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HomeMy WebLinkAboutBuilding Plans IJ Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MATeka RE: M11392 -71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Wynne Dev Corproject Name: M11392 Model: 70 Carlton 3 Bedroo age'ar orc y p ) r>Pi Hear�orch Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License#of Structural Engineer of Record, If there is on ,forjth'e bulldtng. : Name: License#: I Address: I ' : 2 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 [All HeighIl Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 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. No. Seal# Truss Name Date 1 IT9680939 A 10/17/16 13 � 09 T96840 LAl 10/17/16] 3 I T9680941 I A2 110/17/16 1 14 I T9680942 I A3 10/17/16 I 15 I T9680943 I A4 1 10/17/161 6 T9680944 1 A5 10/17/16 17 1 T9680945 I ATA 10/17/16 1 18 I T9680946 I B 10/17/161 9 I T9680947 I BHA 1 10/17/161 110 )T9680948 1 GRA 1 10/17/161 11 I T9680949 I M 1 10/17/16 1 112 I T9680950 1,13 1 10/17/161 113 I T9680951 1,15 110/17/161 114 1 T9680952 1,17 110117116 I 115 I T9680953 1 KJ7 110/17/161 I i The truss drawing(s)referenced above have been prepared by MiTek 01111US ,Inc. under my °rrrrr�i�� piovded by Chambers Truss.irect pervision based on the parameters ��'°oo�OPaG NS��Fc'�'��. Truss Design Engineer's Name: Velez, Joaquin 8182 My license renewal date for the state of Florida is February 28,2017. = :• •t IMPORTANT NOTE: The seal on these truss component designs is a certification = :1Z Z that the engineer named is licensed in the jurisdiction(s)identified and that the %p '. STATE OF [CI designs comply with ANSI/TPI 1. These designs are based upon parameters r A% shown(e.g.,loads,supports,dimensions,shapes and design codes),which were o e��••.,4 O R O P••N�eo® given to MiTek. Any project specific information included is for MiTek's customers �i s .......... O o0 file reference purpose only,and was not taken into account in the preparation of "14 /0 N A`S�000 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 Cert 6634 i 6 to the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 17,2016 Velez,Joaquin 1 of 1 Job TrusS Truss Type oty Ply 71 CarNon Nh a ext garage T968D939 M11392 JA HIP 1 1 Job Reference o tional 'Chambers Truss, Forl Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:38 2016 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-txlui?8jSnNdGJeBrbuHBd1 URUSBDMzfaLBUfCySYRJ 1-0- 6.10-14 9-0-0 14-11-0 20-2-13 26-0-0 28-1-2 35-0-0 6-0- -0-0 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 1-0-0 Scale=1:61.9 4x8= 2x3 II 3x6= 2x3 II 4x8— 2x3 4.00 12 \ 4 24 5 6 7 25 8 9 2x3\ 3 - N lfl m N� 10 2 11 Io 17 16 15 14 13 12 3x5 3x6 4x6 3x6 3x4= 3x4 3x4= 3x4= = = = = 9.0-0 14-11-0 20-2-13 26-0-0 35-0-0 9-" 5-11-0 5-3-13 5-93 9-0-0 Plate Offsets()l Y) (2:0-2 8 Edgel [4'0 5 4 0 2-01 f8:0-5-4 0-2-01 f10'0-1-6 Edgel LO IDING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP "TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12-14 >262 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.11 10 rda n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:152 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP No.3 REI CTIONS. (lb/size) 2=1015/0-8-0,15=575/0-8-0,10=1108/0-8-0 Max Harz 2=97(LC 7) Max Uplift2—631(LC 8),15=333(LC 8),10=685(LC 8) Max Grav2=1 01 5(LC 1),15=596(LC 17),10=1114(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TO CHORD 2-3=-2097/1237,3-4=1856/1112,4-24=-2176/1325,5-24=2176/1325,5-6=-2176/1325, 6-7=-2176/1325,7-25=2176/1325,8-25=2176/1325,8-9=2172/1285,9-10=-2353/1375 BOTCHORD 2-17=-1062/1941,16-17=865/1738,15-16=865/1738,14-15=-1124/2176, 13-14=-104612067,12-13=1046/2067,10-12=1188/2175 WE S 3-17=-302/283,4-17—112/324,4-15=-292/681,5-15=498/392,8-12=-142/358 NOTES- 1)Onbalanced 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=15ft;B=70ft;L=35ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. -4)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)2=631, 115=333,10=685. 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 MIrEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a runs system.Before use,the bdlding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bt flding 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 6904 Parke East Blvd.fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPlI Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I i Job Truss Truss Type Qty Ply 71 Carlton th B ext garage 79680944 M11392I A5 SPECIAL 16 1 Job Reference o tionaI 'Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:42 2016 Pagel I D:_kf iGCA6bx7j2Syl H DXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSC5r5nn95W FVyAhozySYRF it 0 Q 8-6-0 14-9-0 17-6-0 24-6-8 27-4-7 35-0-0 36-0-0 1-0-0 B-6-0 6-3 2-9-0 7-0-8 2-9-15 7-7-9 1 0 0 Scale=1:61.8 4.00 12 5x8 II 2x3 II 6 5 2x3 II • 3x6% Us 3x4-- 4 7 8 2x3 3 9 12 ur1 2 10 11 22 7x10 MT18HS= Ir$ of 21 14 13 3x6= 2x3 II 5x10= 3x12= 2.00 12 8-6-0 14-9-0 24-6-8 r 35-0-0 "_0 63-0 9-9-8 10-5-8 Plate Offsets()(Y)-- f2:0-0-14 Edgel f8.0-3-0 Edgej (10-0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP �TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 >540 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.59 12-13 >265 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:159lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,8-11:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3`Except` 6-12:2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0,10=1333/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-834(LC 8),10=-815(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO CHORD 2-3—3035/1734,3-4=2371/1407,4-5=-2314/1421,5-6=2329/1492,6-7=-5329/3094, 7-8=-5231/2969,8-9=5273/2968,9-10=-5598/3190 BO CHORD 2-14=1515/2812,13-14=1515/2812,13-21=997/2050,21-22=993/2058, 12-22—989/2072,10-12=-2942/5328 WEBS 3-14=01256,3-13=704/472,6-13=-235/512,6-12=1924/3461,7-12=327/336, 9-12=308/278 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=15ft;13=7011;L=351111;eave=51t;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);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)`i This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Bearing at joint(s)10 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=834, 10=815. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate 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/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 1 Job Truss Truss Type �Qty JPIY �Caftn 0h 8 eM garageM11392 ATA COMMON rence o tional •Chambers Truss, Fort Pierce,FL 7.640 S Apr 19 E016 M11 ek Industries,Inc. Mon Oct 17 10:39:42 2016 Pege 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSCCE5tE97SFVyAhozySYRF �1 0 q 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 _ 35-0-0 36-0-0 i 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 1-00 Scale=1:60.8 4.00 F12 4x4= 6 2x3 I 24 25 2x3 II 3x6 5 7 3x6 ZZ 3x4 4 8 3x4 3 9 n1 2 10 11 'n 6I 17 16 15 26 27 14 13 12 4x5= 4x5= 2x3 4x6= 3x8= 2x3 II 3x8= 4x6= 8-4-0 12-11-0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 240 MT20 244/190 'TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.7614-15 >550 180 BClJL 0.0 ' Rep Stress Incr YES WB 0.48 HOrz(iL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Weight:166 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing:14-15. I REACTIONS. (lb/size) 2=1399/0-8-0,10=1399/0-8-0 Max Horz2=179(LC 7) Max Upiift2=-775(LC 8),10=775(LC 8) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO CHORD 2-3=-3164/1575,3-4=2677/1331,4-5=2606/1342,5-24=2680/1409,6-24=-2629/1432, 6-25=2629/1432,7-25=-26BO/1409,7-8=-2606/1342,8-9=-2677/1331,9-10=3164/1575 BO�CHORD 2-17=-1 366/2936,16-17=1366/2936,15-16—1366/2936,15-26=745/1961, 26-27=-745/1961,14-27=745/1961,13-14=-1366/2936,12-13=-1366/2936, 10-12=-1366/2936 WEBS 6-14=-459/928,7-14=-264/197,9-14=531/397,6-15—459/928,5-15=-264/197, 3-15=-531/397 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=15ft;8=70ft;L=3511;eave=6ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)1 OO.Olb AC unit load placed on the top chord,17-6-0 from left end,supported at two points,5-0-0 apart. =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=I O.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=775, 1,0=775. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.]his 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 pacing MT—ek' 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/TPH 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 71 Carlton�axlgeM11392 B COMMON 2 1Job Referenal 7 "Chambers Truss, Fort Pierce,FL f.640 s Apr 19 2016 w I ek Industries,Inc. Mon Oct 17 10:39:43 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-EvYnliCsHJOvM4X8e9USugkOrVGsuZlOkcvFLPySYRE p 0 g 3 5 14-0-0 17-6.0 i 21-0-0 i 26-8-11 35-0-0 �6-0-0 1-0-0 8-3-5 5-8-11 3-6-0 3-6-0 5-8-11 83 5 1-0 0 Scale=1:60.8 4.00 12 3x6 6 2x3 I I 7x3 11 3x6% 5 3x6 zz- 3x4 4 8 3x4 3 9 10 11 N1 2 lm 6: 6 i 17 16 15 14 13 12 2x3 11 3x6= 3x4= 3x4= 3x6= 2x3 II 3x4= 3x4= i 8-3-5 14-0-0 21-0-0 26-8-11 35-0-0 8-3-5 54-11 7-0-0 5-8-11 8-3-5 Plate Offsets(X Y)-- f6.0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP 'TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SIP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. All bearings 0-8-0. (lb)- Max HorZ 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s)except 2=-385(LC 8),15=-440(LC 8),14=440(LC 8),10=-385(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=625(LC 1),15=822(LC 13),14=817(LC 14),10=625(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOF CHORD 2-3=-854/407,9-10=-854/407 BOT CHORD 2-17=-262/771,16-17=-262/771,15-16=-262/771,13-14=-262/751,12-13=262f751, 10-12=262/751 WEIBS 3-17=0/269,3-15=708/485,5-15=-291/268,7-14=-291/268,9-14—708/485,9-12=0/269 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=15ft;B=70ft;L=35ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. =4)*'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 385 lb uplift at joint 2,440 lb uplift at joint 15 11440 lb uplift at joint 14 and 385 lb uplift at joint 10. ;6)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. i I i ®I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall -p�vY 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-69 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 7aty Ply 71 Carlton th 8 ext garage M11392 BHA BOSTON HIP 1 Job Reference o Ti. ;Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:3 -2016 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-i569z2D U i d8m_E5LBs?hOtHVcuYtd?nYyGfotrySYR D 15-6-0 21-6-0 1-0- 7-0-0 9-6-0 11-6-0 13-6-0 1 -0 0 17-6-0 19-6-0 21-a0 23-6-0 25-6-0 2&a0 35-0-0 36-a 1-0-0 7-0-0 2-6-0 2-a0 2-0-0 -6- 1-6-0 2-0-0 2-0-0 1-6-00-6- 2-0-0 2-0-0 1 2-6-0 7-0-0 1-0-0 Scale:3/16°=1' THIS COMPONENT IS TO BE USED IN TOP CHORD MUST BE BRACED BY END JACKS, CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE ROOF DIAPHRAGM,OR PROPERLY CONNECTED 4.00 12 4x4 G= TRANSFERRING ROOF LOADS TO THE GROUND PURLINS AS SPECIFIED. WITH NEGLIGIBLE LATERAL DEFLECTIONS. 12 57 15 58 17 56 59 3x6% 55 9 _ 20 Zz ' S48 60 22 3x6 5x12%53 4 6 x6= 3x4 2461 26 5x12 3 11 76 19 1 23 j - - 9 i 25 63 14 u� 52 28 29 N N N1 2 1r m 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 3x6= 6x8= 6x8= 3x6= 3x4= 3x4= _ 7-0-0 14-0-0 21-0-0 28-0-0 35-0-0 7-0-0 7-0-0 7-0-0 7-M 711 Plate Offsets(X Y)-- (32:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 1L 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.18 33-35 >953 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014lFP12007 (Matrix-M) Weight:208 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33,27-32 JOINTS 1 Brace at Jt(s):11,19,16,7,23 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=-579(LC 8),33=-1255(LC 8),32=1005(LC 8),28=446(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=833(LC 17),33=1803(LC 1),32=1510(LC 1),28=646(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TO CHORD 2-52=-1607/1042,3-52=-1441/984,3-53=-108/258,27-63=906/619,28-63=-1056/658, 3-5=-439/531,5-7=-4331524,7-1O 433/524,10-11=-433/524,11-13=-433/524, 13-14=-433/524,14-16=-433/524,16-18=-433/524,18-19=-433/524,19-21=-378/423, 21-23-378/423,23-25=378/423,25-27=-383/429 BOT CHORD 2-35-880/1473,35-42=-855/1390,42-43=-855/1390,34-43=-855/1390,34-44=855/1390, 33-44=855/1390,33-45=-386/402,45-46=386/402,46-47_386/402,47-48=-386/402, 32-48=386/402,32-49=-525/923,31-49-525/923,31-50=-525/923,50-51=-525/923, 30-51=525/923,28-30=-514/952 WEBS 3-35=-168/626,27-30=0/430,3-33=-1994/1462,11-33=-815/786,19-32=777/748, 27-32=-1400/992,9-10=465/455,20-21=-464/455 1)Unbalanced Unbalanced roof live loads have been considered for this design. -2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=42psf;BCDL=3.Opsf;h=15ft B=70ft;L=35ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 579 lb uplift at joint 2,1255 lb uplift at joint 33,1005 lb uplift at joint 32 and 446 lb uplift at joint 28. 8)'jSemkrigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. I ®I WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Dgsign 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 `I V II'I�IC• 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 TIC1111 ss Type Qty Ply 71 Carlton ith 8 ext garage E80.47 M1139 i BHA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:44 2016 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-i569z2DU1 d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD NU ES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)265 lb down and 381 lb up at 7-0-0,158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12,158 lb down and 206 lb up at 13-0-12,158 lb down and 206 lb up at 15-0-12,158 lb down and 206 lb up at 17-0-12,158 lb down and 2b6 Ib up at 17-11-4,158 lb down and 206 Ib up at 19-11-4,158lb down and 206 lb up at 21-11-4,158 lb down and 206 lb up at 23-11-4,and 158 Ib down and 206 Ib up at 25-11-4,and 158 lb down and 206 lb up at 27-11-4 on top chord,and 373 lb down and 236 lb up at 7-0-0,69 lb down at 9-0-12,69 lb down at 11-0-12,69 lb down at 13-0-12, 69lb down at 15-0-12,69 lb down at 17-0-12,69 lb down at 17-11-4,69 lb down at 19-11-4,69 lb down at 21-11-4,69 lb down at 23-11-4,and 69 lb down at 25-11-4,and 69 lb down at 27-1.1-4 on bottom chord. The design/selection of such connection device(s)Is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(13). LOAD CASES) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Lj I iform Loads(pit) Vert:36-39=-20,1-3=-54,3-15=54,15-27=54,27-29=-54 C ncentrated Loads(Ib) Vert:35=373(F)30=-23(F)42=-23(F)43=-23(F)44=-23(F)45=-23(F)46=-23(F)47—23(F)48=-23(F)49=-23(F)50=-23(F)51=23(F)52=-169(F)53=-118(F) 54=-118(F)55=-118(F)56=-118(F)57=-118(F)58=-118(F)59=-118(F)60=-118(F)61=-1 18(F)62=-118(F)63=-118(F) I I I I ®WARNING-Veflfy 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 buss 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 guldance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Qualfly 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 71 Carhon ith 8 ext garage T9680948 GRA HIP 1 1 M11392 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:45 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-AHgXAOE6owGdbOgXIZWwz5gafisOMM3hBwOMPlySYRC ,1-0-0 7-0-0 14 11 D 21-5-2 26-0-0 35-0-0 36-0-0 1-o-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 �1 0 0 Scale=1:61.8 4.00 12 5x8= 2x3 11 3x6= 3x6= 4x8— 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 N r 1C;.- 0 0 15 33 34 14 35 6x10= 36 37 38 1239 11 40 41 10 3x4= 2x3 11 3x6= 3x4=4x6= 2x3 1 3x5= I 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 Plate Offsets(X Y)— f3:0-5-4 0-2-81 f7-0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP •TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:153lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 2x4 SP'No.3`Except` WEBS 1 Row at midpt 3-13,6-13 4-13:2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0,13=3177/0-8-0,8=1246/0-8-0 Max Horz2=78(LC 7) Max Uplift2=-516(LC 8),13=-1909(LC 8),8=799(LC 8) Max Grav2=778(LC 17),13=3177(LC 1),8=1246(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1467/855,3-22=-747/1318,22-23=-747/1318,23-24=-747/1318,24-25=747/1318, 4-25—747/1318,4-26=-747/1318,26-27=747/1318,5-27=747/1318,5-28=747/1318, 28-29=747/1318,6-29=-747/1318,6-30=192011225,30-31=-1920/1225, 31-32=-1920/1225,7-32=1920/1225,7-8=2869/1716 BOT CHORD 2-15—723/1342,15-33=-732/1382,33-34=-732/1382,14-34=732/1382,14-35=-732/1382, 13-35=732/1382,13-36=-1107/1920,36-37=-1107/1920,37-38=-1107/1920, 12-38=-1107/1920,12-391524/2706,11-39=-1524/2706,11-40=-1524/2706, 40-41=1524/2706,10-41=-1 524/2706,8-1 0=-1 513/2668 WEBS 3-15=155/711,3-13=-2806/1663,4-13=-848/795,6-13=3446/2082,6-12=-87/648, 7-12=-835/507,7-10—1771660 - I NOTES- 1)r nbalanced roof five 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=15ft;B=7011;L=35ft;eave=5ft;Cat.If; 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 five loads. 5)',This truss has been designed for a five 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 516 lb uplift at joint 2,1909 lb uplift at joint 13 and 799 lb uplift at joint 8. 7)'ISemi-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 imp a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate fills 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 Mffek' 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 SCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 • i Job Truss Truss Type city Ply 71 CarltI�tarage T9680948 M1139i GRA HIP 1 1 Job Reional iChambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M1 I ek Industries,Inc. Mon Oct 17 102-5 2016 Page 2 i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-AHgXAOE6owGdbOgXlZWwz5gaflsOMM3hBwOMPlySYRC NOT Lb- 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)203 lb down and 329 lb up at 7-0-0,90 lb down and 155 lb up at 9 0-12,90 Ib down and 155 Ib up at 11-0-12,90 Ib down and 155 Ib up at 13-0-12,90 lb down and 155 lb up at 15-0-12,90 lb down and 155 lb up at 17-0-12,90 lb down and 155 Ib up at 171 11-4,90 Ib down and 155 Ib up at 19-11-4,90 Ib down and 155 Ib up at 21-11-4,90 Ib down and 155 Ib up at 23-11-4,and 90 Ib down and 155 Ib up at 25-11-4,and 203 Ib down and 263 Ib u at 7-0-0 63 Ib down and 3 Ib u at 9-0-12,63 Ib down and 3 Ib up at 11-0-12,63 Ib down and 3 Ib down and 329 Ib up at 28 0 0 on top chord,and 452 Ib p P up at 13 0 12,63 Ib down and 3 Ib upat 15-0-12 63 Ib down and 3 Ib uP at 17-0-12,63 Ib down and 3 Ib up at 17-11-4,63 Ib down and 3 Ib up at 19-11-4,63 ib down and 3 Ib ups at 21-11-4,63 Ib down and 3 Ib up at 23-11-4,and 63 Ib down and 3 Ib up at 25-11-4,and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In he 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=54,3-7=-54,7-9=-54,16-19=-20 Concentrated Loads(lb) Vert:3=-147(B)7=-147(B)15=-452(B)13=-40(B)4=-9D(B)10=-452(B)22=-90(B)23=-90(B)24=-90(B)26=-90(6)27=-90(B)28=-90(B)30=-90(B)31=-90(B)32=-90(B) 33=-40(B)34=-40(B)35=40(B)36=-40(B)37=40(B)38=-40(B)39=-40(B)40=-40(B)41=40(B) I i i i I I ®iWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/032015 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 T�k• building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing :� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n�i'r 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 i Job Truss Truss Type Qty Ply 71 Carhon ith 8 ext garage T9680949 M1139 it MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MI ek Industries,Inc. Mon Oct 17 10:39:46 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiMY52_gQa8vxkySYRB -1-0-0 1-0-0 1-0-0 1-0-0 Scale=1:6.2 3 4.00 F12 2 1 4 3x4= 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 iTCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) Weight:5 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS. (lb/size) 3=10/Mechanical,2=113/0-8-0,4=4/Mechanical Max Horz2118(LC 8) Max Upljft3=-5(1-C 5),2=-127(LC 8),4=-2(LC 5) Max Grav3=11(LC 13),2=113(LC 1),4=11(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=15ft;13=70ft;L=35ft;eave=61t Cat.II; d.xp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 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 5 lb uplift at joint 3,127 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. 4WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE sign 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 applicab➢lty of design parameters and properly incorporate this design into the overall py y building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional Temporary and permanent bracing ��IdY fTek' Is always required for stabhily 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/TPIT Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Sulte 312,Alexandria,VA 22314. Tampa,FL 33610 Truss Type 7aty Ply 71 Carhon ith 8 extgarage Job , Truss Tr ypM11392 J3 MONO TRUSS 1 I Job Reference o tional Chambers Truss, Fort Pierce,Fl- 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:46 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eTEvOkFtZEOUDYFjJH29VIMyLiLK52_gQa8vxkySYRB -1-0-0 3-0-0 1-0-0 3-0-0 Scale=1:9.6 3 4.00 12 2 1 4 I 3x4= 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 MT20 244/190 -TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rt/a BCDL 10.0 Code FBC2014/-FPI2007 (Matrix-M) Weight:11 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=58/Mechanical,2=184/0-8-0,4=31/Mechanical Max Horz 2=85(LC 8) Max Uplift3=53(LC 8),2=149(LC 8),4=-3(LC 8) Max Grav3=58(LC 1),2=184(LC 1),4=44(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=15ft;B=70f;L=35ft;eave=6ft;Cat.li; 6xp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 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 53 lb uplift at joint 3,149 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. I I , ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIJ-7473 rev.10/0320i5 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 thus system.Before Use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 'I Vp�A iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,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 71 Carlton th B ext garage T9680951 M11392 J5 MONO TRUSS 6 i Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MI ek Industries,Inc. Mon Oct 17 10:39:46 2016 age I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-eTEvOkFIZEOU DYFjJ H29VIMuPiIJ52_gQa8vxkySYRB -1-0-0 5-0-0 1-0-0 5-0-0 Scale=1:12.9 3 4.00 12 2 4 i 3x4= 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 'TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCL•L 0.0 Rep Stress Incr YES WB 0.00 HOrz(fL) 0.00 2 n/a rda BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:17lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP NO.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS. (lb/size) 3=100/Mechanical,2=274/0-8-0,4=47/Mechanical Max Horz2=123(LC 8) Max Uplift3—96(LC 8),2—194(LC 8) Max Grav3=100(LC 1),2=274(LC 1),4=75(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NO ES- 1) , ind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=6ft;Cat.11; 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)`JThis 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 ftt between the bottom Chord and any other members. 4)Refer to gjrder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 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. • i i I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate S11s 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 SCSI Building Component 6904 Parke East Blvd. Sdfety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Oty Ply 71 Carlton Rh�aAxtgarageT9680952 M1139i J7 MONO TRUSS 24 1 efereaChambers Truss, Fon Pierce,FL 7.640 s Apr 19 2016 MiTendustries,Inc. Mon Oct 17 10:39:47 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6golb4FNKYWLrigvt_ZO2Wv5t6ZsgVE_fEtSUAySYRA -1-o-o 7-0-0 1-0-0 7-0-0 Scale=1:16.5 3 4.00 12 r 2 I 1 4 3x4= 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 -TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.16 4-7 >520 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a ri/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:23 lb FT=0 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (lb/size) 3=144/Mechanical,2=365/0-8-0,4=60/Mechanical Max Harz 2=161(LC 8) Max Uplift3=140(LC 8),2=-240(LC 8) Max Grav3=144(LC 1),2=365(LC 1),4=103(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=15ft;B=7011;L=35ft;eave=6ft;Cat.II; �xp 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 140 lb uplift at joint 3 and 240 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 11111-7473 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 verity the applicability of design parameters and properly incorporate this design Info 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 oTek* 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 i Truss F,,ussype F111YJPIy 71 Carhon ith 8 ext garageT9680953 M11392 KJ7RUSS 1 i Job Reference(optional) _Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:47 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6golb4FNKYW Lrigvt_ZO2Wv656fCgSk_fEtSUAySYRA _1_5_p 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 Scale=1:21.1 4 2.83 FIT 3x4 3 2 1 7 6 3x4= 2x3 I I 5 3x4= 6-8-12 9-10-1 6-8-12 3-1-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 ;TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.07 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 HOrz(fL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/rPI2007 (Matrix-M) Weight:38 lb FT=0 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical,2=392/0-11-5,5=440/Mechanical Max Horz2=192(LC 8) Max Uplift4—133(LC 8),2—266(LC 8),5=-232(LC 8) Max Grav4=161(LC 13),2=392(LC 1),5=442(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(1b)or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7=469/746,6-7=469l746 W FIBS 3-7=0/285,3-6=-860/541 NOTES- ' Wind:ASCE 7-10;VUlt=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft 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 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 133 lb uplift at joint 4,266 lb uplift at joint 2 and 232 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)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 9)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-4=-133(F=-39,B=-39),8=0(F=10,B=10)-to-5=-49(F=15,B=-15) I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M➢-7473 rev.101032015 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 in=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/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 Symbols Numbering System A 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 /q Injury or Damage(Drawings not to scale) D Personal In offsets are indicated. g 1 rY Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 TOP CHORDS 3 diagonal or X-bracing,is always required. See SCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 0-1/1 1, 4 wide truss spacing,individual lateral braces themselves 41 FWEBSq?� may require bracing,or alternative Tor I p bracing should be considered. M C cN 3 p 0 3. Never exceed the design loading shown and never O �° U 4. stack materials on Inadequately braced trusses. a Provide copies of this truss design to the building For 4 x 2 orientation, locate O C7-8 06-7 C5G O0 designer,erection supervisor,property owner and plates 0-1i b"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 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 1990 at time of fabrication, PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator,General practice is to 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 ff.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, 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 Nil is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, _ 20,Design assumes manufacture in accordance with — Guide to-Good-Practice-for-Handling, --- Wk __ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate „ Connected Wood Trusses. MITek�nglneering Reference Sheet:Mll-7473 rev. 10/03/2015