Loading...
HomeMy WebLinkAboutBuilding Plans trusses Lumber design valuesare in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. iTek File Copy R i: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. T pa EELL33361 0-41 1 5 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model llf Lpt/Block: Subdivision: �ddress: N/A City: PORT ST LUCIE State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: Oity: 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 �Vind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph oof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated 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. o. I Seal# Truss Name Date 1 IT9680954 J A 10/17/131 2 I T9680955 J A5 1 10/17/16 T9680956 I A6 1 10/17/16 1 14 I T9680957 I A7 1 10/17/16 16 I T9680958 J A8 1 10/17/16 6 1 T9680959 A9 10/17/16 7 IT9680960 I GRA 10/17/16 8 T9680961 1 GRB 10/17/16 9 IT9680962 JJ2 10/17/16 10 I T9680963 J J4 1 10/17/16 1 11 IT9680964 JJ16 10/17/16 12 IT9680965 1J8 10/17/16 13 IT9680966 I KJ8 i 10/17/16 The truss drawing(s)referenced above have been prepared by MiTek ,,,% UIN� USA,Inc. under my direct supervision based on the parameterspP�`..••••..F<<c°�,� rovided by Chambers Truss. �`� ••�,�G E N Sic'? '�� russ Design Engineer's Name: Velez, Joaquin 6 182 My license renewal date for the state of Florida is February 29,2017. = IMPORTANT NOTE: The seal on these truss component designs is a certification = :� STATE OF 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 i�.n'• �` p,; �� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �° � • O R \�.•' �� given to MiTek. Any project specific information included is for MiTek's customers °°i SS' .. file reference purpose only,and was not taken into account in the preparation of �N A` 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 Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert8634 into the overall building design per ANSVTPI 1,Chapter 2. 6904 Parke East Blvd.Tampa Fl.33610 Date: October 17,2016 Velez,Joaquin 1 of 1 i u. Job Truss Truss Type Oty Ply 62'Grand Carlton III with porch i T9680956 M11323 A6 SPECIAL 1 1 Job Reference(optional) Cham4!*—fruss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:04 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJjguT1 KmfxNJdBM3MNE56scyHtJ?2UZOVsZhySYOv 1-0- 8-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 5-0 -0-0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 4-0-0 Scale:3/16"=l' 4.00 rl2 6x8= 5x6= 5 6 2X3 3x4 5x6 W B 5X6 34 78 N r N n1 2 14 9 1010 �r' j 5x12 MT181-1S= 13 6 3x4= 12 11 5x6= 2x3 II 3x6= 3x10= 2.00 F12 10-6-4 15-0-0 16-0-0 20-4-8 25-11-15 34-0-0 10-6-4 4-5-12 1-0-0 4-4-5 - 5-7-7 8-0-1 Plate_Offsets(X Y)-- f2'0-2-2 0-0-71 (3:0-3-0 Edgel (5:0-4-0 0-2-31 [7:0-2-7 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TClJL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 2441190 BCLE 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.41 9 n/a n/a BCIJL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:156lb FT=0 LUMBER- BRACING- TO I CHORD 2x4 SP M 30*Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. BOI CHORD 2x4 SP M 30 WEBS 2x4 SP No.3`Except' 5-14:2x4 SP M 30 OT ERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0,9=1326/0-8-0 Max Horz2=169(LC 7) Max Uplift2=-796(LC 8),9=-811(LC 8) 1`09CES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO CHORD 2-3=-5374/3073,3-4=-5240/3075,4-5=-4981/2826,5-6=-2255/1421,6-7=-2312/1390, 7-8=-2320/1368,8-9=3010/1736 BO I CHORD 2 14=2825/5111,13-14=-1110/2301,12-13=-1043/2141,11-12=-1528/2799, 9-11=-1528/2799 WEBS 4-14=487/484,5-14=-1581/2900,5-13=-402/185,6-13=-166/517,8-12=-764/537, 8-11=0/257 NOTES- 1)U�balanced 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=52ft;L=34ft;eave=6ft;Cat.11; Ekp C;Encl.,GCpi=0.16;MWFRS(directional);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 fi.1 between the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSlfFPI 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 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®�NARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev.10/03/2016 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 all uss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall o' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is c ways raxtuira:d for stai:diity and to r:rcvcni cnllc4 c with Ixs IAo 1:mwrrai injury and prolx ay darncur% KHc'n goral guidance regarding iho fatiricafion.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandda,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply s2'Grand Carlton III with porch A7 SPECIAL 1 1 T9680957 M11323 Job Reference(optional) ChambersJruss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:05 2016 Page 1 I I D:W SJgpGwal Ppeur6hkg UjG5yuFUL-a7t5N ETf53no?TCNwmtcnJfOEMeV2Pldn1 EP58ySYQu r11-0 Q 8 10-10 ,4-0-0 2011 25-11-16 34-0-0 35 0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 1-0-0� Scale=1:62.3 5x10= 5x6= 4.00 12 4 5 2x3 3x4 3 6 0 „ 7 8 N n1 2 5x12 MT18HS= I rh 0 10 9 0 5x12= 2x3 II 4x5= 3x10= 2.00 12 10-6-4 14-0-0 20-4-8 25-11-15 34-0-0 10-6-4 5_ _2 6-4-8 5-7-7 8-0-1 Plato Offsets Y-- 2:0-2-2 0-0- 4:0-5-0 0-1-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a rVa BCDL. 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1297/0-8-0,7=1327/0-8-0 Max Horz 2=-1 49(LC 6) Max Uplift2=795(LC 8),7=812(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPI CHORD 2-3=-5357/3035,3-4=-4993/2805,4-5—2157/1368,5-6=2364/1410,6-7=-2960/1697 BOTICHORD 2-11=2785/5096,10-11=-1430/2801,9-10=1486/2746,7-9=-1486/2746 WEBS 3-11=-412/418,4-11=-1327/2588,4-10=810/415,5-10=166/455,6-10=-636/444 NV ES- 1)UIlbalanced 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=521t;L=34ft;eave=6ft;Cat.11; Ex C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Pr'ovide 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)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) ovide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at Pnt7. 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 MII-7473 rev.1010312015 BEFORE USE. DesSgn valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a Tr{tss system.Betore use,the building designer must vedfy the applicability of des(gn parameters and properly Incorporate ih(s design Into the overall fwllding design. &acing Indicated is to prevent buckling of indfvtduai truss wetr and/or chord members only.Additional temporary and permanent bracing MiTek' I', ways rcr1;"urcxl for stat�tlity rrn<a tv pre mni crilir.>(,r;vAttr Ix�s9�lo jxrsrinal Enfury an<i proixrty rX.:mcxle, h:�r goncrcaE guldrrrrcc uxJarciing Yu, to cation storage,delivery,erection and bracing of Trusses and fntss systems,seeANSi/TPI1 9uaiity Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avoilable from Truss Plate Insfifule,218 N.Lee Street,Sulie 312 Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty SPECIAL Ply 1 62'Grand Carlton III wdh porch T9690968 M11323 AB 1 Job Reference(optional) Chambers;7russ, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:07 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdhl WEmM12Bw4skkNSAK2WNRwFLjWAOySYQs i-0 8-8-4 IM,0 15-8-4 20-4-8 22-0-0 24-8-12 34-0-0 5-0- -0-0 8-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 1-0-0 I Scale=1:62.2 5x6= ax8 3x4 2x3 11 = = 4.00 FIT 4 20 5 6 21 7 2x3 2x3-Z�- 8 3 N_ l`! ,n1. '2 13 9 10 5x12MT18HS= Ioi 1 d o 12 11 5x12= 3X4= 4X6= 3x10 2.00 FIT 10-6-4 20-4-8 22-0-0 34-0-0 10-6-4 9-10-4 1.7-8 12-0-0 Plate Offsets(X Y)-- (2:0-2-2 0-0-7j 17'0-5-8 0-2-41 f9-0-2-6 Edgel LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL' 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0,87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCD 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:154 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0,9=1332/0-8-0 Max Horz2=129(LC 7) Max Uplift2=-794(LC 8),9=-813(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5337/3033,3-4—4970/2788,4-20=-3801/2193,5-20=-3801/2193,5-6=2464/1521, 6-21=2472/1529,7-21=-2472/1529,7-8=-2492/1487,8-9=2808/1655 BOT CHORD 2-13=2785/5078,12-13=-1698/3180,11-12=-1158/2331,9-1 1=-1 432/2593 W E�S 3-13=-389/395,4-13=-895/1665,5-13=-291/796,5-12=894/538,7-12=-303/452, 7-11=228/474,8-11=408/405 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)WVind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft B=52ft;L=34ft;eave=6ft;Cat.11; 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)Al`plates are MT20 plates unless otherwise indicated. 5)ThI is 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)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity oflbearing surface. 8)P�ovide mechanical connection(by others)of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at jo nt 9. 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 MII-7473 rev.10103/2015 BEFORE USE Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and is for an individual building component,not air♦rrss 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' V akvcrls inquircxt for stablilfy and To prcvcrd cc8cJTis<:with IxissfNc r.:rrt nai Injury and proporty darncglc. ksr goncral guldcs;rcc rc g.arding tho fabflcafion,storage,delivery,erection and bracing of trusses and muss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria VA22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply 62'Grand Carlton III with porch T9680959 M11323 A9 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:08 2016 Page 1 ID: etC1 cxC3ixVV?huls?ypJyuFUK-?iZE?FW YO_9MswxybvRJOxHgpalH FnB4U?T3iSySYar r1-0-Q 6-7-15 10-0-0 15-2-14 20-4-0 2411 27-4-1 34-M $5-0-0 1-0-0 6-7-15 3-4-1 5-2-14 5-1-2 3 8-0 3 4-1 6-7-15 1-0-0 Scale=1:60.1 4x4— 2x3 11 4x8= 4.00 12 3x4= 4 22 5 8 23 7 2x3 2x3 i 3 8 N t` Cb N''TT1 2 9 10TN m� lm O 6 15 14 13 12 11 3x5= 3x8 3x6= 6x8= 3x6= 3x4= 3x5= r 10-0-0 20-4-0 24-0-0 _ 34-0-0 10-0-0 10-4-0 3-8-0 10-0-0 Plate Offsets(X,Y)-- f2:0-2-8 Edge],f7:0-5-4 0-2-01 f9:0-2-2 Edgel I LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCL 11 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 I Vert(TL) -0.42 13-15 >574 240 orz 0 BCLL 0.0 Rep Stress Incr YES WB 85 H (TL) 0.02 13 n/a n/a BCD 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:156 lb FT=0% i LUMBER- BRACING- TOPI CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTI CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0,9=382/0-8-0,13=1554/0-8-0 Max Horz 2=-1 09(LC 6) Max Uplift2=441(LC 8),9=262(LC 8).13=-904(LC 8) Max Grav2=709(LC 17),9=420(LC 18),13=1554(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO�CHORD 2-3=-1196/685,3-4=-874/475,4-22=797/472,5-22=-797/472,5-6=-369/747, =3 6-23=-369/747,7-2369/747,7-8=-78/269,8-9=-295/175 BO CHORD 2-15=-543/1091,14-15=-39/316,13-14=39/316,12-13=-245/259,11-12=245/259 WEBS 3-15=-349/338,5-15=-256/615,5-13=-1162/752,6-13=-260/229,7-11=-1 56/325, 8-11=387/359,7-13—762/448 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=52fh L=34ft;eave=6ft Cat.11; Ekp C;Encl.,GCp1=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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitl between the bottom chord and any other members. 6)P{ovide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 lb uplift at joint 2,262 lb uplift at joint 9 and 904 lb uplift at joint 13. 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 MrrEK REFERANCE PAGE M11-7473 rev.10103,2015 BEFORE USE. Des)gn valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a trl>ss system.Before use,lhe building designer must verify the appllcabtlity of design parameters and properly Incorporate this design Into the overall bulld(ng design. &acing IndlCatod is'? prevent buckling of t"dtvidual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� M a'actys rcrlutrcxt for slcibtifiv and to 17n"svcht coda;:x�tivith tx rsttYc I:rcrsonat krlor,+axf protxary ticsm< ;c, t,:�r q:ncrat gutdorx:c rry3arr.Ern3 tiro fab�icatbon.storage,delivery,erection and txacing of trusses and tnrss systems,seeANSI/TPI1 9uatlty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sa}ety Information available from Truss Plate Institute,218 hl.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply 62'Grand Carlton III with porch T9680960 M11323I GRA HIP 1 1 Job Reference(optional) Chambersjruss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:_etCl cxC3ixVV?huls?ypJyuFUK-Tv7cDbWA91HD U4W 89cyYx9pg Dz6A_CfDifCdEvySYOq r1-0-0 8-" 11-1-1 17-" 18-6-0 22-2-2 26-0-0 34-0-0 35-0-Q 1-0 0 8-0-0 -i 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 1-0-0 Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, THIS COMPONENT IS TO BE USED IN ROOF DIAPHRAGM,OR PROPERLY CONNECTED CONJUNCTION WITH A RIGID DIAPHRAGM. PURLINS AS SPECIFIED. 4x4= THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 7x10 6 17 6x10 4.00 12 4 3x6 19 3 13 16 5x 21 10 0 N ' N 1 2 22 23 ,n aj I fi O 29 28 27 26 25 24 3x6 11 3x6= 6x8= 3x6= 6x8- 4x4= 3x5- 6x8= - 8-0-0 11-1-1 18-6-0 26-" 34-0-0 8-0-0 3-1-1 7-4-15 7-6-0 8-0-0 Plate Offsets(X,Y)f3:0-3-8 Edqel (21-0-3-8 Edqel 124.0-3-8 0-3-01 f27:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLLI 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCD 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:1941b FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WE S 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=376(LC 8),27=-1146(LC 8),26=-1470(LC 8),22=-646(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=527(LC 13),27=2197(LC 13),26=2894(LC 14), 22=1015(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-561/338,3-5=-306/839,5-7=-584/1206,7-8=-584/1206,8-10=-584/1206, 10-12=-584/1206,12-13=584/1206,13-15=-584/1206,15-16=-584/1206, 16-18=-584/1206,18-20=-2121/1203,20-21=2121/1203,21-22=-2176/1197, 4-6=173/256,6-9=-134/313,9-11=-114/371,11-14=-200/419,14-17=-102/280, 19-21=-151/268 BOT CHORD 2-29=195/591,28-29=-143/463,27-28=143/463,26-27=-772/440,25-26=-393/630, 24-25=-393/630,22-24=-1014/2010 WEBS 3-29=457/1105,3-27=1643/836,5-27=-769/636,5-26=-537/346,13-26=-934/608, 18-26=-2360/1437,18-24=-782/1690,21-24=38/353,4-5=-618/520,19-20=342/310, 14-15=549/402 Nut ES- 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=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Prrovide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)Tois truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`TINS truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fi between the bottom chord and any other members. 7)P�ovide mechanical connection(by others)of truss to bearing plate capable of withstanding 376 lb uplift at joint 2,1146 Ib uplift at joint 27,1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the esponsibility of others. 11) n the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). C SE(Sy Standard WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Deb on 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 building design. B,.Ing indicated Is to prevent buckling of Individual truss web and/or chord members only.Addiflonal temporary and permanent bracing MiTek' is akvays roqulrcd far W.ibtlity and io Ixcvent coltapsn with 1:-jl,%:Ic-IX-asonal Inhury and rxorx_.rty d arnago. 1-rx rrmcral g xrir uld ,rcgar<Pn3 tho fabi4c1fion,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 city Ply 62'Grand Carlton III with porch T9680960 M11323 GRA HIP 1 1 Job Reference(optional) Chambers,Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 2 I D:_etCl cxC3ixVV?huls?ypJyuFUK-Tv7cDbWA91 H DU4W B9cyYx9pg Dz6A_Cf DifCdEvySYQq i LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=54,21-23=-54,29-30=-20,24-29=-47(F=-27),24-33=20,3-11=-126(F=72),11-21=-1 26(F=-72) Concentrated Loads(lb) Vert:29=641(F)24=-641(F) I I r ®WARNING-Verily design parameters and READ N07ES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. De{Ign 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"iTek' is alvr<„r-;nxtuirod for sfa[Ailty and W prevent collopsc 4:11i r I:Wx0G:d0 Ix'Mr,01 Intu l and proix rty I-or goncrai gu:d<.a,:u rogurdiing the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI 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 62'Grand Carlton III with porch T9680961 M11323 GRB HIP 1 1 Job Reference(optional) Chamber,Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-Tv7cDbW A91 H D U4W 89cyYx9piuz4F_CMDifCdEvySYQq r1-0-q 8-0-0 13-8-0 17-0-0 20-4 0 26-" i 34-0-0 35-0-0 1-0-0 8-0-0 5-8-0 3-4-0 3-4-0 5-8-0 8-0-0 1-0-0 Scale=1:60.1 5x8 MT18HS= 4x10 5x8 MT18HS= 4.00 F12 2x3 4x6= 2x3 11 3 23 4 5 6 7 24 8 N 9 N 1 2 toIN (h O � 16 15 14 13 12 11 4x5— 3x6 I 4x6— 6x10= 6x10= 4x6= 3x6 II 4x5— 8-0-0 13-" 20-4-0 26-M 34-0-0 8-0-0 5-8-0 6-8-0 5-8-0 8-" Plate Offsets(X,Y)-- (2:0-2-2 Edgel f3:0-5-4 0-2-81 15:0-3-0 Edgel f8:0-5-4 0-2-81 f9:0-2-2 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 1 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n1a BCD 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:153lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEE S 2x4 SP No.3`Except' WEBS 1 Row at midpt 8-13,6-13 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0,13=3993/0-8-0,9=510/0-8-0 Max Horz2=-90(LC 6) Max Uplift2=-871(LC 8),13=-2549(LC 8),9=-369(LC 8) Max Grav2=1479(LC 13),13=4684(LC 15),9=563(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-Ali forces 250(lb)or less except when shown. TOP CHORD 2-3=3514/1878,3-23=-2062/1226,4-23=-2062/1226,4-5=-2062/1226,5-6=2062/1226, 6-7=-1265/2545,7-24=-1265/2545,8-24=-1265/2545,8-9=-692/331 BOT CHORD 2-16=-1655/3336,15-16=-1676/3398,14-15=1676/3398,12-13=-246/658, 11-12=246/658,9-11=-225/595 WEBS 3-16=402/1155,3-14=1431l700,4-14=-847/699,7-13=-886/720,8-13=3505/1836, 8-11=-403/1157,6-14=-1431/2760,6-13=-3151/1776 NO ES- N)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=52fh L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)P(ovide 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 tali by 2-0-0 wide will fill between the bottom chord and any other members. 7)P(ovide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 lb uplift at joint 2,2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 U iform Loads(pit) Vert:1-3—54,3-8=-131(F=-77),8-10—54,16-17=-20,11-16=49(F=-29),11-20=20 ®IYARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 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 ir�rss system.Before use,the building des(gner must vedty the applicability of design parameters and properly Incorporate this design Into the overall bu;lding design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' t;a:vat r:Yhaiuxf for stc47AtiJ ctnd to pr<,vcnt cotk:"'�rs,vrlih rs>.ra7he{xxsrinnl Injury aru:!pro{x�Yy t.47ri rrxgc. Kir rs.:nrxai gutdc�;ca ux,.7urc:ing litc fab(ication,storage,delivery,erection and bracing of busses and buss systems,seeANSI/TPI1 fluality Cdferta,DSB-89 and BCSI Bulldfng Component 6904 Parke East Blvd. Satety Information available from Truss Plate Institute,218 N.Lee SireeL Suite 312 Alexandria VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680961 M17323 GRB HIP 1 1 Job Reference(option 1 Chamber,Truss, Fort Pierce,FL 7.640 s Apr 192016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 2 I D:SrRaEyyrg04M78G4raW BLWyuFUJ-x5h_QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYQp LOAD CASE(S) Standard Concentrated Loads(lb) i Vert:16—641(F)11=641(F) Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/032015 BEFORE USE. De Iign v Ild for use oNy with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component not system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' t'ctiw- re'quIre d for stalriity and To provost collc^,pso with I:wj t:do l:x rsonul Inj,-w,and Irolx rty:Xffn(Xj0. Kn rn!norcrl guldcnco rogarcling the to cation,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 62'Grand Carlton III with porch j T9680962 M11323 J2 MONO TRUSS 8 1 . Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1 i I D:x1?zS1zTbJCDII rGPH I QukyuFU I-x5h_QxXowcP45E5KjJTnUMM21NY1j uxMxJyAnLySYQp -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 3 4.00 12 2 I 1 I 4 3x4= 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLILI 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(fL) -0.00 7 >999 240 BCLI_ 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) Weight:8 lb FT=0% LUMBER- BRACING- TOP�CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOIj CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. RE TIONS. (lb/size) 3=37/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz 2=67(LC 8) Max Uplift3=-30(LC 8),2=-131(LC 8),4=-3(LC 5) Max Grav3=37(LC 13),2=143(LC 1),4=29(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft B=52ft;L=34ft eave=6fh 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)P[ovide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 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. ARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 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 it ss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p but ding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing " iTe k' E.:ct�wtry';rrx;uirrxa for stabiltly and to pa vord cotirAa;<,vriih rx�s, ,pr1r5<JIKfI inPary an<f prorxxty r:krrrrcuJe. Wr rz,rrcra!guld[rrrrr rrx�7arr.6r,to fabpcatlon,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute.218 N.Lee Street.Suite 312.AJexandda.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty, Ply 62'Grand Carlton III with porch T9680963 M11323 J4 MONO TRUSS 8 1 � Job Reference(optional) ChamberG Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1 I D:PDYLfd_5MdK4MSQTz?ZfRxyuFU H-x5h_QxXowcP45E5KjJTnUMMOdN W ejuxMxJyAnLYSYQp -1-0-0 4-0-0 1-0-0 Scale=1:11.2 3 i 4.00 12 2 I 1 4 3x4= 4-0-0 4-0-0 LOAIPING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 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/TP12007 (Matrix-M) Weight:14 lb FT=0% LUMBER- BRACING- TOPj CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical Max Horz2=104(LC 8) Max Uplift3=-75(LC 8),2=-171(LC 8),4=-2(LC 8) Max Grav3=79(LC 1),2=229(LC 1),4=60(LC 3) FOR ICES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NU ES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft B=52ft;L=34ft;eave=6ft;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 fitlbetween 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 75 lb uplift at joint 3,171 lb uplift at joint 2 and 2 ib uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ® ARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 i.�[� 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* N rgw(rr.rocgyrcc:l for stability ar,:_i to prevont rollap�c.vAli-r r..ilAo lx w)nal injr_uy and I:9gfx.rfy hir gcncral guldoncc rogardirug 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 i Job Truss cuss T T9680964 ype Qty Ply 62'Grand Carlton III with porch M11323 J6 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Ocl 17 10:40:11 2016 Page 1 I D:tP6jtz-j7xSx_c_fXi4uzgyuFUG-PH EMd HYQgvMOgXH 1_1 Oav6FnozSLAW AzhkJnySYQo _1_0_0 6-0-0 1-0-0 6-0-0 Scale=1:14.8 3 4.00 F12 i 2 1 4 3x4= 6-0-0 6-0-0 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCD 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDJL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:20 lb FT=0% LUMBER- BRACING- TOP,CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical,2=321/0-8-0,4=54/Mechanical Max Horz2=142(LC 8) Max Uplift3=-117(LC 8),2=-218(LC 8) Max Grav3=120(LC 1),2=321(LC 1),4=89(LC 3) FO7ES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft 131=52111;L=34fh eave=6ft;Cat.II;' E,p 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 fitl between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Ptovide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 218 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. ® ARKING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1--7473 rev.10/03/2015 BEFORE USE � Deign valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a fry 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 t:ctiwr ws roquircxd for stalAlty and to provcrd coliarxc,w 11ti po..qc-ix isonal Injury and piolx rty dctrnago. For goncral guldcr;icc•rogard!rg 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. Satety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria•VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680965 M11323 J8 MONO TRUSS 20 1 i Job Reference(optional) Chamber;Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:tP6jtz_j7xSx_c_fXi4uz9yuFUG-PH EMdHYQgvXxjOgXH 1_10av9TniQSLAW AzhkJnySYQo 1-0-0 8-0-0 1-0-0 8-" Scale=1:17.7 3 4.00 12 I 2 rt 1 cdl 4 3x4= 8-0-0 - - - - - B-0-0 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 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 1o.o Code FBC2014/TP12007 (Matrix-M) Weight:26lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical,2=411/0-8-0,4=68/Mechanical Max Horz2=180(LC 8) Max Uplift3=160(LC 8),2=-265(LC 8) Max Grav3=164(LC 1),2=411(LC 1),4=118(LC 3) I FOR (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Ezp 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 lbetweenthe 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 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6)" emi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I ® ARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 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* V ONVOY:T0-p.tlrnd for stabfilty and To pre.'enl collapse w iil I:,o,sibic,porsonol Inftxy and proiK:rty,darnrr jr- I-or genCaal guldcr.t:o regarding file fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSt/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 i Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680966 M11323 KJ8 MONO TRUSS 4 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:Lcg54J?LuEancmZr4Qb7W MyuFU F-PHEMdHYQgvMOgXH 1_1 OavAingZSFRW AzhkJnySYQo -1-5-0 7-3-4 11-3-0 1-5-0 7-3-4 3-11-12 Scale=1:20.8 4 i 2.83 12 3x4 3 I 2 I 7 6 3x4_ 2x3 i 5 3x4= 7-3-4 11-3-0 7-3-4 3-11-12 LOA6ING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:44lb FT=0% LUMBER- BRACING- TOPI CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTI CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical,2=482/0-11-5,6=556/Mechanical Max Horz2=244(LC 8) Max Uplift4=207(LC 8),2=-312(LC 8),6=-277(LC 8) Max Grav4=250(LC 13),2=482(LC 1),6=574(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOPICHORD 2-3=-1090/498 BOTI CHORD 2-7=662/1072,6-7=662/1072 WEBS 3-7=0/309,3-6=1177/727 1 NU ES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)na 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 fill between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)P{ovide mechanical connection(by others)of truss to bearing plate capable of withstanding 207 lb uplift at joint 4,312 lb uplift at joint 2 and 277 lb uplift at joint 6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 t Root Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform toads(pit) Vert:1-2=-54 TI apezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,B=-49),8=0(F=10,B=10)-to-5—56(F=18,B=-18) ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, R De11gn valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not ^�f` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall burldng design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is aiwayc rcc:lulr,,d for stal-Alty and to pravcnt collaj>so v;:;r po ige-Ix:r a mill Ink:ry and 6rolx-0y darflacjC. K r g,'noral guldc.i,C4 rogardfg Me- 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 I Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves WEBS q?� may require bracing,or alternative Tor I of 0 bracing should be considered. O= c M c �� 3 p O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. a_ 0 4. Provide copies of this truss design to the building For 4 X 2 orientation, locate c�$ �'� cs� designer,erection supervisor,property owner and plates 0-110 from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5, Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ` . software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots, 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated, Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15,Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. � ,s 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, Mf is not sufficient. BCSY: Building Component Safety Information, 20.Design assumes manufacture in accordance with GuidetoGood-Prcrctice for Handlin Tek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015