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Home My WebLink AboutTrussSEAT"PLATE BY CHAMBERS TRUSS Jer �j I PRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SJJW6 FOR 4X2 EXCEPT AS SHOWN ACARRIED CA f3 MANGER ID FASTENER FOR FASTENER FOR TRUSS T SS CARRIED TRUSS CARRYING TRUSS KJ7, K 7 GRA,G JA26 , (7)-1 OD (16)-16D JP G KJG7 'Please refer to Standard Erring package for general instuction on installing hangers 10d=0.148' 16d=0.162" x 3 1/2" W/AtA ,,, NOTES: " AL—borffEAMS ARE RY OTHERS. EVEL RETURNS ARE BY BUILDER, REDUIRED BY TRUSSES. E 11 DGE ., Rr- AND CONNECTIONS OF LEDG.::R ARE DESIGNED ow- 'L L d Do not stand on trusses until they are braced per BCSI & proper) nailed to straps and h Y p angers .. PLUMB CUT END 2X4 TOP CHORD WALL HEIGHT 8'-2" END DETAIL: TYPICAL 2-0�0-00 4.5 r- AND SUPPLIED BY OTHERS. PLUMB CUT END 2X4 TOP CHORD 4.5 (— WALL HEIGHT 8'-11" END DETAIL: UTILITY PCH 4- j i 2-00-00 5108 PLUMB CUT END 2X4 TOP CHORD WALL HEIGHT 9'-l" END DETAIL: PORCH 11 11 4-00-00 4.5 r— PLUMB CUT END 2X4 TOP CHORD 4.5 r- WALL HEIGHT 9'-6" END DETAIL: UPTURN IBM �1 FABRICATION AGREEMENT i TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED 8 RETURNED �,Ie undersigned acknowledges and agrees: 1.Trusseswillbe made in strictaccordance with this truss placement d' ramtermining successful fabrication of the trusses.' solo authority for 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of i undersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Try shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. kfter 10 days of delivery remedy win 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 i he sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss win' re 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 esponsibte to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change N any changes are made in this layout A $50 per hour; se for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. !voice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of slivery if buyer cannot accept delivery of fabricated trusses, The undersigned agrees in pay Chambers Truss j-asonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge wig be dded for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to an terms herein. I 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees ayment when due of any and all indebtedness awed to Chambers Truss by any entity receiving material and the i x:ippient ndersgned agrees to pay such indebtedness inducing attorneys fees, if default in payment for material be made by the 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to ,rein, the parties agree that the sole venue for any such action win be Saint Lucie County, Florida. I 11. Design (responsibilities are per '"`National Standard And Recommended Guidelines On Responsibilities For Dnstruction Using Metal Plate Connected Wood Trusses ANSI/TPUWTCA 4 - 2002'"' 12. Warranty is per Chambers Truss Warranty attached. TED TITLE A spreader bar may be required per to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are j set, failure to do so can result in roof collapse. Temporary po ry and permanent bracing are !red and can save life and property i 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 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 i USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC 31105-01ii—ander Avenue Fort Pierce, Florida 34982-6423 800-551-5932 Fort Pierce 772465-2012 Fax 772-465-8711 Vero Beach 772-569.2012 Stuart 772-286.3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM EIV; S1'. Lucie County, Pere iL-Wd2--CQ.unty, ,Permitting DESIGN CRITERIA LOADING/DESIGN CRITERIA REDUaBLE rIER CODE SUCH As ssc 1G04.&I County ST. LUCIE Building Department ST. 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 Top Chord Live Roof R.D.L. Floor 20 Top Chord Dead 0 20 4.2 0 Bottom Chord Live '10-Non Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 50 7.2 0 Duration Factor 1.25 0 'wind Speed 170mph Top Chord C.B. Sheathing by builder !Bottom Chord C.B. Sheathing by builder !Highest Mean Height 15' Building Type Enclosed Building Category II: Non Restrictive Exposure Category Miles from Ocean C>Open Terrain with scattered obstructions 5 Conforms to Florida Building Code 2017 R.D.L.=Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record I Chambers Truss Inc. Drawing Name: 75240 SCALE: 3/16" = 1'-0" 137 total trusses, 67 unique designs Designer: RLC Reviewed by: RLC i Date: 07/03/18 FOR KATHLEEN & HERBERT YANC�Pil, DESCRIPTION:® YANCY RES. � Page 1 of 1 CUSTOMER INITIALS EACH PAGE i 75240 ' i LuMllei•'lc�esign•values are in accordance with ANSI/TPI 1 section 6.3 TMQ truss designs rely on lumber values established by others. MiTek RE: 75240 - YANCY MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: KATHLEEN & HERBERT YANCY Project Name: YANCY Model: Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE 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: 40.0 psf Floor Load: N/A psf This package includes 66 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. Seal# Truss Name I Date No. I Seal# Truss Name I Date 1 IT144829391A 7/5/18 118 1 T14482957 1 G2 7/5/18 12 1 T14482940 1 Al 1 7/5/18 119 1 T14482958 1 GRA 1 7/5/18 13 1 T14482941 I A2 1 7/5/18 120 1 T14482959 1 GRB 1 7/5/18 1 14 1 T14482942 1 ATA 1 7/5/18 121 1 T14482960 1 GRD 1 7/5/18 1 15 1 T14482943 1 ATB 1 7/5/18 122 1 T14482961 1 G RG 1 7/5/18 1 6 1 T14482944 1 ATC 7/5/18 123 1 T14482962 1 G R P 7/5/18 7 1 T14482946 1 ATK 1 7/5/18 124 I T14482963 I J 1 1 7/5/18 18 1 T14482947 1 ATL 1 7/5/18 125 I T14482964 I J 1 P 1 7/5/18 1 19 1 T14482948 1 ATM 1 7/5/18 126 I T14482965 I J3 1 7/5/18 110 1 T14482949 1 D 1 7/5/18 127 I T14482966 I J3B 1 7/5/18 11 I T1 4482950 1 D1 1 7/5/18 128 I T14482967 I J3P 1 7/5/18 112 J T14482951 1 D2 1 7/5/18 129 I T14482968 I J5 1 7/5/18 113 1 T14482952 1 D3 1 7/5/18 130 I T14482969 I J5P 1 7/5/18 J 114 1 T14482953 1 D4 1 7/5/18 131 I T14482970 I J7 1 7/5/18 15 1 T14482954 1 D5 7/5/18 132 IT14482971IJ7A 7/5/18 16 1 T14482955 1 G 1 7/5/18 133 I T14482972 I J7P 1 7/5/18 117 1 T14482956 1 G1 1 7/5/18 134 I T14482973 1 JA 1 7/5/18 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 per ANSI/TPI 1, Chapter 2. RECEIVED AUG 0 8 2018 ST. Lucie County, Permitting 1LR P ENiW* L i j J/ No 22839 S OF T 4u O � N A, Walter P. Finn PE No.22839 MiTek USA, Ind. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 Finn, Walter 1 of 2 RE: 75240 - YANCY Site Information: Customer Info: KATHLEEN & HERBERT YANCY Project Name: YANCY Model: Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL No. Seal# Truss Name I Date 135 1T144829741JA1 1 7/5/18 136 I T14482975 1 JA5 1 7/5/18 137 I T14482976 1 JA7 1 7/5/18 138 I T14482977 I JB 1 7/5/18 139 I T14482978 I JB1 1 7/5/18 140 I T14482979 I JB3 1 7/5/18 141 I T14482980 I JB5 1 7/5/18 142 1 T14482981 1 JG3 1 7/5/18 1 143 1 T14482982 1 JG7 1 7/5/18 144 I T14482983 1 KJ7 1 7/5/18 145 1 T14482984 1 KJ7G 1 7/5/18 146 1 T14482985 1 KJA 1 7/5/1.8 147 1 T14482986 1 KJA7 1 7/5/18 148 1 T14482987 1 KJG7 1 7/5/18 149 I T14482988 1 KJP 1 7/5/18 150 I T14482989 1 P 1 7/5/18 151 1 T14482990 1 P1 1 7/5/18 152 1 T14482991 1 P2 1 7/5/18 153 1 T14482992 1 P3 1 7/5/18 154 1 T14482993 1 P4 1 7/5/18 155 I T14482994 I P5 1 7/5/18 1 156 1 T14482995 1 V5 1 7/5/18 157 I T14482996 I V23 1 7/5/18 158 I T14482997 1 VA 1 7/5/18 159 1 T14482998 1 VB 1 7/5/18 160 1 T14482999 1 VC 1 7/5/18 161 1 T14483000 1 VE 1 7/5/18 162 1 T14483001 I VF 1 7/5/18 163 1 T14483002 1 VG 1 7/5/18 164 1 T14483003 1 VH 1 7/5/18 165 1 T14483004 1 VK 1 7/5/18 166 I T14483005 1 VL 1 7/5/18 2of2. Job Truss Truss Type city Ply YANCY t t T14482939 75240 A Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 1.1 2018 MI I ek Industries, Inc. Thu Jul b U/:21:4U 2U18 rage 1 ID:fc6ZRoaxnh?vyJnkAMEaaizl kk3-I9jNapf9gyzKOT86hfBypoPaPFidmpUBsDM95uz?Blf 2-a-0 6-6-7 11-0-0 16-0-0 21-0.0 27-11-3 2-4-0 4-2-7 4-5-9 5-0-0 5-0-0 6-113 Scale: 1/4'=1' 4x5 = 4x6 = 3x4 = _-- 4 19 20 5 21 22 6 m N 12 4x8 = 6x8 = 4x8 = 3x5 I I 21-0-0 LOADING (psf) TCLL 20.0 TCDL 10.0 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 0.38 BC 0.33 WB 0.47 Matrix -MS DEFL. in Vert(LL) -0.09 Vert(CT) -0.18 Horz(CT) 0.02 Wind(LL) 0.14 (loc) I/defl L/d 9-11 >999 360 9-11 >999 240 16 n/a n/a 9-11 >999 240 PLATES GRIP MT20 244/190 Weight: 176lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-11 oc purlins, BOT CHORD 2x8 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 9-6-0 oc bracing. 7-8: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 12=1207/0-8-0, 16=968/0-7-4 Max Horz 12=115(LC 11) Max Uplift 12= 799(LC 12), 16=-557(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1580/1135, 2-3=-1726/1308, 3-4— 1479/1079, 4-5=-1359/1085, 5-6=-1300/1078, 6-7=-1445/1058 BOT CHORD 1-12= 1088/1552, 11-12=-1253/1552, 9-11= 1124/1520, 8-9=-360/412 WEBS 3-11=-247/348, 4-11=-50/292, 5-11=-279/300, 5-9=-360/298, 6-9=-23/264, 7-9=-600/907, 2-12= 459/525, 7-16=-1323/1060 e 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=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 25-2-15, Interior(1) 25-2-15 to 27-2-3 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) Bearing at joint(s) 16 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 799 lb uplift at joint 12 and 557 lb uplift at joint 16. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ®WARMING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAMSI/IPII QualityCdteda, DS&89 and BCS18uild(ng Component 6904 Parke East Blvd. Solety Informallonovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply YANCY it t T14482940 75240 Al Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:21:41 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-n1LHln9fnRF5BOdjlFMgBMOxk7f3TVGcK5t6idKz?Ble 2-4-0 6-10-5 7-11 13-0.0 19-0-0 23-3-14 27-11-3 2-4-0 4-6-5 -9-11 5-4-0 6-0-0 4-3-13 4-7-5 Scale: 114'=1' 4x6 = 4x6 = 20 21 4x8 = 3x6 Il 6x8 = 4x5 = Sx6 = 4x5 = 1-3 LOADING (psf) TCLL 20.0 TCDL 10.0 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 0.39 BC 0.30 WB 0.48 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) -0.09 11-12 >999 360 Vert(CT) -0.17 11-12 >999 240 Horz(CT) 0.02 17 n/a n/a Wind(LL) 0.12 11-12 >999 240 PLATES GRIP MT20 244/190 Weight: 171 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins, BOT CHORD 2x8 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-8: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 13=1207/0-8-0, 17=968/0-7-4 Max Harz 13=140(LC 11) Max Uplift 13� 799(LC 12), 17=-557(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1470/923, 2-3=-1567/1053, 3-4=-1458/1087, 4-5= 1327/1077, 5-6— 1448/1097, 6-7= 391/288, 8-14=-5331757, 7-14=-533/757 BOT CHORD 1-13=-850/1406, 12-13=-1015/1494, 11-12— 1015/1494, 9-11=-884/1331, 8-9= 892/1164 WEBS 3-12=-227/324, 5-9=-39/253, 6-9=-46/280, 6-8=-1091/859, 2-13=-321/404, 7-17=-1234/899 • 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=15ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 23-5-12, Interior(1) 23-5-12 to 27-2-3 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.Opsf. 6) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 799 lb uplift at joint 13 and 557 lb uplift at joint 17. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03f2015 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 Bet 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 fabricallon, storage, delivery, erection and bracing of trusses and truss system, seeANSbVIF QualdyCdfeft DS049 and BCSI Building Component 6904 Parke East Blvd. Safety InforinaNanovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply YANCY 1 1 T14482941 75240 A2 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:21:42 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-EXr7?UgPCZD2dnlVp4BOvDUno3ObEfeUKXrF9mz?Bid 2-4-0 7-10-5 -8-0 15-0-0 17-0-0 22-3-14 27-11-3 2-4-0 5-6-5 -9-1 6-4-0 2-0-0 5-3-13 5-7-5 4x6 = 4x5 = 4.50 12 15 14 1e rr ru a 3x6 11 6x8 = 4x5 = 4x5 = 3x5 11 4x5 = 8-8-0 Scale = 1:49.3 9 6 oq I LOADING (psi) TCLL 20.0 TCDL 10.0 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 0.90 BC 0.30 WB 0.36 Matrix -MS DEFL. in (loc) I/deft L/d Vert(LL) -0.07 12-14 >999 360 Vert(CT) -0.14 12-14 >999 240 Horz(CT) 0.02 19 n/a n/a Wind(LL) 0.11 12-14 >999 240 PLATES GRIP MT20 244/190 Weight: 182lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc puffins, BOT CHORD 2x8 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x8 SP 240OF 2.OE REACTIONS. (lb/size) 15=1207/0-8-0, 19=96810-7-4 Max Harz 15=165(LC 11) Max Uplift 15— 799(LC 12), 19=-557(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1454/873, 2-4=-1579/1037; 4-5= 1311/998, 5-6=-1163/1005, 6-7=-1299/1017, 7-8— 1335/950 BOT CHORD 1-15=-824/1413, 14-15=-989/1413, 12-14= 989/1413, 11-12=-765/1163, 10-11=-838/1211, 9-10=-254/359 WEBS 4-14=-173/298, 4-12=-378/250, 6-11 =-1 89/268, 7-10=-298/326, 8-10=-623/902, 2-15=-402/492, 8-1 9=-1 249/862 Is 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=15ft; B=45f; L=28ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Extedor(2) 15-0-0 to 17-0-0, Interior(1) 21-2-15 to 27-2-3 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) Bearing at joint(s) 19 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 799 Ib uplift at joint 15 and 557 lb uplift at joint 19. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 10/03f2015 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 property 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII Quality Criteria, DSB-89 and SCSI Bullding Component Tampa, FL 33610 Safety Wolmatb/pvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type city Ply YANCY 1 t T14482942 75240 ATA ATTIC 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:21:44 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-BwzuQAigkAUmt4StwUDu_eZETs_3iaJmnrKMEfz?Bib -4-0-13 -7- 8-0-0 12-11-3 15-6-2 20-7-0 25-10-6 29-11-3 7.4-12 4-11-3 2-6-15 5-0-14 5-3-6 4-D-13 O N 0 O 4.50 12 14 4x5 = 4x4 = 3x4 = 5xB MT19HS = 13 6x8 it Scale=1:58.2 0-7-14 0-7-4 -4-0-7 0-0-1 n &0-0 15-6-2 15�7-3 20-7-0 25-10-6 29-10-13 4-0-7 0- 1 7.6-2 0. -1 4-1t-13 5-3-6 4-47 0-7-3 0-0-10 Plate Offsets (X Y)-- f2:0-4-0 0-2-121 r3:0-3-0 Edgel f7.0-4-8 Edgel r8:0-2-8 0-3-01r12:0-3-8,0-4-121,f13:0-5-8,0-3-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.16 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.30 13 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.16 13 >999 240 Weight: 185lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-13: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 2-15,7-13: 2x4 SP M 30, 2-18: 2x8 SP 240OF 2.0E REACTIONS. All bearings 0-7-3 except Qt=length) 10=Mechanical, 1=Mechanical. (lb) - Max Harz 22= 205(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10, 1 except 9= 663(LC 12), 22=-674(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 10, 1 except 9=1366(LC 19), 22=1351(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1697/828, 4-5=-1571/909, 5-6=-324/221, 7-8=-1961/1021, 8-9=-2484/1271 BOT CHORD 14-15= 254/471, 13-14= 528/1515, 12-13= 16/273, 7-12=-118/511111-12=-1015/2269, 9-11=-1013/2284 WEBS 8-12=-577/386, 5-17=-1323/748, 7-17= 1323/748, 2-14=-292/1124 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=15ft; B=45ft L=26ft; eave=4ft; Cat. . 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-7 to-1-0-7, Interior(1) -1-0-7 to 12-11-3, Exterior(2) 12-11-3 to 15-11-3 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). 4-5, 5-17, 7-17 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 1 except Qt=lb) 9=663, 22=674. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P.Finn PENo32839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 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 i 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, socAldS&VII Qualify Cr8edd, DSB-89 and SCSI 8ufldlrlg Component 6904 Parke East Blvd. Safety fnfonnaffanavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply YANCY e t T14482943 75240 ATB ATTIC 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11. 2015 MI I eK Industries, Inc. I nu ,Jul b u/:21:4b 2u1B rage 1 ID:fc6ZRoaxnh?vyJnkAMEaoizt kk3-f6XGdW ilVUcdUE03UCk7Ws6SPGK7R5CWOV4vm5z?Bla -4-0-13 -7- 7-9-3 8-9-7 12-,11-3 17-,0.15 21-2-1 25-3-2 2 -1 -6 29-11-3 4-0-13 -7- 7-1-15 1-0-4 4--12 4-1-12 4-1-2 4-1-2 -7 4-0-13 I109 O = 4.50 12 4x4 3x4 —A � 3x4 = 8 3x4 = 23 22 19 17 16 15 5x6 = 3x5 11 54— 7-7-0 6x8 = 4x5 = 3x5 11 6x12 = 4x5 = 3x10 I I B-9-7 B-9-3 -0-0-7 -7-A 7-9-3 7-11-3 17-0-15 21-2-1 25-3-2 2 -1 29-10-13 ,N7 -7- 7-1-15 0- -00- -4 8-3-8 4-1-2 4-1-2 -7 4-0-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.07 17 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.16 17 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.37 Horz(CT) 0.02 26 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.12 17 >999 240 Scale = 1:63.1 4 N � N TM f O PLATES GRIP MT20 244/190 Weight: 215 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 No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 22-23,20-21,18-19,15-18: 2x8 SP 240OF 2.0E 6-0-0 oc bracing: 15-16. WEBS 2x4 SP No.3 *Except* 2-25,13-26: 2x8 SP 240OF 2.0E REACTIONS. All bearings Mechanical except at --length) 25=0-7-3, 20=0-8-0, 26=0-7-3. (lb) - Max Horz 25=205(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 1=-108(LC 12), 14=-105(LC 12), 25=-538(1_C 12), 20=-247(LC 12), 26— 627(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 14 except 25=849(LC 1), 20=508(LC 18), 26=1017(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-10011735, 4-5= 854/774, 5-6=-870/787, 6-7=-733/713, 9-10= 731/693, 10-1 2=-795/637,12-13=-925/673 BOT CHORD 2-25=-767/650, 20-21=-399/802, 19-20=-109/329, 17-19=-331/691, 16-17— 466/827, 13-26= 997/730 WEBS 13-16=-583/974, 7-24=-635/522, 9-24=-635/522, 2-21=-411/759 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=1511; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=o.18; MWFRS (directional) and C-C Exterior(2) -4-0-7 to-1-0-7, Interior(1) -1-0-7 to 12-11-3, Extetior(2) 12-11-3 to 15-11-3 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) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 25, 26 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 1, 105 lb uplift at joint 14, 538 lb uplift at joint 25, 247 lb uplift at joint 20 and 627 lb uplift at joint 26. 8) 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: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. � Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, noY i a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 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, seeANSI/1P11 Qua1By 0yeda, DSB-89 and BCSI Buudfng Component Tampa, FL 33610 Safety rnrotmadonavailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type City Ply YANCY t � T14482944 75240 ATC ATTIC 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. I hu Jul 5 07:21:46 2U18 Nage 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-7J4ersjwGokU6ObG2vFM33fZYgnIAVv3E9pT1Yz?BIZ i44-00-13 -2-113 7-10 _ 1 245232 26--71 Odb5 2891 47-12 4--2 4-20T 4-1-1 Scale=1:53.1 4x4 = 4.50 F12 18 17 i8-0-0 14 13 12 3x5 II 4x5 = 4x5g— x5 = 4x5 = 3x5 II 0-7-4 -4-0.7 0-7-3 4.8-6 8-11-7 17-0-15 21-2-1 25-3-2 2SI.10r6 4-0-7 -7- 4-1-1 4d•1 6-3-8 4-1-2 4-1-2 7-4 LOADING (psf) TCLL 20.0 TCDL 10.0 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 CS1. TC 0.53 BC 0.25 WB 0.54 Matrix -MS DEFL. in (loc) 1/defl Ud Vert(LL) -0.14 14-16 >999 360 Vert(CT) -0.23 14-16 >999 240 Horz(CT) -0.02 21 n/a n/a Wind(LL) 0.10 14-16 >999 240 PLATES MT20 Weight: 185 lb GRIP 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 2-18,11-12: 2x4 SP No.3 6-0-0 oc bracing: 2-22 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-8 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 1=92/Mechanical, 21=1070/0-7-3, 22=1240/0-7-3 - Max Horz 22=185(LC 11) Max Uplift 1— 96(LC 12), 21=-518(LC 12), 22= 660(LC 12) Max Grav 1=92(LC 1), 21=1216(LC 20), 22=1380(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1547/742, 3-5=-1779/808, 5-6=-1586/825, 8-9=-1587/841, 9-10= 1779/829, 10-11= 1461/743 BOT CHORD 2-22= 11861689, 16-17=-648/1483, 14-16=-586/1595, 13-14=-632/1342, 11-2l= 1138/643 WEBS 2-17=-633/1462, 3-17=-557/260, 5-16=0/425, 9-14=0/421, 6-20= 17791774, 8-20=-1779/774, 10-13=-657/301, 11-13=-629/1409, 10-14=-73/455, 3-16=-101/344 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=15ft; B=45ft; L=26ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extefior(2) -4-0-7 to-1-0-7, Intedor(1) -1-0-7 to 12-11-3, Exterior(2) 12-11-3 to 15-11-3 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-20, 8-20 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-16 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 21, 22 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 1, 518 lb uplift at joint 21 and 660 lb uplift at joint 22. 10) 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: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11-7473 rev. IOIW12015 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTeV 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/JPII QualityCrBeda, DSB-89 and BCSI Bugd/gg Component 6904 Parke East Blvd, Safety InfaimaBoeavatiabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY r + T14482946 75240 ATK Attic 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:21:48 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizt kk3-3hCOFYIAoP_CLile9Klg8UkvoTQ2eJMMiTIaNOz?BIX -4-0-0 p-8-1 7-10-4 12-0-0 16-1-12 23-3-15 2(1-0-p 28-0-0 r 4-0-0 8- 7-2-3 4-1-12 4-1-12 7-2-3 8- 4-0-0 4.50 F12 avd = 4x4 = Scale=1:54.8 I a N Nim ICO O O 16 15 13 12 3x5 11 4x5 = 8 0 L5 = 3x5 11 -3-1 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.55 BC 0.36 WB 0.92 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) -0.15 13-15 >999 360 Vert(CT) -0.25 13-15 >999 240 Horz(CT) -0.03 11 n/a n/a Wind(LL) 0.12 13-15 >999 240 PLATES GRIP MT20 244/190 Weight: 168lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc puffins. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-16,12-14: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 2-19,10-18: 2x8 SP 240OF 2.0E REACTIONS. All bearings Mechanical except Qt=length) 18=0-8-0, 19=0-8-0. (lb) - Max Harz 19= 188(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 1=-101(LC 12), 11=-101(LC 12), 18=-614(LC 12), 19=-614(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 11 except 18=1312(LC 19), 19=1313(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1569/674, 4-5= 13891734, 5-6=-21/273, 6-7=-21/273, 7-8=-1389/734, 8-10=-1569/674 BOT CHORD 2-19— 1234/715, 13-15=-383/1386, 10-18= 12347715 OEBS 8-13=-96/304, 10-13=-318/1294, 4-15= 96/304, 2-15=-318/1257, 5-17=-1624734, 7-17= 1624/734 NOTES- V 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=15ft; B=45ft L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, Interior(1)-0-11-10 to 12-0-0, Exterior(2) 12-0-0 to 15-0-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 18, 19 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 1, 101 lb uplift at joint 11, 614 lb uplift at joint 18 and 614 lb uplift at joint 19. Welter P. Finn PE No.22839 10) Attic room checked for U360 deflection. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameter; and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103=15 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 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, seeAN!9WII CuallfyCd1edd, DSO-89 and SCSI Bulfd/ng Component 6904 Parke East Blvd. Safety InformaKoncivailabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss I russ I ype • ty Ply , T14482947 75240 ATL Attic 1 1 �YANCY Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Dec 12 2017 MiTek industries, Inc. Thu JUI 5 10:22:27 2018 Page 1 I D:fc6ZRoaxnh?vyJnkAMEaoizl kk3-xoO35ZIgOP W MLmVflVjk6Y20CZ69FK7tJCM7yLz?9XQ 34-0 6-3-7 , 11-10-4 1&fr1113;11-5 16-0-0 i 18-0-11 1$3-5 LOA 12 , 27.11-3 2-11a 5 s 13 1-toa o- - 0 2-011 2-0-11 0- o t-to 7 7-sa 4.50 12 4x4 = 7 4x9 = is 17 16 3x6 II 4x51= b%8 65 = 4x5 II FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 2-0-0 3-4-0 4-6-44-�0 E3-7 11-10-4 20-1-12 27-11-3 2-0-0 1-4-0 5-6-13 8-3-8 7.9-7 Scale=1:47.0 Plate Offsets (X Y)-- 110:0-6-12 0-1-01 [11:Edge 0-3-81 j16:0-4-0,0-3-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.15 12-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.26 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) -0.01 23 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.14 12-14 >999 240 Weight: 180lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins, except BOT CHORD 2x8 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-11: 2x4 SP M 30 10-0-0 oc bracing: 12-14,11-12. OTHERS 2x8 SP 240OF 2.0E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 2-8-0 except Qt=length) 18=0-3-8, 23=0-7-4. (lb) - Max Horz 17=177(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 17=-1483(LC 18), 16= 1195(LC 12), 18= 234(LC 12), 23=-425(LC 12) Max Grav All reactions 250 lb or less at-joint(s) 18 except 17=606(LC 12), 16=3130(LC 18), 16=2209(LC 1), 23=1058(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-319/502, 2-24= 314/524, 2-3= 485/1201, 3-4=-1506/639, 4-5=-1424/647, 5-25=-1314/697, 6-25=-12821700, 8-26=-1283/688, 9-26=-1315/685, 9-1 0=-1 470/598 BOT CHORD 1-1 8=-473/364,17-18= 473/364, 16-17= 452/232, 15-16_ 138/266, 14-15=-138/266, 13-14=-465/1304, 12-13=-465/1304, 11-12=-298/536 WEBS 3-14=-455/1389, 5-14� 116/296, 6-19=-1548/687, 8-19=-1548/687, 10-12= 176/854, • 2-17=-173/717, 3-15= 571/275, 3-16=-1496/718, 2-16=-851/265, 10-23=-1517/770 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; 13CDL=3.0psf; h=15ft; B=45ft L=28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to 19-0-0 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) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-19, 8-19 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 7) Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Walter P. Finn PE No.22839 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1483 lb uplift at joint 17, 1195 lb uplift at MiTek USA, Inc. FL Cert6634 joint 16, 234 lb uplift at joint 18 and 425 lb uplift at joint 23. 6904 Parke East Blvd. Tampa FL 33610 9) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward Date: movement at the bearings. Building designer must provide for uplift reactions indicated. 10) Attic room checked for U360 deflection. July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ��9 �p iYl'tW 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, seeANSWI1 QualityCdleda, DSB-89 and BCSI80ding Component 6904 Parke East Blvd. Safety lnfomlof/on3vailable from truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY t T14482948 75240 ATM Attic 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:21:61 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-TGuXuZn34KMniC9UDgTrXm7MLLhSniQoOQXE_Iz?B1U 2-4-0 34-0 6-37 11-10-4 138-11 1 1 -5 160-0 18-0-11 1 5 20-1-12 27-11-3 2-4-0 7-0-0 2-11-7 5-6-13 1-10-7 0- - 0 2-0-11 2-rr 0- - 0 1.10-7 7-9-7 4x5 4.50 12 Scale = 1:47.5 3x6 11 4x5'= 6x8 = 4x5 = 4x5 11 3.4-0 2-0-0 6-3-7 11-10-4 20-1-12 27-11-3 2-0-0 6A 2-11-7 5-9-13 8-3-8 7-9-7 1-0-0 Plate Offsets (X Y)-- f1:0-6-9 0-1-121 f2:0-4-12 2-2-01 f10:0-6-12 0-1-01 fll:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.23 12-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.41 12-14 >742 240 BCLL 0.0 * Rep Stress Incr YES WB 0.58 Horz(CT) 0.02 21 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.23 14 >999 240 Weight: 174lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, BOT CHORD 2x8 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-11: 2x4 SP M 30 WEBS 1 Row at midpt 6-8 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 16=1283/0-8-0, 21=1057/0-7-4 Max Horz 16=177(LC 11) Max Uplift 16=-753(LC 12), 21=-503(LC 12) Max Grav 16=1380(LC 21), 21=1224(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1863/698, 2-3=-1858/762, 3-5= 1983/846, 5-6=-1749/868, 6-7— 87/402, 7-8=-76/391, 8-9= 1765/883, 9-10= 1979/826 BOT CHORD 1-16— 603/1707, 15-16- 755/1824, 14-15=-755/1824, 12-14=-677/1778, 11-12=-313/568 WEBS 3-14= 237/299, 5-14=0/460, 9-12=-49/378, 6-17= 2201/956, 8-17=-2201/956, 10-12=-375/1346, 3-15= 473/340, 10-21=-1719/877 NOTES- 1) Unbalanced roof live loads have been considered for this design. ?� Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to 19-0-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-17, 8-17 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 7) Bearing at joint(s) 21 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 753 lb uplift at joint 16 and 503 lb uplift at joint 21. 9) Attic room checked for U360 deflection. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M117473 rev. 10103)2015 BEFORE USE. Design valid for use only wilh 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 MO 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 systems, seeANSUWII Qualdy Cged a OSB-89 and BCSI Building Component Tampa, FL 33610 Safety Informaiianavallabie from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. oTruss Truss Type Qty Ply T14482949 75240 D Hall Hip 1 1 �YANrY Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 S Dec 12 2017 Ml rek Inauslrres, Inc. I nu Jul 5 1D:44:15 2018 Yage 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-206hFgcOGChL7EDdbKIAI?rho 1 ZbwlXrmgR?Ssz?9Cx 2-4-0 6-6-7 11-0-0 16-10-0 22-7-15 23-0r0 2-4-0 4-2-7 4-5-9 5-10-0 5-10-0 D=4-i 4 1 0 is 4x8 = 4x5 = 2x3 11 1617 5 18 4x8 = 46 = Sx10 = 3x4 = Scale=1:39.2 23-0-0 22.11.12 2-0-0 -4- 6-6-7 11-0-0 16-10-0 22-6-8 22- 1 2-0-0 -4- 4-2-7 4-s-9 - 5-10-0 5-8-8 0- 7 0-3-13 0-OA Plate Offsets (X Y)-- (2:0-5-12 0-2-0] f4:0-5-4 0-2-0] (6:0-2-8 0-2-121 f 10:0-5-0,0-6-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.04 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) -0.01 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.05 9-10 >999 240 Weight: 159lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x8 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 =1 018/0-8-0 (min.0-1-8), 14=774/0-3-0 (min. 0-1-8) Max Harz 14=256(LC 12) Max Uplift 11=-674(LC 12), 14=-460(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1020/607, 2-15=-1086/689, 3-15= 10711700, 3-4=-1150/847, 4-16=-893/706, 16-17=-893/706, 5-17=-893/706, 5-18=-893/706, 6-18=-893/706 BOT CHORD 1 -11 =-533/969, 10-11_ 533/969, 9-10=-513/952, 8-9=-547/1040 WEBS 4-9=-72/270, 5-8=-390/416, 2-11=-229/306, 6-8=-745/952, 3-10=-307/367, 6-14=-782/611 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=15ft; B=45ft; L=24ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Extedor(2) 11-0-0 to 15-2-15 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) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 674 lb uplift at joint 11 and 460 lb uplift at joint 14. LOAD CASE(S) Standard Walter P. Finn PE No12839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekQ 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, seeANSMPII Quality Crffedd, DSB-89 and BCS1 BuUd/ng Component 6904 Parke East BNd. Safety IMoneaBonavaliabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 0I fuss Truss Type Qty Ply YANCY i r r T14482950 75240 D1 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Dec 122017 Mu eK inaustnes, inc. i nu dui 5 1U:4/:U8 2U18 rage i ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-4jNywzgeER6DW NDIYl o2esu5QZa1IF7ts7c?R?z?9AH i 2-4-0 6.10-5 7-8-0 13-0.0 21-0-0 i 23-9-13 2LI14 2-4-0 4-6-5 0-9-11 5-4-0 8-0-0 2-9-13 -0- Scale=1:42.0 4x8 = sxs = 18 19 20 21 5 4x6 = 12 __ ' 4x8 = 3x6 I I 6x8 4x5 = 4x8 = 3x6 = 24-1-14 2-0.2 -4- 7-8-0 13-0-0 21-0-0 23-24 1- 0 5-4-0 5-4-0 .9-13 8-0-0 2-9-13 0- 3 0-0.4 Plate Offsets (X Y)-- r2:0-3-4 2-1-81 (2:0-0-11 0-1-121 r4:0-5-4 0-2-41 (5:0-3-0 0-2-61 r6:0-3-4,0-2-01,(12:0-0-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.04 9-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.09 9-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.07 9-11 >999 240 Weight: 168lb 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 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-8 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1063/0-8-0 (min. 0-1-8), 15=821/0-3-0 (min. 0-1-8) Max Horz 12=243(LC 12) Max Uplift 12=-700(LC 12), 15=-488(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1136/681, 2-16=-1239/803, 3-16= 1225/817, 3-17= 1138/863, 4-17=-1036/877, 4-18= 525/499, 18-19— 525/499, 19-20=-525/499, 20-21=-525/499, 5-21=-525/499, 5-6=-567/473 BOT CHORD 1-12= 628/1102, 11-12= 902/1102, 10-11— 902/1102, 9-10=-902/1102, 8-9— 821/1024 WEBS 3-11=-217/304, 4-9= 78/376, 4-8= 599/476, 5-8=-218/289, 6-8— 575/733, 2-12=-337/427, • 6-15=-827/693 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Extedor(2) 13-0-0 to 23-6-10 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 15 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 700 lb uplift at joint 12 and 488 lb uplift at joint 15. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 10/0312015 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 prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing Rg ek' Mi LT 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, seeANSWII Auaf ry CrBedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety fnfomrationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I russ Truss Type aty Ply YANCY T14482951 75240 D2 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Dec 12 2017 Mffek Industries, Inc. Thu Jul 5 10:48:25 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-JXX341bx55pIFCc5Zig5F5aI1 brgl2QCZcmael z?994 25-3-11 i 2-0-0 i 7-10-5 8-8-0 15-0-0 i 19-0-0 24-10-3 24-11-11 2-4-0 5-6-5 0-9-11 64-0 4-0-0 5-10-3 0- 7 0-0-1 Scale=1:45.0 1 I 0 4x8 = 4x5 = 4.50 12 5 18 6 16 " I 1i� 1 0 4x8 = 3x6 II 6x8 = 4x5 = 4x8 = 3x6 = 4x6 = 25-3-11 25-3-8 i 2-0-0 2 4- 8-8-0 15-0-0 19-0-0 i 24-10,3 24-11-11 � 4- 6-4-0 6-4-0 4-0-0 5-10-3 0- 7 0-3-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.05 10-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.11 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.01 16 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 10-12 >999 240 Weight: 176lb 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 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1109/0-8-0 (min.0-1-8), 16=867/0-3-0 (min. 0-1-8) Max Horz 13=216(LC 12) Max Uplift 13=-732(LC 12), 16=-510(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1256/754, 2-17=-1382/901, 3-17=-1368/901, 3-4= 1262/918, 4-18= 1087/857, 5-1 8=-1 014/870, 5-19— 765/732, 6-19=-765/732, 6-20=-815/715, 20-21= 817/706, 7-21=-879/703 BOT CHORD 1-13=-713/1229, 12-13=-955/1229, 11-12— 955/1229, 10-11= 955/1229, 9-10=-741/958 WEBS 4-12=-153/286, 4-10=-366/256, 5-1 0=-1 78/371, 5-9= 391/307, 7-9=-482/690, 2-13= 404/496,'7-1.6= 882/718 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=15ft; B=45ft; L=25ft; eave=oft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to 19-0-0, Interior(1) 23-2-15 to 24-8-7 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) Bearing at joint(s) 16 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 732 lb uplift at joint 13 and 510 lb uplift at joint 16. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS. AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103/201S BEFORE USE Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �e 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 i MiTek? Is always required for stabillty 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, seeANSYMI1 QuaMy CIII&M, DSB-89 and BCSI BDlldIng Component 6904 Parke East Blvd. Safety Infomta8'onovailable, from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 JOTruss I rusS I ype Qty Ply YANCY r r 714482952 75240 D3 Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Dec 12 2017 MiTek Industries, Inc. Thu Jul 5 10:48:56 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaojzl kk3-vUvnbuzOodjvTzU2tjkMOdMcV5Qg32umiwnjDkz?98b 26-5-9 2-4-0 6-1-12 11-6-14 17-0-0 21.6-12 26-0-1 26r1�& 2-4-0 3-9-12 5-5-2 5-5-2 4-6-12 4-5-5 0. 7 0-4-1 4x4 = Scale=1:47.2 4.50 F12 • 3x6 4 3x4 20 5 6 21 2x3 I I 7 22 4x10 8 4x8 II 19 2- 0 2x3 11 3 F FZ 18 q Io 15 14 13 12 11 10 9 4xS = 3x6 11 6x8 = 4x5 = 4x5 = 3x6 = 3x6 11 4x6 = 26-5-9 2-0-0 2 - 6-1-12 10-3-3 17-0-0 26-1-8 2 -5 5 2-0-0 3-9-12 4-1-6 6-&13 9-1-8 0-2-13 O-Od Plate Offsets (X Y)-- (2:0-5-12 0-2-01 (8:0-3-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.05 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.11 11-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.01 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 13 >999 240 Weight: 172 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 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=1155/0-8-0 (min. 0-1-8),18=914/0-3-0 (min.0-1-8) Max Harz 15=190(LC 12) Max Uplift 15= 762(LC 12), 18=-533(LC 12) Max Grav 15=1155(LC 1), 18=915(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1375/739, 2-19=-1418/814, 3-19=-1404/824, 3-4= 1424/922, 4-5= 1324/931, 5-20=-988/755,6-20=-934/764,6-21=-9341794,7-21=-978/782,7-22= 896/663, 8-22=-964/656 BOT CHORD 1-15=-654/1286, 14-15=-856/1335, 13-14= 856/1335, 12-13=-856/1335, 11-12= 856/1335, 10-11=-551/872 WEBS 3-14=-246/271, 5-11=-599/381, 6-11= 235/420, 7-10= 298/344, 8-10=-493/857, 8-18=-932/684 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=15ft; B=45ft; L=26ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterior(2) 17-0-0 to 20-0-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 762 lb uplift at joint 15 and 533 lb uplift at joint 18. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verify The applicability of design parameters and property 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sooANSVW11 Qualdy Ciffedo, OSR-89 and SCSI SuQding Component 6904 Parke East Blvd. Sofefy fnfollnaflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 JoTruss Truss Type , Qty Ply �YANCY T14482953 75240 D4 Roof special 1 . 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Dec 12 2017 MiTek Industries, Inc. Thu Jul 5 10:49:24 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-StbMTTJyCEFxgGdRW bEx8XWMHOzncheu8HZCC7z?989 23-6-10 -0-0-13 0-7-4 6-9-3 8-10-6 , 12-11-3 17-0-0 ,1841 23-1:2 23r2-� 4-0.13 -7- 6-1-15 2-1-3 4-0-13 4.0-13 1-0-14 5-0d 4 0.4-1 Scale = 1:49.3 4x4 = 4.50 12 12 3x5 I I 4x8 = 6x8 = 4x8 = 0 Q 3x6 = 4x6 = 6 N 14 -7 T 23-6-10 -4-0-s 0-7-4 8-10-6 i2-113 17-0-0 23-2-9 23-&6 4-0-6 -7- 8-3-2 4-0.13 4.0-1-3 6-2-9 0- - 3 "-4 Plate Offsets (X,Y)--12:0-7-4,0-0-81,(7:0-2-12,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.04 9-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 9-11 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.61 Horz(CT) -0.01 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.05 9-11 >999 240 Weight: 178lb 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 2x8 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-12: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 *Except* be installed during truss erection, in accordance with Stabilizer 2-13: 2x8 SP 240OF 2.0E Installation guide. OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 1 =1 06/Mechanical, 13=1095/0-7-3 (min. 0-1-8), 14=862/0-3-0 (min. 0-1-8) Max Harz 13=173(LC11) Max Uplift 1= 104(LC 12), 13=-672(LC 12), 14= 498(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1197/770, 3-4=-10971781, 4-16=-1158/933, 5-16=-1133/944, 5-17=-976/880, 6-17=-1032/869, 6-18=-970/731, 7-18=-1034/722 BOT CHORD 2-13=-1010/773, 11-19-482l788, 10-19= 482/788, 10-20— 482/788, 9-20= 482/788 WEBS 2-11=-489/890, 4-11= 393/452, 5-11=-330/496, 5-9=-202/309, 6-9=-345/401, 7-9= 453/752, 7-14=-889/658 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-7 to-1-0-7, Interior(1) -1-0-7 to 12-11-3, Exterior(2) 12-11-3 to 15-113 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 af-ectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 13, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 1, 672 lb uplift at joint 13 and 498 lb uplift at joint 14. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ,& WARNING - Verllydesign parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 1010=015 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 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1lliTW 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 Qualfty CNeda, DSB-89 and BCSI BuRding Component 6904 Parke East Blvd. Safety InfounaHon3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job I russ Truss Type Qty Ply YANCY T14482954 75240 D5 Root Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Dec 12 2017 MiTek Industries, Inc. Thu Jul 5 10:49:58 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-5QfDc5iHCgX6vVDzW krvXiwDV5dEa5auyao_08z?97d -0-0-13 0-7- 5.0-0 6-9-3 8-6-5 12.11.3 17-4-2 21-0-0 24-4-7 4-0.13 -7- 4-4- 22 1-9.3 1- IA 4-0-14 4.4-15 3-7-14 3-0-7 44 = 4.50 F12 Scale = 1:51.3 D__ 16 15 14 12 11 10 3x5 11 4x5 = 4x5 = 6x8 = 4x5 = 45 = 3x6 = 4x6 = 24-8-7 24-8-4 A-0-7 7 8-6-5 174-2 21-0-0 24-2-15 24 - 4-0.7 -7 7-11-1 B-9-13 3-7-14 3-2-15 0- 7 0-3-13 0.0-4 Plate Offsets (X Y)-- f9:0-3-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.06 12-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.12 12-14 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.45 Horz(CT) 0.01 18 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.07 12-14 >999 240 Weight: 188lb 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 2x8 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-16: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 *Except* be installed during truss erection, in accordance with Stabilizer 2-17: 2x8 SP 240OF 2.0E Installation guide. OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 17=1137/0-7-3 (min. 0-1-8), 1=110/Mechanical, 18=909/0-3-0 (min. 0-1-8) Max Horz 17=179(LC 11) Max Uplift 17= 694(LC 12), 1=-108(LC 12), 18=-525(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 11911763, 3-4=-1177/835, 4-5= 1136/845, 5-20=-1182/954, 6-20=-11361963, 6-21 =-1092/955,7-21=-1137/946, 7-8=-1134/853, B-9= 1116/746 BOT CHORD 2-17= 1144/816, 14-15= 672/1064, 14-22=-525/863, 13-22= 525/863, 13-23=525/863, 12-23=-525/863, 11-12=-647/1022 WEBS 2-15=-708/1176, 5-14=-246/299, 6-14=-255/428, 6-12=-218/373, 7-12= 244/300, 8-11=-237/274, 9-11= 555/928, 9-18=-943/689 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=15fh B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-7 to-1-0-7, Interior(1) -1-0-7 to 12-11-3, Exterior(2) 12-11-3 to 15-11-3 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 17, 18 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 694 lb uplift at joint 17, 108 lb uplift at joint 1 and 525 lb uplift at joint 1 B. LOAD CASE(S) Standard Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. IOM312015 BEFORE USE. Design valid for use only with MITekO 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. &acing Indicated is to buckling of Individual truss web and/or chord members only. Addtllonal temporary and permanent bracing MiTeW 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, sooANSUMI Quality Crlreda, DSO-89 and SCSi Building Component 6904 Parke East Blvd. Safety Intotmationavallabie from Truss Plate Institute- 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY r T14482955 75240 G Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:21:56 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizlkk3-gEhQxHrCvs_3JwMBdORiTA31bi1TW 18YYiE?fzz?BIP 2-4-0 6-6-7 11-0-0 15-4-0 19-8-0 23-0-0 30-0-0 34-0-0 2-4-0 4-2-7 4-5-9 4-4-0 4-4-0 3-4-0 7-0-0 4-0-0 4.50 F12 4x6 = 3x4 = 3x4 II 4x8 = 4 524 25 6 7 Scale = 1:58.7 16 — 14 13 12 6x8 = 4x5 = 3x5 it ADEQUATE 4x5 = SUPPORT REQUIRED. 1-0-0 15-4-0 19-8-0 23-0-0 LOADING (psf) TCLL 20.0 TCDL 10.0 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 CS1. TC 0.43 BC 0.84 WB 0.55 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.17 12-13 >999 360 -0.33 12-13 >999 240 0.03 9 n/a n/a 0.27 12-13 >999 240 PLATES GRIP MT20 244/190 Weight: 191 lb FT=20% LUMBER- ` BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E "Except` BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. 6-12: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=89/Mechanical, 8=1343/0-8-0, 16=1291/0-8-0 Max Harz 16=140(LC 11) Max Uplift 9— 61(LC 12), 8=-754(LC 12), 16= 852(LC 12) Max Grav 9=92(LC 18), 8=1343(LC 1), 16=1291(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1798/1302, 2-3— 1977/1513, 3-4=-1776/1323, 4-5— 1658/1322, 5-6=-2538/1941, 6-7=-2533/1936, 7-8=-2294/1679 BOT CHORD 1-16=-1272/1775, 14-16=-1295/1875, 13-14=-1034/1723, 12-13= 189/266, 11 -1 2=-1 97/277, 6-11= 255/279, 10-11 =-1 352/2091, 8-1 0=-1 349/2082 WEBS 3-14=-181/292, 4-14=-1141333, 5-13=-798/669, 11-13=-889/1539, 5-11— 770/1070, 7-11=-455/659, 7-10= 62/268, 2-16=-580/648 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=15ft; B=45ft L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 27-2-15, interior(1) 27-2-15 to 33-11-10 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.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 9, 754 lb uplift at joint 8 and 852 lb uplift at joint 16. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE, Design valid for use only Win MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a hiss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building deslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r► /r MiTek' Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, so0AAISM11 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely rnionnaffanavallable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482956 75240 G1 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:21:57 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-IQFo8dsggA6wx4xNBjyx?OcT06U2FTAhmM_YBPz?BIO 2-4-0 6-10-5 8- 13-0-0 19-8-0 21-0-0 25-4-5 30-0-0 34-0-0 2-4-0 4-6-5 -9-1 5-4-0 6-8-0 1-4-0 4-4-5 4-7-17 4-0-0 4x8 = 3x4 11 45 = 4 25 2627 285 6 3x6 ll 6x8 = 4x8 = 3x5 11 ^V 25-4-5 29-11-3 Scale=1:68.8 ADEQUATE SUPPORT REQUIRED. LOADING (psf) TCLL 20.0 TCDL 10.0 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 0.39 BC 0.43 WB 0.63 Matrix -MS DEFL. in Vert(LL) -0.11 Vert(CT) -0.22 Horz(CT) 0.05 Wind(LL) 0.16 (loc) I/deft Ud 13 >999 360 13 >999 . 240 9 n/a n/a 13 >999 240 PLATES GRIP MT20 244/190 Weight: 204lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E `Except` BOT CHORD Rigid ceiling directly applied or 9-9-9 oc bracing. 5-13: 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=97/Mechanical, 8=1334/0-8-0, 17=1292/0-8-0 Max Harz 17=165(LC11) Max Uplift 9=-67(LC 12), 8— 747(LC 12), 17=-853(LC 12) Max Grav 9=102(LC 18), 8=1334(LC 1), 17=1292(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1562/1024, 2-3=-1658/1152, 3-4= 1686/1298, 4-5=-2181/1730, 5-6=-2096/1659, 6-7=-2260/1687, 7-8=-2273/1680 BOT CHORD 1-17=-943/1493, 16-17=-966/1499, 14-16=-966/1499, 13-14=-205/302, 5-12=-263/309, 11-12=-1220/1962, 10-11=-1415/2096,.8-10=-1415/2096 WEBS 3-16=-330/386, 12-14=-778/1262, 4-12=-547l780, 6-11= 437/593, 7-10= 230/265, 2-17=-316/402 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=151111t; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 25-4-5, Interior(1) 25-4-5 to 33-11-10 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 9, 747 lb uplift at joint 8 and 853 lb uplift at joint 17. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO 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, seeANS&VIl QuaBty CrBeda, DSB-89 and SCSI Bulld/ag Component 6904 Parke East Blvd. Safety fntonnaBOnavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482957 75240 G2 Hip 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:21:58 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-mcpAMzsSRUEnYEWZIRTAYb8g3Vox_zQq?Oj5jrz?BIN -4-0-13 -7- 5-9-4 10-11-3 14-11-3 1 -7 20-7-8 25-10-6 29-11-3 4-0-13 -7- 5-2-0 5-2-0 4-0-0 8 5-0-5 5-2-14 4-0-13 17 ADEQUATE 3x5 II SUPPORT REQUIRED. 4.50 12 4x8 = 30 11 3x6 = 16 15 14 4x5 = 4x5 = 3x5 11 3Xb I I 4M = scale = 1:60.2 Ir9 Tc IC; o ADEQUATE SUPPORT REQUIRED. -4-0-7 -7- 5-10-11-3 15-7-3 - 20-7-8 25-10-6 291014 4-0-7 -7 5-2-09-4 5-2-0 4-8-0 5-0-5 5-2-14 4-0--8 Plate Offsets (X Y)-- (2:0-2-4 0-2-01 (5:0-5-4 0-2-01,f6:0-3-0,0-2-61,(13:0-2-12,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.06 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.12 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017TFP12014 Matrix -MS Wind(LL) 0.08 13 >999 240 Weight: 186 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-17,10-13: 2x8 SP 240OF2.OE WEBS 2x4 SP No.3 *Except* 2-18: 2x8 SP 240OF 2.0E REACTIONS. All bearings 0-7-3 except Gt=length) 11=Mechanical, 1=Mechanical. (lb) - Max Horz 18=182(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 11 except 10=-689(LC 12), 1=-105(LC 12), 18=-724(LC 12) Max Grav All reactions 250lb or less at joint(s) 11, 1 except 10=1226(LC 1), 18=1185(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1216/888, 4-5=-1222/1043, 5-6=-1446/1262, 6-7=-1410/1236, 7-8=-1646/1292, 8-10=-2084/1521 BOT CHORD 2-18=-1108/847, 15-16=-667/1137, 7-13=-130/315, 12-13=-1259/1916, 10-12=-1259/1916 WEBS 2-16=-725/1146, 4-16=-319/397, 8-13= 471/381, 13-15= 620/1084, 5-13= 356/567 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=15ft B=45ft; L=26ft; eave=oft; Cat. - 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-7 to-1-0-7, Interior(1) -1-0-7 to 10-11-3, Exterior(2) 10-11-3 to 14,-11-3, Interior(1) 19-2-2 to 29-10-13 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 18 considers parallel to grain value using ANSI/FPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except Gt=lb) 10=689, 1=105, 18=724. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® 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 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW k 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, seeANSMII QuaBfy Cdfeda, DSB-89 and BCSI BUBd/ng Component 6904 Parke East Blvd. Safety ►nfatmaffanavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY ' T14482958 75240 GRA Hip Girder 1 1 Job Reference (optional) cnamoers I russ, Inc., ion vierce, rL 2-4-0 4-10-5 `a-8-0i 2-4-0 2-0-5 -9-11 4.50 12 midu s Iwar i i Zutts Iva I eK Inausrnes, Inc. I nu aui 6 u/:ZZ:uu Zults rage 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-j?xxneuiz5VVoYgyssVedOE?nJY8SsA7SKCCokz?BIL 9-0-0 13-8-9 18-3-7 23-0-0 1 27-11-3 3-4-0 4-8-9 4-6-13 4-8-9 4-11-3 Special NAILED NAILED 4x4 = Special NAILED 3x4 = NAILED NAILED 3x4 = NAILED 4x4 — 4 21 22 23 5 24 25 6 26 27 28 7 4X8 = 3x6 I 4X8 = NAILLU 6x8 = 3X6 11 NAILtU 3X6 11 NAILtu 4X8 = 4X5 11 THJA26 NAILED NAILED NAILED NAILED Scale: 1 /4'=1' 20 m m Ir 00 9-0-0 13-8-9 18-3-7 _3-0-0 27-11-35-8-0-0-0 04 4--9 -8-9 4-11-30 Plate Offsets (X Y)-- (1:0-5-5 0-1-81 (2:0-4-12 2-2-01 (8:0-6-12,0-1-01,f9:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.07 12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.14 11-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(CT) 0.02 20 n/a n/a BCDL 10.0 Code FBC2017[TP]2014 Matrix -MS Wind(LL) 0.13 12 >999 240 Weight: 177 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* BOT CHORD 8-9: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 16=1253/0-8-0, 20=1221/0-7-4 Max Harz 16=115(LC 8) Max Uplift 16_ 101 O(LC 8), 20=-868(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1291/892, 2-3=1338/970, 3-4= 1755/1431, 4-5= 1647/1386, 5-6=-2229/1743, 6-7= 1576/1203, 7-8=-1701/1227 BOT CHORD 1-16=-797/1205, 15-16= 912/1256, 14-15=-912/1256, 12-14=-1647/2229, 11-12= 1647/2229, 10-11=-1647/2229, 9-10=-325/444 WEBS 3-15=-565/514, 3-14= 433/530, 4-14=-203/481, 5-14=-834/457, 5-12=0/276, ' 6-10= 851/670, 7-10= 130/356, 8-10=-824/1185, 8-20=-156311125 Structural wood sheathing directly applied or 4-10-0 oc puffins, except end verticals. Rigid ceiling directly applied or 9-3-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. B) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 20 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=1010,20=868. 8) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Left Hand Hip) or equivalent at 9-0-6 from the left end to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED" indicates 3-1 Od (0.148"xX) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 197 lb up at 9-0-0, and 100lb down and 204 lb up at 23-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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.22839 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. l aW/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This deslgn 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 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, seeANSMI i Quality CrIfedd, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety lnformat�navaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply YANCY T14482958 75240 GRA Hip Girder 1 1 Job Reference (optional) L:namDers I russ, Inc., tort Fierce, I-L 8.130 s mar 11 2019 MI I eK Industries, Inc. I nU JUI 5 07:22:00 2018 Page 2 ID:fc6ZRoaxnii?vyJnkAMEaoizl kk3-j?xxneuiz5VVDYgyssVedOE?nJY8SsA7SKCCokz?BIL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 7-8=-60, 1-9=-20 Concentrated Loads (lb) Vert: 4=65(F) 7=-30(F) 14=1(F) 10=-166(F=-17) 21=65(F) 23=-3OtF) 24=-30(F) 25=-30(F) 26— 30(F) 28=-30(F) 30=-17(F) 31=-17(F) 32=-17(F) 33=-17(F) 34=-17(F) ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev, f 0/03J2015 BEFORE USE, Design valid for use only with MITek6 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 MiTeW 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, seeANSt//P// BualByCrBeda, DSB-89 and BCSI BuHd&gComponent 6904 Parke East Blvd. Safety fnfomlaHonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY ' T14482959 75240 GRB Roof Special Girder 1 2 Job Reference c• tionai Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:01 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-BBUJ_vKkPdLPhF8QZOtADm6ejnCBFRHharmKAz?BIK 4 7-4 4-4-9 8-1-14 11-11-3 15-8-8 19-5-13 1 23-3-2 2$-10r6 7- 3-9-5 3-9-5 3-9-5 3-9-5 3-9-5 3=9-5 7- 7x141 5x8 MT18HS = ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO EACH PLY OF THE TRUSS. 14 13 12 10 9 8 3x5 II 1ox10 = 8x10 = 8x14 MT18HS WB = 8xIO = 1Ox1O = 3x5 II Scale = 1:44.4 iHS = 0-7-4 3-9-5 3-9-5 ' 1-6-2 ' 4-6-6 1-6-2 3-9-5 3-9-5 0-7-4 Plate Offsets (X,Y)-- [9:0-3-8,Edgel, [10:0-3-8,0-6-01, [12:0-3-8,0-6-01, [13:0-3-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.23 10-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.47 10-12 >568 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr NO WB 0.74 Horz(CT) 0.04 16 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.47 10-12 >576 240 Weight: 355 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. 11-14,8-11: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 7-9,1-13: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E *Except* 11-11: 2x4 SP No.3 REACTIONS. (lb/size) 15=7805/0-7-3, 16=7805/0-7-3 Max Horz 15=901(LC 5) Max Uplift 15= 6489(LC 8), 16=-6474(LC 8) Max Grav 15=10273(LC 15), 16=10264(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12408/7776, 2-3=-12511/7920, 3-4=-12383/7936, 4-5— 1239417959, 5-6=-1 2521/7941, 6-7=12420/7800 BOT CHORD 14-15=-366/588, 1-15=-9700/6122, 12-13=-7245/11641, 10-12=-5579/8981, 9-1 0=-7266/11622, 8-16=-373/594, 7-16=-9688/61 01 WEBS 4-10=-3120/4968, 5-10=-101/331, 6-9= 514/408, 7-9= 7924/12695, 4-12=-308214937, 3-12=-104/331, 2-13=-522/416, 1-13=-8006/12742 NOTES- 1) N/A 2) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft B=45ft L=24ft; eave=4fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 Walter P. Finn PE No.22839 will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. MiTek USA, Inc. FL Cert 6634 9) Bearing at joint(s) 15, 16 considers parallel to grain value using ANSIlFPI i angle to grain formula. Building designer should verify 6904Parke East Blvd.Tampa FL 33610 capacity of bearing surface. Date: 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=6489, 16=6474. July 5,2018 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10)0 0IS 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 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing {�� T I V 1 W 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, seeANSb7P11 HUalffyCrBedd, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety(nfolmallonovailabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482959 75240 GRB Roof Special Girder 1 n S Job Reference (optional) Chambers I fuss, Inc., F-on Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Thu Jul 5 07:22:02 2018 Page 2 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-fO2hBKwyVilC 1 rgL_GY6iRJH077RwigOwehJscz?BIJ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=-60, 4-7=-60, 8-14=-638(F=-618) ® 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 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 prevent twckiing of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW is always required for stability and to prevent collapse with possibie personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWFI1 QualifyClBedd, DSB-69 and BCS1Building Component 6904 Parke East Blvd. Safety Btfomtationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job fuss rus5 I ype ty Ply r T74482960 75240 GRD Halt Hip Girder 1 1 �YANCY Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Dec 12 2017 MiTek Industries, Inc. Thu Jul 5 10:50:40 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-sVB5QSEdJapByyQ2zZbIEZgN5Ow?03V4c6zCsjz?96z 21-10-2 2-4-0 4-70-5 5-&0 9-0-0 13-2-1 17-4-1 21.4-10 21r6-2 1 -4-0 2-65 0-X01 3-4-0 4-2-1 4-2-1 4-0-9 0_4L7 0.4.1 Scale = 1:37.6 Special NAILED NAILED 4x6 = 4x8 2x3 II 2x3 II 4x10 = NAILED NAILED NAILED 4 18 5 19 20 6 21 7 3x6 II 4x5 = — ___ 4x5 = " " 4x5 = 3x6 = THJA26 NAILED NAILED NAILED 21-10-2 i 2-0-0 a=4-0 5-8-0 9-0-0 13-2-1 i 17A-1 i 21-6-2 21r9-15 2-0.r 0 d-4-b 21N 3-4-0 4-2-1 4.2-1 4-2-1 01343 0-OA LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 TCDL 10.0 Lumber DOL 1.25 BC 0.28 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 14=1262/0-8-0 (min. 0-1-8),17=99210-3-0 (min. 0-1-8) Max Harz 14=21 O(LC 8) Max Uplift 14=-1003(LC 8), 17=-725(LC 5) DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.1510-12 >999 240 MT20 244/190 Vert(CT)-0.1610-12 >999 240 Horz(CT) 0.01 17 n/a n/a Weight: 145 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-5-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1266/903, 2-3=-1311/957, 3-4= 1810/1448, 4-18=-1388/1057, 5-18=-1388/1057, 5-19=-1388/1057, 19-20=-1388/1057, 6-20=-1388/1057, 6-21 =-I 388/1057, 7-21=-1388/1057 BOT CHORD 1-14= 817/1182, 13-14=-990/1204, 12-13= 990/1204, 11-12=-1408/1692, 11-22=-1408/1692, 10-22= 1408/1692, 10-23=-1057/1388, 9-23=-1057/1388 WEBS 3-13— 621/549, 3-12=-496/602, 4-12=-374/553, 4-10=-453/446, 5-10=-280/288, • 6-9=-372/384, 7-9=-1218/1593, 7-17=-1005/736 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=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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) Bearing at joint(s) 17 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1003 lb uplift at joint 14 and 725 lb uplift at joint 17. 8) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 9-0-6 from the left end to connect truss(es) J7 (1, ply 2x8 SP), KJ7 (1 ply 2x8 SP) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED" indicates 3-1 Od (0.148" &') or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 lb down and 360 lb up at 9-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE M11-7473 rev. I M3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not Rai' 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, seeANS&VII AualBy Cdfedd, DSB-89 and SCSI BUlld/ng Component 6904 Parke East Blvd.fabrication, Safety fnfonnoffonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job russ russ Type Qty Ply YANCY T14482960 75240 GRIDHalt Hip Girder 1 1 Job Reference (optional) cnam0ers I russ, MC., t-on V10Me, VL O. 13V JUW IL — If IVIii-11IU11 Ii—, 11 IV. IIIY UYI � II/.�u.Y�c�Io �aaoc ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-sVB50SEdJap6yyQ2zZbl EZgN50w?Q3V4c6zCsjz?96z LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4-7=-60, 1-8=-20 Concentrated Loads (lb) Vert: 4=-157(B) 12_ 165(B) 10=-17(B) 5=-30(B) 6=-30(B) 9=-17(B) 18= 30(B) 20— 30(B) 21=-30(B) 22=17(B) 23=-17(B) 24= 17(B) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MD-EK REFERANCE PAGE M11-7473 rev. 1010312015 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �y MiTeW 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, seeANSWIl OualllyCrBeda, DSO-69 and 8CS1 SuQd/ng Component 6904 Parke East Blvd. Safety fnfomratfonavailabte from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply YANCY T14482961 75240 GRG Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:05 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-3zkggMymd7nuJYvfP5pK3xknK77709sccwzTxz?BIG 2-4-0 4-10-5 8- 9-0-0 14-4-0 19-8-0 25-0-0 30-0-0 34-0-0 2-4-0 2-6-5 9-1 3-4-0 5-4-0 5-4-0 5-4-0 5-0-0 4-0-0 0 0 Special NAILED NAILED NAILED 5x8 = 6x12 MT1BHS = 4.50 12 NAILED NAILED 4x5 = NAILED 3x4 I NAILED Special 4 23 24 5 25 26 276 28 29 7 3x6 II 3x6 II 6X8 = 5x12 = NAILED THJA26 NAILED NAILED NAILED 14-4-0 19-8-0 J4 NAILED 5x6 11 NAILED 3-11-11 Scale = 1:58.5 ADEQUATE SUPPORT REQUIRED. LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP12014 CSI. TC 0.85 BC 0.80 WB 0.88 Matrix -MS DEFL. in Vert(LL) 0.57 Vert(CT) -0.63 Horz(CT) 0.08 (loc) I/deft Ud 12 >582 240 12 >528 240 9 n/a n/a PLATES MT20 MT18HS Weight: 194 lb GRIP 244/190 2441190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 7-0-12 oc bracing. 6-12: 2x4 SP M 30 WEBS 1 Row at midpt 7-11 WEBS 2x4 SP No.3 *Except* 11-13,5-11: 2x4 SP M 30 REACTIONS. (lb/size) 9=68/Mechanical, 8=1972/0-8-0, 17=1975/0-8-0 Max Harz 17=114(LC 7) Max Uplift 9-92(LC 25), 8=-1354(LC 8), 17=-1567(LC 8) Max Grav 9=126(LC 14), 8=1972(LC 1), 17=1975(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 1-2= 3056/2300, 2-3= 3085/2363, 3-4=-3075/2437, 4-5=-4114/3197, 5-6-5950/4430, 6-7=-5984/4445, 7-8=-4107/2963 BOT CHORD 1-17=-2100/2841, 16-17=-2106/2841, 15-16=-2106/2841, 1.3-15=2100/2834, 12-13= 505/686, 6-11= 425/4211 10-11=-2617/3828, 8-10-2605/3802 WEBS 4-13=-1046/1556, 5-13=-1342/1099, 11-13= 2569/3540, 5-11-1316/1958, 7-11-1721/2323, 7-1 0=-1 63/434 NOTES- 11 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=15ft; 13=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except at=lb) 8=1354,17=1567. 9) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 9-0-6 from the left end to connect truss(es) to back face of bottom chord. 10) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Left Hand Hip) or equivalent at 24-11-10 from the left end to connect truss(es) to back face of bottom chord. Walter P. Finn PE No.22839 11) Fill all nail holes where hanger is in contact with lumber. MiTek USA, Inc. FL Cad 6634 12) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (D.148"x3.25") toe -nails per NDS guidlines. 6904 Parke East Blvd. Tampa FL 33610 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 lb down and 363 lb up at Date: 9-0-0, and 108 lb down and 217 lb up at 25-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. July 5,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11-7473 rev. 1010312015 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 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing mV9i iT®k7 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, seeANSMII Aualffy CrBeda, DS9.89 and BCSI SuQd(ng Component 6904 Parke East Blvd. Safety(nformatfonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14462961 75240 GRG Hip Girder 1 1 Jab Reference (optional) Chambers I cuss, Inc., Fort fierce, FL t3.1 su s mar 11 zui is mi I eK Inausrnes, Inc. i nu dui b u/:ZZ:uo zui b rage z ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-3zkggMymd7nuJYvfP5pK3xknK77709sccwzTxz?BIG LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 60, 4-7= 60, 7-8=-60, 8-9=-81, 1-12=-20, 11-20=-20 Concentrated Loads (lb) Vert:4=-157(B) 7= 36(B)15=-165(B)I0= 117(B) 23=-102(B) 24=-102(B) 25=-102(B) 26=-1 02(B) 27=-30(B) 28=-32(B)29— 32(B) 30=-49(B) 31= 49(B) 32=49(B) 33=-49(B) 34=-17(B) 35=-52(B) 36=-52(B) ® WARNING -Verily 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 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 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 GUa1lfyCdleda, DSB-89 and SCSI SUgd01g Component 6904 Parke East Blvd. Safety intannaManavailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, PL 33610 Job Truss Truss Type Qty 1 Ply YANCY T14482962 75240 GRP Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:07 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizi kk3-?LsaF1 z5JFNV7cilmg7HPUOBi8xsbzH93wP4Ygz?BIE 4-0-0 q-5-a 3-8-12 1 -0 11-2-0 15-4-0 18-7.4 21-1%11 2�-4;0 25-7-3 4-0-0 5- 3-3-4 3-T 4-2-0 4-2-0 3-3-4 3-3-4 -5-t3 3-3-3 Special- NAILED 48 = Special NAILED 2x3 11 NAILED 48 = n cn 4 20 21 5 22 6 �11 ADEULIAIE SUPPORT REQUIRED. 3x5 II 4x5 = 4x5 = 6x8 = 4x5 = 4x5 = 3x5 II THJA26 4x8 = THJA26 NAILED 3-11-10 0-5-8 3-8-12 7-0-0 11-2-0 15-4-0 18-7-4 21-10-8 22-4T 17 16 15 NAILED 13 NAILED 12 11 10 Scale=1:50.8 ADEQUATE SUPPORT REQUIRED. LOADING (psf) TOLL 20.0 TCDL 10.0 BOLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TO 0.38 BC 0.21 WB 0.65 Matrix -MS DEFL. in Vert(LL) 0.09 Vert(CT) -0.10 Horz(CT) 0.00 (loc) Well Ud 13 >999 240 13 >999 240 1 ri/a n/a PLATES GRIP MT20 244/190 Weight: 179 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 14-17,10-14: 2x8 SP 240OF 2.0E 6-0-0 oc bracing: 2-18,16-17,8-19. WEBS 2x4 SP No.3 *Except* 2-18,8-19: 2x6 SP No.2 REACTIONS. All bearings 0-3-8 except at=length) 1=Mechanical, 9=0-1-0. (lb) - Max Harz 18=127(LC 7) Max Uplift All uplift 100 lb or less at joints) 9 except 1=-106(LC 25), 18= 1215(LC 8), 19=-1192(LC 8) Max Grav All reactions 250 lb or less at joints) 1, 9 except 18=1724(LC 1), 19=1694(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1664/1221, 3-4=-2224/1676, 4-5=-2394/1832, 5-6=-2394/1832, 6-7= 2228/1679, 7-8=-1675/1227 BOT CHORD 2-18=-1649/1190, 15-16— 1009/1518, 13-15=-1366/2050, 12-13— 1369/2054, 11-12= 1016/1528. 8-19— 1617/1166 WEBS 2-16=-1155/1714, 3-16_ 789/598, 3-15=-529/740, 4-13=-324/510, 5-13=-582/566, 6-13=-320/506, 7-12=-545f737, 7-11=-784/595, 8-11 =-1 145/1697 NOTES- -r) 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=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and fight 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 18, 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Qt=lb) 1=106, 18=1215, 19=1192. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9. 11) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 7-0-6 from the left end to connect truss(es) to WalterP. Finn PE No.22839 back face of bottom chord. MiTek USA, Inc. FL Cert 6634 12) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Left Hand Hip) or equivalent at 15-3-10 from the left end to connect truss(es) 69D4 Parke East Blvd. Tampa FL 33610 to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. Date: 14) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE Mll-7473 rev. 1010312015 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 MOW 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, seeAMSYWI1 AuaIByOffeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety intonnotblpvailable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482962 75240 GRP Hip Girder 1 1 Jab Reference (optional) Chambers 1 russ, Inc., Fort Fierce, FL B.i3us mar 11 zuiu MI I eK Inausines, Inc. i nu Jai o u/:ee:ur Zuiv rage z ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-?LsaFl z5JFNV7ci1mg7HPUOBiBxsbzH93wP4Ygz?BIE NOTES- 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 264 lb down and 421 lb up at 7-0-0, and 264 lb down and 421 lb up at 15-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) 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=-60, 4-6=-60, 6-9=-60, 10-17= 20 Concentrated Loads (lb) Vert: 4= 217(B) 6=-217(8) 15=-226(B) 13=-37(B) 5= 136(B) 12=-226(B) 20=-136(B) 22= 136(B) 23= 37(B) 24=-37(B) ® WARNING- Verify design parameters and READ NOTES ON TH)S AND INCLUDED MITEK REFERANCE PAGE MII-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 Individual building component, rat �a 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 MiTek7 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, weANSI/7P11 CualByCrBedd, DSB-89 and SCSI Bulld!ng Component 6904 Parke East Blvd. Safety lnfonnaSoinvailabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Mexan dria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply i YANCY T14482963 75240 J1 Jack -Open 4 1 Job Reference optional` Chambers Truss, Inc., Fort Pierce, FL 3-0-0 3-0-0 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:08 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-UXPySN-j4YVMImHUKXfWyiZPYXJI KaiJla8d4Gz?BID 6x8 11 Scale = 1:10A 2-8-0 04-0 Plate Offsets (X Y)-- f1:0-6-13 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MP Wind(LL) 0.01 1 >999 240 Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=-7/Mechanical, 3=-329/Mechanical, 1=571/0-8-0 Max Horz 1=72(LC 12) Max Uplift 2=-11(LC 3), 3=-329(LC 1), 1=-594(LC 12) Max Grav 2=6(LC 10), 3=327(LC 12), 1=571(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 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 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. 5j Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 3=32911=594. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f 01031201S 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 prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing ililiTeW 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, seeANSVW11®ualBy Cdtella, DSB-89 and BCSI BaUd/rlg Component 6904 Parke East Blvd. Safely IntonnaRonavailable from Truss Plate Institute, 218 N. Lee SYreei, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482964 75240 J 1 P JACK -OPEN 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:08 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-UXPySN-j4YVMImHUKXfWyiZIBXJ_KajJla8d4Gz?BID -4-0-0 1-0-0 4-0-0 1-0-0 IN 0 ADEQUATE SUPPORT REQUIRED. m 6 Scale = 1:14.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.00 5 >999 240 Weight: 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. All bearings Mechanical except Qt=length) 5=0-3-8, 1=Mechanical. (lb) - Max Horz 5=113(LC 12) Max Uplift All uplift 100 lb or less at joints) 1, 3, 4 except 5=-185(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4 except 5=314(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5= 274/352 Structural wood sheathing directly applied or 1-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45fh L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)=3-11-10 to-0-11-10, Intefior(1)-0-11-10 to 0-11-14 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3f" 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) 1, 3, 4 except Ot=lb) 5=185. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 10/03&015 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 prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MO 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, seeANSI/1P11®ualByCdteda, DSB-89 and BCSI Sufiding Component 6904 Parke East Blvd. Safety fntotmationavallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482965 75240 J3 Jack -Open 4 1 Job Reference (optional) Chambers I Fuss, Inc., Fort Pierce, FL 5-0-0 8.130 s Mar 11 2018 MITek Industries, Inc. Thu Jul 5 07:22:09 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizi kk3-ykzLgj?LrsdDNwshuEAIVv6YJxg 131 ySXEuBciz?BIC Scale=1:14.5 4x8 11 2-0-0 2-4-0 , 5-0-0 r 2-0-0 0-4-0 2-8-0 Plate Offsets (X,Y)-- [1:0-6-13,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.01 1 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.01 1 >999 240 Weight: 25 lb Fr = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x8 SP 240OF 2.0E WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=64/Mechanical, 3= 43/Mechanical, 1=374/0-8-0 Max Harz 1=112(LC 12) Max Uplift 2=-69(LC 12), 3=-43(LC 1), 1=-182(LC 12) Max Grav 2=64(LC 1), 3=23(LC 12), 1=374(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B-45ft; L=24ft; eaveslft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 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 2pThis 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) 2, 3 except (jt=lb) 1=182. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameter: and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must vedty 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSOP/I QuatByC18edd, DSB-89 and BCSI Suflding Component 6904 Parke East Blvd. Safety /ntolmallorpvaliabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482966 75240 J3B Jack -Open 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi I eK Industries, Inc. I hU JUI 5 07:22:10 2018 Page 1 1D:fc6ZRoaxnh?vyJnkAMEaoizlkk3-QwXjt30 cA14_4RtSyh_17ecGL_loUCbmudk89z?BIB -4-0-0 0-8-1 3-0-0 4-0-0 0-8-1 2-3-15 ADEQUATE SUPPORT REQUIRED. 3x6 II m Scale = 1:17.8 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 5 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 1 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 22 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 *Except* 4-5: 2x8 SP 240OF 2.0E OTHERS 2x8 SP 240OF 2.0E BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) 1=Mechanical, 6=0-8-0. (Ib) - Max Harz 6=157(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 3 except 1=-111(LC 12), 6=-209(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4 except 6=326(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-6= 284/405 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, Interior(1)-0-11-10 to 2-11-4 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 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (t=lb) 1=111,6=209. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ceti 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 i.E%t$1 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, seeANSVI 11 Aualf y Criteria, DS8-09 and SCSI Building Component 6904 Parke East Blvd. Safety Informallorravailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482967 75240 J3P JACK -OPEN 4 1 Job Reference optional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:11 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-u6554P1cNTtxcEo3?fCDaKBoGIMOXx31_YNlhbz?BIA -4-0-0 0-5-5 , 3-0-0 4-0-0 0-5-8 2-6-8 ADEQUATE SUPPORT REQUIRED. Plate Offsets (X,Y}-- 7 3x6 I I -3-11-10 0-5-8 , 3-0-0 3-11-10 0-5-5 2-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.00 7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 *Except* 5-7: 2x8 SP 240OF 2.0E BOT CHORD WEBS 2x6 SP No.2 *Except' 3-6: 2x4 SP No.3 REACTIONS. All bearings Mechanical except gt=length) 1=Mechanical, 9=0-3-8. (lb) - Max Horz 9=155(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 4, 5 except 9=-165(LC 12) Max Grav All reactions 250 lb or less at joint(s)1, 4, 5 except 9=292(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-277/340 5x6 = Scale=1:17.8 I� 0 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% Structural wood sheathing directly applied or 3-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=42psf; BCDL=3:Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ^II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, Interior(1)-0-11-10 to 2-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5 except gt=lb) 9=165. Walter P. Finn PE No32839 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101=015 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 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 me fabrication, storage, delivery, erection and bracing of trusses and truss systems. se0AM VW119ualfyClBedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety MfoaoaAonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 IJob Truss Truss Type I I Oty Ply YANCY T14482968 75240 �J5 Jack -Open 4 1 B 4x8 11 Jab Reference (optional) 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:11 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizi kk3-u6554P1cNTbccEO3?fCDafBmOIM8XxSl_YNihbz?BIA 7-D-0 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.02 1 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.02 1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x8 SP 240OF 2.0E WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=114/Mechanical, 3=23/Mechanical, 1=418/0-8-0 Max Horz 1=157(LC 12) Max Uplift 2=-117(LC 12), 3— 2(LC 12), 1=-201(LC 12) Max Grav 2=114(LC 1), 3=65(LC 3), 1=418(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:18.8 PLATES GRIP MT20 244/190 Weight: 34 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B-45ft; L=24ft; eave-oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-4 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 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. 61 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=117,1=201. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIh7473 rev. 10I0 MIS 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 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, seeAALWWII AaalffyCtBeda, DSB.89 and SCSI SuBdIng Component 6904 Parke East Blvd. Safety Infotnraflonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482969 75240 J5P JACK -OPEN 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Jul 5 07:22:12 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-MJPTIl1 E8n?oEObGZNjS6Yjzx9i?GOQuDC6rD1 z?Bl9 -4-0-0 0-5-8 , 5-0-0 4-0-0 0-5-8 4-6-8 Scale=1:21.4 ADEQUATE 7 5x6 = SUPPORT 3x6 11 REQUIRED. 3-11-10 0-5-8 5-0-0 3-11-10 0-5-8 4-6-8 Plate Offsets (X Y)-- (2:0-2-0 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.00 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 6-7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 38 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 *Except* 5-7: 2x8 SP 240OF 2.0E WEBS 2x6 SP No.2 *Except* 3-6: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical, 9=0-3-8. (lb) - Max Horz 9=200(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 4=-137(LC 12), 9= 197(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 4, 5 except 9=354(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-9= 287/144, 2-8= 311/381 NOTES- 1) Wind: ASCE 7-10; Vult=17Omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--45ft; L=24ft; eave=oft; Cat. 'it; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, Interior(1)-0-11-10 to 4-11-4 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 9 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 4=137, 9=197. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 10IM2015 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �AT I V l O e 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. fabricatlon, storage. delivery. erection and bracing of trusses and truss systems, seeANSI/IPIT ®ualllyCdlelth, DSB-89 and BCSIBuOdLV Component Tampa, FL, 33610 Safely /nfornraBanovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply YANCY T74482970 75240 J7 Jack -Open 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL i 4-8-9 5x8 11 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:13 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-gVDrV52sv57frX9S74EhfIGCHYI2?ty2SssOlTz?818 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.01 1 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.02 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 2 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) -0.04 1 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 2.0E WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=162/Mechanical, 3=69/Mechanical, 1=484/0-8-0 Max Horz 1=203(LC 12) Max Uplift 2= 165(LC 12), 3=-15(1-C 12), 1= 231(LC 12) Max Grav 2=162(LC 1), 3=119(LC 3), 1=484(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:22.5 PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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=3.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-11-4 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 27 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) 2=165,1=231. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 6634 6904 Parke East SWd. Tampa FL 33610 Date: July 5,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103l2015 BEFORE USE. R, Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not at russ 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 IYl01�k 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, se0ANS&V11 Qual9y CrBeda, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety ►nfennoffenovaliable from Truss Plate institute. 218 N. Lee Meet Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY r T14482971 75240 HA Jack -Open 12 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, I-L ts.i su s mar T i Zu1 a Na i eK inausmes, inc. i nu uw o u/:zz:lw Zino rage i ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-thnDjR3UgOFVThkeholwCzpH 1ylTkIBBgW bylwz?BI7 -4-0-0 0-8-1 , 5-0-0 4-0-0 0-8-1 4-3-15 ADEQUATE SUPPORT REQUIRED. -3-11-9 3x6 11 Scale = 1:21.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 10.0 LumbenDOL 1.25 BC 0.34 Vert(CT) -0.00 4-5 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.00 4,-5 >999 240 Weight: 31 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 *Except* 4-5: 2x8 SP 240OF 2.0E WEBS 2x8 SP 240OF 2.0E BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical, 6=0-8-0. (lb) - Max Horz 6=202(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1= 104(LC 12), 3=-100(LC 12), 6=-239(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4 except 6=381(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-6=-335/421 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-1.2psf; BCDL=3.Opsf; h=15ft; B-45ft L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, Interior(1)-0-11-10 to 4-11-4 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 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 1, 100 lb uplift at joint 3 and 239 lb uplift at joint 6. Walter P. Finn PE No.22839 Wrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 8i. M OTG @C 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, soCANS&VII Quality CrBeda, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety fnfonnotanovdlabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply YANCY T14482972 75240 VP JACK -OPEN 5 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:14 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-lhnDjR3UgOFVThkeholwCzpJJyNlklbBgWbylwz?BI7 ADEQUATE SUPPORT REQUIRED. 0-1-8 min. 4-0-0 '0-5-8' 6-6-8 0-5-B 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.01 6-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 *Except* 5-7: 2x8 SP 240OF 2.0E WEBS 2x6 SP No.2 *Except* 3-6: 2x4 SP No.3 Scale =1:24.9 0 6 PLATES GRIP MT20 244/190 Weight: 50 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings Mechanical except Ot=length) 1=0-1-8, 9=0-3-8. (lb) - Max Horz 9=245(LC 12) Max Uplift All uplift 100 lb or less at joint(s) I except 4= 198(LC 12), 9= 232(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 4, 5 except 9=425(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 7-9=-348/166, 2-8— 355/412 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 'II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-8 to-0-11-8, Interior(1)-0-11-8 to 6-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 4=198, 9=232. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE 114II-7473 rev. 1010312015 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Weie 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&VII ®ualByCr9aft DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Satiety /ntormaflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply YANCY T14482973 75240 JA Jack -Open 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:15 2015 Page 1 I D:fc6ZRoaxnh?vyJnkAMEaoiz f kk3-nuLcwn46RiOM5rJrEVH9kALczMheTIRKv9LVgMz?BI6 0-7-4 2-11-3 I , 2-3-15 3x4 4.50 3xs 11 Scale = 1:17.8 i 0-7-4 0-77 2-11-3 2-3-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.00 5 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wihd(LL) 0.00 6 >999 240 Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP N0.3 *Except` BOT CHORD 4-5: 2x8 SP 240OF 2.0E REACTIONS. All bearings 0-7-3 except Qt=length) 3=Mechanical, 4=Mechanical. (lb) - Max Harz 1=65(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 3, 1 except 6=-146(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 3, 6, 4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-6=-161/302 Structural wood sheathing directly applied or 2-11-3 oc purlins. 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3r* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 1 except at=lb) 6=146. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED mn EK REFERANCE PAGE M11-7473 rev. 10/03I2015 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 �, Da a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to 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 vAth 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, seeAIlfSVW11 GualtlyCi feria, DS8-89 and BCSI BUlfd/ng Component Tampa, FL 33610 Safety Infonoaffonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Oty Ply YANCY T14482974 75240 JA1 Jack -Open 3 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mtl ek Industries, Inc. I hu Jul 5 07:22:16 2018 Page 1 I D:fc6ZRoaxnh?vyJnkAMEaoiz 1 kk3-F4u_864kCOW Di?u 1 oDoOHOug2m 1 MCChU8p42Moz?BI5 -4-0-13 0-11-3 4-0-13 0-1 1-3 Scale=1:14.0 ADEQUATE SUPPORT REQUIRED. 0-1-8 min. Plate Offsets (X Y)-- f2:0-0-0 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017TFP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. All bearings Mechanical except at=length) 1=0-0-12, 2=0-7-3. (lb) - Max Horz 2=113(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 3, 4 except 2=-203(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4 except 2=410(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 0-11-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-7 to-1-0-7, Interior(1) -1-0-7 to 0-11-1 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 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 at joint(s) 1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3, 4 except ' (jt=lb) 2=203. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 10/0312015 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 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 GualltyCrlleda, DSO-89 and BCSI SuBding Component 6904 Parke East Blvd. Safely Infonnati on3vallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply YANCY T14482975 75240 JA5 Jack -Open 1 1 Job Reference optional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Jul 5 07:22:17 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-jGSMLS5NzJe4K9TDMwJdpbRIVANnxdxdNTgcuFz?B14 2-0-0 0-5-8 4-6-0 5-0-0 2-0-0 0-5-8 4-0-8 0-6-0 Scale = 1:16.4 10 3x6 11 3x6 11 LOADING, (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.02 10 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.05 10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.08 10 >726 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 *Except* 8-10: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=168/Mechanical, 6=5/Mechanical, 2=349/0-3-8 Max Harz 2=182(LC 12) Max Uplift 5=-98(LC 12), 2= 297(LC 12) Max Grav 5=169(LC 17), 6=1 O(LC 3), 2=349(LC 1) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. WEBS 3-11=-160/427 PLATES GRIP MT20 244/190 Weight: 29 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-9. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 0-10-12, Interior(1) 0-10-12 to 4-11-4 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 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) 5 except (jt=lb) 2=297. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 101031MIS 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing VIO W 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, seeANSUIPII AUallty CtBetlat DSB-89 and BCS►BUBding Component 6904 Parke East Blvd. Safety informatlotl3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I Qty Ply YANCY T74482976 75240 JA7 Jack -Open 2 1 Job Reference:tionai' Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:18 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-BTOkYo6?jdnWJ2PwdgsMpzymZjBg5Knb7Z9Rhz?BI3 -2-0-0 0-5-8 , 4-6-0 5-4-1 7-0-0 2-0-0 +0-5-8 4-0-8 0-10-1 1-7-15 2 3x4 = 13 12 11 0 3x6 11 3x6 11 3x6 11 Scale = 1:21.7 Plate Offsets (X Y)-- f2:0-1-7,0-1-81, f3:0-7-8,0-1-81, (3:0-1-12,0-0-111, fl4:0-0-0;0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL: in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.02 11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.04 11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.05 10 >999 240 Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 "Except' 11-13,7-8: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 9=0-8-0, 2=0-3-8. (lb) - Max Harz 2=227(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 6 except 9=-231(LC 12), 2=-275(LC 12) Max Grav All reactions 250 lb or less at joints) 6, 7 except 9=407(LC 17), 2=338(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-9=-491/549 WEBS 3-14=0/372 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--45ft; L=24ft; eave=4ft; Cat. 'ql; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 0-10-12, Interior(1) 0-10-12 to 6-11-4 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 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) 6 except 611=1b) 9=231, 2=275. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mr1-7473 rev. 1010312015 BEFORE USE. (I� Design valid for use only Win MTTek® 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 `j MiTek Is always required for stability and toprevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSLI71 r Quality Ciffedd, DSO-89 and BCS1 Bui eling Component 6904 Parke East Blvd. Safety IntonnaBonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply YANCY T14482977 75240 JB Jack -Open 1 1 Job Reference 1ional) Chambers Truss, Inc., Fort Pierce, FL KzZiB 0-11-3 0-11-3 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:18 2018 Page 1 I D:fc6ZRoaxnh?vyJnkAMEaofzt kk3-BTOkYo6?jdmxyJ2PwdgsMpz90ZIFg6Bnb7Z9Rhz?BI3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 6 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 6 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=37/0-7-3, 2=24/Mechanical, 3=13/Mechanical Max Horz 1=21(LC 12) Max Uplift 1=-12(LC 12), 2= 24(LC 12), 3=-6(LC 12) Max Grav 1=37(LC 1), 2=24(LC 1), 3=17(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.2 PLATES GRIP MT20 244/190 Weight: 3 Ib , FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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 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. 47 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) 1, 2, 3. Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 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 MOW 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, seeANS&VI r 9ualffyCrCorb, DSB-89 and BCSI BuOdtng Component 6904 Parke East Blvd. Satefylntormatlomvallabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type I City Ply YANCY T14482978 75240 JB1 Jack -Open 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:19 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizi kk3-ffa6m87dUxuoZSdcTLL5vOW7W z4?PZRwgnJjz7z?BI2 -2-0-0 1-0-0 2-0-0 1-0-0 Scale =1:7.5 11-0-0-0-0 i Plate Offsets (X,Y)-- (2:0-0-9,0-0-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/-FP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 ocpudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-26/Mechanical, 2=281/0-3-8, 4=-56/Mechanical Max Horz 2=92(LC 12) Max Uplift 3= 26(LC 1), 2=-381(LC 12), 4=-56(LC 1) Max Grav 3=59(LC 12), 2=281(LC 1), 4=108(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave--#t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOLr1.60 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 Ot=lb) 2=381. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11-7473 rev. 1010312015 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 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, seeANSV7P119ualify CiBeito, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety /ntormatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply YANCY T14482979 75240 JB3 Jack -Open 2 1 Job Reference (optional) L,namoers L russ, mc., ron coerce, rL 2-0-0 15.1:1U S IMF I I LUI0 IVII I eK IrMUSLLIBS, In(;. I nU JUI O W;ee;eu eU t o Page I ID:fc6ZRoaxnh?vyJnkAM Eaoizl kk3-7r8VzU7FFEOfBcCo 12sKRE31GNOR8?r43R2GVaz? Bi 1 0-5-8 3-0-0 62x3 II 7 Scale = 1:14.0 Plate Offsets (X Y)-- (2:0-1-1 Edgej f3:0-7-8 0-1-91 f3:0-1-12 0-0-111 fB:0-0-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.01 7 >999 240 Weight: 14 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=59/Mechanical, 5=19/Mechanical, 2=285/0-3-8 Max Horz 2=136(LC 12) Max Uplift 4=-39(LC 9), 2= 286(LC 12) Max Grav 4=65(LC 17), 5=39(LC 3), 2=285(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8= 39/398 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 0-10-12, Interior(1) 0-10-12 to 2-11-4 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 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. S) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 2=286. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE M11-7473 rev. 10/03I2015 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 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&7P/1 Qualify Cdteda, DSB-69 and BCSI SuHd/ng Component 6904 Parke East Blvd. Safety /ntolmotlonavailable from Truss Plate institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply YANCY T14482980I 75240 JB5 Jack -Open 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Jul 5 07:22:21 2018 Page 1 1 D:fc6ZRoaxnh?vyJnkAMEaoizl kk3-b2itBg8tOY8Wpnin_bmNZ_RbYSnIStSgDR5op 1 Oz?BIO 3-0-0 4-0-13 7-0-0 3-0-0 1-0-13 2-11-3 Scale=1:19.5 3x6 11 3x6 I 7 6 2-0-0 3-0-0 4-0-13 7-0-0 2-0-0 1-0-0 1-0-13 2-11-3 Plate Offsets (X Y)-- (3:0-3-12 0-0-61 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) -0.02 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.05 5 >748 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.02 5 >999 240 Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x8 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-6: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings 2-0-13 except Qt=length) 4=Mechanical, 3=Mechanical. (lb) - Max Horz 7=163(LC 12) Max Uplift All uplift 100 lb or less at joints) 4 except 6=-375(LC 1), 3=-132(LC 12), 7=-537(LC 12) Max Grav All reactions 250 lb or less at joint(s) 4 except 6=291(LC 12), 3=342(LC 3), 7=532(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-7=-104/263 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-4 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 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. 41 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 (jt=lb) 6=375, 3=132, 7=537. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 11,1II-7473 rev. 10/031201S BEFORE USE. Design valid for use only with mucke connectors. This design Is based only upon parameters shown, and Is for an Indivdual 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 MOW M lW 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, seeANSMII Qualify Cdfeda, DSB-89 and SCSI BuHdfng Component 6904 Parke East Blvd. Safety InfomtaHonavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482981 75240 JG3 Jack -Open 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4-0-13 ADEQUATE SUPPORT REQUIRED. 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:21 2018 Page 1 ID:fcBZRoaxnh?vyJnkAMEaoizl kk3-b2itBg8tOY8Wpmn_bmNZ_RbYMnmCtTwDH5op 10z?BI0 2-11-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 , Vert(LL) -0.00 7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x8 SP 240OF 2.0E REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical, 2=0-7-3. (lb) - Max Horz 2=157(LC 12) Max Uplift All uplift 100lb or less atjoint(s) 1, 3 except 2= 182(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 3, 4 except 2=390(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:17.7 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -4-0-7 to-1-0-7, Interior(1) -1-0-7 to 2-10-7 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 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) 1, 3 except Qt=lb) 2=182. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® 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 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 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, seeANSWI1Qualify CrBeffa, DSB-89 and SCSI BUgdfng Component 6904 Parke East Blvd. Safety Intonnallonavailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply YANCY T14482982 75240 JG7 Jack -Open 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07.22:22 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizf kk3-3EGFOA9VnsGNQwMB9TvoWfBizB6lcvAM WIXNaSz?Bi? 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 0.57 Vert(LL) -0.00 7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017[TP]2014 Matrix -MP Wind(LL) 0.01 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x8 SP 240OF 2.0E REACTIONS. All.bearings Mechanical except Ot=length) 1=0-1-0, 2=0-7-3. (lb) - Max Horz 2=202(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 1, 3,4 except 2=-208(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4 except 2=453(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:21.3 PLATES GRIP MT20 244/190 Weight: 30 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc puffins. 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=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-5 to-1-0-5, Interior(1) -1-0-5 to 4-10-7 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 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. 4f Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4 except at=lb) 2=208. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNINNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, 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, seeANS&VII AualBy Crlteda, DS849 and BCSI BaUd/ng Component 6904 Parke East Blvd. Safety /nfonnaBOnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482983 75240 KJ7 Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mfrek Industries, Inc. I hu Jul 5 07:22:24 2018 Page 1 I D:fc6ZRoaxnh?vyJnkAMEaoizl kk3-OcN?psBn1JTW 5gEVZGuxGb4D7Y_m14mIf_30UdLz?BHz 3-3-4 6-8-2 7-9-14 12-8-0 3-3-4 3-4-15 1-1-11 4-10-2 4x8 118 „ 5 Special NAILED NAILED Sx6 = 2-9-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 6.24 Vert(LL) 0.02 7 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=140/Mechanical, 8=251/0-11-5, 6=144/Mechanical Max Horz 8=208(LC 8) Max Uplift 4=-140(LC 8), 8=-929(LC 8), 6=-217(LC 5) Max Grav 4=140(LC 1), 8=878(LC 27), 6=247(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 554/484, 2-3=-534/483 BOT CHORD 1 -8=458/567, 7-8= 471/458, 6-7=-471/458 WEBS 3-7=-395/329, 3-6=-496/509 PLATES GRIP MT20 244/190 Weight: 69 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 5-6. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave-lft; Cat. *11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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. k) 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=140, 8=929, 6=217. 6) Use USP SKH26L (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 4-4-0 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 7) Fill all nail holes where hanger is in contact with lumber. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 1-5=-20 Concentrated Loads (lb) Vert: 11=68(F=34, B=34) 13=-58(F= 29, B=-29) 14=381(F=191, B=191) 15=77(F=39, B=39) 16=6(F=3, B=3) Walter P. Finn PE No12839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010"IS BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Indlvdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 Ni, iTek 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, seeANSYWIT QualllyCAfeda, DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. Safety Infonnahbnovallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482984 75240 KJ7G Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Thu Jul 5 07:22:25 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-Upx008804neylN4mgcSV8Hm1106XpD?pCjni 19nz?BHy 3-3-4 6-8-2 7-9-14 12-8-0 3-3-4 3-4-15 1-1-11 4-10-2 Special 2-9-9 . 33-4 NAILED LOADING (pst) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 7 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=140/Mechanical, 8=251/0-11-5, 6=144/Mechanical Max Harz 8=208(LC 24) Max Uplift 4=-140(LC 8), 8=-929(LC 8), 6=-217(LC 5) Max Grav 4=140(LC 1), 8=878(LC 27), 6=247(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-554/484, 2-3=-534/483 BOT CHORD 1-8=-458/567, 7-8= 471/458, 6-7=-471/458 WEBS 3-7=-395/329, 3-6=-496/509 :21.0 NAILED 5x6 = 12-8-0 4-10-2 PLATES GRIP MT20 244/190 Weight: 69 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 5-6. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 4=140, 8=929, 6=217. 6) Use USP SKH26L (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 4-4-0 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 d'eg, down. 7) Fill all nail holes where hanger is in contact with lumber. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25) toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 1-5= 20 Concentrated Loads (lb) Vert: 11=68(F=34, B=34) 13=-58(F=-29, B=-29) 14=381(F=191, B=191) 15=77(F=39, B=39) 16=6(F=3, B=3) Wafter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6034 69D4 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII-7473 rev. 1010=015 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 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. socAAWRP11 QualityCiBedd, DSB.89 and SCSI Sulld/ng Component 6904 Parke East Blvd. Safely Informanonavailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply YANCY T14482985 75240 KJA Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:26 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizt kk3-y?VmEXCOr4movXfyOJzkhVJRaoSrYgRNVaiDz?BHx 1-0-1 1-7-14 4-2-4 , 7-0-2 1-0-1 0-7-13 2-6-6 2-9-14 Scale=1:23.7 0 0 34 11 NAILED NAILED 1-7-14 4-2-4 1-7-14 2-6-6 34 11 NAILED NAILED 7-0-2 2-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.07 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.09 7 >940 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.10 7 >807 240 Weight: 35lb 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` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-7: 2x4 SP No.3, 5-7: 2x8 SP 240OF 2.0E 6-0-0 oc bracing: 1-8. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=185/0-10-15, 4=63/Mechanical, 5=178/Mechanical Max Harz 1=112(LC 8) Max Uplift 1= 167(LC 8), 4= 65(LC 24), 5=-136(LC 8) Max Grav 1=241(LC 28), 4=73(LC 17), 5=198(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-8= 298/319 WEBS 3-6=-318/327 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2rThis 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 36-0 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 (jt=lb) 1=167,5=136. 6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 8-9=-20, 5-7= 20 Concentrated Loads (lb) Vert: 8=58(F=-4, B=61) 2=61(B) 6=1 O(F=O, B=10) Walter P. Finn PE No.21839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, 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, seeAALWMll Aaallly Cdleda, DSO-89 and BCSI Bugdbv Component 6904 Parke East Blvd. Safety lnfonnallonavallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482986 75240 KJA7 Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07.,22:27 2018 Page 1 I D:fc6ZRoaxnh?vyJnkAMEaoizl kk3-QB38RtDecOufXhE8xOUzDircaCmnH2S6g 1 F8Egz?BHw 0-7.12 -2-9-15 0-510 Q-11.4 3-5-5 , 6-2-14 , 6-10-12 , 7.6-111 8-6-9 9-10-1 2-9-15 mluo W. 2-6-1 2-9-9 0-7.14 0-7-14 1-0-0 1-3-8 0.2-2 Scale=1:26.4 3x5 = 17 16 6x8 = Special Special uno „ 15 NAILED 14 10 3x6 11 NAILED Sx6 = 3x6 II 7-0-2 ,0-7-1z 6-2-14 ,s-10-12„7-6-10, s-10- 0-7-12 2-9-9 2-9-9 0-7-14 0-6-6 2-3-7 0-1-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.02 17 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.02 17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 2.OE `Except` 5-14,7-10: 2x4 SP No.3, 2-18: 2x4 SP M 30 WEBS 2x4SPNo.3 PLATES GRIP MT20 244/190 Weight: 63 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13,11-12. REACTIONS. All bearings Mechanical except (jt=length) 2=0-4-9, 12=0-11-5. (lb) - Max Harz 2=226(LC 24) Max Uplift All uplift 100 lb or less at joint(s) 8, 9 except 2= 425(LC 8), 12=-273(LC 8) Max Grav All reactions 250 lb or less at joint(s) 8, 9 except 2=433(LC 28), 12=523(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-863/52, 3-4=-382/0 BOT CHORD 15-16=-56/269, 14-15= 56/269, 2-18=-139/668 WEBS 3-18=-135/369 NOTES- 1)*Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever 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) 8, 9 except Qt=lb) 2=425,12=273. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 55 lb up at 1-4-8, and 58 lb down and 55 lb up at 1-4-8 on bottom chord. The designtselection 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: 1-8=-60, 14-17=-20, 11-13=-20, 9-10— 20, 18-19= 20 Concentrated Loads (lb) Vert: 16=69(F=35, B-35) 6= 86(F=-83, B=-3) Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. 101 201S 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing n� IM iT e 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, seeANSUIP/r Qua/ByCdledo, DS8.69 and SCSI BuBding Component 6904 Parke East Blvd. Safety ►n/ormallonovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type : Qty Ply YANCY T14482987 75240 KJG7 Diagonal Hip Girder 1 1 Job Reference o tionet Chambers Truss, Inc., Fort Pierce, FL 8.130 6 Mar 11 2018 MI I eK industries, Inc. Thu dui b 07:22:28 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-uOdW fDEGNiOW9rpKVk?CmwOnPbBaOdnFvh_hm6z?BHv -5-9.0 3-5-5 6-10-15 5-9-0 3-5-5 3-5-11 Scale=1:25.2 NAILED o Io • NAILED 3.18 12 2x3 II 10 NAILED 3 NAILED v 0 N Li 6 11 NAILED 3x6 II NAILED 5 i 4x5 = NAILED NAILED `o 0 0 ADEQUATE SUPPORT REQUIRED. 6-10-15 _ r 6-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.02 6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017[FP12014 Matrix -MP Wind(LL) -0.01 6 >999 240 Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except at=length) 1=Mechanical, 2=0-9-13. (lb) - Max Horz 2=202(LC 24) Max Uplift All uplift 100 lb or less atjoint(s) 4, 5 except 1=-112(LC 24), 2=-360(LC 8) Max Grav All reactions 250 lb or less at joint(s)1, 4, 5 except 2=554(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave-oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever 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. 4PRefer 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, 5 except Qt=lb) 1=112,2=360. 6) "NAILED" indicates 3-1 Od (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: 1-8=-81, 4-8=-60, 5-7=-20 Concentrated Loads (lb) Vert: 8=122(F=61, B=61) 9=123(F=61, B=61) 11= 3(F=-1, B=-1) Welter P. Finn PE No.22839 WTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 10103&015 BEFORE USE. Design valid for use only with MITekO 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 wlth possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVW11 GaalBy Cdlafta, OS&89 and BCSI BUllding Component 6904 Parke East Blvd. Safety twonnottonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33510 Job Truss Truss Type r Oly Ply YANCY T14482988 75240 KJP DIAGONAL HIP GIRDER 2 1 :Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL I� ADEQUATE SUPPORT REQUIRED. b.1JU s Mar 11 ZU16 Mil eK inaUstrles, inc. i nu Jui o uI:ZZ:JV zu is r-dye r ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-gmIH4vFWvJGE09zjd92grLT6EPj?U W XYM?Tor_z?BHt 0-7-13 -5-7-14 3-1 5-1-3 9-10-1 5-7-14 -5-1 4-5-6 4-8-14 0-2-2 i R c 8 NAILED NAILED 7 NAILED 3x6 II NAILED4x4 = NAILED �i!F11B�7 Scale=1:30.6 0 Io T LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.11 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.10 7 >999 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr NO WB 0.10 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 66 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 No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-8: 2x8 SP 240OF 2.0E WEBS 2x4 SID No.3 *Except* 2-9: 2x8 SP 240OF 2.0E REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical, 9=0-4-9. (lb) - Max Horz 9=247(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 5=-165(LC 8), 6=-157(LC 8), 1=-138(LC 24), 9=-425(LC 8) Max Grav All reactions 250 lb or less at joint(s) 5, 6, 1 except 9=536(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-9— 369/218 WEBS 4-7=-336/352, 2-7= 49/252 NOTES- 1 f Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 5, 157 lb uplift at joint 6, 138 lb uplift at joint 1 and 425 lb uplift at joint 9. 8) "NAILED" indicates 3-1 Od (0.148"xX) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 6-8= 20 Concentrated Loads (lb) Walter P. Finn PE No.22839 Vert: 10=105(F=52, B=52) 12=102(F=-51, B=-51) 13=62(F=31, B=31) 15=-5(F=-3, B=-3) MiTekUSA, Inc. FLCart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE, Design valid for use only with MITek® cgnnectors. 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 i1NCTW MOW 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 CualBy Ciflerla, DS8-89 and SCSI BuIlding Component 6904 Parke East Blvd. Safety fnfaanallonovaliabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply YANCY T14482989 75240 P HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:31 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-JzlfHFG9fdP501YVASZvOY01?p2LDuyhbfDLNRz?BHs -4-0-0 -8-12 9-0-0 13-4-0 20-0-10 21-6-2 4-40 5- 4-3-4 4-3-4 4-4-0 6-6-10 1-5-6 4x4 = 21 5x6 = Scale = 1:46.6 SUPPORT 3x5 II 4x5 = REQUIRED. 3x6 II 6x8 = 45 = 3x5 II 21-58 -4-0-13 ¢5-8 9-0-0 , 13-4-0 _ 20-0-10 20-8-1a 211 -2 %12 4-0-13 -5-8 4-3-0 4-3-4 4-4-0 6-8-10 b-&3' 0-Oi10 0-8-11 Plate Offsets (X Y)-- f5:0-3-0 0-2-61 f9:0-5-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.03 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.05 13-14 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.41 Horz(CT) -0.01 1 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.04 13-14 >999 240 Weight: 161 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 2x8 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-15,6-10: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 2-16: 2x6 SP No.2 REACTIONS. (lb/size) 1=103/0-1-0, 7=0/1-0-3, 16=977/0-3-8, 8=867/0-3-8 Max Horz 16=134(LC 11) Max Uplift 1=-101(LC 12), 16=-599(LC 12), 8=-543(LC 12) Max Grav 1=103(LC 1), 16=996(LC 17), 8=867(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-963/668, 3-4=-963/773, 4-5=-8677786, 5-6=-7671744, 6-7=-433/297 BOT CHORD 2-16=-9217718, 13-14= 566/872, 11-13=-564/875, 6-9= 423/555, 8-9= 252/364, 7-8=-302/418 WEBS 2-14= 575/940, 3-14=-253/339, 9-11=-4697779, 5-9= 384/78 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=15ft B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-8 to-0-11-8, Interior(1)-0-11-8 to 9-0-0, Exterior(2) 9-0-0 to 13-4-0, Intedor(1) 17-6-15 to 21-6-2 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 Ib uplift at joint 1, 599 Ib uplift at joint 16 and 543 Ib uplift at joint 8. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. Waiter P. Finn PE No.22839 MIT& USA, Inc. FL God 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101OM15 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 6ViiTeW 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. seeANSVIPII QualityCiBorld DSB-89 and BCSI SuUding Component Tampa, FL 33610 Safety Infotlnaflonavaliabie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply YANCY T74482990 75240 P1 HIP 1 1 Job Reference (optional) Chambers I russ, Inc., Fort fierce, FL ts.i iu s mar 11 LUl is ivii i eK mausines, Inc. I nu jui b u/:LL:JL Lu1 o rage i ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-n9s1 UbHnQwXydS66ka48wmYVMDRsyH2rpJyvvtz?BHr 11d-0 -4-0-0 0-5-6 5-8-12 i 11-oA 11r2-0 16-7-1 i 16-1-12 r 4-0-D 5- 5-3-4 5-3-4 5-3-Y 1-611 0-2-0 Scale = I AO.7 5xB = 4.50 12 ADEQUATE 1b 14 1L I SUPPORT 5x6= 3x6 II 6x8 = 3x6 II 5x6 = REQUIRED. 11-4-0 -3-11-10 p-5-6 5.8-12 it-" 11r2-0 16-7-1 d7-2-618-1-12i 3-11-1 r 5- S-3d 5-3-4 0.- 5-3-1 �0.7-7� 0-11d 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.04 14 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.08 14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) -0.01 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.07 14 >999 240 Weight: 134lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x8 SP 240OF 2.0E *Except" except end verticals. 2-15: 2x4 SP No.3, 6-11: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 2-16. OTHERS 2x6 SP No.2 REACTIONS. All bearings 0-3-8 except (jt=length) 8=1-2-12, 1=Mechanical. (lb) - Max Horz 16=188(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 except 8= 230(LC 18), 16=-510(LC 12), 9= 559(LC 12) Max Grav All reactions 250 Ito or less at joint(s) 8, 1 except 16=836(LC 17), 9=915(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-612/504 BOT CHORD 15-16=-278/504, 2-16=-346/352, 14-15=-374/564, 12-14=-365/559, 11-12= 365/559, 10-11=-215/451, 6-10=-286/369 WEBS 4-15=-608/308, 4-14=-176/309, 5-11= 670/405, 5-12= 1921456 NbTES- 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=15ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, Interior(1)-0-11-10 to 11-2-0, Exterior(2) 11-2-0 to 15-4-15 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 lost 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 8=230, 16=510, 9=559. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only Win 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 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 properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSUMI Qualify Cdteda, DSB-89 and BCSI Balling Component 6904 Parke East Blvd. Safety infonnationovailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482991 75240 P2 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:33 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-FLQPiwiPBEfpFchllHbNTz5bxckNhrL_2ziSSJZ?BHq 11-2-0 i 13-1-8 14-8-3 4-0-0 -5- 5-4-4 5-4-4 - 1-11-B 1-6-11 Scale=1:39.0 4.50 12 4x4 = 5 19 11 20 ADEQUATE 14 13 12 11 SUPPORT 3x5 11 4x5 = 6x8 = 3x5 11 REQUIRED. -311-10 0-S 59-12 68-6 _ 11-2-0 131-6 13-&1514-6-3 i 371-10 -5- 5-4-4 0-11-72 4-4-6 1-11-6 0-7-60-11-4 Plate Offsets (X Y)-- f12:0-3-8 0-3-121 fl5:0-3-12 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.09 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.17 12-13 >913 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) -0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix -MS Wind(LL) 0.15 13 >999 240 Weight: 111 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x8 SP 240OF 2.0E *Except* 2-14: 2x4 SP No.3, 6-11: 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* 2-16: 2x6 SP No.2 REACTIONS. All bearings 0-3-8 except Qt=length) 8; 1-2-12, 1=Mechanical. (lb) - Max Harz 16=267(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 8, 1 except 16=-433(LC 12), 9=-327(LC 12) Max Grav All reactions 250 lb or less at joint(s) 8, 1 except 16=726(LC 17), 9=623(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-296/96, 3-5= 287/237, 5-6=-292/304 BOT CHORD 15-16= 459/400, 2-15= 488/319, 11-12=262/179 WEBS 13-15= 39/345, 3-13=-294/371, 10-12_ 480/670 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NbTES- 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=15ft; B=45ft; L=24ft; eave=4 t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, Interior(1)-0-11-10 to 11-2-0, Exterior(2) 11-2-0 to 14-2-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 1 except Qt=lb) 16=433, 9=327. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/012015 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT e V Is always required for stabllity 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, seeANSUIPI i Qualify C1Seda, DS8.69 and SCSI Budding Component Tampa, FL 33610 Safety /nfonnaMonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type r , Qty Ply YANCY T14482992 75240 P3 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Jul 5 07.22:34 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-jY_nvGI 1yYngtmGUs?6c?BerZ08MQJL7HdR?_mz?BHp 4-0-0 Q-S-$ 5-0-11 9-7-15 11-2-011_�-10 4-0-0 5- 4-7-3 4-7-3 1-6-1 0- -10 v n 0 0 K6 11 0 ADEQUATE 12 11 10 SUPPORT 5x6 = 3x6 II 5x6 = REQUIRED. Scale=1:32.9 3-11-10 5-0-11 9-7-15 10-31 11-2-10 3-11-10 5- 4-7-3 4-7-3 0 7 80 11 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 11 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.01 11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.00 11 >999 240 Weight: 93 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 No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 10-12,7-9: 2x8 SP 2400F 2.0E 6-0-0 oc bracing: 2-13. WEBS 2x4 SP No.3 *Except* 2-13: 2x6 SP No.2 REACTIONS. All bearings 0-3-8 except Qt=length) 7=1-2-12, 1=Mechanical. (Ib) - Max Horz 13=341(LC 12) Max Uplift All uplift 1001b or less atjoint(s) except 7= 253(LC 17), 1=-103(LC 12), 13=-267(LC 12), 8= 561(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7, 1 except 13=540(LC 1), 8=707(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-13=-303/310, 11-12=-239/276, 10-11=-239/276, 5-9= 213/323 WEBS 4-10=-326/276, 4-12=-315/41 NOTES- 1j Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, Interior(1)-0-11-10 to 11-0-14 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 13 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 7, 103 lb uplift at joint 1, 267 Ito uplift at joint 13 and 561 lb uplift at joint 8. Welter P. Finn PE No.22839 WTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addllionai temporary and permanent bracing �/� T I V 1� e W 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, seeANSUMII AaarByCiNelfa, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnronnationavailoble from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty Ply YANCY T14482993 75240 P4 MONOPITCH 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL -4-0-0 8.13o s Mar 11 2018 MI I eK maustrleS, Inc. I nu Jui b U/:L2:3b zu1 u i 1yJnkAMEaoizl kk3-BkYA7cJgrvXUwrhPierYOAOxQU89oXHWHBZWC. i 1 7-9-1 5-8-13 Scale = 1:26.8 3x4 I I � 3 c 4.50 12 12 a Y • m 48 2 IF 11 0 O 0 0 �3 = 3x6 11 0 ADEQUATE 9 8 SUPPORT 3x6 II 5x6 = REQUIRED. -3-11-11 0-5-8, 6-2-5 6-9-13, 7-9-1 , 3-11-11 0-5-8 5-8-13 0-7-8 0-11-4 ' Plate Offsets (X Y)-- (2.0-1-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 8-9 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.01 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 *Except* 8-9,5-7: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except' 2-10: 2x6 SP No.2 PLATES GRIP MT20 244/190 Weight: 61 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except (jt=length) 1=Mechanical, 5=1-2-12. (lb) - Max Harz 10=263(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-102(LC 12), 5=-167(LC 17), 10=-202(LC 12), 6=-418(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 10=410(LC 1), 6=475(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-10= 356/305, 3-7= 271/404 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-3-11-10 to-0-11-10, Interior(1)-0-11-10 to 7-7-5 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 1,167 lb uplift at joint 5, 202 lb uplift at joint 10 and 418 lb uplift at joint 6. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 1,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only wlih 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 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, seeAAk%WI1 Qualify Crifeda, DSS$9 and SCSI Building Component 6904 Parke East Blvd. Safety /nformallonavoliable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , r Qty Ply YANCY T14482994 75240 P5 MONOPITCH 1 1 Job Reference (optional) Unambers I russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. I nu Jul 5 07:22:36 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoiztkk3-fw6YKyKHU91064QtzP945cj4AgpzuEcQkxw62ez?BHn -2-5-0 0-5-8 2-8-12 4-3-8 , 2-5-0 0-5-8 2-3-4 1-6-12 Scale = 1:17.6 0-5-3x6 II 2-8-12 0 2-3-4 5x6 --4 07 -8 4-3-8 0-5-8 -11-4 Plate Offsets (X,Y)-- f2:0-1-4,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.00 9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.00 9 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 34 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP N0.3 *Except* 8-9,5-7: 2x8 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 *Except* 2-10: 2x6 SP No.2 REACTIONS. (lb/size) 5=38/1-2-12, 10=391/0-3-8, 6=36/0-3-8 Max Horz 10=313(LC 12) Max Uplift 10= 436(LC 12), 6=-230(LC 9) Max Grav 5=76(LC 17), 10=391(LC 1), 6=99(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-10= 382/615 Structural wood sheathing directly applied or 4-3-8 oc puriins, except end verticals. 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=15ft; B--45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-5-0 to 0-7-4, Interior(1) 0-7-4 to 4-1-12 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) All plates are MT20 plates unless otherwise indicated. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 436 lb uplift at joint 10 and 230 lb uplift at joint 6. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10A13/2015 BEFORE USE. Design valid for use only with MITekO 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 venfy 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 fabrication. storage, delivery, erection and bracing of masses and truss systems, weANSWI1 BualIfyCrBeda, DSB-89 and BCSI Bu9ding Component 6904 Parke East Blvd. Safety Intonnaftonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type , Oty Ply YANCY T14482995 75240 V5 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Jul 5 07:22:37 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-77gwYILvFTOFkE?3X7gJdpGNBEBpdivazbggb4z?BHm 2-6-3 5-0-5 2-6-3 2-6-3 Scale = 1:9.3 3x6 = 3.90 12 3X4 5-0-5 3X4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=127/5-0-5, 3=127/5-0-5 Max Horz 1=13(LC11) Max Uplift 1=-73(LC 12), 3=-73(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-16B/290, 2-3— 1681290 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE-7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 31 Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 10/012015 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 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, seeAALURP/I Guafify ClBeda, DSB-89 and BCSf BuBdfng Component 6904 Parke East Blvd. Safety intormallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tama, FL 33610 Job Truss Truss Type Qty Ply YANCY T14482996 75240 V23 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Jul 5 07:22:37 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-77gwYlLvFTgFkE?3X7gJdpGFYEBzdh_azbggb4z?BHm 11-9-0 23-6-1 11-9-0 11.9-0 Scale = 1:37.1 4x4 = 3x4 % 9 87 6 3x4 2x3 II 3x6 = 2x3 I 2x3 11 23-6-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S PLATES GRIP MT20 244/190 Weight: 78 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-6-1. (lb) - Max Horz 1= 90(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 7=-155(LC 12), 6=-339(LC 12), 9=-339(LC 12) Max Grav All reactions 250 Ib or less at joints) 1, 5 except 7=407(LC 1), 6=514(LC 22), 9=514(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-297/249, 4-6= 387/411, 2-9=-387/411 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=15ft; B=45ft; L=24ft; eave=tft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-11-1 to 3-11-1, Interior(1) 3-11-1 to 11-9-0, Exterior(2) 11-9-0 to 14-9-0 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. b) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Ot=lb) 7=155, 6=339, 9=339. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 WARNING. Verf/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI17473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component 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 Mi%k7 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, seeANSUiNII QualBy CdIe11a, DSB-69 and SCSI Buffd/ng Component 6904 Parke East Blvd. Safety InfonnatIonavailable from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14482997 75240 VA Valley 1 1 Job Reference (optional) I Chambers Truss, Inc., Fort Pierce, FL 9-5-5 8.130 s Mar 112018 MiiTek Industries, Inc. Thu Jul 5 07:22:38 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizi kk3-bJDIleLYOmH6LNaF5gBYA1 oSydV3M8UjCEPD7Xz?BHI 4x4 = Scale =1:29.8 3x4 9 8 7 6 3x4 2x3 11 3x6 = 2x3 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 63 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 18-10-10. (lb) - Max Horz 1=-71(LC 10) Max Uplift All uplift 100 lb or less at joints) 1, 5, 8 except 6=-286(LC 12), 9=-286(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 8 except 6=435(LC 22), 9=435(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-6= 318/358, 2-9= 318/358 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-11-1 to 3-11-1, Interior(1) 3-11-1 to 9-5-5, Exterior(2) 9-5-5 to 12-5-5 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 5, 8 except (t=lb) 6=286, 9=286. Walter P. Finn PE No.22839 MIT& USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, 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 MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e East Blvd. 6904 ParkeEast fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV7P11 AualllyCdteda, DSB-89 and BCS1 SuUding Component Tampa. 0 Safety lnfonnallotrovallabte from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qry Ply YANCY Ti4482998 75240 VB Valley 1 1 -Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:39 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAM Eaoiz 1 kk3-4Vngy_MAn4PyzX9SeYiniELht1 vz5b4tQu9mfzz?BHk 14-3-3 Scale=1:22.5 4x4 = 8 7 6 3x4 % 2x3 11 2x3 II 2x3 II 3x4 14-3-3 14-3-3 Plate Offsets (X,Y)-- f2:0-0-0,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-S Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-3-3. (lb) - Max Harz 1=-52(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6= 195(LC 12), 8= 195(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 5, 7 except 6=296(LC 22), 8=296(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=-220/285, 2-8= 220/285 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=15ft; B=45ft; L=24ft; eave--tft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-11-1 to 4-0-0, Interior(1) 4-0-0 to 7-1-9, Exterior(2) 7-1-9 to 10-3-3 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except Qt=lb) 6=195, 8=195. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 All, WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 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 Bet 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 {!!`SOW i 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, seeANSUMIT AualByCdfeda, DSB-69 and BCSI Bufld/ng Component 6904 Parke East Blvd. Safety /nfolntaBanovailabie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type t Qty Ply YANCY T14482999 75240 VC Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MI IeK Industries, Inc. I nu Jul 5 01:22:41 2U1 B Page 1 ID:fc6ZRoaxnh?WJnkAMEaoizl kk3-OuvRNgOQJhfgCrlgmzkFofQ_trY9ZUK9uCetksz?BHi 4-9-14 9-7-12 4-9-14 4-9-14 Scale = 1:17.4 4x4 = 3.90 12 3x4 2x3 11 3x4 9-7-12 9-7-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 28lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=133/9-7-12, 3=133/9-7-12, 4=359/9-7-12 Max Horz 1=-32(LC 10) Max Uplift 1= 84(LC 12), 3=-84(LC 12), 4=-191(LC 12) Max Grav 1=138(LC 21), 3=138(LC 22), 4=359(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-245/336 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-11-1 to 3-11-1, Interior(1) 3-11-1 to 4-9-14, Exterior(2) 4-9-14 to 7-9-14 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) 4=191. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors.lhis design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the Wilding 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. Addllional temporary and permanent bracing nA T a' IVI� e 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, seeANSYMIJ GualflyCrMeda, DS9.89 and BCSI Bumding Component 6904 Parke East Blvd. Safety Infonnationavollabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14483000 75240 VE Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:41 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-OuvRNgOQJhfgCrlgmzkFofQ2grZjZVtouCetksz?BHi 2-3-4 4-6-9 2-3-4 2-3-4 3x6 = Scale = 1:8.5 3.90 12 3x4 4-6-9 3x4 Plate Offsets (X Y)-- f2.0-3-0 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=108/4-6-9, 3=108/4-6-9 Max Harz 1= 11(LC 10) Max Uplift 1=-62(LC 12), 3=-62(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 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) Gable requires continuous bottom chord bearing. 41 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERAmcE PAGE MII-7473 rev. 10/012015 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW tlYlO 1P� 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//IPII QualityOffeda, DSB49 and SCSI Bufld/ng Component 6904 Parke East Blvd. Safety Infonnallonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14483001 75240 VF Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:42 2018 Page 1 I D:fc6ZRoaxnh?vyJnkAMEaoizl kk3-U4Tpb?P24?nXq?tl KgGUKtzAFFuslxcJ7sNRGiz?BHh 4-7-0 9-2-0 4-7-0 4-7-0 4x4 = 3.90 12 Scale = 1:16.6 3x4 % 2x3 11 3x4 9-2-0 9-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Mattix-S Weight: 26 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=125/9-2-0, 3=125/9-2-0, 4=336/9-2-0 Max Horz 1— 30(LC 10) Max Uplift 1=-79(LC 12), 3=-79(LC 12), 4— 179(LC 12) Max Grav 1=129(LC 21), 3=129(LC 22), 4=336(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-230/327 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putiins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-11-1 to 3-11-1, Interior(1) 3-11-1 to 4-7-0, Exterior(2) 4-7-0 to 7-7-0 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except at=lb) 4=179. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 69U Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTelc0 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 {SOW 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, seeANSWI1 Qua/ByClBeda, DS8-89 and SCSI Bugdlgq Component 6904 Parke East Blvd. Safety /nfounalfanovaliable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type r Oty Ply YANCY T14483002 75240 VG Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:43 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-yG 1 BoLPgrJvOSOSDtNnjt4WMZeEH 1 OmSLW7_okz?BHg 6-10-11 IV 6-10-11 1-4-8 3.90 F,2 2x3 11 3x6 = 3x4 11 Scale: 3/4'=1' T m 3x4 5; 2x3 II 3x4 II 8-3-3 B-3-3 Plate Offsets (X Y)-- (3:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL ' 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=109/8-3-3, 5=143/8-3-3, 6=324/8-3-3 Max Horz 1=93(LC 12) Max Uplift 1=-44(LC 12), 5= 85(LC 12), 6= 203(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=-247/348 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 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=15ft; B=45ft; L=24ft eave=4fh Cat. III; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-11-1 to 4-1-9, Interior(1) 4-1-9 to 6-10-11, Exterior(2) 6-10-11 to 8-1-7 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except at=lb) 6=203. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a miss system. Before use, the building designer must verify the applicability of design parameters and property 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 {1AiTeW 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&VI1 CualffyCriteria, DSO-69 and SCSI BuIld/ng Component 6904 Parke East Blvd. Safety /n►oaaaf ianovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply YANCY T14483003 75240 VH Valley 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07.,22:44 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizi kk3-QTbZOhQfccl F311 PR51yP12Uf2TpmsdcaAsXt4Az?BHf 667 6-6-7 Scale = 1:14.4 3x5 11 2 1 4x5 % 3x5 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=219/6-6-7, 3=219/6-6-7 Max Harz 1=108(LC12) Max Uplift 1=-109(LC 12), 3= 144(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-180/429 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDLf1.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-11-1 to 5-1-15, Exterior(2) 5-1-15 to 6-4-11 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) Gable requires continuous bottom chord bearing. 31 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=109, 3=144. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0 MIS 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing n� ! MiTeW Is always required for stability and to prevent collapse wlth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSUIPll QualifyCaeda, DSB.89 and BCSIBuilding Component 6904 Parke East Blvd. Safety /nformallonavatlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . • Qty Ply YANCY T14483004 75240 VK Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:45 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-uf9yD 1 RxMw96hScc?opl3yVbc8Sw?VJtlpgc5tdz?BHe 4-2-12 Scale = 1:9.6 3x4 ; 3x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-P Weight: 13lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=126/4-2-12, 3=126/4-2-12 Max Horz 1=62(LC 12) Max Uplift 1=-63(LC 12), 3=-83(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 108/298 Structural wood sheathing directly applied or 4-2-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4; 2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) 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) Gable requires continuous bottom chord bearing. 31 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Waller P. Finn PE No22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, 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 Indlcated 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. seeANWWII Quality CiCeda, DSO-89 and 8CSI Building Component 6904 Parke East Blvd. Safety InfomlaHonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply YANCY T14483005 75240 VL Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 07:22:45 2018 Page 1 ID:fc6ZRoaxnh?vyJnkAMEaoizl kk3-ufgyD 1 RxMwg6hScc?opByVbm3SzoVJtfpgc5tdz?BHe 1-11-1 1-11-1 3x4 3.90 12 Scale =1:5.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 4lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-11-1 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=40/1-11-1, 2=30/1-11-1, 3=10/1-11-1 Max Harz 1=20(LC 12) Max Uplift 1=-20(LC 12), 2=-29(LC 12) Max Grav 1=40(LC 1), 2=30(LC 1), 3=20(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Walter P. Finn PE No.22839 IATek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M114473 rev, 10/03MIS 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to 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, sooANSWI1 Quality CrBelb DS8.69 and SCSI SuIldlgg Component 6904 Parke East Blvd. Safety ONormoffe favallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 31 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. - -I- For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in M►Tek20120 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. IndustryStandards: 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, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System 6-4-8 dimensions shown In ff-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 C1-2 C2-3 c,� 4 WEBS C c U a O ~ c7-8 c6a c5-6 BOTTOM CHORDS 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTMED BY END JOINT NUMBERSAETTERS 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 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 s A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and i� 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.