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HomeMy WebLinkAboutTrussLumber de'signIaluA are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. File Copy 6-W iTe ke ,? 'RE: 74339 - Moberg MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: Brian Helseth Project Name: _Moberg Model: Lot/Block: Subdivision: Address: unknown City: St Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf " Floor Load: N/A psf This package includes 34 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date No. Seal# Truss Name I Date 1 IT115055691A 6/30/17 18 T11505586 1 GRID 6/30/17 12 I T11505570 J Ai 1 6/30/17 119 1 T11505587 1 GRG 1 6/30/17 13 1 T11505571 1 A2 1 6/30/17 120 I T11505588 I J 1 1 6/30/17 4 1 T11505572 1 A3 6/30/17 21 IT11505589IJ3 6/30/17 5 1 T11505573 1 A4 6/30/17 122 IT11505590IJ5 6/30/17 6 1 T11505574 1 A5 6/30/17 123 IT11505591JJ7 6/30/17 7 1 T11505575 1 B 6/30/17 124 IT115055921JS1 6130/17 8 IT11505576IB1 6/30/17 125 IT115055931JS3 6/30/17 9 1 T11505577 1 B2 6/30/17 126 IT115055941JS5 6/30/17 10 1 T11505578 1 B3 6130/17 127 IT115055951JS7 6/30/17 11 I T11.505579 1 D 6/30/17 J28 1 T11505596 1 KJ7 6/30/17 12 1 T11505580 1 D1 6/30/17 129 1 T11505597 1 KJS7 6/30/17 113 1 T11505581 1 G 1 6/30/17 130 1 T11505598 1 MV2 1 6/30/17 1 114 1 T11505582 1 G1 1 6/30/17 131 1 T11505599 1 MV4 1 6/30/17 1 115 1 T11505583 1 G2 6/30/17 132 1 T11505600 1 MV6 6/30/17 16 T11505584 GRA 6/30/17 33 T11505601 MV8 6/30/17 117 1 T11505585 1 GRB 1 6/30/17 134 1 T11505602 1 MV9 1 6/30/17 I 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: Velez, Joaquin 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. R. �� CEIVE AUG 0 1 20171'1 3Y: �` , • • • ENS; • �� i��, 0 68182 : 3 % STATE OF . - ;��v �`, SOON Ak�,,.�`. n elez PE No.68182 U A, Inc. FL Cert 6634 rke East Blvd. Tampa FL 33610 ff June 30,2017 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply Moberg T11505569 74339 A SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t.b4U s Apr iv zui o mi i ek mausrnes, inc. Fri dun su r u:42: i a zu i r raga i I D:7BquDtmK567G2cJFcAhYzpzRW Bk-FSdunX_TD W KpCBSzVZ9je4soGtc2YOuOWtgjzVzl7oo -2-0-0 5-8-12 9-0-0 13-0-0 17-0-0 23-0.0 29-0-0 32.8-7 38-0-0 40-0-0 2-12 3-3-4 4-0-0 4-0-0 6-0-0 6-0-0 3-8-7 Scale=1:71.7 3x8 = 5x6 = 6x10 = 3x4 15x8 MT18HS= Sx6 = 5.00 12 4 27 5 6 7 8 2829 9 2Tbin v 0 3x6 = 5x8 = 4x8 = 3x4 11 3xB = 2.25 12 9-0-0 13-0-0 17-0-0 23-0-0 28-10-8 38-0-0 9-0-0 41-0 - 4-0-0 6-0-0 5-10-8 9-1-8 Plate Offsets (X Y)-- f2:0-0-10 Edge) (4:0-3-0 0-2-41 f7:0-4-0 Edgel f9:0-3-0 0-2-41 Ill 1:0-0-12 0-0-61 f17:0-3-8 0-2-01 f18:0-2-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.66 14-15 >690 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.52 14-15 >299 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.56 Horz(TL) 0.56 11 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.90 14-15 >506 240 Weight: 193lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins. BOT CHORD 2x4 SP M 30 *Except` BOT CHORD Rigid ceiling directly applied or 3-8-12 oc bracing. 6-16: 2x4 SP No.3 WEBS 1 Row at midpt 8-13 WEBS 2x4 SP No.3 *Except* 15-17,5-15: 2x4 SP M 30 REACTIONS. (lb/size) 2=1530/0-8-0, 11=1504/0-8-0 Max Horz2=185(LC 11) Max Uplift2=-976(LC 12), 11— 968(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown: TOP CHORD 2-25=-2858/2112, 25-26= 2835/2124, 3-26=-2763/2126, 3-4=-2656/1979, 4-27=-2429/1881,5-27=-2429/1881,5-6=-5723/4088,6-7= 5823/4155,7-8=-5823/4155, 8-28=4334/3151, 28-29= 4334/3151, 9-29= 4334/3151, 9-10= 4622/3275, 10-30=-4809/3532, 11-30=4832/3521 BOT CHORD 2-18=-1768/2569, 17-18= 2019/3070, 6-15=-251/266, 14-15= 3786/5708, 13-14= 3786/5708, 11-13=-3162/4462 WEBS 3-18= 226/293, 4-18=-522/809, 5-18=-942/688, 5-17= 1143/803, 15-17= 2083/3182, 5-15= 2034/3057, 8-14=0/259, 8-13=-1592/1110, 9-13=-919/1470, 10-13=-244/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=53ft; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpj=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 9-0-0, Exterior(2) 9-0-0 to 33-0-2, Interior(1) 33-0-2 to 40-0-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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) Bearing at joint(s) 11 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 capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=976, 11=968. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MO-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 ek* Mi 8T 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss type aty Ply Moberg T11505570 74339 Al SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL - ^P' " 4v'6 '•"' —"'90 I D:7BquDtmK567G2cJFcAhYzpzR W Bk-FSdunX_TDW KpC8SzVZ91e4sojtbFYHDOW tglzVz17oo -2-0-0 8-6-0 11-0-0 17-0-0 22:2 0 27.0.0 29.6-0 38-0-0 40-0-0 2-0-0 8.6-0 2f-0 6-0-0 5-0-0 5-0-0 2-6-0 8-6-0 2-0-0 Scale=1:71.7 5x8 MT18HS = 3x4 13x4 = 5x6 = ��� 4 26 27 5 6 28 29 7 AYA a 3x8 _ 3x6 3x6 = 3x12 = 3x4 12.25112 3x4 II 8-6-0 11-0-0 17-0-0 26-10.8 29-6-0 38-0-0 9-6-0 2-6-0 9-10-8_ 2-7-8 8-6-0 LOADING (psf) SPACING-. 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.52 12-13 >870 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.58 12-13 >289 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.53 9 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.70 12-13 >648 240 Weight: 191 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc pUdins. BOT CHORD 2x4 SP M 30 `Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 5-14: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 4-13: 2x4 SP M 30 REACTIONS. (lb/size) 2=1532/0-8-0, 9=1502/0-8-0 Max Horz 2=219(LC 11) Max Uplift2= 979(LC 12), 9=-965(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-2788/1953, 24-25=-2697/1964, 3-25=-2652/1976, 3-4=-2510/1918, 4-26— 4796/3420, 26-27=-4796/3420, 5-27=-4796/3420, 5-6_ 4854/3425, 6-28=-4079/2924, 28-29=-4079/2924, 7-29=-4079/2924, 7-8=-4385/3100, 8-30=-4635/3311, 30-31 =-4676/3300, 9-31 =-4771/3288 BOT CHORD 2-17= 1598/2490, 16-17= 1598/2490, 15-16= 1598/2490, 5-13=-312/350, 12-13= 3094/4718, 11-12=-2936/4405, 9-11=-2932/4398 WEBS 3-15_ 432/365, 4-15= 476/245, 13-15=-1402/2331, 4-13= 1856/2782, 6-13=-23/288, 6-12=-853/687, 7-12= 1032/1524, 8-12=-478/418 NOTES- 1) Unbalanced roof live loads have been considered for this design- 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38111; eave=5ft; Cat. II; ` Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 11-0-0, Extedor(2) 11-0-0 to 30-9-10, Interior(1) 30-9-10 to 40-0-11 zone;C-C for members and forces 8r MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. r 4) Ail plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=979, 9=965. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verily 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 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 Mii'eW 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Moberg T11505571 74339 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTsk Industries, Inc. Fri Jun 30 10:42:20 2017 Page 1 I D:7BquDtmK567G2cJ FcAhYzpzRW Bk-j eBG?s?5_pSgg1092GgyBI PxdHzrHl6XkXZGVxzl7on -2-0-0 8-6-0 13.0-0 17-8-0 25-0.0 29-6-0 38-0.0 40-0-0 2-0-0 8-6-0 4-6.0 48-0 7-4-0 4.6.0 8-6-0 2-0-0 Scale = 1:73.0 = 5.00 12 5x10 3x4 11 5x8 = 5 276 28 7 1 V 3x6 — 4x12 = 3x4 I I 3x8 zz 3x6 % 3x4 11 2.25 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.44 13-14 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -1.13 13-14 >402 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.49 10 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.5913-14 >771 240 Weight: 192lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 `Except` BOT CHORD Rigid ceiling directly applied or 4-2-14 oc bracing. 6-15: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1531/0-8-0, 10=1504/0-8-0 Max Horz2=-252(LC 10) Max Uplift2= 978(LC 12), 10=-966(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-25=-2806/1935, 3-25=-2717/1946, 3-4— 2702/1958, 4-26=-2360/1766, 5-26= 2345/1779, 5-27=-4143/2964, 6-27=-4143/2964, 6-28= 4205/3001, 7-28= 4205/3001, 7-29=-4036/2874, 8-29=-4120/2861, 8-9— 4681/3262, 9-30= 4691/3251, 10-30=-4785/3239 BOT CHORD 2-18= 1'585/2508, 17-18— 1585/2508, 16-17— 1585/2508, 6-14=-375/416, 13-14= 2341/3800, 12-13= 2892/4416, 10-12= 2888/4412 WEBS 4-16= 559/431, 5-16= 706/437, 14-16=-1361/2329, 5-14= 1607/2481, 7-14=-398/668, 7-13=-656/1102, 8-13=-729/540 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38fF eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 13-0-0, Exterior(2) 13-0-0 to 28-9-10, Interior(1) 28-9-10 to 40-0-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. w 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) Bearing at Joint(s) 10 considers parallel to grain value using ANSIrrPI 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) except 6t=lb) 2=978, 10=966. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND /NCLUDED.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, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Moberg T11505572 74339 A3 SPECIAL 1 1 Job Reference (optional) P Chambers Truss, Inc., Fort Pierce, FL l" . ' • � ".' .�:. ' 7.640 s Apr 19 2016 MiTsk Industries, Inc. FriJun 30 10:42:21 2017 age 1 A, I D:78quDtmK567G2cJFcAhYzpzRW Bk-BrIeCCOj 17aXRSbLc_BBjVxBW hJnOCyhzBJ qi 0z17om -2-0.0 8-6-0 15-0-0 17-8-0 23-0-0 29-6-0 38-0 0 40-0-0 2-0-0 8-6-0 6-6-0 6-6-0 8-6-0 2-0-0 Scale = 1:73.0 5.00 FIT 6x8 = 3x4 11 5x8 = 5 6 27 28 7 is w iv 3x6 = 3x8 = 7x8 = 3x4 11 2.25112 3x6 = 3x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.44 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -1.04 12-13 >438 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.51 10 n/a n1a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.58 12-13 >783 240 Weight: 195 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc pudins. BOT CHORD 2x4 SP M 30 -Except` BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. 6-15: 2x4 SP No.3 WEBS 1 Row at midpt 5-16 WEBS 2x4 SP No.3 *Except* 14-16,5-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1530/0-8-0, 10=1504/0-8-0 Max Horz2= 286(1_13 10) Max Uplift2= 978(LC 12), 10=-966(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25= 2833/1918, 3-25=-2747/1928, 3-4=-2686/1941, 4-26=-2221/1639, 5-26=-2144/1651, 5-6=-3587/2550, 6-27=-3621/2571, 27-28=-3621/2571, 7-28= 3621/2571, 7-29— 3772/2623, 8-29=-3843/2611, 8-9= 4690/3228, 9-30=-4734/3216, 10-30=-4826/3205 BOT CHORD 2-18=-1574/2536, 17-18= 1574/2536, 16-17= 1574/2536, 13-14=-2081/3517, 12-13=-2865/4460, 10-12=-2859/4453 WEBS 4-18=0/285, 4-16=-718/528, 5-16= 1754/1024, 14-16=-1629/2887, 5-14=-1735/2869, 7-14=-196/359, 7-13=-607/1072, 8-13=-10601756, 8-12=01281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=3811t; eave=5ft; Cat. II; ' Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, intedor(1) 1-8-15 to 15-0-0, Extedor(2) 15-0-0 to 26-9-10, Interior(1) 26-9-10 to 40-0-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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) Bearing at Joint(s) 10 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 capable of withstanding 100 lb uplift at joint(s) except (Jt=lb) 2=978, 10=966. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. 10/03I2015 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 in= 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. seeANSI1TP1t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Moberg T11505573 74339 A4 SPECIAL 2 1 Job Reference (optional) o.: i... on ,n•no•oo on17 De,.e , Chambers truss, Inc., ror rrerce, rL -••r• - - - -- -- -- -- -- - I D:7BquDtmK567G2cJ FcAhYzpzRW Bk-fi JOQYOLW RiO3cAYAhiQGj ULz4fW IhwgCr2NZgz17ol -2-0-0 6.11-1 13-1-10 17.0-0 1 -8 0 21-0-0 24-10-6 31-0-15 38-0-0 40-0-0 2-0-0 6-11-1 6-2-9 3-10-6 -8 3-4-0 3-10-6 6 Scale = 1:73.0 5x12 MT18HS = 5.00 12 5x6 = 0 do 2T7 0 5x10 = 3x4 I I 3x6 = 9-7-2 17-8-0 20-10-8 28-4-14 38-" 9 �_o 7.R.F. 9-7-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.45 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -1.07 14-15 >427 240 MT18HS 244/190 BCLL 0.0 ` Rep Stress Incr YES WB 0.80 Horz(TL) 0.51 11 n/a rVa BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.6014-15 >760 240 Weight: 200lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc pudins. BOT CHORD 2x4 SP M 30 `Except- BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing. 6-17: 2x4 SP No.3 WEBS 1 Row at midpt 16-18 WEBS 2x4 SP No.3 `Except* 16-18: 2x4 SP M 30 REACTIONS. (lb/size) 2=1528/0-8-0, 11=1506/0-8-0 Max Horz 2=_321(LC 11) Max Upiift2= 975(LC 12), 11=-969(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25— 2898/1959, 3-25— 2829/1977, 3-4=-2649/1846, 4-5=-2583/1859, 5-26=-3552/2395,' 6-26=-3543/2407, 6-7=-3215/2290, 7-8= 3497/2404, 8-9=-4499/3010, 9-10=-4566/2996, 10-27=-4976/3355, 11-27=-5018/3339 BOT CHORD 2-18=-1627/2651, 6-16=-769/1320, 15-16— 1800/3315, 14-15=-2338/3826, 13-14= 2999/4678, 11-13= 3008/4658 WEBS 3-18= 377/366, 5-18— 946/608, 5-16=-78/497, 16-18=-1818/3087, 7-15=-664/1094, 8-15= 757/614, 8-14=-282/685, 10-14=-553/514, 6-15=-326/202 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4'.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterjor(2)-2-0-11 to 1-8-15, interior(1) 1-8-15 to 17-4-8, Exterior(2) 17-4-8 to ` 21-0-0, Interior(1) 24-10-6 to 40-0-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nondoncurrent 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) 11 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 capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=975, 11=969. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. GLMM sigim l' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, notmu a trLISS 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 /� M!Tek` 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. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Moberg T11505574 74339 AS SPECIAL 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ­­: ags I D:7BquDtmK567G2cJ FcAhYzpzRW Bk-7Ds Pdul zH kgEhllkkO Efowl UGU_ZUBezQVow6Gzl7ok -2-0-0 6-11-1 13-1-10 17-8-0 19-0- 24-10-6 311 0-15 38.0-0 40-0-0 2-0-0 6-11-1 6-2-9 4-6-6 1-4-0 5-10-6 6-2-9 6-11-1 2-0-0 qI 0 5x6 = 5.00 12 4x5 6 Scale = 1:70.5 4x6 = 4x10 = 3x4 II 3x8 = 3x6 = Plate Offsets (X Y)-- [2:0-3-0 Edge], (4:0-3-0 Edge) I9.0-3-0 Edgel (11.0-0-8 E(ige1 118:0-0-10 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 . Vert(LL) -0.47 14-15 >965 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.26 14-15 >363 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.51 11 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.6314-15 >718 240 Weight: 203lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc puriins. BOT CHORD 2x4 SP M 30 "Except` BOT CHORD Rigid ceiling directly applied or 4-4-4 oc bracing. 6-17: 2x4 SP No.3 WEBS 1 Row at midpt 16-18 WEBS 2x4 SP No.3 *Except' 16-18: 2x4 SP M 30 REACTIONS. '(Ib/size) 2=1528/0-8-0, 11=1506/0-8-0 Max Harz 2=352(LC 11) Max Upl1ft2=-975(LC 12), 11=-969(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-26=-2900/1874, 3-26=-2830/1892, 3-4=-2663/1777, 4-5=-2579/1787, 5-27=-3432/2199, 6-27=-3372/2210, 6-7= 3156/2078, 7-28=-3171/2041, 8-28=-3240/2024, 8-9= 4459/2816, 9-10=-4532/2804, 10-29=-4890/3093, 11-29=-4912/3075 BOT CHORD 2-19= 1561/2657, 18-19= 1561/2657, 6-16=-384/563, 15-16=-1581/3165, 14-15= 2198/3839, 13-14=-2740/4548, 11-13— 2748/4518 WEBS 3-18=-370/364, 5-18=-892/534, 16-18=-1718/3059, 5-16=01343, 6-15= 607/513, 7-15=-1327/2182,8-15=-999r/80,8-14=-236/690,10-14=-423/417 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=53ft; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 19-0-0, Exterior(2) 19-0-0 to 22-9-10 zone;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) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=975, 11=969. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 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 truss ss 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 1, Mew �i ew 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/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply Moberg T11505575 74339 B SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 7.640 Api 19 20 .o N. �nR ��,�I„�"" �',�. ��� �.. , -. ��,. � aa� ID:7BquDtmK567G2cJFcAhYzpzRWBk-cOQnrE2b22y51vW,VgluL8 iZuMdDjo7f9XUejzl7oj -2-a0 8-6-0 16-a0 20-4-0 23-a0 29-a0 31-8-7 3"T 4aao 2.0-0 8-6-0 7-6-D 4-4-0 2-B-0 6-a0 2-&7 6-3-11 2-a0 Scale = 1:74.3 5x6 = 5.00 F12 26 3x5 = 3x4 3x6 = 3x8 = 3x6 11 3x5 = 2.25112 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.15 11-23 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.39 11-23 >551 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 14 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.09 11 >999 240 Weight: 190lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc puffins. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 3-8-3 oc bracing. 5-14: 2x4 SP No.3 WEBS 1 Row at midpt 3-15 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=843/0-8-0, 14=1456/0-4-0, 9=735/0-8-0 Max Harz 2=302(LC 11) Max Upljft2=-630(LC 12), 14— 737(LC 12), 9= 577(LC 12) Max GraV2=844(L/C 21), 14=1456(LC 1), 9=759(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24= 1142/834, 3-24— 1063/857, 3-25=-411/485, 4-25=-388/497, 4-26=-411/547, 5-26=- 413/533, 5-6=0/251, 6-27=-1204/1067, 27-28= 1204/1067, 7-28_ 1204/1067, 7-8=-1310/1096, 8-29=-1626/1405, 29-30— 1664/1397, 9-30— 1709/1389 BOT CHORD 2-17=-577/1131, 16-17=-579/1123, 15-16=-579/1123, 13-14=-1443/952, 5-13=-890/521, 12-13= 344/486, 11-12= 340/491, 9-11=-1180/1550 WEBS 3-17=0/323, 3-15= 841/615, 5-15=-258/734, 6-13=-827/663, 6-11= 465/750, 7-11= 139/334, 8-11=-404/419 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 16-0-0, Exterior(2) 16-0-0 to 19-9-10, Interior(1) 23-0-0 to 40-0-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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) 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 100 lb uplift at joint(s) except (jt=lb) 2=630, 14=737, 9=577. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - 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 bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �n TT lYBf eW Is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Moberg T11505576 74339 B1 SPECIAL 1 1 Job Reference o tional nn4c AIT,.L L..Indrine inn Cri .lun 10 10•d99R 9n17 Pwnw t Chambers Truss, Inc., Fort Pierce, FL ' . 3 ^r' ' ` `"'" '•"' "" ""' ID:7BquDtmK567G2cJFcAhYzpzRWBk-4c_92a3EpM4yw3v7rpG7tL6g8lgBy1sGupH1A9z17oi -2-0-0 8-6-0 16-0-0 17-8-0 21-0-0 27-0-0 31-0-14 38.0-0 40-0-0 2-0-0 8-6-0 7-6-0 1-8-0 3-4-0 6-0-0 4-0-14 6-11-2 2-0-0 Scale = 1:74.3 5.00 FIT 7x10 = 3x4 11 5 017 O 3x6 = 7x8 = 3x4 I 3x8 _ 3x6 = 3x4 11 2.25 12 8-6-0 16-" 17-8-0 21-0-0 26-10-8 31-0-14 38-0-0 a-FJ) 7-6-0 1-8-0 3--O _ 5-10-8 4-2-6 6-11-2 Plate Offsets (X Y) f2'0 0 2 Edge) (3'0 4 0 0-3-0) (6'0-5-4 0-3-4) f7'0-3-0 0-2-4) [9'0-0-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.52 13 >885 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -1.19 12-13 >385 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.56 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.69 13 >666 240 Weight: 200 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' 5-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' 14-16,4-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1530/0-8-0, 9=1504/0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-1-7 oc bracing. WEBS 1 Row at midpt 3-16, 4-16 Max Harz2=302(LC 11) Max Uplift2— 978(LC 12), 9=-966(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-2826/1888, 3-25=-2740/1911, 3-26=-2164/1616, 4-26=-2080/1628, 4-5= 3310/2452, 5-27=-3381/2436, 6-27=-3425/2429, 6-28=-4084/2958, 28-29= 4084/2958, 7-29_ 4084/2958, 7-8=-4383/3091, 8-30=-4743/3360, 9-30=-4829/3342 BOT CHORD 2-18=-1523/2529, 17-18=-1526/2523, 16-17= 1526/2523, 13-14=-3080/4841, 12-13=-3078/4847, 11-12= 3003/4467, 9-11=-2993/4454 WEBS 3-18=0/294, 3-16=-767/564, 4-16=-1892/1081, 14-16_ 162812986, 4-14=-2455/3813, 6-14=-2162/1566,6-12=-852/606,7-12=-862/1385,8-12— 497/390 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Intedor(1) 1-8-15 to 16-0-0, Exterior(2) 16-0-0 to " 19-9-10, Interior(1) 21-0-0 to 40-0-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 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) except Qt=lb) 2=978, 9=966. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev 10I012015 BEFORE USE Fla a 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Tr Truss Truss Type Moberg T11505577 74339 SPECIAL r17Ply 1 Job Reference (optional) ,. 1..,. C.� I..,. 7l11 nA77R 9111] Penn1 Chambers Truss, Inc., Fort Pierce, FL 3.,r, ,.. •••_.... __.. __ . _.._.__ __ .. . I D:7BquDtmK567G2cJFcAhYzpzRW Bk-YoYXFw4safCpYDUJPXnMQZf?RiOphXzQ7T0aibz17oh -2-0.0 8-6.0 16-0-0 17-8-019-0- 25-0-0 30-0-15 38-0-0 40-0-0 2-0.0 8-6-0 7-6-0 1-8-0 1.4-0 6-0-0 5-0-15 7-11-1 Scale = 1:74.3 5.00 F12 3x4 11 5 6x6 = 5x6 = � 3x6 = , V =- 3x4 1 3x8 3x6 = 3x4 11 2 25 12 6x8 8-6-0 16-0-0 17-8-0 24-10-8 30-0-15 38-" 8-6-0 7-6-0 1-8-0 7-2-8 5-2-7 7-11-1 Plate Offsets (X Y) f2-0 0 2 Edge) f3.0-4-0 0-3-01 f7'0-3-0 0-2-41 f9-0-3-0 Edge], f10.0-0-8 Edgel f16.0-2-0 0-2-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.49 13-14 >928 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -1.23 13-14 >369 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.59 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.64 13-14 >708 240 Weight: 199lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied, or 2-9-12 oc purlins. BOT CHORD 2x4 SP M 30 `Except* BOT CHORD Rigid ceiling directly applied or 4-2-5 oc bracing. 5-15: 2x4 SP No.3 WEBS 1 Row at midpt 3-16, 4-16 WEBS 2x4 SP No.3 `Except* 14-16,4-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1530/0-8-0, 10=1504/0-8-0 Max Harz2=302(LC 11) Max Uplift2=-978(LC 12), 10— 966(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25= 2827/1878, 3-25=-2741/1901, 3-26=2164/1605, 4-26=-2080/1617, 4-5= 3616/2594, 5-6=-3762/2647, 6-27=-3809/2728, 7-27= 3809/2728, 7-28= 4075/2844, 8-28=-4127/2830, 8-9=4716/3270, 9-29=-4730/3259, 10-29= 4821/3249 BOT CHORD 2-18=-1534/2530, 17-18=-1537/2524, 16-17= 1537/2524, 13-14= 2549/4152, 12-13_ 2908/4455, 10-12=-2902/4447 WEBS 3-18=0/294, 3-16= 766/564, 4-16=-2375/1332, 14-16=-1832/3393, 4-14=-2757/4443, 6-14=-1681/1307,6-13=-498/355, 7-13=-744/1269,8-13=-761/564 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 16-0-0, Exterior(2) 16-0-0 to 28-9-10, Interior(1) 28-9-10 to 40-0-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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) Bearing at Joint(s) 10 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 capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=978, 10=966. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0312015 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Moberg T11505578 74339 63 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ID:7BquDtmK567G2cJ FcAhYzpzRW Bk-0_6vTG4ULzKg9N3VZEIbzmBg05MCOwVZL7m8F1 z17og 17-8-0 -2-0-0 8-6-0 16-a0 7-0- 23-0-0 29-6-0 38-a0 40-a0 2-0-0 B-6-0 7-6-0 -0- 54-0 6-6-0 B. 2-0-0 0-8-0 Scale = 1:74.3 3x6 = Sx12 MT18HS zz 7x10 II 5.00 12 Sx6 = 3x6 = 1J 3x4 II 3x4 11 6x8 = 2.25112 3x8 8-6-0 16-0-0 17-8-022-10-8 29-6-0 38-0-0 8-6-0 7-6-0 1-8-0 5-2-8 6-7-8 81-0 Plate Offsets (X Y)-- f2:0-0-2 Edgel 13:0-4-0 0-3-01 15:0-6-0 0-0-151 f6.0-3-0 0-2-41 (8.0-3-0 Edgel (9:0-0-8 Edge) f 13:0-5-12,Edgel, 115:0-1-12,0-2-01 LOADING (psf) TCLL 20.0 TCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 CSI. TC 0.64 BC 0.79 DEFL, Vert(LL) Vert(TL) in (loc) -0.49 12-13 -1.14 11-12 I/defl >933 >399 Ud 360 240 PLATES MT20 MT18HS GRIP 244/190 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.90 Horz(TL) 0.62 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.6411-12 >715 240 Weight: 197lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 5-14: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 13-15,4-13: 2x4 SP M 30 REACTIONS. (lb/size) 2=1530/0-8-0, 9=1504/0-8-0 Max Horz2= 304(1_C 10) Max Uplift2= 978(LC 12), 9= 966(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-9 oc bracing. WEBS 1 Row at mldpt 3-15, 4-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-2827/1882, 3-24=-2741/1905, 3-25= 2163/1574, 4-25=-2079/1586, 4-5=-3787/2627, 5-26= 3524/2477, 6-26=-3522/2478, 6-27=-3773/2566, 7-27=-3843/2553, 7-8=-4675/3172, 8-28— 4730/3160, 9-28=-4822/3149 BOT CHORD 2-17=-1542/2531, 16-17= 1545/2525, 15-16=-1545/2525, 5-13=-1188/918, 12-13= 2094/3688, 11-12= 2813/4456, 9-11= 2807/4449 WEBS 3-17=0/295, 3-15=-768/566, 4-15— 2824/1559, 5-12= 355/202, 6-12= 652/1185, 7-12� 1056r/57, 7-11=0/281, 13-15=-2017/3764, 4-13=-2851/4783 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 16-0-0, Exterior(2) 16-0-0 to ` 26-9-10, Interior(1) 26-9-10 to 40-0-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=978, 9=966. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify 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 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 �/p T frf@0 eW 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 ti Job —Truss Truss Type Qty Ply Moberg T11505579 74339 MONO HIP 1 1 Job Reference (optional) i,namueis Huss. nic., � .._ ._ _ ..r. . _ __ . _ _... _.. ...___.__ _. _._ ID:7BquDtmK567G2cJFcAhYzpzRWBk-0_6vTG4ULzKg9N3VzEIbzmBFT5UAQ6vZL7m8F1z17og 7-6-1 1-5-15 13-0-0 4x4 = 3x4 = Scale = 1:25.2 3 4 3x8 = 3x5 = 3x6 I Plate Offsets (X,Y)-- f1:0-0-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.09 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.23 6-9 >608 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.06 6-9 >999 240 Weight: 59 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=468/0-8-0, 5=410/0-4-0 Max Harz 1=215(LC 12) Max Upliftl= 235(LC 12), 5= 270(LC 12) Max Grav1=487(LC 17), 5=412(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10= 508/357, 2-10= 442/369, 2-3=-342/317, 3-4=-259/256, 4-5= 431/472 BOT CHORD 1-6=-517/441 WEBS 2-6=-392/554, 4-6— 428/443 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extefior(2) 0-0-0 to 3-9-10, Interior(1) 3-9-10 to 9-0-0, Exterior(2) 9-0-0 to 11-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=235, 5=270. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Wexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Moberg T11505580 74339 D1 MONO HIP 1 i Job Reference (optional) .._.______ ID:7BquDtmK567G2cJFcAhYzpzRWBk-UBgIgc566HSXnXeiWypgV kRsVrc9XwjanVhnUzl7of 7-6-1 13-5-15 ' 1-0-0 3x6 = 3x4 11 3 4 2x3 II a 3x5 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0,04 6-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.12 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.05 6-9 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=464/0-8-0, 5=41310-4-0 Max Horz1=262(LC 12) Max Upliftl= 219(LC 12), 5=-286(LC 12) Max Grav1=483(LC 17), 5=443(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10= 539/248, 10-11= 471/249, 2-11= 423/260 BOT CHORD 1-6— 479/480, 5-6= 479/480 WEBS 2-6=0/260, 2-5=-587/579 J PLATES GRIP MT20 244/190 Scale = 1:29.8 Weight: 55 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=53ft; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-9-10, Interior(l) 3-9-10 to 11-0-0, Extedor(2) 11-0-0 to 11-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=219, 5=286. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING -Verify 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 an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design paramelers 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. Addlllonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Moberg T11505581 74339 G HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s npr ra cu io rvn i nn uiuu&ales, �,��. ��� „�,� �.. ,....�.�., ��,. , ags , I D:7BquDtmK567G2cJ FcAhYzpzRW Bk-UBgigc566HSXnXeiW ypgV_kQZVp8gaujanVhnUzl7of -2-0-0 5.8-12 9-0.0 11-8-0 14-11-4 20-4-0 2-0-0 5-8-12 3-3-4 2-8.0 3-3-4 5-4-12 4x4 = 4x4 = Scale=1:37.6 3x5 = JX4 — 3x5 = 3x4 = Plate Offsets (X Y)-- f2:0-1-2 Edgel LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.11 8-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DO 1.25 BC 0.36 Vert(TL) -0.29 8-13 >845 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.13 HOfz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 8-13 >999 240 Weight: 89 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-4-14 oc bracing. WEBS. 2x4 SP No.3 REACTIONS. (lb/size) 7=736/0-4-0, 2=879/0-8-0 Max Harz 2=175(LC 11) Max Uplift7= 424(LC 12), 2= 605(LC 12) Max Grav7=742(LC 18), 2=879(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17= 1343/1120, 17-18=-1291/1127, 3-18= 1282/1134, 3-4= 1091/913, 4-5=-977/894, 5-6= 1093/929, 6-19= 1286/1108, 19-20— 1296/1102, 7-20=-1358/1101 BOT CHORD 2-10= 981/1249, 9-10=-981/1249, 8-9= 641/983, 7-8=-942/1210 WEBS 3-9=-331/415, 4-9= 165/277, 5-8=-190/300, 6-8=-361/424 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-11 to 1-8-15, Interior(1) 1-8-15 to 9-0-0, Extedor(2) 9-0-0 to 11-8-0, interior(1) 17-0-8 to 20-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=424, 2=605. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO copnectors. 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informalion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job s Truss Type Qty Ply Moberg T11505582 74339 TIlus COMMON 4 1 Job Reference (optional) oe..e � Chambers Truss, Inc., Fort Pierce, FL N, . �.. ,.. ,.,, o" ._ 2017 _ . I D:7BquDtmK567G2cJ FcAhYzpzRW Bk-yN Egux6ktaaOPgCu4fK32BHbivAuuOgspRFFJwzl7oe -2.0-0 5-5-14 10.4-0 15-2-2 20-4-0 2-0-0 5-5-14 4-10.2 4-10-2 5-1-14 Scale = 1:37.0 4x5 = 3x4 % OX0 — Plate Offsets (X Y) - (2:0-3-0 0-1-81 (6:0-0-0 0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.05 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.13 7-12 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.16 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.07 7-9 >999 240 Weight: 90lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-9-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=73910-4-0, 2=877/0-8-0 Max Horz2=196(LC 11) Max Upljf116= 424(LC 12), 2=-604(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16— 1403/1024, 3-16=-1355/1037, 3-17=-1220/926, 4-17=-1166/940, 4-18=-1169/965, 5-18-1223/951, 5-19= 1319/1057, 6-19=-1407/1049 BOT CHORD 2-9= 888/1255, 8-9=-507/859, 7-8= 507/859, 6-7=-877/1255 WEBS 4-7=-266/444, 5-7=-320/347, 4-9=-265/435, 3-9=-314/351 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 10-4-0, Exterior(2) 10-4-0 to 14-1-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=424, 2=604. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mil-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 ililOW 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Moberg T11505583 74339 G2 HIP 1 1 Job Reference (optional) 1 Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MITek Industnes, Inc. Fri Jun 30 10.42.29 2017 Page ID:7BquDtmK567G2cJFcAhYzpzRWBk-yNEgux6ktaaOPgCu4fK32BHbEvB6uuRspRFFJwzl7oe -2-0-0 7-8-15 11-4-1-910-8 16-0-0 20-1-8 2_4 32-0-0 2-0-0 7-8-15 4-1-8 4-1-9 7-8-15 �I 0 4x4 = 4x4 = 3x4 = 4 26 5' 27 22 6 23 Scale = 1:59.6 4x5 = 2x3 II 6x8 = 3x6 = 6x8 = 2x3 II 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.08 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.20 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix M) Wind(LL) 0.05 9-16 >999 240 Weight: 158 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=265/0-8-0, 2=745/0-8-0, 10=1470/0-4-0 Max Horz 2=225(LC 11) Max Uplift8=-162(LC 12), 2= 535(LC 12), 10=-829(1-C 12) Max Grav8=335(LC 18), 2=766(LC 21), 10=1470(LC 1) 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. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-972/697, 20-25=-898/706, 3-25_ 840/717, 3-21=-540/480, 4-21=-533/493, 4-26— 445/503, 5-26= 445/503, 5-27=-1961480, 22-27=-1961480, 6-22=-196/480, 6-23= 245/536, 7-23— 246/449, 7-28=-107/254 BOT CHORD 2-13=-563/909, 12-13=-563/909 WEBS 3-12� 543/492, 5-12=-361/566, 5-10=-868/761, 6-10— 357/296, 7-1 0=-567/51 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=53ft L=38ft; eave=5ft; Cat. il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 11-10-8, Extedor(2) 11-10-8 to 25-6-0, interior(1) 25-6-0 to 32-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DO L=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=162, 2=535, 10=829. - 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 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 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 p� T 6YY1 eW 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Moberg T11505584 74339 GRA SPECIAL 1 2 Job Reference o tional t a �m a MiTak Inducrries. Ina Fri Jun 30 10:42:31 2017 Paae 1 cnamoers i russ, inc., rvn ran , IL ID:7BquDtmK567G2cJFcAhYzpzRWBk-umLQJd7_OCr6e_MGC4NX7cMpRlk3 n 9 pz oc -2-0-0 7.0-0 10-4-0 13-8-0 17-0-0 20-6-14 24-0-0 27-5-2 31-0-0 33-9-10 38-0-0 40-0-0 2-0-0 7-0-0 3-4-0 3-4-0 3-4-0 3-6-14 3-5-2 3-5-2 3-6-14 2-9-10 4-2-6 2-0-0 6x8 = 5.00 12 3 4x4 = 3x4 11 4x12 = 3x4 11 7x8 W B = 4x8 = 4x4 = 7x8 - 31 4 32 33 345 35 6 7 836 37 9 38 39 10 40 41 11 I�I�I►/'19 Waim r1 .. ..491 4x5 = 25 24 23 42 4322 44 218xl4 MT18HS = 3x4 I 3x4 11 4x8 = 7x8 = 4x4 ( 4x4 = 4x8 = Scale = 1:71.7 3x4 12 m 13 Im 14Io IN 4x4 = 6x10 MT18HS = 15 3x4 I I 4x8 = 2.25112 7-0-0 10-4-0 13-8-0 17-0-0 20-6-14 24-0-0 27-5-2 1 30-9-0 33-9-10 38-0-0 7-0-0 3-4-0 3-4-0 3-4-0 3-6-14 3-5-2 3-5-2 3-3-14 3-0-10 4-2-6 Plate Offsets (X Y) 13.0 2 4 0 4 01 (5-0 2 12 0 2 01 (7:0 4 0 Edge) f11-0-5-4 0-2-101 f16:0-7-8 0-3-12) f20:0-6-4 0-4-01 (21:Edge 0-3-81 (22:0-3-8 0-3-81 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CS1. TC 0.81 BC 0.80 WB 0.72 (Matrix-M) DEFL. - in (loc) Vert(LL) -0.77 19-20 Vert(TL) -1.78 19-20 Horz(TL) 0.49 13 Wind(LL) 1.20 19-20 Vdefl >594 >256 n/a >380 Ud 360 240 n/a 240 PLATES MT20 MT18HS Weight: 485 lb GRIP 244/190 244/190 FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 `Except' 3-7,7-11: 2x6 SP No.2 BOT CHORD 2x6 SP No2 `Except` 6-21: 2x4 SP M 30, 16-20,13-16: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except' 20-2215-20: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2651/0-8-0, 13=2785/0-8-0 Max Horz2=-151(LC 6) Max Uplift2=-1819(LC8), 13= 1882(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 6106/3962, 3-31=-7392/4874, 4-31=-7395/4876, 4-32=-7392/4872, 32-33=-7392/4872, 33-34=-7392/4872, 5-34=-7392/4872, 5-35=-15842/10206, 6-35= 15842/10206, 6-7= 16235/10450, 7-8= 16235/10450, 8-36= 16688/10722, 36-37=-16688/10722, 9-37=-16688/10722, 9-38= 13431/8619, 38-39- 13431/8619, 39-40=-13431/8619, 10-40= 13431/8619, 10-41=-10163/6506, 11-41=-10159/6504, 11 -1 2=-10388/6622, 12-13_ 9141/5752 BOT CHORD 2-25= 3476/5582, 24-25=-3487/5611, 23-24=-3487/5611, 23-42=-5516/8777, 42-43- 5516/8777, 22-43= 5516/8777, 22-44=-663/1043, 21-44=-663/1043, 20-45=-10485/16688, 19-45=-10485/16688, 19-46=-9890/15761, 46-47=-9890/15761, 18-47=-9890/15761, 18-48=-9890/15761, 48-49=-9890/15761, 17-49=-9890/15761, 17-50=-8382/13431, 16-50=-8382/13431, 15-16=-5268/8580, 13-15=-5179/8446 WEBS 3-25=-224/589, 3-23_ 1514/2432, 4-23� 364/345, 5-23=-181211150, 5-22= 2962/1985, 20-22=-5204/8294, 5-20=-4957l7867, 8-20=-518/295, 8-19- 258/288, 9-19- 654/1052, 9-18- 52/325, 9-17=-2583/1657, 10-17=-569/1081, 10-16=-3653/2339, 11-16=-2302/3769, 12-16=-975/1390, 12-15=-676/502 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=loft; B=53ft L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. This design Is based only upon shown, and Is for an individual building component, not Do t Design valid for use only with MITek® connectors. parameters a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Additional temporary and permanent bracing MiTek* building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. 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/TPI1 Quality Criteria, DSB-89 and BCSI Building. Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 223) 4. Job Truss Truss Type Qty Ply Moberg T11505584 74339 GRA SPECIAL 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Fierce, FL I D:7BquDtmK567G2cJ FcAhYzpzRW Bk-um LQJd7_OCr6e_MGC4NX7cMpRjk3Mn09GlkLOpzl7oc NOTES- .7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 13 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) except Qt=lb) 2=1819, 13=1882. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 300 lb up at 7-0-0, 86 Ib down and 161 lb up at 9-0-12, 86 lb down and 161 lb up at 11-0-12, 86 lb down and 161 lb up at 13-0-12, 86 lb down and 161 lb up at 15-0-12, 103 lb down and 169 lb up at 17-0-12, 103 lb down and 169 lb up at 19-0-12, 103lb down and 169 lb up at 20-11-4, 103 lb down and 169 lb up at 22-11-4, 103 lb down and 169 lb up at 24-11-4, 103 lb down and 169 lb up at 26-11-4, and 103 lb down and 169 lb up at 28-11-4, and 164 lb down and 305 lb up at 31-0-0 on top chord, and 317 lb down and 221 lb up at 7-0-0, 62 lb down and 4 lb up at 9-0-12, 62 lb down and 4 lb up at 11-0-12, 62 lb down and 4 lb up at 13-0-12, 62 lb down and 4 lb up at 15-0-12, 81 lb down and 23 lb up at 16-10-4, 81 lb down and 23 lb up at 19-0-12, 81 lb down and 23 lb up at 20-11-4, 81 lb down and 23 lb up at 22-11-4, 81 lb down and 23 lb up at 24-11-4, 81 lb down and 23 lb up at 26-11-4, and 81 lb down and 23 Ib up at 28-11-4, and 3,12 lb down and 219 lb up at 30-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 3-11=-54, 11-14=-54, 2-21=-20, 16-20=-20, 16-28=-20 Concentrated Loads (lb) Vert:3=-37(B) 7= 103(B) 11=-108(B)24= 37(B)21=-59(B) 6=-103(B)25=-317(B) 16=-312(B) 31= 86(B) 32=-86(B) 34=-86(B) 35=-86(B) 36=-103(B) 37=-103(B) 38= 103(B) 40=-103(B) 41= 103(B) 42=-37(B) 43=-37(B) 44=-37(B) 45= 59(B) 46=-59(B) 47= 59(B) 48=-59(B) 49= 59(B) 50=-59(B) ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 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. 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, seeANSViP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Moberg T11505585 74339 GRB - SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mirek mausures, i m. Fir Jun ov 10:42:33 601 r rage , I D:7BquDtm K567G2cJFcAhYzpzRW Bk-r8TBjJ9Fwp5qul W fJVP?C1 RG_W VKgk6Sk3DSShzl 7oa -2-0-0 B-6-0 r 14-0-0 18-0-0 20-4-0 23-8-0 25-0-0 28-0-0 1 31-0-0 3f-8�1 38-0-0 i 40-0-0 2-0-0 8-6-0 ' 5-6-0 4-0-0 2-4-0 34-0 1-4-0 30-0 30.0 0.8-5 6-3-11 2-0.0 Scale = 1:74.3 5.00 12 5x8 = Sx6 = 4x5 3x5 = 3x4 11 3x6 = 3x4 = 3x8 = 3x6 I I 3x4 11 3x8 = 3x5 = 3x8 = 3x4 11 20.4-0 31-8-5 8.6-0 14-0-0 18-0-0 20-2-0 23-8-0 38-0-0 6.6-0 5.6-0 4-0-0 2-2-0 D- 3-0-0 1d-0 6-0-0 -8- 6-3-11 0-0-5 Plate Offsets (X Y)-- f2'0-2-8 Edge] (5'0-5-12 0-2-81 [6'0-3-0 0-2-4] (11'0-3-0 0-2-41 (19'0-5-8 0-4-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.07 25-28 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.20 25-28 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.58 Horz(TL) 0.03 21 n/a Wa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.0625-28 >999 240 Weight: 221lb 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 4-8-0 oc bracing. 7-21,8-18: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except at=length) 21=0-4-0, 13=0-3-8. (lb) - Max Horz2=269(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-638(LC 25), 21=-575(LC 8), 13=-420(LC 8), 15=-793(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=856(LC 17), 21=1201(LC 1), 13=296(LC 1), 15=929(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1153/738, 3-4=-1006/751, 4-5=576/531, 5-6=-192/402, 6-7=-231/418, 8-9= 410/454, 9-32=-327/388, 10-32= 327/388 BOT CHORD 2-25= 496/1114, 24-25=-496/1114, 23-24= 496/1114, 22-23=-131/543, 20-21= 1198/599, 7-20— 906/425, 19-20=-180/346, 8-1 9=-1 38/300 WEBS 4-25=0/292, 4-23=-689/439, 5-23= 204/452, 5-22=-601/253, 7-22= 203f/00, 8-20= 540/353, 17-19=-209/425, 9-17_ 259/251, 10-16=-354/391, 12-16=-138/515, 12-15=-908/488 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpj=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 638 lb uplift at joint 2, 575 lb uplift at joint 21 , 420 lb uplift at joint 13 and 793 lb uplift at joint 15. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 119 lb up at 31-0-0 on top chord, and 317lb down and 217 lb up at 31-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ® WARNING- Verify 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 an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing M!Tek* Is always required for 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss type Qty Ply Moberg T11505585 74339 GRB SPECIAL 1 1 Job Reference o tional .. I,.,. — I.... — I --'l ..17 P.— 7 cnamoers truss, mc., von rlerce, - I D:7BquDtmK567G2cJ FcAhYzpzRW Bk-r8TBjJ9Fwp5qul W fJV P?Cl RG_W VKgk6Sk3DSShzl7oa _LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-6= 54, 6-9= 54, 9-1 1=-54,11-14=-54, 21-26=-20, 19-20_ 20, 18-29_ 20 Concentrated Loads (lb) Vert: 11=49(F) 16=-279(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 muss 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 WeW 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, seeANSUTPi1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T71505586 74339 GRD MONO HIP 1 �J.b erence o tional Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 3010:42:33 2017 Page 1 ID:7BauDtmK567G2cJFcAhYzpzRW Bk-r8TBjJ9Fwp5qul W fJV P?C 1 RGhWXcgjASk3DSShzl7o, 7-0-0 5-0-0 Scale=1:23.4 4x8 = 10 3x4 11 3x4 = zxs it 6x8 = Y Plate Offsets (X Y) I1'0 1 2 Edgel f2.0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.09 5-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.05 5-8 >999 240 Weight: 52lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=641/0-8-0, 4=835/0-4-0 Max Harz 1=167(LC 25) Max Upliftl=-399(LC 8), 4=-584(LC 8) Max Grav1=692(LC 29), 4=883(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1076/620 BOT CHORD 1-5= 634/960, 5-11=-642/985, 11-12=-642/985, 4-12=-642/985 WEBS 2-5=-147/560, 2-4=-1110/720 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-1-12 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 lb uplift at joint 1 and 584 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 264 lb down and 273 lb up at 7-0-0, and 148 lb down and 161 lb up at 9-0-12, and 148 lb down and 161 lb up at 11-0-12 on top chord, and 355 lb down and 221 lb up at 7-0-0, and 62 lb down and 4 lb up at 9-0-12, and 62 lb down and 4 lb up at 11-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied fo 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 (pif) Vert: 1-2= 54, 2-3=54, 4-6=-20 Concentrated Loads (lb) Vert: 2=-37(B) 5=-317(B) 9=-86(B) 10=-86(B) 11=-37(B) 12=-37(B) ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a Truss system. Before use, the bullding 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, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job s Truss Type Qty Ply Moberg T71505587 74339 T-�Iu- HIP 1 1 Job Reference o tional nn 2017 oa,.e 1 Chambers Truss, Inc., Fort Pierce, FL ID:7BquDtmK567G2cJFcAhYzpzRWBk-JL1ZxfAth7DhVS5rtCWEIF_QdwolZFvbyjyO?8zl7oZ -21-0 7-0-0 10.4-0 13-8-0 20-8-0 2-0-0 7-0-0 3-4-0 3-4-0 7-0-0 d 0 4x5 = 16 3x4 = 4x5 = 4 1718 5 Scale = 1:39.0 4x4 = 3x4 = axv — 4x4 = I� 0 Plate Offsets (X Y) (2:0 1 6 Edgel 16.0-1-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.16 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.33 7-9 >745 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 87 lb FT = 20% LUMBER - TOP CHORD 20 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 20 SP No.3 REACTIONS. (lb/size) 6=1300/0-8-0, 2=1415/0-8-0 Max Harz 2=144(LC 7) Max Uplift6= 872(LC 8), 2=-1040(LC 8) Max Grav6=1381(LC 30), 2=1468(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2765/1782, 3-16=-2536/1716, 4-16= 2536/1716, 4-17=-2595/1728, 17-18=-2595/1728, 5-18=-2595/1728, 5-6=-2818/1793 BOT CHORD 2-9=-1533/2545, 8-9=-1757/2745, B-19=-1757/2745, 19-20=-1757/2745, 20-21 =-1 757/2745, 7-21= 1757/2745, 6-7=-1545/2516 WEBS 3-9=-335/765, 4-9=-340/347, 4-7=-361/347, 5-7= 355/765 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 872 lb uplift at joint 6 and 1040 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 264 lb down and 300 lb up at 7-0-0, 146 lb down and 161 lb up at 9-0-12, 148 lb down and 161 lb up at 10-4-0, and 148 lb down and 161 lb up at 11-7-4, and 264 lb down and 273 lb up at 13-8-0 on top chord, and 355 lb down and 221 lb up at 7-0-0, 62 lb down and 4 lb up at 9-0-12, 62 lb down and 4 lb up at 10-4-0, and 62 lb down and 4 lb up at 11-7-4, and 355 ib down and 221 lb up at 13-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-6=-54, 10-13=-20 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 101OW015 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 appllcabllity of design parameters and properly Incorporate this design Into the overall bullding 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, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building,Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Moberg T11505587 74339 GRG HIP 1 1 Job Reference (optional) Chambers Truss, Inc., hots werce, rL I D:78quDtm K567G2cJ FcAhYzpzRW Bk-JL1 ZxfAth7DhVS5rtCwEIF_QdwolZFvbyjy0?8z17oZ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-37(F) 5=-37(F) 9_ 317(F) 4=-86(F) 7=-317(F) 16=-86(F) 17— 86(F) 19= 37(F) 20=-37(F) 21= 37(F) ® WARNING - Verily design parameters and READ NOTES ON THIS AND iNCLUDEO M/TEKREFERANCE PAGE MII-7473 rev. f0/03/ O15 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 parametersand properly Incorporate this design Into the overall pq building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiT eW 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, Fl- 33610 Job Truss Truss Type Qty Ply Moberg T11505588 74339 J1 MONO TRUSS 10 1 Job Reference (optional) c 1.IIT,.L I,.,lelriec Inn L.i .I,in 10 10•49'R5 9017 Pans 1 Chambers Truss, Inc., Fort Pierce, FL I D:7BquDtm K567G2cJFcAhYzpzRW Bk-nXbx8? BVSQLX7bg2RwRTHS W UdKF8 llbkBNiZXazl 7oY 2-0-0 ' 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) 1/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) 0.00 5 >999 240 BCLL 0.0 . Rep Stress Incr YES WB 0.00 Horz(TL) . 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=-21/Mechanicai, 2=239/0-8-0, 4=-35/Mechanical Max Horz2=98(LC 12) Max Uplift3=-21(LC 1), 2=-325(LC 12), 4=-35(LC 1) . Max Grav3=48(LC 12), 2=239(LC 1), 4=73(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.3 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=531t; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed 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 21 lb uplift at joint 3, 325 lb uplift at joint 2 and 35 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 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 trussesandtruss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Moberg T11505589 74339 J3 MONO TRUSS 10 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ,..,. —p... a .. ...............-.-..---_.. . _,_ . 1 D:7BquDtm K567G2cJ FcAhYzpzRW Bk-nXbx8? BVSQLX7bg2RwRTHSW UdKF411bkBN iZXaz17oY -2-0-0 3-0-0 2-0-0 3-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.00 7 >999 360 TCDL . 7.0 Lumber DOL 1.25 BC 0.15 Vert(rL) -0.00 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a nJa BCDL 10.0 Code FBC20141FR]2007 (Matrix-M) Wind(LL) -0.00 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=49/Mechanical, 2=252/0-8-0, 4=2 1 /Mechanical Max Horz 2=143(LC 12) Max Uplift3=-44(LC 12), 2=-251(LC 12) Max Grav3=58(LC 17), 2=252(LC 1), 4=41(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:12.6 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Ihterior(1) 1-8-15 to 2-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed 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 44 lb uplift at joint 3 and 251 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 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 Welk' 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Moberg T71505590 74339 J5 MONO TRUSS 10 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ,..,+.. 6.,P, o,. ,, . I—— — __ . _.._.__ __ .. . _a- . ID:7BquDtmK567G2cJFcAhYzpzRW Bk-Fj9JMLB7DkT011FE_dyigg3fMkZA1 CruQ1 R630zl7oX 2-0-0 1 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=95/Mechanical, 2=334/0-8-0, 4=41/Mechanical Max Horz2=190(LC 12) Max Uplift3— 97(LC 12), 2=-278(LC 12) Max Grav3=109(LC 17), 2=337(LC 17), 4=73(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:16.7 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 4-10-4 zone;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 97 lb uplift at joint 3 and 278 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. � Design valld 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 6Vd eW ' 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Piy Moberg T11605591 74339 J7 MONO TRUSS 13 1 Job Reference (optional) 1 F' J 30 10'42'36 2017 Pa e t Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, nc. ri un g I D:7BquDtmK567G2cJFcAhYzpzR W Bk-Fj9JMLB7DkTOIIFE_dyigg3m nkV t1 CruQI R630z170X 2-" ' 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.06 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.15 4-7 >546 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.06 4-7 >999 240 LUMBER-, TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=140/Mechanical, 2=421/0-8-0, 4=57/Mechanical Max Horz2=238(LC 12) Max Uplift3= 145(LC12), 2=-318(LC 12) Max Grav3=160(LC 17), 2=429(LC 17), 4=102(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:20.7 PLATES GRIP MT20 244/190 Weight: 25 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 1-8-15, Interior(1) 1-6-15 to 6-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed 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 145 lb uplift at joint 3 and 3.18 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE 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 applicabflity 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, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Moberg T11505592 74339 JS1 SPECIAL 2 1 Job Reference (optional) c AA r k I,.,L �et,t �..� C.i.i— An 1n•A9•AA 2017 Pana 1 Chambers Truss, Inc., Fort Pierce, FL ,... �Y........ ......................._,..._....__..__._.._.____.. - I D:7BquDtm K567G2cJ FcAhYzpzR W Bk-Fj9JML87DkTOIIFE_dyigg3fMkbF1 CruQ1 R630z17oX 2-0-0 ' 1-0-0 Scale =1:6.3 Plate Offsets (X Y) f2:0-2 8 0-1-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.00 5 >999. 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 5 >999 240 Weight: 7lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3= 31/Mechanical, 2=263/0-8-0, 4— 49/Mechanical Max Horz2=98(LC 12) Max Uplift3=-31(LC 1), 2=-363(LC 12), 4= 49(LC 1) Max Grav3=64(LC 12), 2=263(LC 1), 4=95(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed 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) 2 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 31 lb uplift at joint 3, 363 lb uplift at joint 2 and 49 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 1011-7473 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, seeANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Moberg T11505593 74339 JS3 SPECIAL 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MITtlk muussinw, . o. F. i oun uv 10.42— cv,, rye ID:78quDtmK567G2cJFcAhYzpzRWBk-jwjhZgCl_2bFMvgQYLUxNtcg67x9mf51ehBgbSzl7oW 2-0-0 1 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.00 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(fL) -0.01 4-7 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M). Wind(LL) -0.01 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=48/Mechanical, 2=256/0-8-0, 4=19/Mechanical Max Horz2=143(LC 12) Max Uplift3=-36(LC 9), 2— 269(LC 12) Max Grav3=58(1-0 17), 2=256(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.6 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Intedor(1) 1-8-15 to 2-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed 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) 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 36 lb uplift at joint 3 and 269 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE Mg-7473 rev. 10103J2015 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 imss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Bits 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Moberg • T11505594 74339 JS5 SPECIAL 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Fn Jun 30 10.42.37 ­1 , Page 1 I D:7Bqu Dtm K567G2cJFcAhYzpzRW Bk-jwj hZgCl_2bFMvgQYLUxNtcg67gOmf51 ehBgbSzl7oW 2-0-0 ' 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.06 4-7 >923 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=105/Mechanical, 2=314/0-8-0, 4=52/Mechanical Max Harz 2=190(LC 12) Max Uplift3=-98(LC 12), 2=-275(LC 12), 4=-1 (LC 9) Max Grav3=121(LC 17), 2=314(LC 1), 4=84(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:16.7 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 4-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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) 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 98 lb uplift at joint 3, 275 lb uplift at joint 2 and 1 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 prevent buckling of Individual truss web aril/or chord members only. Additional temporary and permanent bracing CtlBt�p T f 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Moberg T11505595 74339 JS7 SPECIAL 8 1 Job Reference (optional) [.: I.... 30 10:42: 8 2017 Dona 1 Chambers Truss, Inc., Fort Pierce, FL 7.640' ^r" " "" '°" "" """"""'• Inc.' " """ "" '"^""" `"" ' "'" ID:7BquDtmK567G2cJFcAhYzpzRWBk-B6G4nODNILj6_3Pd62?Av585NXDJV6KBtLWD8vz170V P-0-0 ' 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.07 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.21 4-7 >396 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(rL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.16 4-7 >526 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=157/Mechanical, 2=382/0-8-0, 4=79/Mechanical Max Horz2=238(LC 12) Max Uplift3=-154(LC 12), 2— 297(LC 12), 4=-3(LC 12) Max Grav3=180(LC 17), 2=383(LC 17), 4=121(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:20.7 m 6 N OIL N PLATES GRIP MT20 244/190 Weight: 25 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ff, B=53ft L=38ft; eave=5ft; Cat. II; Exp C; Ehcl., GCpi=0.18; MW FRS (directional) and C-C Extefior(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 6-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed 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) 2 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 154 lb uplift at joint 3, 297lb uplift at joint 2 and 3 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. �' Design vaild for use 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 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, seeANSf/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Moberg T11505596 74339 KJ7 MONO TRUSS 5 1 Job Reference (optional) n�� oe..e � Chambers Truss, Inc., Fort Pierce, FL ...,.,. a „N„ �.. ,., ,.,,, o.. ........... ...-.... _-.. __ . _.._.__ __ .. . _�_ . ID:7BquDtmK567G2cJFcAhYzpzRWBk-B6G4noDNILf6_3Pd62?Av587QXFbV5LBtLWD8vz170V -2-9-15 7-2-5 9-10-1 2-9.15 7-2-5 2-7-12 Scale:l/2'=1' LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 7.0 Lumber DOL 1.25 BC 0.23 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 BCDL 10.0 Code FBC20141TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=27/Mechanical, 2=420/0-11-5, 5=308/Mechanical Max Horz2=237(LC 8) Max Uplift4= 91(LC 24), 2= 340(LC 8), 5=-189(LC 5) Max Grav4=52(LC 13), 2=564(LC 28), 5=352(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-562/255, 10-11=-492/248, 3-11=-436/215 BOT CHORD 2-12=-219/410, 12-13=-219/410, 6-13� 219/410, 5-6— 219/410 WEBS 3-5=-545/292 3x4 =V DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.09 6-9 >999 240 MT20 244/190 Vert(TL) .0.11 6-9 >999 180 Horz(TL) 0.01 5 n/a n/a Weight: 42 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 4, 340 lb uplift at joint 2 and 189 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 97 Ib up at 1-6-1, 125 lb down and 97 lb up at 1-6-1, 107 lb down and 77 lb up at 4-4-0, 107 lb down and 77 lb up at 4-4-0, and 137 lb down and 130 lb up at 7-1-15, and 137lb down and 130 lb up at 7-1-15 on top chord, and 70 lb down and 64 lb up at 1-6-1, 70 lb down and 64 lb up at 1-6-1, 23 lb down and 22 lb up at 4-4-0, 23 lb down and 22 lb up at 4-4-0, and 32 lb down and 17lb up at 7-1-15, and 32 Ib down and 17 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 3=-3B(F= 19, B=-19) 6= 26(F=-13, B=-13) 10=45(F=23, B=23) 11=54(F=27, B=27) 12=66(F=33, B=33) 13=15(F=B, B=8) ® WARNING - Ved/y design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MI1-7473 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 MiTele 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Moberg T11505597 74339 KJS7 SPECIAL 1 1 Job Reference (optional), l:namDers Iruss, lac., horn rlerce, rL I D:7BquDtm K567G2cJFcAhYzpzRW Bk-flgS_MEOW frzc Dzpgm W PSI hHAxYxE W mK67gmgLzl7oU 2-9-15 6.6-12 9-10-1 2-9-15 6-6-12 3-3-5 Plate Offsets (X Y)-- f2:0-2-9 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 7.0 Lumber DOL 1.25 BC 0.41 BCLL 0.0 Rep Stress Incr NO W B 0.24 BCDL 10.0 Code FBC2014rFP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=79/Mechanical, 2=416/0-3-8, 5=28 1 /Mechanical Max Horz2=237(LC 8) Max Uplift4=-84(LC 8), 2=-366(LC 8), 5= 163(LC 5) Max Grav4=81(LC 17), 2=61 B(LC 28), 5=381(LC 29) Scale = 1:24.7 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.16 6-9 >716 240 MT20 244/190 Vert(TL) -0.17 6-9 >664 180 Horz(TL) 0.02 5 n/a n/a Weight: 40 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1240/484, 10-11= 1160/472, 3-11=-1092/442 BOT CHORD 2-13=-423/999, 13-14=-434/1023, 6-14=-433/1037, 6-15— 426/1001, 5-15— 433/1015 WEBS 3-6= 28/278, 3-5=-1042/439 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=3811; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 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 84 lb uplift at joint 4, 366 lb uplift at joint 2 and 163 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 107 lb up at 1-6-1, 141 lb down and 107 lb up at 1-6-1, 109 lb down and 69 lb up at 4-4-0, 109 lb down and 69 lb up at 4-4-0, and 148 lb down and 131 lb up at 7-1-15, and 148 lb down and 131 lb up at 7-1-15 on top chord, and 92 lb down and 77 lb up at 1-6-1, 92 lb down and 77 lb up at 1-6-1, 36 lb down and 22 lb up at 4-4-0, 36 lb down and 22 lb up at 4-4-0, and 46 lb down and 29 lb up at 7-1-15, and 46 lb down and 29 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEMII-7473 rev. 1010312016 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 Ifuss 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 p� T IY@t eW 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Moberg T11505597 74339 KJS7 SPECIAL 1 1 Job Reference loptional •39 2017 P 2 Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Fn Jun 30 10.42. age I D:7BquDtm K567G2cJFcAhYzpzRW Bk-f lgS_M EOWfrzcDzpgm W PSI hHAxYxE W mK6?gmgLzl7oU LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=50(F=25, B=25) 11=58(F=29, B=29) 12=-56(F=-28, B=-28) 13=73(F=36, 13=36) 14=18(F=9, B=9) 15=-46(F=-23, B=-23) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 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 iruss 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 WeW 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Moberg T11505596 74339 MV2 VALLEY 2 1 Job Reference (optional) 3010�42�39 2017 P 1 Chambers Truss, Inc., Fort Pierce, FL 3x4 i 7.640 s Apr 19 2016 MiTek Ind . Industries, Inc. Fri Jun . age ID:7BquDtmK567G2cJFcAhYzpzRWBk-flgS_MEOWfrzcDzpgmW PSIhL1xe_EZaK6?gmgLzl70U 2-" 2-0-0 Scale = 1:7.0 snnF;9- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 •BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=47/2-0-0, 2=34/2-0-0, 3=13/2-0-0 Max Harz 1=30(LC 12) Max Upliftl=-21(LC 12), 2= 37(LC 12) Max Grav1=49(LC 14 2=39(LC 14 3=25(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 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 21 lb uplift at joint 1 and 37 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev. 10/0=015 BEFORE USE Design valld for use only with MITek® connectors. fits design Is based oNy upon parameters shown, and Is for an individual building component, not a trrtss system. Before use, the building designer must verify the applicability ofdesign 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 p� fip®�Te 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Moberg T11505599 74339 MV4 VALLEY 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 i 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 30 10:42:40 2017 Page 1 ID:7BquDtmK56702cJFcAhYzpzRW Bk-8VOgBiEeHzzgDNY?DTI e_W EQILygzOgULePKCnz17oT 4.0.0 4-0-0 3x4 11 LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 " Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=116/4-0-0, 3=116/4-0-0 Max Horz 1=74(LC 12) Max Upliftl= 51(LC 12), 3=-82(LC 12) Max Grav1=120(LC 17), 3=128(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2 Scale=1:11.3 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 1 and 82 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. �' Design valid for use only with MITekrel 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 p� T IYIIf 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Moberg T11505600 74339 MV6 GABLE 1 1 Job Reference (optional) 7 oe..e � Chambers Truss, Inc., Fort Pierce, FL I D:7BquDtm K567G2cJ FcAhYzpzRW Bk-BVOgBiEeHzzgDNY? DT t e_W ERPLszzOgULePKCnzl7oT 6-0-0 6-0-0 3x4 11 3x4 % 3x4 II Scale: 3/4'=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) n1a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 20lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=190/6-0-0, 3=190/6-0-0 Max Horz 1=122(LC 12) Max Upliftl— 84(LC 12), 3=-135(LC 12) Max Grav1=196(LC 17), 3=21O(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 158/312 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS. (directional) and C-C Exterior(2) 0-8-12 to 4-6-6, Interior(1) 4-6-6 to 5-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 1 and 135 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply Moberg T71505601 Truss 74339 VALLEY 1 1 Job Reference (optional) .. I..,. — I— —111•AP�d1 Pn17 Pene 1 Chambers Truss, Inc., Fort Pierce, FL 8-0-0 ,-1v.IF. ,ate.,,.. ...��.. �..��................. ...--..-- ._.._. .. ID:76quDtm K567G2cJ FcAhYzpzRW Bk-chyCP2FG2G5hrW 7BnAYtXjmcslHTiRtdZl9tkEz17oS 3x4 11 Scale = 1:20.3 3x4 % 2x3 11 3x4 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.43 BC 0.22 WB 0:14 (Matrix) DEFL. in Vert(LL) rl/a Vert(TL) rVa Horz(TL) 0.00 (loc) I/defl Ud n/a 999 n/a 999 n/a n/a PLATES GRIP MT20 244/190 Weight: 29lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=85/8-0-0, 4=112/8-0-0, 5=331/8-0-0 Max Horz 1=169(LC 12) Max Uplift4= 79(LC 12), 5=-235(LC 12) Max Gravl=85(LC 1), 4=123(LC 17), 5=366(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-272/100, 2-6=-264/112 WEBS 2-5— 276/476 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional). and C-C Extedor(2) 0-8-12 to 4-6-6, Interior(1) 4-6-6 to 7-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 4 and 235 lb uplift at joint 5. • 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDEDMITEK 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stabiilty, 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexandrla, VA 22314. Tampa, FL 33610 1 ' e Job Truss Truss Type Oty Ply Moberg T11505602 74339 MV9 GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 9-4-0 7.640 s Apr 19 2016 mi i.k emusmns, mu. i aye I D:7BquDtm K567G2cJFcAhYzpzR W Bk-chyCP2FG2G5hrW 7BnAYtXjm V81EDiRadZl9tkEz17oS 3x4 11. Scale = 1:23.4 3x4 3x4 2x3 II 4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(rL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) 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=27/9-4-0, 4=186/9-4-0, 5=414/9-4-0 Max Harz 1=201(LC 12) Max Upliftl= 9(LC 10), 4=-132(LC 12), 5= 293(LC 12) Max Grav1=64(LC 12), 4=205(LC 17), 5=457(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 306/119, 3-4=-151/270 WEBS 2-5=351/539 PLATES GRIP MT20 244/190 Weight: 34 lb FT = 20% Structural wood sheathing directly applied or 4-5-10 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=53ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extetior(2) 0-8-12 to 4-6-6, Interior(1) 4-6-6 to 9-2-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1, 132 lb uplift at joint 4 and 293 lb uplift at joint 5. • 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEKREFERANCE PAGE 11,111-7473 rev. 101031201 S 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 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 lViiTeW 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. . For 4 x 2 orientation, locate plates 0-1/id'from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION r Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown In ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 c O U a- :2 on JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR- 1311, ESR- 1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. 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 1991. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15: Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.