0-0 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13 zone; cantilever left exposed; 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by;2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=1522, 13=1641. Walter P. Finn PE No.22839 h7Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 9,2018 ®WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11,1II-7473 rev. 10/03)2015 BEFORE USE. Design valid rot use only with MITe.0 connectors. This design Is based ordy upon parameters shown, and Is for on 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 building design. 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 guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&711 GualCyCi leda, DSB-89 and BCSI Bullding Component Safety lnfolmallonavatlable from Truss Plate Institute, 218 N. Lee Street.! Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type • Qty Ply HINKLE RESIDENCE T15290582 75546 P1 HALF HIP 1 1 Job Reference (optional) unamoers i russ, inc., I-orr melee, I-L 2-3-13 5-8-4 2-3-13 3-4-7 A b.1dU s Mar l 1 zui b IVII I eK mausures, Inc. I ue uci u lz:bb:ud zui tl 5-3-12 6-9.10 6.9-10 ' 1-0-12 48 2x3 11 4 5 17 Scale=1:42.0 6x8 = 6 18 7 3x4 = 6x8 = 3x4 = '1Xb 3x10 = 4x6 11 2-0-0 11-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. - TC 0.60 BC 0.65 WB 1.00 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/dell Ud 0.44 11-12 >598 240 -0.21 11-12 >999 240 -0.04 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 134lb 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 except end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 3-3-5 oc bracing. 6-8: 2x4 SP M 30 WEBS 1 Row at midpt 6-9 REACTIONS. (lb/size) 8=877/0-6-14, 12=998/0-7-10 Max Harz 12=369(LC 12) Max Uplift 8=-1535(LC 12), 12=-1628(LC 12) Max Grav 8=877(LC 1), 12=999(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 126/328, 2-3= 112/365, 3-4=-1083/2952, 4-5=-878/2477, 5-6=-878/2477, • 6-8=-815/2109 BOT CHORD 1-12=-273/99, 11-12=-2834/910, 9-11= 2870/951 WEBS 4-11=-875/272, 4-9=-109/483, 5-9=-412/714, 6-9= 2937/1036, 3-12=-1150/2632 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.Opsf; h=25ft; B=60ft; L=60fh eave=7fh Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-0-0, Exterior(2) 11-0-0 to 19-5-13 zone; cantilever left exposed ; 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 ponding. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 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 at=lb) 8=1535, 12=1628. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33810 Date: October 9,2018 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED A11TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITel b connectors. This design Is based only upon parameters shown, and Is for an IndlVidudi buAdirg 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 prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcailom storage, delivery, erection and bracing of trusses and Truss systems, seeANSVIP11 QualityCrItedo, DS"9 and BCSI Bugdlgq Component 6904 Parke East Blvd. Safety lnformallanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3�4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1116" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTeir20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1; National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI:. Building Component Safety Information, Guide to Good Practice for Handling, Igstalling & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTSARE GENERALLYNUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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 MiTek® All Rights Reserved ,p MiTek� . MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® 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. 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 atjolnt locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front back words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.