Loading...
HomeMy WebLinkAboutTruss Drawing ® Lumber .design ANSI/TPI 1 section 6.3 _ ,, These truss des values,are"in'accordance with lgns a`ely:on_lumber values established by others. Ri E EIVED MiTek® 1 2 2012 RE: 74629 -Jarvis PERNUTTING MiTek USA, Inc. r: Site Information: St. Lucie County, FL 6904 Parke East Blvd. Customer Info: MICHAEL DIFRANCESCO Project Name: JARVIS Model: Tampa,FL33610 4115 Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL , Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: I Address: City: State: General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek120/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph I Roof Load: 37.0 psf Floor Load: N/A psf This.package includes 39 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer'.I and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Enginee SR,ules.0pxWZ;0 W ; z6.0E2�$ No. Seal# Truss Name Date No. Seal# Truss Name Date �2 J CO,<010 C-' - 4 T12023642 A 9/14/17 18 T12023659 GRC 9/14/17 1 oc�m�mm rn 2 T12023643 B 19/14/17 j o—a ~�~ { 9/14/17 119 IT12023660 GRD J I ZZ`Z -W 13 IT120236441 B1 1 9/14/17 120 1T12023661 I GRE 1 9/14/17 1 � Z o�ooWOLU 4. T1202364 62 o n m =L) 0. { 1 9/14/17 121 1 T12023662 1 GRF 1 9/14/17 1 , z W WF,�oo L5 T1 2023646 1 B3 1 9/14/17 122 1 T12023663 1 GRG 9/14/17 C o v�_iZ=2ZO o c°' 1,6 'jT120236471B4 19/14/17 123 IT12023664IJ1 1-9/14/17 M F W o0N0ow�� 17 1,T1 2023648 D 9114/17 124 T12023665 J3 9/14/17 W o�m?aiax� o U. 18 IT120236491 D1 1 9/14/17 125 {T12023666I J3A 1 9/14/17 40�O ow0"—mz o 19 1T120236501 D2 1 9/14/17 126 IT12023667 I J5 1 9/14/17 1a��Wy� s a 110 1 T12023651 1 D3 1 9/14/17 127 I T12023668 I J7 9/14/17 2 I ���''_g P Ill I T12023652 1 F 1 9/14/17 128 I T12023669 1 JA7 1 9/14/17 ._; y M00c'Zo�Wi a U. 112 1T120236531 G 1 9/14/17 129 IT120236701 KJ3 1 9/14/17 z�QZaz 113 1T120236541 G1 1 9/14/17 130 IT12023671 1 KJ7 1 9/14/17 I O o 0 OwZ9N0a 114 1 T12023655 1 G2 1 9/14/17 131 1 T12023672 1 MV2 1 9/14/17 1 a d'z � ~�OwG � 15 T12023656 GRA 9/14/17 32 T12023673 MV4 9/14/17 a ZW>.u. QQ:, J 116 1 T120236571 GRA1 1 9/14/17 133 -1 T12023674 1 MV6 1 9/14/17 =' �tz�=oo°mom 117 1 T1 2023658 1 GRB 1 9/14/17 134 1 T12023675 1 MV8. 1 9/14/17 1 0 v)t7oowmuu. °D I i The truss drawing(s)referenced above have been prepared by ®� QUIN MiTek USA,Inc. under my direct supervision based on the parameters provided by Chambers Truss. ��.` .•'.G E.... �. Truss Design Engineer's Name: Velez, Joaquin 2 My license renewal date for the state of Florida is February 28,2019. : *� IMPORTANT NOTE' The seal on these truss component designs is a certification �: ' STATE OF �• that the engineer named is licensed in the jurisdiction(s)identified and that the �� (V designs comply with ANSI/TPI 1. These designs are based upon parameters i •• Q� �� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were pie O R O•.•�NivntoM ,�� ffiilereferen1ce purpose Tek. Any ponly,and informationroject secific was n t t ken into accdount ined is othe preparation ofr MiTek's ers j S�ON M �% these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designe m J.aqu,n Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designsili Copy- M e;USA,Inc.FLCert6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6b arks East Blvd.Tampa FL 33610 Date: j September 14,2017 Velez,Joaquin 1 of 2 Am TOO* SAO f W ZITO i i .I RE: 74629 -Jarvis Site Information: Customer Info: MICHAEL DIFRANCESCO Project Name: JARVIS Model: Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL No. Seal# Truss Name I Date 135 1 T12023676 1 MV10 19/14/17 136 I T12023677 I V4 1 9/14/17 137 1 T12023678 1 V8 1 9/14/17 138 1 T12023679 1 V12 1 9/14/17 139 1 T12023680 1 VG 1 9/14/17 r i d , 2of2 Job Truss Truss Type Qty Ply Jarvis i T72023643 74629 B SPECIAL 1 . 1 I Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc.Thu Sep 14 10:00:49 2017 Page 1 ID013 00FfbJ43ilX4cKtf5W5yg4NQ-UtHR3G5TsUJIYEILkU7210aYHEyAOQhgxuOEQRydmBi 2-0-0 8-0-0 9-40 lsso z4-4o 31-2-8 33-40 35-0-0 2-0-0 B-0-0 1-0-0 7-6.0 7-6-0 -2-8 1-9-8 z-o-o Scale=1:63.2 I f I i 6x8�4x6= 3x4= 4x8= r, 5.00 12 3 4 2425 5 2627 6 , 23 28 22 29 7 e 2 j 8 c� �1 9 loto 15 14 13 12 11 10 5x6= 3x4= 3x6= 4x4= 7x10 3x4% Sx8= 3x6= 2.50 F12 I 7-8-0 16.60 24-0-0 31-2-8 33a-0 7-e-0 44- 7-4-8 7-60 7-241 1-9-d 1-i•8 Plate Offsets(KY)-- f2:D-3-0 0-1-8) [6:0-5-4 0-2-01 f8:0-1-12 0-0-8] f10:0-3-12 0-4-12j f15:0-3-12 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (10C) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.11 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.33 10-11 >901 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.08 8 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.16 15-18 >546 240 Weight:165lb FT=20% 'I -UMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14,7-11 REACTIONS. (lb/size) 2=104/0-3-8,15=1632/0-8-0,8=929/0-8-0 Max Horz2=180(LC 11) Max Uplift2=-351(LC 12),15=-960(LC 12),8=595(LC 12) Max Grav2=173(LC 21),15=1632(LC 1),8=930(LC 22) FORCES. (lb)-Max.Comp./Max-Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-465/820,22-23=-455/825,3-23=-453/864,3-4=-166/457,4-24=1951439, 24-25=-195/439,5-25=-195/439,5-26=-1044/825,26-27=-1044/825,6-27=1044/825, 6-28=1372/974,28-29—1427/959,7-29—1442/951,7-8=2513/1759 BOT CHORD 2-15=782/590,14-15=-846/674,13-14=-529/1044,12-13=-708/1276,11-12=-708/1276, 10-11=-1 59912240,8-1 0=-1 583/2307 WEBS 3-15=1343/802,3-14=381/1051,4-14=-377/181,5-14=-1637/1127,5-13=33/402, j 6-13=-315/198,6-11=-47/380,7-11=-1 085/896,7-10_21/432 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55ft;L=46ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-2-0-11 to 2-6-2,Interior(1)2-6-2 to 9-0-0,Extedor(2)9-0-0 to :I 28-6-13,Interior(1)28-6-13 to 35-0-11 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads' 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide!will fit between the bottom chord and any other members. 1 11. 6)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capaclty of bearing surface. 1 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=351, 15=960,8=595. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual bullding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate ails deesign 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 I 1 .I - t , ,I Job Truss russ Type Qty Ply Jarvis T72023644 74629 61 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTekj Industries,Inc.Thu Sep 14 10:00:50 2017 Page 1 I D:DBu00FfbJ43iIX4cKtf5W 5yg4NQ-y4rpGc65doRg9OcYl BeHrE6j_eHf7sk_AY8nyuydmBh -2-0-0 8-0-0 10-11-4 16-6.0 22.0-12 29-3-4 33-0-0 35-0-0 2-D-0 8-0-D 2-11-4 5-6-_ 5-6-12 7-2-8 3-8-12 2-0-0 Scale=1;63.2 I 4x8= 2x3 11 4x8=' 4 24 25 5 2627 6 5.00 F12 3x4 i 3 23 28 3x4 Z w 7 22 29 v 2 21 I� B 14 13 11 10 9 IT 15 5x8= 12 o 0 5x6= 3x10= 3x6= 4x4 6x8= 3x4= 3x5 ZZ 2.50 12 I 7-8-0 8 0 11-0-12 16-6-0 22-0-12 293-4 'I 33-0-0 7-8-0 0-4-0 3-0-12 5-5-4 5-6-12 7-2$ 33-12 Plate Offsets(X Yy- (2:0-1-6 Edge) f4:0-5-4 0-2-0( f6.0-5-4 0-2-01 (8.0-2-12 0-0-101 (15:0 3 12 0 3 01 f LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.15 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.42 10-11 >720 240 BCLL 0.0 Rep Stress Incr YES WE 0.67 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.19 10-11 >999 240 I Weight:1651b FT=20% (,-UMBER- BRACING- 1 TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathings directly applied or 4-3-12 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-11 REACTIONS. (lb/size) 2=-3/0-3-8,15=1774/0-8-0,8=893/0-8-0 Max Horz 2=211(LC 11) Max Uphft2—38l(LC 11),151011(LC 12),13 582(LC 12) Max Grav2=131(LC 21),15=1774(LC 1),8=895(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-22=-632/1106,22-23=-621/1112,3-23=-611/1160,4-24=-734/674,24-25=-734/674, 5-25—734/674,5-26—734/674,26-27—734/674,6-27=-734/674,6-28=-1153/861, 7-28—1223/846,7 29=2637/1835,8-29=-2686/1831 BOTCHORD 2-15=-1072/746,14-15=-1154/818,13-14=-304/331,12-13=-56111076,11-12=-561/1076, 10-11=-1 579/2364,8-1 0=-1 629/2478 WEBS 3-15=1429/958,3-14=621/1154,4-14=891/636,4-13=-808/1153,5-13=346/348, 6-13=475/287,6-11-11 18/427,7-11=-1 410/1032,7-10=213/533 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55ft;L=4611;eave=611t;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-11 to 2-6-2,Interior(1)2-6-2 to 10-11-4,Exterior(2)10-11-41 to 26-7-9,Interior(1)26-7-9 to 35-0-11 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber' DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide 1111 fit between the bottom chord and any other members. 6)Bearing at joint(s)8 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 Ot=lb)2=381, � 15=1011,8=582. 1 8)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. ,I i r� WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCF PAGE MI1-7473 rev.f0/03/2015 BEFORE USE. Design valld for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an individual bulldirib 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 bull design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingM�Tek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component I 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job F Truss Type Qty P=Jl.b T12023645 74629 SPECIAL 1 ! ce o tiara) Chambers Truss, Fort Pierce,FL 7 s Aug 16 2017 MiTek Industries,Inc.Thu Sep 14 10:00:51 2017 Pagel I D:DBu00FfbJ43ilxZc"tf5W 5yg4NQ-QGOBUy7jO5ZOnYBkrv9W ORftY2fgsMi7PCtLVKydmBg -2-01 8-0-0 -0 13-0-0 16-4-0 20-2-0 '27-4-0 33-0-0 35-0-0 2-0-0 8-M -0-0 4-0-0 3-4-0 3-10-0 7-2-0 5-8-0 2-0-0 I Scale:3/16"=l' i 4x5= 7 5x6= 2x3 11 4x47= 3x5 3x4 5.00 12 4 5 25 V5; 4x6 3 24 g 9 °9 232 22 26 2 10 w 1 o 1 14 13 ;�12 it l 5x12= 4x8= .X_ 15 3x5 5x6= 3x5= i = 2.50 12 I I I 7.8-0 8 0 13-0-0 20-2-0 27-4-0 33-M 7-8-0 0-4-0 5-0-0 7-2-0 7-2-0 .I 5-8-0 Plate Offsets(),Y)-- f2:0-1-2 Edge],f4:0-3-0 0-2-41 f9:0-3-0 Edgel f15:0-3-0 0-2-121 I LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.15 12-13 I>999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.39 12-13 >778 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wjnd(LL) 0.19 15-18 >493 240 Weight:160lb FT=20% UMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing)directly applied or 4-7-2 oc puriins. 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 II8-13 REACTIONS. (lb/size) 2=-168/0-3-8,15=1990/0-8-0,10=841/0-8-0 Max Harz 2=241(LC 11) i Max Uplift2=-437(LC 11),15=1120(LC 12),10=555(LC 12) Max Grav2=18(LC 21),15=1990(LC 1),10=842(LC 18) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-22=-863/1452,22-23=-853/1481,3-23=851/1563,3-4=667/1428,6-7=871/678, 7-25=840/625,8-25=-913/611,8-9=-2294/1539,9-26=-2304/1538,10-26=-2401/1524 BOT CHORD 2-15=-1382/956,14-15=-1124/842,13-14_277/661,12-13=-1285/2110, 10-12=1331/2212 WEBS 3-15=-484/645,4-15—1217/638,4-14=739/1213,5-14=-239/267,6-14=-905/609, 6-13=27/326,7-13=-160/410,8-13=1452M010,8-12—205/537 i NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;13=5511;L=4611t;eave=6ft;Cat.II; Exp C;Encl.,GCpj=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 2-6-2,Interlor(1)2-6-2 to 9-0-0,Exterior(2)9-0-0 to 'I 13-6-13,Interior(1)16-4-0 to 35-0-11 zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tallby 2-0-0 wide,will fit between the bottom chord and any other members. 6)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designe.V should verify capacity of bearing surface. 1 1 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=437, 15=1120,10=555. 8)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. i i fl ' I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual bulldino 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 MEE 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 statAlty 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,mANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa,FL 33610 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. I i t t ; Job Truss Truss Type TQ7tyTPIYT12023646 74629 63 SPECIAL nal Chambers Truss, Fort Pierce,FL 7.640 S Aug 16 2017 MiTek'Industries,Inc. Thu Sep 14 10:0m:52 2017 Page 1 I D:DBuOO FfbJ43ilX4cKtf5W 5yg4NQ-uSyahH8L9PhtPimwPcglwfC2bSOtbm W Gerdu 1 mydmBf -2-0-0 7-0-0 -0- 14-4.0 20-2-0 25-4'0 33-0-0 35-0-0 2-0-0 7-0-0 -0-0 6-4-0 5-10-0 5-2-0 7-8-0 2-0-0 Scale:3/16"=1' 4x4= 6 25 5x6=2X3 II 5x8= 3x4 5.00 FIT 24 7 3x6 3 4 8 22 26 21 T m 2 13 12 11 9 r "' 5x6= 10I 1 4x8= 5x6= d 14 5x8= 3x4= 3z5= 2.50 12 it I 7-8-0 81010 15-0-0 20-2-0 25-4-0 33-0-0 7-8-0 0-410 7-0-0 5-2-0 5-2-0 7-8-0 Plate Offsets(X Y) f2'0 0 14 Edgel (3.0-3-12 0-2-81 (14:0-5-12 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.13 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.31 11720 >969 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.20 14-17 >477 240 Weight:153lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing)directly applied or 4-8-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-10-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 15-14 REACTIONS. (lb/size) 2—208/0-3-8,14=2043/0-8-0,9=829/0-8-0 Max Harz 2=241(LC 10) Max Uplift2=41O(LC 11),14=-1129(LC 12),9=553(LC 12) Max Gravl4=2043(LC 1),9=834(LC 18) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-21=-858/1542,3-21=-848/1635,3-4=-832/1665,4-22=-851/1684,22-23=851/1684, 5-23=-851/1684,5-24=931/659,6-24=-870/674,6-25=-945/680,7-25=-954/664, 7-8=2039/1350,8-26=-2064/1338,9-26—2139/1329 BOT CHORD 2-14=1449/949,13-14=-143/373,12-13=125/437,11-12=-1083/1865,9-11=1127/1956 WEBS 3-14=692/547,4-14=-380/386,5-14=-2178/1336,5-13=0/302,5-12=-211/498, 6-12-220/433,7-12=1194/823,7-11=-1 96/515 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55ft;L=46ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-2-0-11 to 2-6-2,Interior(1)2-6-2 to 7-0-0,Exterlor(2)7-0-0 to 11-6-13,Interior(1)14-4-0 to 35-0-11 zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0,tall by 2-0-0 wide will fit between the bottom chord and any other members. j 6)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capai Ity 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=410, 14=1129,9=553. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. �I , II I WARNING-Verity design parameters and READ NOTES ON THIS AND iNCLUDED MrTEK REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USE. R Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not H■ a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall'; building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the East Blvd. fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI BuilCing Component Tamp Parke3610 3 Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. ! Tampa,FL 3610 r � Job FTruss 7Truss Type Qty Ply Jarvis j T12023647 746P9 4 SPECIAL 1 1 Job Reference o tio'al Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek'Jndusines,Inc. Thu Sep 14 10:00:53 2017 Page 1 I D:DBuOO FfbJ43ilX4cKtf5 W 5yg4NQ-Mf Wyvd8_wjpkOsL6zK6_TskDirJ DKDAQsVMSZDydmBe -2-0-0 5-0-0 8-0-0 12-4-0 17-0-0 20-2-0 23-4-0 26-0-7 � 3278-0 2-0-0 5-0-0 3-0-0 4-4-0 4-8-0 3-2-0 3-2-0 2-8-7 6-7-9 Scale=1:61.9 w 4x4= 7 2x3 11 2x3 11 6 8 24 25 ��2x3 4x8— 3x8= 4x5= 9 5.00 12 3 4 I 26 22 A 12 11 N 2 Sx1 5x12 2= 10 13 = Iu, 01 0 15 14 4x4 3x4= 2x3 I 5x8 3x6` = 2.50 12 i I 12-4-0 1711 23-4-0 32-8-0 5-0-0 2-8-0 0-'4-0 4�-0 4-8-0 6-4-0 9-4-0 Plate Offsets(X Y)-- f2-0-0-6 Edgel (3:0-5-4 0-2-41 (4'0-3-8 0-1-81 [10:0-1-6 0-0-14] (14:0-5-12 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.17 11-18 >999 360 1 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.47 11-18 >631 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.18 11 >999 240 Weight:153lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing Idirectly applied or 4-8-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly,applied or 5-2-6 oc bracing. WEBS 2x4 SP No.3 I AEACTIONS. (lb/size) 10=742/0-4-0,2=98/0-3-8,14=1884/0-8-0 Max Horz 2=230(LC 11) Max Uplift10=-392(LC 12),2=314(LC 11),14=-1140(LC 12) Max Grav10=742(LC 1),2=18(LC 21),14=1884(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22_416/1068,3-22=409/1111,3-4=-1198/1900,5-24=1344/854,6-24=1276/862, 6-7=-1349/1023,7-8=-1883/1316,8-25=-1852/1216,9-25=-1891/1208,9-26=-2187/1542, 10-26—2275/1533 BOT CHORD 2-15=-1030/463,14-15=-1032/444,13-14=-2002/1376,11-12=-443/986, 10-11=1332/2092 WEBS 3-15—292/169,3-14=1149/1134,4-14=-748/560,4-13=-1129/1819,5-13=-805/595, 5-12=-816/1309,6-12=-281/342,7-12=306/447,7-11=756/1123,9-11=-415/443 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VUlt=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55ft;L=d6ft;eave=6ft;Catl II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 2-6-2,Interior(1)2-6-2 to 5-0-0,Exterior(2)5-0-0 to 9-6-13 ,interior(1)12-4-0 to 32-8-0 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1. 0 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing atjoint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designenshould verify cap icity 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)10=392, 2=314,14=1140. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. it r I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MO-7473 rev.1 0/0 31,2 0 1 5 BEFORE USE 1 Design valid for use only with hAlTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DS8-89 and BCSI Building Component Tamp Parke East Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. I Tampa.FL 33610 I ! Job Truss Truss Type Qty Ply Jarvis T12023648 MONO HIP 74629 D 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mi I9K Industries,Inc.Thu Sep 14 10:00:53 2017 Page 1 1 D:DBu0OFfbJ43iIX4cKtf5W 5yg4N Q-Mf Wy'vd8_wjpkOsL6zKB_TskBjrLEKEoQsVMSZDydmBe -2-0-0 5-8-12 9-0-0 17-2-0 � 25-4-0 2-0-0 5-8-12 3-3-4 8-2-0 8-2-0 Scale=1:47.3 I! 4x6= 5x8= 4x5= 4 15 16 17 5 18 6 5.00 12 � 2x3 Q 3 14 2 01 9 10 8 7 3x8= 3x6= 4x4= 3x6 I 3x5= 'I 9-0-0 17-2-0 25-4-0 9-0-0 8-2-0 8-2-0 Plate Offsets(X,Y)-- f2-0-2-8 Edqel f5.0-4-0 0-3-0l LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.10 7-8 '>999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.27 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Wind(LL) 0.12 8-10 >999 240 Weight:127lb FT=20% i J-UMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-6 oc bracing. WEBS 1 Row at midpt I5-10,6-8 REACTIONS. (lb/size) 7=918/0-4-0,2=1057/0-8-0 Max Horz2=272(LC 12) Max Uplift7=-501(LC 12),2=-638(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=1780/1290,3-14=-1722/1304,3-4=-155711117,4-15=1420/1088, 15-16=1420/1088,16-17=1420/1088,5-17=-1420/1086,5-18=-1439/1042, 6-18=1439/1042,6-7=-844/692 BOT CHORD 2-10—1380/1590,9-10=-1042/1439,8-9=-1042/1439 WEBS 3-10—269/356,4-10—126/360,5-8=-495/535,6-8=1119/1548 I NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55ft;L=46ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-2-0-11 to 2-6-2,Intedor(1)2-6-2 to 9-0-0,Extefior(2)9-0-0 to 1 -5-8 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0!tall by 2-0-0 wide.will fit between the bottom chord and any other members. .I 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except Qt=lb)7=501, 2=638. 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 Mll-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.Thls.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 jl 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. Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 'I I I li f 1 it Job Truss Truss Type =" ,4ob Jarvis I T12023649 74629 D1 MONO HIP Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Ihdustries,Inc.Thu Sep 14 10:00:54 2017 Page 1 ID:DBuOOFfbJ43iiX4cKtf5 W 5yg4N0-q'r4K6z9chOxbeOvJXijD?4HN4Fjn3jjZ596?5fydmBd -2-0-0 6-6-8 11-0-0 18-2-0 � 25-4-0 2-0-0 6-6-8 4-5-8 7-2-0 7-2-0 Scale=1:47.3 4x5= 3x4= 3x5= 4 16 17 5 18 6 5.00 12 3x4 3 15 14 2 01 10 9 8 7 3x4— . 2x3 II 5x8= 3x5= 3x6 I 6-6-8 11-0-0 18-2-0 r 25-4-0 6-6-8 45-8 7-2-0 I 7-2-0 Plate Offsets(X Y) (9:0-2-4 0-3-01 I EI LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.06 9-10 '>999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.17 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.09 9-10 >999 240 Weight:134lb FT=20% J-UMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-12 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing. WEBS 1 Row at midpt i6-8 REACTIONS. (lb/size) 7=918/0-4-0,2=1056/0-8-0 Max Horz2=317(LC 12) Max Upljft7=-507(LC 12),2—632(LC 12) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=-1788/1202,14-15—1723/1210,3-15=-1707/1219,3-4=-1368/983,4-16=-1234/973, 16-17=1234/973,5-17=-1234/973,5-18=-1081/803,6-18=-1081/803,6-7=855/705 BOT CHORD 2-10=-1346/1610,9-10=1346/1610,8-9=803/1081 WEBS 3-9=492/437,4-9=-76/299,5-8—548/571,6-8=-941/1268 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55fh L-461111;eave=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-11 to 2-6-2,Interior(1)2-6-2 to 11-0-0,Extedor(2)11-0-0 to� 17-5-8 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. I j 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 Mall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)7=507, 2=632. 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I it i I �p ®WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. R Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Indlvidual building component,not a tnrss 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 sfabllity 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 BuilCing 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 P=J.b T12023650 74629 D2 4 COMMON e o tional Chambers Truss, Fart Pierce,FL 7.640 s Aug 16 2017 MTek Industries,Inc.Thu Sep 14 10:00:55 2017 Page 1 ID:DBu00 FfbJ43ilX4cKff5W 5yg4N Q-11 eiJJAESK3SGAUV4kESYHga_f 1 HoCojKprYe5ydmBc _P_0.0 6-8-14 12-10-0 18-11-2 25-4-0 2 0 0 6 8 14 6-1-2 6-1-2. 6-4-14 Scale=1:45.8 4x6= 5.o0 12 5 r 19 ll x3 � 2x3\� US 18 I6 4 I I 3 20 17 7 _ 2 6 01 10 9 21 22 8 3x4= 3x6= j 3x4= 4x4= 3x4= i 8_3_8 17-4-8 25-4-0 8_3-8 9-1-0 7-11-8 Plate Offsets(X Y) (2:0 2 0 Edge) 13.0-3 0 Edge1 f7.0-0-12 0-0-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.17 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.40 8-10 ,>758 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.05 7 n/a Na BCDL 10.0 Code FDC2014/TP12007 (Matrix-M) Wind(LL) 0.11 8-10 >999 240 Weight:1111b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-2-11 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 7=924/0-4-0,2=1062/0-8-0 Max Harz 2=230(LC 11) Max Uplift7=-488(LC 12),2=657(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-1809/1179,3-17=-1748/1186,3-4=-1696/1196,4-1 8=-1 642/1147,5-18=1574/1165, 5-19=1578/1196,6-19—1647/1178,6-20=-1701/1225,7-20=1814/1215 BOT CHORD 2-10=1024/1708,9-10=-585/1074,9-21=-585/1074,21-22=585/1074,8-22=-585/1074, 7-8=1018/1619 WEBS 5-8=-3777712,6-8=-378/394,5-10=374l706,4-10=-375/396 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55ft;L=46ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-2-0-11 to 2-6-2,Intedor(1)2-6-2 to 12-10-0,Extefior(2)12-10-0 to 17-4-13 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)7=488, 2=657. 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 mrrEK REFERANCE PAGE MO-7473 rev.10103/2015 BEFORE USE. Design valid for use oNy with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 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 miss systems,seeANSI/7PI1 Quality Criteria,DSB-89 and BCSI Building Component ;I 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 i � P I Job Truss Truss Type Qty Ply �IarvisT12023651 74629 D3 SPECIAL 1 e o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek I{rdustries,Inc.Thu Sep 14 10:00:55 2017 Page 1 ID:DBuOOFfbJ43ilX4cKtf5W5yg4NQ-11 eiJJAESK3SGAUV4kESYHgYpL_Ro9ajKprYe5ydmBc 7-6-13 12-10-0 18-1-3 25-4-0 7-6-13 5-3-3 5-3-3 7-2-13 Scale=1:44.5 45= 3 i 5.00 Fi2 II 3x4% 3x4 16 17 2 4 ;I 18 1s 7 5x8= r :I N 8 6 1 2x3 I 2x3 5 *- o I6 2.50 12 3x8= 4x6= 7-6-13 12-10-0 18-1-3 'I 25-4-0 1 7-6-13 5-3-3 5-3--3 7-2-13 Plate Offsets(XY)-- (1:0-0-9 Edgel f5:0-0-11 0-1-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.26 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(fL) -0.61 6-7 >498 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 HOrz(TL) 0.35 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.33 6-7 >929 240 Weight:103lb FT=20% ,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 5-3-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=937/0-8-0,5=93710-4-0 Max Horz 1=-205(LC 10) 1 Max Upliftl=-497(LC 12),5=497(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-3244/2073,2-15=-3163/2084,2-16=-2362/1506,3-16=-2303/1521, 3-17=-2303/1522,4-17=-2359/1507,4-18—3030/2009,5-18=-3118/1998 BOT CHORD 1-8=-1843/3011,7-8=1845/3012,6-7=-1763/2872,5-6=-1758/2862 WEBS 3-7=-883/1499,4-7=836/608,2-7=941/688 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55ft;L=46ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-6-13,Intedor(1)4-6-13 to 12-10-0,'Exterior(2)12-10-0 to 17-4-13 zone;C-C for members and forces&MIN FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-01tall by 2-0-0 wide will fit between the bottom chord and any other members. ,I 5)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=497, 5=497. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. s I i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312016 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this de4sign Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek7 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building component Al Blvd. Tampa,6904 Parke East East Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. mpa Job Truss Truss Type Qty Ply Jarvis T72023652 74629 F COMMON 3 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 t Aug 16 2017 MiTek Industries,Inc.Thu Sep 14 10:00:56 2017 Page 1 I D:DBu00FfbJ43iIX4c'Kf5 W 5yg4NQ-mDC4XfBsDeBltJ3heS Ih5VMtw3Q5Xj_sYTb6AXydmBb -2-0-0 7-6-0 15-0-0 1- 0 2-0-0 7-6-0 7-6-0 2-0-0-0 I Scale=1:31.6 45= 3 I 5.00 12 I I 14 151 16 13 I 2 4 5 Io 1 6 2x3 I I 3x4= 3x4= 7-" 15-0-0 II 7-6-0 7-6-0 I Plate Offsets(X,Y)-- f2:0-0-14 Edge) f4:0-0-14 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.04 6-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(iL) -0.10 6-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.04 6-12 >999 240 Weight:58lb FT=20% ,LUMBER- BRACING- II 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 i REACTIONS. (lb/size) 2=666/0-8-0,4=666/0-8-0 Max Horz2=155(LC 11) Max Uplift2=446(LC 12),4=-446(LC 12) FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-13=-745/481,13-14=-697/486,3-14=-669/501,3-15=-669/501,15-16=-697/486, 4-16=745/481 BOT CHORD 2-6=-266/618,4-6=266/618 WEBS 3-6=0/297 I ' NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55ft;L=46111;eave=6ft Ca.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exteffor(2)-2-0-11 to 2-6-2,Interior(1)2-6-2 to 7-6-0,Exterior(2)7-6-0 to 12-0-13 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=446, 4=446. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i I I i I i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M➢-7473 rev.10 UN-15 BEFORE USE. � Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual bulldlr»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 II building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �et( 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa,FL 33610 Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. i li I r 1 i Job Truss Truss Type Qty Ply Jarvis 1 T12023653 74629 G HIP 1 1 1 ' Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTeK;Industries,Inc. Thu Sep 14 10:00:56 2017 Page 1 1 D:DBu00FfbJ43ilX4cKff5W 5yg4N Q-mDC4XfBs DeB ItJ3heSlh5VMIE3N rXiVsYTb6AXydmBb 5-8-12 9-0-0 15-8-0 18-11-4 �� 24-" 26-8-0 5-8-12 3-3-4 6-8-0 3-3-4 5-8-12 2-0-0 Scale=1:44.8 I i 4x6= US= 3 18 '19 4 5.00 12 1 G 2x3 2 5 2x3 i 17 20 22 21 i i 1 6 7 Io 10 9 8 3x5% 3x8= 3x6= 3x4= 3x5= I i 9-" 15-8-0 24-8-0 9-" 6-8-0 Plate Offsets(X Y)-- f1:0-3-0 0-1-8) f4:0-5-4 0-2-01 f6:G-2-8 Edge1 I ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 10-13 >999 360 ! MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.28 10-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.06 6 n/a ri/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) I Wind(LL) 0.09 B-10 >999 240 Weight:112lb FT=20% (-UMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-10-15 oc bracing. WEBS 2x4 SP No.3 I hEACTIONS. (lb/size) 1=911/0-8-0,6=1025/0-8-0 Max Horz 1=-171(LC 10) Max Upliftl=-481(LC 12),6=637(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-22=-1707/1352,17-22=-1653/1359,2-17=-1624/1366,2-3—1474/1178, 3-18=1340/1145,18-19=1340/1145,4-19=1340/1145,4-5=-1468/1198, 1 5-20=1613/1382,20-21=-1639/1375,6-21—1696/1367 BOT CHORD 1-10=1099/1526,9-10—855/1335,B-9=855/1335,6-8=-1141/1513 WEBS 2-10=287/358,3-10=-148/336,4-8=-147/333,5-8=278/350 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55ft;L=46ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-0-0 to 4-6-13,Interior(1)4-6-13 to 9-0-0,Exterior(2)9-0-0 to it 15-8-0,Interior(1)22-1-8 to 26-8-11 zone;C-C for members and forces&MWFRS for reactions shown;Lumber D0L=1.60 plate grip DOL=1.60 1 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. !I 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=481, 6=637. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mr-7473 rev.10/0 312 0 15 BEFORE USE Design valid for use only with 10]TekO connectors.This design Is based only upon parameters shown,and Is for an Individual buildln©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 ��-777YYYi 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 j 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I j L i I Job Truss Truss Type Qty Ply [Jarvis T1202 74629 G1 H flIP 1 1 Job Reference o ti, Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2011 Mi rek Industries,Inc.Thu Sep 14 10:00:57 2017 Page 1 I D:D BUOO Ff bJ 43ilX4c Ktf 5W 5yg 4NQ-FQmSk?CU_xJ9VTeuC9Gwdivx8TIOG7KOn7Kf i_ydm Ba 6-6-8 11-0-0 13-8-0 18-1.8 24-8-0 26-8-0 6-6-8 4-5-8 2-8-0 "4-5-8 6-6-8 2-0-0 Scale=1:44.9 4x4= 4x4= 3 20 4 5.00 12 L , 3x4% 3x4 • 2 5 19 21 i ZI � 0 I 1 6 7 Io 12 11 10 9 8 4x4= 2x3 II 3x6= 3x4= 2x3 II 4x4= 3x4= I I 6-6-8 11-0-0 13-8-0 18-1-8 24-8-0 6-6-8 4-5-8 2-8-0 4-5-8 6-6-8 Plate Offsets(XY)-- f11.0-2-0 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.09 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(fL) -0.18 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.09 8-9 >999 240 Weight:115lb FT=20% ,I ,LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-3-3 oc bracing. WEBS 2x4 SP No.3 I I 'REACTIONS. (lb/size) 1=91 1/Mechanical,6=1025/0-8-0 Max Horzl=-203(LC 10) Max Upliftl=-481(LC 12),6=-638(LC 12) Max Grav 1=91 2(LC 17),6=1025(LC 1) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-19=1729/1227,2-19_1647/1236,2-3—1288/1015,3-20=1147/979,4-20=1147/979, 4-5=-1287/996,5-21=1636/1249,21-22=1653/1240,6-22=1717/1232 BOT CHORD 1-12=978/1641,11-12=-978/1641,10-11=-978/1641,9-10=-623/1175,8-9=-1019/1526, 6-8=-1019/1526 WEBS 2-10=555/482,3-10=-216/315,4-9=-193/314,5-9=543/468 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55ft;L 46ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-6-13,Interior(1)4-6-13 to 11-0-0,Exterior(2)11-0-0 to 13-8-0,Interior(1)20-1-8 to 26-8-11 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp 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. I 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,wl'll fit between the bottom chord and any other members,with BCDL=10.Opsf. I ; 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift at joint(p)except Qt=lt. 1=481, 6=638. 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 MrTEK REFERANCE PAGE Mll-7473 rev.1010312016 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for on Individual building'component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI BuIldIng Component j 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 ' r Job Truss Truss Type Qty Ply Jarvis T12023655 G2 I COMMON 1 1 74629 Job Reference o ti`onal Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc.Thu Sep 14 10:00:58 2017 Page 1 ID:DBuOOFfbJ43ilX4cKtf5W 5yg4NQ-jcKryLC61FR07dD4mtn9AwS6ds4q?be9On4DEQydmBZ 6-5-14 12-4-0 18-2-2 � 24-8-0 6-5-14 5-10-2 5-10-2 6-5.14 Scale=1:40.7 I 4x6= 3 5.00 12 • 2x3 \ 16 17 \ 2 4 18 15 5 LC 1d o I o 8 7 6 . 3x5 5 3x4= 3x6= 3x4l= 3x5 i 8-10-1 15-9-15 24-8.0 8-10-1 6-11-15 8-10-1 Plate Offsets(X Y)-- [1:0-3-0 0-1-8] (5-0-3-0 0-1-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.09 6-14 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.24 6-14 ,>999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.05 5 ! n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.10 6-8 >999 240 Weight:105lb FT=20% ._LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-4-11 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 1=913/Mechanical,5=913/0-8-0 Max Harz 1—200(LC 10) Max Upliftl=484(LC 12),5=-484(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-1715/1167,2-15_1608/1177,2-16=-1484/1052,3-16=-1417/1069, 3-17=-1417/1069,4-17=1484/1052,4-18=1608/1177,5-18=1715/1167 BOT CHORD 1-8=-998/1539,7-8=-553/1040,6-7=-553/1040,5-6=-998/1532 WEBS 3-6=306/535,4-6=-391/407,3-8=-306/534,2-8—391/407 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55ft;L J46ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 4-6-13,Interior(l)4-6-13 to 12-4-0,Exterior(2)12-4-0 to 16-10-13 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1i.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. it 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1--184, 5=484. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this trus I s. I I r i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual buildinb component,not a muss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall,I building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instifute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. I Tampa.FL 33610 Job Truss Truss Type city Ply Jarvis T12023656 74629 G 1A MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc.Thu Sep 14 10:00:58 2017 Page 1 I D:DBu00FfbJ43iIX4cKtf5W 5yg4NQ-jcKryLC61FR07dD4mtn9AwS6cs3g?d990n4DEQydmBZ 2-0-0 7-0-0 8-0-0 2-0-0 7-0-0 1-0-0 4x4= 3x4 I Scale=1:21.8 3 4 i 6.00 12 I I 2 I � 9 3x5= 3x4=5 i 8-" 8-0-0 Plate Offsets(X Y)— (2.0-2-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) jVdefl Ud it PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.22 5-8 >426 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.31 5-8 I>306 240 BCLL 0.0 Rep Stress Incr NO W B 0.07 Horz(TL) 0.01 2 n/a rda BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:36lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing,directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. tIEACTIONS. (lb/size) 5=547/0-8-0,2=503/03-8 Max Horz2=227(LC 8) Max Uplift5=-490(LC 8),2=512(LC 8) Max Grav5=551(LC 29),2=503(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-5=-256/238 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=551 L;L--16ft;eave=61t;Cat'i II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1:.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,I 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)lexcept(jt=lb)5=41I 0, 2=512. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)52 lb down and 131 lb up at 7-1,0-4, and 145 lb down and 150 lb up at 7-0-0 on top chord,and 386 lb down and 89 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD GASE(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=-54,3-4=54,5-6=-20 Concentrated Loads(lb) Vert:3=-86(F)4=-22(F)9=-252(F) it I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. *,�R Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a IRrss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Sulie 312,Alexandria,VA 22314. Tampa,FL 33610 ,I 9 Job Truss Truss Type Qty Ply Jarvis T12023657 74629 GRA1 MONO TRUSS 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc.Thu Sep 14 10:00:59 2017 Page 1 ID:DBu00FfbJ43ilX4cKtf5W 5yg4NQ-BotD9hDkW ZZtknoGJalOi7_FdGLjk4V IFRpmnsydmBY -2-0-0 8-0-0 2-0-0 8-0-0 Scale=1:23.0 3 3x4 5.00 12 I i I ! I i I d 2 � !I i 7 1 3x4= 3x4= 4 3x4 11 i i 8-0-0 8-" 1 Plate Offsets(X Y)-- f2:0-1-9 Edgel it LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.25 4-6 >377 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(fL) -0.25 4-6 >373 240 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:39lb FT=20% .LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals- WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly appli. d or 10-0-0 oc bracing. i REACTIONS. (Ib/size) 2=469/0-3-8,4=750/0-8-0 Max Horz2=248(LC 8) Max Uplift2—490(LC 8),4=730(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. I NOTES- 1)Wind:ASCE 7-10;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=55ft;L--146ft;eave=6tt;Cat.11; Exp C;Encl.,GCpi=0-18;MW FRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 i 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five 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 tiAll fit between the bottom chord and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except(jt=1b)2=490, 4=730. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)527lb down and 471 lb up at II 7-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i LOAD CASE(S) Standard 1 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase--1.25 ` Uniform Loads(pit) i Vert:2-4=-20,1-3=-54 Concentrated Loads(lb) Vert:7=-527(B) I I i j ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE MO-7473 rev.W10312015 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 Hits design into the overall ��-nAT building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing IYI� e W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldancel regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Tamp Parke East Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. i Tampa,FL 33610