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130, 134, 138 OCEAN GATE DR - TRUSSES • mums Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OFFICE COPY MiTek RE: 817208 - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa,FL 33610-4115 Customer Info: Habitat for Humanity- Beaches Project Name: 817208 Model:Triplex Lot/Block: Bldg J Subdivision: 138,134,130 OceanGate Drive Address: 138,134,130 OceanGate Drive City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Unknown at time of Seal License #: Unknown at time of Seal Address: Unknown at time of Seal City: Unknown at time of Seal State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 46 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby cglj. . Ilk. - • . e,jiuksDesig, Engineer and this index sheet . , conforms to 61G15-31.003, section 5 of the • -; ,a,-•; - 11•.1 1'r ILrw - r. - L.• No. SeaI# Truss Name Date No. eal# - - --- 5/31/016 18 f$9210P4d les to which �/3it affixed have been reviewedfor 2 i T8729908 'CJ02 5/31/016 19 I 2,,r; rta design yt !structural engeneering prepared byh• the "rofessional Engineer identified 3 1 T8729909 i CJ03 5/31/016 120 'UMW& . 0 . -. I.-it -. ,.. lessen the oeteoated Engineer's 4 I T8729910 I CJO4 1 5/31/016121 1 99211 i A96ociated with fiair kt dation of said Documents, nor relieve 5 I T8729911 I CJO5 1 5/31/016 22 I T1372g ' rQ4°l2 ors or omis i�}yOl lthe same. 6 T8729912 CJO6 5/31/016 23 7 9 i F13 5/31/016 17^ T8729913 CJO7 5/31/016 24 L � 14 r3 A�F'i, 5/31/0'16 TOTED 0 NOT APPRO' ED 18729914 EJ01 5/31/016 25 T8729931 F15 19 118729915 I EJ02 1 5/31/016126 Ig3729932 ;F16 1 5/31/016 110 1T8729916 IEJO3 1 5/31/016 27 1,8729933 :1 F47 j• - 15/31/016 - '/ p 11 18729917 F01 5/31/016 28 T8729934 F18 5/31/016 12 T8729918 F02 5/31/016 29 T8729935 F19 _.. 5/31/016 13 1 T8729919 I F03 15/31/016 30 1 T8729936 1 F20 -` 5/31/016 114 118729920 1 F04 15/31/016 31 118729937 1 F21 1 5/31/016 1 15 T8729921 F05 5/31/016 32 LT872993§ , F2 ...- 5/31/016'.. I 16 T8729922 F06 5/31/016 33 118529939" 1`wJo-i- -'-•1 5/3170164- • - 17 T8729923 F07 5/31/016 34 ' $729 40 Fit62, 15/ 1/Q161 . The truss drawing(s)referenced above have been prepared by MiTek ��ER p„ lii, Industries, Inc. under my direct supervision based on the parameters �.`sy1p'.• ..... .. E NI ••. /./ti e'• provided by Builders FirstSource-Jacksonville. �� ;• v, 8e •••• •'•: Truss Design Engineer's Name: Finn, Walter No 2. :., .... .::„ My license renewal date for the state of Florida is February 28. 2017. r. * * = * • - -13 IMPORTANT NOTE:Truss Engineer's responsibility is solelyfor .- • ;• U g p Y .?�:. ATE 15 design of individual trusses based upon design parameters shown %,0,�••• P,••2� on referenced truss drawings. Parameters have not been verified '0, <•_„•••.4.O R 10.• Gam,•` as appropriate for any use. Any location identification specified is ��i,S�ONA„�?�`� for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the Wafter P.Finn PENo.22839 responsibility of the buildingdesigner, not the Truss Engineer, MiTek USA,Inc.FL Cet Tampa p ty g 9 �� ` /'� 6904 Parke East Blvd.Tampa FL 33610 per ANSI/FPI-1, Chapter 2. ��/ Date: (..... _) A May 31,2016 N\ Finn, Walter 1 of 2 • a . RE: 817208 - Site Information: Customer Info: Habitat for Humanity - Beaches Project Name: 817208 Model: Triplex Lot/Block: Bldg J Subdivision: 138,134,130 OceanGate Drive Address: 138,134,130 OceanGate Drive City: Atlantic Beach State: FL No. Seal# Truss Name[Date 35 18729941 HJ03 15/31/016 36 T8729942 T01 15/31/016 37 T8729943 T02 15/31/016 38 T8729944 T03 15/31/016 39 T8729945 T04 5/31/016 40 T8729946 T05 5/31/016 41 T8729947 T06 5/31/016 42 T8729948 T07 5/31/016 43 T8729949 T08 5/31/016 44 T8729950 T09 5/31/016 45 T8729951 T10 5/31/016 46 T8729952 T11 5/31/016 2 of 2 HATCH LEGEND pc 7 8'1-1/8" Yii! 17'7" =ZA • 1-r1-/ IJ • General Notes •Per ANSUrPI 1-2002 a0"Truss to Well" connections are the responsibility of the Building Designer.not the Truss Manufacturer. -Use Manufacturer's specifications for all hanger connections unless noted otherwise. •Trus 4.are to be 24"o.e U.N.O. ► >p un N -All : •:rs are to Iw Simpson or equivalent U.N.O.- w L , > 0 - II. U2"Nails n hanger connect single Lt 1"i:r tJ W �! ly• , . 56 05-00 i!pr C C W f ru •:re not designed to support bn 0. Ch.V�,'- ( -I •,e ns are Fee'inches-Sixteent . 4-00 8-00-00 3-09-04 3-09-04 4-00-00 4-00.00 3-09-04 3-09-04 8-00-00 7 u 1J1 t ar•- C c l I I /y V'6 aw+ Q + taco will be accepted by Builders 3 - �ffff • • 1 y - Y - '!il?�'• p y N F- unless approved in writing fi. > 41-1111:411411117:11diliii:.1141! ' IU \ ricorrosivetotrusspities� u �' ntcomesinOntacx.with truss pe. !" ��•, oC, r tail)mustave an aPPNvedrapplied• [t u • ri N'3�4 t u •-0L00 4 _ -00tnI '.C, Refer w I• l Sumry Shmt-Ouuido foling.- 6 ,OtiQI'Ittetalting:rid racingfMetal Plater Waod QQIjJTrues pour w and duritruss installatt�.• ,II ` a Z It is the responsibilityofthe Cor[ttactor W e'� of the 1y t6ir. proper orlenlatin ofttrusspbucement piato., °" theconstructidocumnts and'M'i�c1 couMf�'i� ftheI' C [ G C V) structureonentatton. If a reven,ect or flipped out is . t! E, .required,it wibesupied atno xtra�os uilders `� Q3 Q FiretSoura:. -10 H I - --- :�.I t N Cw It.is the responsibility of the Conductor sun• --- ,"'- c4C © �' the placement of trusses are adjwned fqr p ng C r to Q drops.can lights.ect....so the tIlliVes.do nun u rfen• t. y E_ with these type of iteros. . .t,�' O� O f� All common framed roof or flooilq) OP:' 1j O tt C Q desigradies to NOT impose any leads oe t it+ r Fill '0 I 11i Nv. tru )Zebw. Tia+Door truswv+lupvc• r"eeignecl 1 3'v w carry any additional loads( labuvv� • �`. Quo rroo(��( m ; Y y; Thu truss placertaent Plan wasrlot,tree a t,'j'; ^s .� A : Q engutarf!but.rather by the BuiGlcers Fi staff _ �jJ and is solely to Iw useA as an itwZallation- and "' yt._• dour tat•requirea stat.Cnmpkae*tnus•v�ap�•'.in(;and �i� t�_ Q analysis®n be found on the deli. '.nis 4 Alkilh. . , J- - r:3; F�_L which may be soelecl by tits t. asig •r. 7 H Q I g p 4V71 ; C d Cable end trusses require coni s bbLl ..tool wilic bearing. Refer to heal codes for all ' �: -- „�1- " .'.� E requi nus. a ~V t � tr A - - h~ " Nthoug�u all attempts have bt ^. • .•!s trusses ' t•,� may not be designed symmetrically.�• -�. . . to the - Z _ • individual truss drawings and truss placement plans for proper onentation and placement. 20-00-00 16-05-00 20-00-00 4\ Builders F i rstSou rce OFFICECOP PHONE:Freeport508354541 FAX:850-835-4532 • Jacksonville PHONE:904-772-6100 FAX:904-772-1973 Tampa PHONE:813-621-9831 FAX:813-628-8956 Habitat for Humanity•Beaches 138,134,130 OceanGate Drive Triplex u.,. n..,,B, .Mew rw. 05/30/20161 RRV 1 817208 HAUSER PRODUCT #'S 1630.2-1630. 10Ma'N/A 1�'N/A 1 817208 • s 0 56.05-00 . 20-00-00 16-05-00 20-00-00 • id � - W' Ii $ 19-09-08 , 1 Awl 19-09-08 ' � SII 1-1. 1. FOt • EM lir... I;� Ij r�l►I2' 11 II 1n 11 II2'" '' I '�I2• 11 I I lu 11 F09(o II2' 11I ,Ii 02 J: 21u 11 II IV 11I2' 11 ili� I .IL■Ii I_ / ' IIIwl lu $$ I ,II '- II�10 III ii. aillINIMINEE I // .. ,II I- " 1��1 IIIIIIIIIIIIIGM 11 •rII-I MEMO:Ii 11 I I�r 11 ,.. 1- C7 III 11 I• _ SII Ing• ,1 .l �� ♦�� I� altI�ri It�l•'LIJi•11 ic��;�. ,II I 11 lig 1/ jii I7jj7 $, 11 III 1n 1/ ��(3V 1 !11I I Ii' I1 /u 11 I ; iiiiiiiii IR I 11 I .j ,�i 11 I F'0, 3-00-00 1,641 ILA! Zit.1 1■1 lim ill 19-09-08 190908 20-00-00 16-05-00 20-0600 MITEK PLATE APPROVAL #'S 2197.2-2197.4, WEYEF 4' 1 f 1 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 • These truss designs rely on lumber values established by others. , . mit MiTek RE: 817208- MiTek USA, Inc. .--v- Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Habitat for Humanity - Beaches Project Name: 817208 Model: Triplex Lot/Block: Bldg J Subdivision: 138,134,130 OceanGate Drive Address: 138,134,130 OceanGate Drive City: Atlantic Beach State: FL Name Address and License# of Structural Engineer of Record, If there is one, for the building. Name: Unknown at time of Seal License#: Unknown at time of Seal Address: Unknown at time of Seal City: Unknown at time of Seal State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 46 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# 'Truss Name Date No. Seal# Truss Name Date 1 T8729907 CJO1 5/31/016 18 T8729924 F08 5/31/016 i 12 . T8729908 ;CJO2 5/31/016 19 T8729925 F09 5/31/016 3 T8729909 CJO3 5/31/016 20 T8729926 F10 5/31/016.; 4 T8729910 CJO4 5/31/016 21 T8729927 F11 5/31/016_1 [5-__ T8729911 CJO5 5/31/016 22 T8729928 F12 5/31/016.1 16 T8729912 CJO6 5/31/016 23 T8729929 F13 5/31/016) 17 T8729913 CJO7 5/31/016 24 T8729930 F14 5/31/016 1 1§__. T8729914 EJ01 5/31/016 25 T8729931 F15 5/31/016 I 19 T8729915 EJ02 5/31/016 26 T8729932 ,F16 ,5/31/016 L10 T8729916 EJ03 5/31/016 27 T8729933 L F17 15/31/016.1 11 T8729917 F01 5/31/016 28 T8729934 1F18 15/31/016j 12 T8729918 F02 5/31/016 29 .___.T8729935 1F19 5/31/016 1 13 T8729919 F03 5/31/016 30 ._ T8729936 1F20 5/31/016 f 14 T8729920 F04 5/31/016 31 T8729937 F21 5/31/016 15 T8729921 F05 5/31/016 32 T8729938 F22 5/31/016 16 T8729922 F06 X5/311016 33 T8729939 ;HJO1 5/31/016 17 T8729923 F07 15/31/016 34 T8729940 IHJO2 5/31/016 The truss drawing(s) referenced above have been prepared by MiTek ��.��tilisitisiI14� industries, Inc. under my direct supervision based on the parameters ,•%_,1).,\-.ER•.. F/i,1,, provided by Builders FirstSource-Jacksonville. ,�.` .• .\• G ENS• "4/ '. Truss Design Engineer's Name: Finn, Walter • = No 22839 My license renewal date for the state of Florida is February 28,2017. *; :* * IMPORTANT NOTE:Truss Engineer's responsibility is solely for STATE OF :4/47 design of individual trusses based upon design parameters shown .0�.••,. P ;�1L on referenced truss drawings. Parameters have not been verified '',�c`S;• O R \�•••�•�.` for file appropriate rencefor onlany and has y been used n identification pedes specifiedis �i''iS;�NA�`E�.�`�, Ypreparing 9 Suitability of truss designs for any particular building is the Walter P.Finn PE No.22839 responsibility of the building designer, not the Truss Engineer, MiTek USA,Inc.FLCert 6634 6904 per ANSI/TPI-1, Chapter 2. Date.Parke East BM.Tampa FL33610 May 31,2016 Finn. Walter 1 of 2 RE: 817208 - Site Information: Customer Info: Habitat for Humanity - Beaches Project Name: 817208 Model: Triplex Lot/Block: Bldg J Subdivision: 138,134,130 OceanGate Drive Address: 138,134,130 OceanGate Drive City: Atlantic Beach State: FL No. 'Seal# Truss Name I Date X35 T8729941 HJO3 15/31/016 36 T8729942 T01 5/31/016 [37 T8729943 T02 5/31/016 '38 T8729944 i T03 15/31/016 39 T8729945_._1T04 . j 5/31/016 40 T8729946 T05 15/31/016 .41 T8729947_ 'T06 15/31/016 l42__ T8729948 T07 15/31/016 143 T8729949 T08 - [5/31/016 • 44 T8729950 T09 _._._.................1 5/31/016 145 T8729951 T10 15/31/016 46 IT8729952 T11 15/31/016 2 of 2 Job ' Truss Truss Type Qty Ply T8729907 817208 CJOI Jack-Open Truss 8 1 Job Reference(optional) Builders FirsiSourca, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:18 2016 Page 1 I D_8kM00glCcvBYV7m47rycCyToxk-tayFBzlszY42yNIex8WyU7?b1 i 1 UukhLbYh02gzB0bt -2-0-0 I 1-0-0 I 2-0-0 Scaler 1:6.9 3 4.00 I12 2 111 WI 1 11114 1 PP Iddll 111111041111 3x4---- I I 1-0-0 I 1-0-0 Plate Offsets(X,Y)— 12:0-1-6,Edcel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) 0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=269/0-5-8,4=-95/Mechanical Max Horz 2=70(LC 8) Max Uplift 2=-303(LC 8),4=95(LC 1) Max Gray 2=269(LC 1),4=125(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1111111 fit between the bottom chord and any other members. ,,��•% ER P �j�� 4)Refer to girder(s)for truss to truss connections. ,s`P`� ...• /4 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 303 lb uplift at joint 2 and 95 lb uplift at joint ,• .n-.•�C E N 5'•. A.�0,� 4. •� • N.- 6) F•••� 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0. No 22839 .-0: � I.0. . TAT F , . Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa A.33610 Date: May 31,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 rev.10/03/2015 BEFORE USE • MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSV1P11 Quality Criteria,DSa-89 and BCSI Building Component 6906 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. 1 Tampa,FL 36610 Job 'Truss Truss Type Qty Ply • T8729908 817208 CJO2 Jack-Open Truss 8 1 Job Reference(optional) Builders FirstSourCe, JadloonviNe,Fl 32244 7.640 s Apr 19 2016 MiTek Industnes,Inc.Tue May 31 104319 2016 Page 1 " ID:_8kMQOglCcvBYV7m4?iycCyToxk-MmVePJIUksCvaWKgVr1 B1 KY116PUdBxVgCQxaHzBObs I -2J0-0 ( 3-0.0 I 2-0-0 3-0-0 "w° . 100,11mr,, VOIMP"..)rql M 3 t Scale=1:10 3 n A — 4.00 12 rn eq 0 lr '! 2 ml al 1 2x4_ 4 I 3-0-0 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 • Rep Stress Inc( YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=29/Mechanical.2=254/0-3-8,4=14/Mechanical Max Horz 2=97(LC 8) Max Uplift 3=-36(LC 12),2=-232(LC 8) Max Grav3=29(LC 1).2=254(LC 1),4=42(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf,h=24ft,Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown:Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .011,11111/ii, )Refer to girder(s)for truss to truss connections. •`� .4- 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 lb uplift at joint 3 and 232 lb uplift at joint `•% V•ER P P/�i,i 2. •66)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. :�• •• �\G S ••• I. • No 22839 X. X � * •:* = 'p TAT F =1'/47 :O:• .'ti : •:,,,(C ..l j R 1-, '1,. • 'it `Si()N A`c\-4 ••• Wafter P.Flnn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 Ai WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual budding component.not �� a truss system Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse vnth possible personal injury and property damage. For general guidance regarding the fabncationstorage.delivery.erection and bracing of trusses and truss systems.see ANSITTPI1 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 Alexandra.VA 22314. l— __ Tampa.FL 36610 Job r ' Truss Truss Type Qty Ply 78729909 817208 CJO3 Jack-Open Truss 8 1 Job Reference(optional) Builders FkstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc. Tue May 31 10:43:19 2016 Page 1 • ID:_8kMQOglCcvBYV7m4?rycCyToxk-MmVePJI UksCvaWKgVr1 B1 KYII6NCdBxVgCQxaHzBObs -2.0-0 ( --. --5-0-0 2-0-0 5-0-0 Scale=1:13.7 3 r 4.00 12 rr 2 Nur 1 = 4 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.06 2-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:19 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3=102/Mechanical,2=299/0-3-8,4=24/Mechanical Max Horz 2=132(LC 8) Max Uplift 3=-99(LC 12),2=-240(LC 8) Max Gray 3=102(LC 1),2=299(LC 1),4=72(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf.h=24ft:Cat.II:Exp C:Encl..GCpi=0.18: MWFRS(envelope)gable end zone and C-C Exterior(2)zone:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 1011111111, 4)Refer to girder(s)for truss to truss connections. X01 ER P ,1'�d. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 99 lb uplift at joint 3 and 240 lb uplift at joint `�' p.�� E N• F,, I y"Y, 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •:* •• `S •••• •�� • No 22839 L;0c11 TAS: F• + 'ti � lin -�' •� CC‘A.N.•..R � :`, 0• NSS Walter P.Finn PE No.22839 MiTek USA,Inc.Ft.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 Ai WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekS connectors This design is based only upon parameters shown.and is for an individual building component.not a truss system Before use.the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent ba ding of individual truss web and;or chord members only. Additional temporary and permanent bracing MiTek' ,s 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.see ANSIRPI1 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.Alexandna.VA 22314 Tampa,FL 36610 Job Truss Truss Type Qty Ply • 78729910 877208 CJO4 JACK-OPEN TRUSS 4 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 10:43:20 2016 Page 1 ID_8kMQOglCcvBYV7m4?ycCyToxk-qy3OceJ7V9KIBgv13ZYQZY5wuWrnOMeBe2rAU6jzBObr -2-0-0 1-0-0 I 2-0-0 ,.. .:..,. I 1-0-0ailliiiiirsr :iiiiii 1 ahk* Scale•1:11.5 3 4.00 12 2x4 II 1111 1 v> ALI: co n 1 t • IllaMk AR ,/ 5 6 4 2x4 II . I 1-0-0 I 1-0-0 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) 0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.00 6 >999 180 BOLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 rile n/a BCDL 5.0 Code FBC20141TPI2007 (Matrix) Weight:8 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installationguide. REACTIONS. (lb/size) 6=302/0-5-8,3=104/Mechanical,5=25/Mechanical Max Horz 6=60(LC 9) Max Uplift6=272(LC 8),3=104(LC 1),5=25(LC 1) Max Grav6=302(LC 1),3=104(LC 8),5=11(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-6=-268/378 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf,h=24ft;Cat.II,Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11 111 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 %��,�` I��tt fit between the bottom chord and any other members. ,�1_,`P\,�E�,P• 1C I�� 4)Refer to girder(s)for truss to truss connections. v •••......... EN •-.YIle 10 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 272 lb uplift at joint 6.104 lb uplift at joint 3 �� •\,� s4••• 4 fro and 25 Ib uplift at joint 5. •• i 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. N O 22839 .r • ice• •CCs • r :'3• TA F 05, 14 Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekd)connectors.This design is based only upon parameters shown.arta 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 budding of individual truss web andior chord members only. Additional temporary and permanent bracing M 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 braang of trusses and truss systems,see ANSUTPt1 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 36610 JobTruss Truss Type Qty Ply T8729911 817208 C,105 JACK•OPEN TRUSS 4 1 Job Reference(ootionall Builders Firstsouce, Jacksonville,FI 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:4320 2016 Page 1 ID:_8kM0OgI CcvBYV7m4?'rycCyToxk-gy30ceJ7V9KIBgv13ZYOZYSx01*()MeBe2rAU6jzBObr 2-0-0I 1-6-0 i 2-0-0 r. d a ier&'.•i rt'. f' Seale=1:7.1 3.00 FIF 2 • \A i 4 2x6= I 1-6-0 I 18-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) 0.00 2-4 >999 180 BCLL 0.0 • Rep Stress!nor YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=240/0-5-8,4=-34/Mechanical Max Horz 2=61(LC 8) Max Uplift2=258(LC 8),4=34(LC 1) Max Gray 2=240(LC 1),4=53(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .1111111//i 4)Refer to girder(s) s truss to truss 5)Provide mechanical rconnecti n(by others) f truss to bearing plate capable of withstanding 258 lb uplift at joint 2 and 34 lb uplift at joint ,,,•=;P,\'t E. .E?• P/4,11., C,�1j,, 4. . v GENS'• �L .� 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `•' •• \• e''.• •. No 22839 : r\* :�•Q !ETAt 'OF i i ' ZOO• • " 9.1%,*•,," 0 F R ie,#4/ONk ��- ,s' Walter P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 I AWARMNO-,Bary design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 rev.10'03/2015 BEFORE USE Itg' Design valid for use only with MiTek5r 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 budding 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 fabncabon,storage,delivery,erection and bracing of busses and truss systems,see ANSVTPII Quality Criteria,DSB-$9 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 36610 Job Truss Truss Type Qty Ply • 78729912 817208 CJO6 JACK-OPEN TRUSS 4 1 Bidders FiratSouree, Jacksonville,Fl 32244 Job Reference(optional) J7.640 a Apr 19 2016 MTek Industries,Inc.Tue May 31 10:43:21 2016 Page 1 • l -2-0-0 I ID_8kM00gICcvB ?rycCyToxk-18dOq_KIGTScpgUDdG3f61d54w4y5500HW2e9zBObq 2.0-0 3-0-0 I r�,-•:c,. .... Scale=1:10.3 , ..,46,. 3 I 3.00 12 I. to v 2 l— ; ; 1OS- • V d 1 ♦ 246= 4 I 3a 0.0 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=29/Mechanical,2=253/0-3-8,4=14/Mechanical Max Horz 2=73(LC 8) Max Uplift3=-33(LC 12),2=233(LC 8) Max Gray 3=29(LC 1),2=253(LC 1),4=42(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. %%11111ld1 4)Refer to girder(s)for truss to truss connections. ,�� ,,I/, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 lb uplift at joint 3 and 233 lb uplift at joint • 441.x,, ER P. Fbp 0,,9 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4 ••��C'E N s6''••y ,�� No 22839 *; .* ?3 TAI F /` #1 `'/0 N A� �ON• Walter P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 1 . A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 my.10/03/2015 BEFORE USE - lal• Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek' is always required for stebiiy 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,see ANSUTPI1 Quality Criteria,DSB-$9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job 'Truss Truss Type Qty Ply T8729913 817208 CJO7 JACK-OPEN TRUSS 4 1 Job Reference(ootionall Builders FirstSou ce, Jadcsonville,Fl 32244 7.640 s Apr 19 2016 Mask Industries,Inc.Tue May 31 10:4321 2016 Page 1 1 D:_BkMOOgICcv13YV7rr4?iycCyToxk-18d Oq_KIGTSdNUDdG3181d54w2g55QOHVv2e9zBObq 2-0-0 I 5-0-0 I 2-0-0 5-0-0 ... y"q104110: .'-.,. "jAc;$r)atormiiik Scale=1:13.7:. 3 ri 3.00 TIT 1 2 i 1 2x6_ 4 I 5-0-0 I 5.0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.06 2-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=103/Mechanical,2=298/0-3-8,4=24/Mechanical Max Horz 2=98(LC 8) Max Uplift3=93(LC 12),2=-244(LC 8) Max Grav3=103(LC 1),2=298(LC 1),4=72(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit n the m chord nd other members. 4)Refer to girder(ss))foor truss of ss any %S%l 1 eFA 'P,f p.,A//'i 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 244 lb uplift at joint ,�� '•••\* �� /CSA ij 2. •� •• \C+ENS•' ,4/# 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `•� • N, �•••• . No 22839 -0• 'l r C :� , ?2TAT.E 'OF '� .,'•ill kYtO N A' ��,, Walter P.Finn PE No.22839 MTek USA,Inc.FL Cert 6634 6904 Parka East Blvd.Tampa FL 33610 Date: May 31,2016 • • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE*11.7473 rev.10/03/2016 BEFORE USE NI Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding 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 busses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tess Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 38610 Job Truss Truss Type Oty Ply • 78729914 817208 EJO1 Jack-Partial Truss 20 1 Widen FaatSoraes, Jadcsorwik,Fl 32244 Job Reference(optional) 7.640 s Apr 19 2016 MiTek Industries,Inc Tue May 31 10:4321 2016 Page 1 • ID_8kMOOgICcvBY 7m4?rycCyToxk-18dOn KIGTScpgUDdG3f61d?Hw_v55aoHVv2e9zBObq 2-0-0 I 7-0-0 l 2-0-0 7-0-0 Scale-1:17.9 3 I 4.00 12 te N A or r N t�N N 2 inet 1 "‘ 4= 4 1 7-0-0 I 7-0-0 Plate Offsets(X,Y)— 12:0-2-0,Edoel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.13 2-4 >639 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.22 2-4 >365 180 BCLL 0.0 ' Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=164/Mechanical,2=355/0-3-8,4=34/Mechanical Max Horz 2=119(LC 8) Max Uplift3=100(LC 12),2=-174(LC 8) Max Gray 3=164(LC 1),2=355(LC 1),4=102(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 'III II, HiI fit between the bottom chord and any other members. 0' ��'f 4)Refer to girder(s)for truss to truss connections. ,%% ix\ .. P F/�1,,# 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint 3 and 174 lb uplift at ,� �• ;G E N, .•:�'/L�i., joint 2. ``. N. F i 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • No 22839 *: :* :?S.t, TA F 1 Z O:'. •water P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 1 1 r A WARNING-Vary design parameters and READ NOTES ON THIS AND INCLUDED MITE(REFERENCE PAGE A/67473 rw.10/03/2015 BEFORE USE 111111* Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding 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,see ANSVTPI1 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 36610 Job • Truss Truss Type Qty Ply T8729915 817208 EJ02 JACK-PARTIAL TRUSS 7 1 Job Reference(optional) Builders FiistSouce, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:4322 2016 Page 1 ID:_BkMQOg2-8-15ICccBYV7m47iycCyToxk-mLBm1KLN1naTR_3PA buezAFzKRJgYgxW9fb8 B0bp -2-0-0 I I 2-0-0 2-8-15 Scale=1:14.4 3 f� 4.00 1 , 2 3x4 II 2 n i (s1Cil Cs N N 1 d .,, 4 5 2x4 II I 2-8-15 I 2-8-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 4-5 >999 180 j BCLL 0.0 ' Rep Stress InYES WB 0.00 Horz(TL) -0.01 3 Na Na 7r BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-15 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 5=251/0-3-8,3=29/Mechanical,4=1/Mechanical Max Horz 5=94(LC 8) Max Uplifts=-197(LC 8),3=-46(LC 12),4=-2(LC 12) Max Gray 5=251(LC 1),3=29(LC 1),4=33(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-5=226/299 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,'1{1 N 111 hilt 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 �� 4- fit between the bottom chord and any other members. %•.„1,.\-.1 ERF Fj.0,i 4)Refer to girder(s)for truss to truss connections. � V '• .......E •••� A,♦♦♦ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 197 lb uplift at joint 5,46 lb uplift at joint 3 4, .\,, o •• i and 2 lb uplift at joint 4. Z 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ba No 22839 - *, •i :* - ▪ • �- * r • t / 7:::▪ ...°13:::11,t7164.:::14Ar v. F.001:PC C.::::: ♦♦iF •• R� '`�••• litfilmittl- Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 r A WARNING-Verify design pornsters end READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI-7473 rev.10'03/2015 BEFORE USE 1• Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual trios web and/or short 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 Musses and truss systems,see ANSIRPt1 Quality Criteria,DS8-09 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 36610 Job Truss Truss Type Qty Ply • T8729916 817208 FJ03 JACK-PARTIAL TRUSS 3 1 Job Reference(optional) Builders FirstSource, JadusonviNe,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:22 2016 Page 1 • ID:_BkMQOgICcvBYV7m4?iycCyToxk-mLBm1KLN1naTR_3PA buezABiKK8gYgxW9lbBczBObp -2-0-0 I 7-0-0 2-0-0 7-0-0 Scale=1:17.9 37 3.00 12 oc} 2 1 NPr 3x6= 4 Npr 7-0-0 1 7-0-0 Plate Offsets(X,Y)— 12:0-3-0.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.13 2-4 >639 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.22 2-4 >365 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=164/Mechanical,2=354/0.3-8,4=34/Mechanical Max Horz 2=89(LC 8) Max Uplift 3=-94(LC 12),2=179(LC 8) Max Gray 3=164(LC 1),2=354(LC 1),4=102(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,•.1%111111i/1a< 11 4)Refer to girder(s)for truss to truss connections. ,'k% N"�E R . P/lie, • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint 3 and 179 lb uplift at joint •S�P•••*•E N'•.•�/1, 2. �� N.% S`ri ••.• •'i 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. No 22839 • l :* = • * 0 TA7 F : CC, � • e, si. ..."4 X"°---Te.c.. "7/O N A�A- ,to Walter P.Finn PE No.22839 MlTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 448-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and pemanenl 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,see ANSVTP11 Quality Criteria,DSB419 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 36610 Job 'Truss Truss Type Qty Ply ' 78729917 817208 F01 GABLE 4 1 . Builders FirstSource, Jatlmonvile,Fl 32244 Job Rrgytionalt 7.840 a Apr1r 19920 2016 MRek Industries,trine.Tue May 31 10:43232016 Papa 1 I D:_8kMQOglCcvBW7m4?iycCyToxk-EXIBFgM?o41K28ebkh67BAJVKjnHZ?N6lcp09j2YBObo 0-48 0lie • f=w..r+,-e :,,-1111k6,111ore w Seale'=123.7°4"Ora • 3x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 a e e < e e e e e e e e e e e 3/3 g 34R e e o e e e e e e e e e a c e e Y V\ 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3= 3x3= 3x3= 1 1.6-12 1 2-10-12 1 4-2-12 1 5-6-12 16-10.12 1 8-2-12 1 9-6-12 110-10-12 1 12-2-12 I 13-6-12 1 14-10-12 1 16-2-12 1 17-6-12 1 18-10-12 119.8-121 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1.4.0 1-4-0 1-4-0 1-4-0 1-4-0 1.4.0 1-4-0 1-4-0 1-4-0 0-10-0 / LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 17 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:89 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 19-8-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)32,17,31,30,29,28,27,26,25,24,23,22,21,20,19, 18 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(Le.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. J 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. tletIe%:c ER iP r p.'/•••.%• No 22839 *: :* '- a : ,� TAT. F 41:: 1., ,.,.'` .R .• C� i°itis+/0 N A1_E-%s Walter P.Finn PE No.22839 INTO USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 t AWARDING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1-7473 rev.10/03/2016 BEFORE USE Design valid for use only with MrFel&connectors.This design is based only upon parameters slaws,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 36610 Job Truss Truss Type Oty Ply • 78729918 817208 F02 FLOOR TRUSS 16 1 Job Reference(ootionalt Builders FirstSource, Jacksonville,FI 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Tue May 31 10:4324 2016 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-ijJXSOMdZOgBgIDoIOdMkOF Wg7y611hEzT8&FUzBObn 0-1-8 H I 13-0 I p$Qi 1 1-9-12 I 0- y. S i,. •1:342 4818 , 4x6 = 4x6= 1.5x3 = 4x4= 3x4 = 1.5x4 11 3x3= 3x3= 3x3= 1.5x3 11 34= 4x4= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 0 • e 24 _ / N.-./ _ qq e a 21 20 19 18 17 16 15 14 13 1 3x3= 4x6 = 4x4= 3x6 = 3x3= 1.5x3 1I 3x6 = 4x4= 4x6 = 3x3= 1,5x3 II I 19-8-12 I 19.8.12 Plate Offsets(X,Y)— j1:Edae.0-1-81.(11:0-1-S.Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.34 17 >686 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.53 17-18 >440 240 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(TL) 0.08 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:105 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, BOT CHORD 2x4 SPM 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=1065/0-5-4,12=1065/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 22-23=-1059/0,1-23=1058/0,12-24=1058/0,11-24=1057/0,1-2=1093/0, 2-3=-2726/0,3-4=-3810/0,4-5=-3810/0,5-6=4258/0,6-7=-4242/0,7-8=3795/0, 8-9=-3795/0,9-10=2729/0,10-11=-1092/0 BOT CHORD 20-21=0/2062,19-20=0/3362,18-19=0/4154,17-18=0/4242,16-17=0/4242,15-16=0/4242, 14-15=0/3360,13-14=0/2062 WEBS 11-13=0/1410,10-13=1350/0,10-14=0/927,9-14=877/0,9-15=0/592,7-15=-864/0, 7-16=88/279,1-21=0/1411,2-21=-1347/0,2-20=0/924,3-20=885/0,3-19=0/609, 5-19=-467/0,5-18=68/375,6-18=396/359,6-17=372/162 NOTES- 1)Unbalanced floor live loads have been considered for this design. ,1 /I 2)"Semi-rigid pitchbreaks including heels" end fixity model was used in e analysis sign of s truss. 3)Recommend 2x6 strongbacks,on edge,spaced rat 10-0-0 oc and fastened to each truss withd3-110d(0.131"X 3")nails. Strongbacks to ��`��ER P. ��A��i,� be attached to walls at their outer ends or restrained by other means. �%,•v P.•........ ••E N••••'Y+,j0 ♦♦, •• ,` S.•• �••• ,.0 + • No 22839 • .y TA -OF 4 1.O •,�ti�S,�ONA1111/II��% ittt Walter P.Finn PE No.22839 MiBTBk USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ANTE*REFERENCE PAGE 921.7473 rev.10/03/2015 BEFORE USE. jilt Design valid for use only with MTek®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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Mile k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII 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 36610 !Job ' Truss Truss Type Qty Ply 78729919 817208 F03 FLOOR TRUSS 2 1 l Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Al)19 2016 MiTek Industries.Inc.'rue May 31 10:4325 2018 Page 1 . ID:_8kMQOglCcvBYV7m4?iycCyToxk-AwtvfMNFKi121Rn_s68bGbog2XGo1 pSNC7tFnwzBObm 0-1-8 H 1 1-34 p I 1 1-9-0 1 1 1-7-4 I Scale8 1:342 4x4= 1.54 = 1.5x3 II 5x8 = 4x4= 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 0 4 '\ /e a o • •� / \ / \�� 'a 25 p ae e- - _ _ a fi • 23 22 21 20 1 18 17 16 15 14 13 1.5x3 II 4x4= 3x4 = 1.5x3 II 3x6= 4x4 = I 6-1-8 I _ 19-8-12 I 6-1-8 13-7-4 Plate Offsets(X,Y)— (11:0-1-8,Edael,I17:0-1-8.Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.15 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.23 15-16 >692 240 BCLL 0.0 Rep Stress Ina YES WB 0.45 Horz(TL) 0.03 12 rh/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight 105 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:19-20,18-19. REACTIONS. (lb/size) 23=325/0-5-4,12=736/0-3-4,19=1069/0.3-8 Max Gray 23=356(LC 3),12=741(LC 7),19=1079(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23-24=357/0,1-24=356/0,12-25--737/0,11-25=736/0,1-2=-280/0,2-3=-482/0, 3.4=-482/0,45=753/0,5-6=1906/0,6-7=-1906/0,7-8=-2128/0,8-9=2128/0, 9-10=-1684/0,10-11=727/0 BOT CHORD 21-22=0/482,20-21=0/482,17-18=0/1388,16-17=0/1906,15-16=0/1906,14-15=0/1992, 13-14=0/1360 WEBS 11-13=0/937,10.13=-879/0,10-14=0/451,9-14=-429/0,7-15=108/405,4-18=0/889, 5-18=-916/0,5-17=01774,6-17=-333/0,1-22=0/356,4-20=0/459,2-22=-275/39, 4-19=-1074/0 NOTESNOTES- 1) - 1)Unbalanced floor live loads have been considered for this design. , fit �/�� 2)All plates are 3x3 MT20 unless otherwise indicated. ,��`� �,'� .R f' p��0i, 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •�V A�.• " . /11,$ 4j 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,•Z • ��C E N 5�.;Y '0� be attached to walls at their outer ends or restrained by other means. • • •• 5)CAUTION,Do not erect truss backwards. No 22839• •e • • ‘:-,3..1 TA ,,,,,Zar".„.•,/:: • e, �s �0,; � �� s` , ,ON Ai- ` //I,I, iit‘ Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 991-7473 rev.10'03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters sham,and is for an individual building component,notIII a truss system.Before use.the budding designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available horn Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply ' T8729920 817208 F04 'FLOOR TRUSS 2 1 Job Reference tootiona0 Builders FirstSotace, Jadcsonv9e,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:25 2016 Page 1 ID:_8kMQO91CcvBYV7m49iycCyToxk-AwNfMNFK y21Rn_s88bGbotgXGT1 paNC7tFnwzBObm 0-1-8 H I 1a0 10-843 I 1 1-74 1 0-Itis Scale=127.5 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 4x4= 1.5x3 = 5x8= 4x4 = 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 8 9 B ® / - e a :> * N111 K. 4x4 = 4x4 = 1.5x3 II 3x6 = 4x4= • I 2-1-12 2-0 15-10-12 I 2-1-12 0-1-12 1374 Plate Offsets(X,Y)— 19:0-1-8,Edoel,115:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (hoc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.15 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.24 13-14 >687 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:87 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 10=717/0.34,17=992/0-3-8 Max Gray 10=730(LC 4),17=992(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 10-21=726/0,9-21=-725/0,2-3=644/0,3-4=1830/0,45=1830/0,5-6=2073/0, 6-7=-2073/0,7-8=-1649/0,8-9=715/0 BOT CHORD 15-16=0/1290,14-15=0/1830,13-14=0/1830,12-13=0/1947,11-12=0/1336 WEBS 9-11=0/921,8-11=-864/0,8-12=0/435,7-12=-414/0,5-13=-93/483,2-16=0/857, 3-16=-905/0,3-15=0/852,4-15=-362/0,2-17=919/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `,jl% '1111Iii,,,, be attached to walls at their outer ends or restrained by other means. ,,0 , ER P. F� # I 5)CAUTION,Do not erect truss backwards. `,`* .•;G E N S�;� �• ..s.sy*; i No 22839 * :?�� TA F Walter P.Ann PE No.22839 Meek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 4 r A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 981.7473 rev.10/03/2015 BEFORE USE. IIII Design valid for use only with MiTek®correctors.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 budding 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,see ANSI/7PIM 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 36610 Job • ' Truss Truss Type Qty Ply 78729921 817208 F05 FLOOR TRUSS 6 1 Job Reference factional) Builders FirstSorrca, Jacksonvile,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:4326 2016 Page 1 ID:_8kMQQ91CcvBYV7m4?iycCyToxk-eBRHtiOt5?4wbMAPpfgpPLgYxc1 mERXRndpKNzBObI 0-1-8 H I 1-34) I 4:10_11 1-10-4 1 sea ee---127.5 4x4= 4x4= 1.54= 3x4 = 4x4=1.5x3 II 34= 1.54 II 34= 3x4 = 1.54= 1 2 3 4 5 6 7 8 9 e e qq . s e s.---TN\I\ X 1/' N.Z M 17 16 15 14 13 12 11 3x3= 4x6= . 3x4= 4x4= 1.5411 3x6 = 3x4= 44= 3x3= I 15-10-12 I 15-10-12 Plate Offsets(X.Y)— 11:Edae.0.1-81,19:0-1-8,Edae).115:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in Doc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.18 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.28 13-14 >664 240 BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight 84 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=854/0-3-4,10=854/0-3■4 FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 18-19=-852/0,1-19=-851/0,10-20=-850/0,9-20=849/0,1-2=-859/0,2-3=-2038/0,3-4=2712/0,4-5=-2712/0, 5-6=-2715/0,6-7=2715/0,7-8=-2049/0,8-9=-855/0 BOT CHORD 16-17=0/1604,15-16=0/2487,14-15=0/2712,13.14=0/2712,12-13=0/2471,11-12=0/1605 WEBS 9-11=0/1103,8-11=-1043/0,8-12=0/617,7-12=-587/0,7-13=0/331,5-13=-361/250,1-17=011108,2-17=-1036/0, 2-16=0/604,3-16=-624/0,3-15=0/663,4-15=-401/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,,,''� �,,I,,, `1% %1 ER P F�ti 0�i ,sitri , ,••• v� F •• No 22839 - 17. ( i r • 1 • •f O� l TA t F F V Walter P.Finn PE No.22339 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 11I-7173 rev.10/03/2016 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 MiTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 38810 Job Truss Truss Type Qty Ply T8729922 817208 F06 FLOOR TRUSS 6 1 Job Reference(ootional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries.Inc.Tue May 31 10:43:26 2016 Page 1 I D:_8kMQOg ICcvBYV7rn47rycCyToxk-e6RHtiOt544wbMAPpfgppLrhxdimEVXRndpKNzBObl I 1-3.0 I 1, :Q I 1-8-8 I Off Sale=127.1..,. 454= 4x4 = 3x4 = 4x4 = 1.5x3 I I 3x3= 1.5x3 I I 3x3= 3x4 = 1.5X3 = 1 2 3 4 • 5 6 7 8 9 a e • e d e y N '/" \./ _ 19 q e s e 18 17 18 15 14 13 12 11 1.5x3 II 4x6= 3x4 = 4x4= 1.5x3 II 3x6= 3x4 = 4x6= 3x3= I 15-7-8 I 15-7-8 Plate Offsets(X,Y)— 11:Edge,0-1-81,19:0-1-8,Edael,115:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.17 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.27 13-14 >697 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.04 10 cafe n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:82 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=849/Mechanical,10=843/0-3-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-846/0,10-19=838/0,9-19=837/0,1-2=809/0,2-3=1980/0,3.4=2638/0,45=2638/0,5-6=-2654/0, 6-7=-2654/0,7-8=201310,8-9=-842/0 BOT CHORD 16-17=0/1550,15-16=0/2423,14-15=0/2638,13-14=0/2638,12-13=0/2423,11-12=0/1581 WEBS 9-11=0/1086,8-11=1027/0,8-12=0/601,7-12=571/0,7-13=0/314,5-13=334/256,1-17=0/1100,2-17=-1030/0, 2-16=0/598,3-16=616/0,3-15=0/635,415=380/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacics,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 5)CAUaTIO�Do otto lse at trussir outer bacckwardsrrestrained by other means. ,.0%1 ER,P�p/,♦i d. No 22839 1.33,14.0ei1. A1 F •��/, IO N A,• 04,•• Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 I i ®WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MF7473 rev.1a03/2016 BEFORE USE i. Design valid for use only with MTek®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 andl /or ard members only.Additional temporary and permanent bracnp MI l;� ake 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,see ANSVTP11 Duality Criteria,DSB-$9 and BCSI Building Component 6904 Parke East Blvd. Safety Informason available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job . ' Truss Truss Type Qty Ply T8729923 817208 F07 FLOOR TRUSS 2 1 Job Reference(option() Builders FiratSouce, Jatlaonvib,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Tue May 31 10:43:27 2016 Page 1 ID_8kMQ0glCcvBYV7m4?IycCyToxk-71 f42PWaJCmXIxNz)(A3L0t31LvGVeZgIRMMspzB0bk 0-1-8 H I 1-34/ I 1.c8g._I 1 1-9-12 i a =1:34.8 1.5x3 = 4x6 I I 248 II 3x6 II 3x6 II 44 II 2x6 II 5x6 II 1.5x3= 1 2 23 3 4 5 6 7 8 9 10 11 e • • e o 7 ii 7,,-..,,,,,,,,,e,,, ,,s,,,. 7.„,\N NA .-r,'N-,{, 17 e oo r� 21 20 19 18 17 16 15 14 13 7x14 MT2OHS= 546 II 3x8 II 2x6 I I 203 11 I 19-8-12 I 19-8-12 Plate Offsets(X,1)— 11:0-1-8,0-0-81.17:0-3-0,Edoel.111:0-1-8.0-0-81.111:0-1-8,Edoel,116:0-3-0.0-0-01117:0-3-0,Ednel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.29 17-18 >801 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.46 17-18 >508 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Inc( NO WB 0.73 Horz(TL) 0.08 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:161 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=1986/0-5-4,12=1295/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-22=-1979/0,11-12=-1289/0,1-2=-2381/0,2-23=5777/0,3-23=-5777/0,3-4=-6837/0, 4-5=-6837/0,5-6=-6805/0,6-7=-6485/0,7-8=5500/0,8-9=-5500/0,9-10=3812/0, 10-11=1450/0 BOT CHORD 20-21=0/4650,19-20=0/6897,18-19=0/7030,17-18=0/6485,16-17=0/6485,15-16=0/6485, 14-15=0/4761,13-14=0/2826 WEBS 11-13=0/1861,10-13=-1789/0,10-14=0/1305,9-14=1256/0,9-15=0/958,7-15=-1533/0, 7-16=0/410,1-21=0/3057,2-21=-2949/0,2-20=0/1491,3-20=-1481/0,3-19=-286/0, 4-19=0/302,5-19=-250/0,5-18=541/0,6-18=0/883,6-17=572/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. oto11111111//4 2)All plates are MT20 plates unless otherwise indicated. �� gI 3)All plates are 6x8 MT20 unless otherwise indicated. ,,0 , R P. p��isi 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ♦♦♦�P.•• ENS.;:-' 4 �• 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,. •\ .• �• • be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient •to support concentrated load(s)1219 lb down at 3-11-8 on top : No 22839 ••. r chord. The design/selection of such connection device(s)is the responsibility of others. *� :1 ;* 7)In the LOAD CASES)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 'fl • ‘ ICr.:,:: 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �� 1. I TAT tit/ Ft Loads(plf) i3O t Q' ♦.. Vert:12-22=10,1-11=100 °• (` ••, R i Concentrated Vert:z oad 139(F) i0��tS�O N........ .Gs:44:1 ,, •ffilit Walter P.Ron PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MBTEK REFERENCE PAGE IN1-7473 rev.10103/2015 BEFORE USE , la Design valid for use only with MiTeke 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSUTPII 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 36610 Job Truss Truss Type Qty Ply 78729924 817208 F08 FLOOR TRUSS 2 1 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc. Tue May 31 10:43:28 2016 Page 1 . ID:_8kM QOgICcvBYV7m4?iycCyToxk-bVY 1 I N P8dd Kd9vVVZX EiluEQASkIhE77qu56wOFzBObj 1 1-3-0 I I 1-5-12 I 1.5x3 = Soale v 1:11.9 6x8 = 2x6 II 3x6 II 4x6 I i 1 2 3 10 11 4 • • o l • e e e e 1.54 II 4x6 = 9 8 7 6 4x6 = 2x4 II 4x4 = I--- 4A4__ I 5-10-4 I 4-14 1.6-0 Plate Offsets(X,Y)— 12:0-3-0,Edge],14:0-1-8,0-0-81 f4:0-3-0,Edge],15:Edge,0-1-8],18:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.06 6-7 >999 360 MT20 244/190 TCDL 10 0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.09 6-7 >778 240 BCLL 0.0 Rep Stress lncr NO WB 0.58 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014TTPI2007 (Matrix) Weight:42 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1239/Mechanical,5=1664/0-7-4 FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-1293/0,4-5=-1673/0,1-2=-168410,2-3=-1684/0,3-10=-934/0,10-11=-941/0,4-11=-948/0 BOT CHORD 7-8=0/1684,6-7=0/1684 WEBS 1-8=0/2192,2-8=-1213/0,4-6=0/1216,3-6=-986/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge.spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)792 lb down at 1-4-8,and 802 lb `,,,0111 1l t l/llllj down at 3-4-8.and 836 lb down at 5-4-8 on top chord. The design/selection of such connection device(s)is the responsibility of `,N , ER P. p, I�� others. ♦ \Q`••••••• 4" 7)In the LOAD CASE(S)section.loads applied to the face of the truss are noted as front(F)or back(B). •:�� V..•0 E N u1'L.•••y ��i• ' LOAD CASE(S) Standard No 22839 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 r.- * �. rte — * Uniform Loads(plf) e * . j Veil: Load (I1-4=-1 00 : j '• Concentrated Loads(Ib) .i.-3211.4! � • 1 .. Vert2=-749(F)10=-749(F)11=-781(F) •. TAIL F 115 i��/1s, 1 N A\.- Wafter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8411.7473 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,notlig a truss system Before use.the budding designer must venty the applicability of design parameters and properly incorporate this design into the overall budding design Braang indicated is to prevent budding of individual truss web and.'or chord members only Additional temporary and permanent bracing Mill** is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,eredion and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N Lee Street.Suite 312,Alexandria.VA 22314 Tampa,FL 36610 Job . ' Truss Truss Type Oty Ply 18729925 817208 F09 FLOOR TRUSS 7 1 Job Reference(ootional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Tue May 31 10:4328 2016 Pape 1 ID:_8kMQOglCcvBY V7m4?iyCCyToxk-bVY 1 I N PBddKd9vWZXEiI uEQAPkLDE8rq u56wOFzBObj 0-1-8 H I 1-3.0 I I 1-8-8 11 1-0'0 i0418 Scale=1:27.8 4x4= 4x4= 1.5x3 = 3x4 = 34= 1.5x3 II 313= 1.5x3 I I 34= 3x4 = 1.54 = 1 2 3 4 5 6 7 8 9 0 • e e o 0 'I / X / —/ N.—,,'.\-./ • 'i 17 16 15 14 13 12 11 34= 4x6 = 3x4= 1.54 II 3x3= 34= 354 = 44= 34= i I 16-1-0 I 16-1-0 Plate Offsets(X,Y1— I1:Edoe,0-1-8],19:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.22 13-14 >882 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.34 13-14 >567 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight 85 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=865/0-3-4,10=865/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 18-19=-864/0,1-19=-863/0,10-20=-860/0,9-20=859/0,1-2=865/0,2-3=-2086/0,3-4=2679/0,4-5=2679/0, 5-6=2767/0,6-7=2767/0,7-8=-2080/0,8-9=-867/0 BOT CHORD 16-17=0/1609,15-16=0/2679,14-15=0/2679,13-14=0/2834,12-13=0/2521,11-12=0/1626 WEBS 1-17=0/1115,2-17=1035/0,2-16=0/663,3-16=860/0,3-15=0/303,9-11=0/1119,8.11=1055/0,8-12=0/631, 7-12=-614/0,7-13=0/333,5-1401/185 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '1%%111111118/1 ii. ,,'18,1,,, .•..‘ix \1 ER P. pii,�. .�.�P•'GE/V .'4 ., .• \. s4 •.• ',t. No 22839 *; �,J , •..* on • * ?3"v TATS 1F • �: :O . I #i F• • • R 1'''\,9,..t....��, 44� Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 93610 Date: May 31,2016 P A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 rev.1003/2015 BEFORE USE. lilt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or thord members only.Additional temporary and permanent bracing MI lake is always required for stability and to prevent collapse wtlh possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of busses and truss systems,see ANSI/7P11 Quality Criteria,DSB-89 and BCS!Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qtly Ply T8729926 817208 F10 FLOOR TRUSS 1 1 Builders FirstSource, Jacksonville,FI 32244 7.640 i Apr 19 2016 1NcAAiT tries,Inc.Tue May 31 10:43:29 2016 Page 1 • ID:_8kM0oglCcv13YV7m4?iycCyToxk-3h6CIVIQmOwSUm3515yDXR RzSnBegzdsz7lrTwizBObi 0-1-8 H 1-343 I 1 1-1012 I I 1 .0.0 1 I —I 0 sle=127.E 3x4= 1.573 = 5x8 = 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 9 • e • • • • e_ e • ..,_21 I\,/ \ / 22 _ – ./ \ — e - o o - � e e e 2*1 19 18 17 16 15 14 L 12 11 4x4 = 1.5x3 II 1.5x3 II 4x4 = 1 12-3-4 I 16.1-0 I 1234 39-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Doc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.09 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.13 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 13 Na Na BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:871b FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 20=618/0-3-8,10=54/0-3-8,13=1057/0-3-8 Max Uplift 10=86(LC 3) Max Gray 20=622(LC 10),10=168(LC 7),13=1057(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 20-21=616/0,1-21=-616/0,1-2=593/0,2-3=-1307/0,3-4=-1456/0,4-5=1172/0, 5-6=-298/0 BOT CHORD 18-19=0/1109,17-18=0/1456,16-17=0/1456,15-16=0/1456,14-15=0/861,13-14=528/0, 12-13=528/0 WEBS 1-19=0/762,2-19=719/0,2-18=0/275,3-18=-272/0,6-14=0/880,5-14=-796/0, 5-15=0/447,415=-464/0,6-12=0/527,6-13=-1071/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 lb uplift at joint 10. `,`, 111 f f�� 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,,•r ,� �.R P. A-41 1, 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ♦ ..S •.. ... �/�! be attached to walls at their outer ends or restrained by other means. ,� `►'•••\C E N S r �0j 6)CAUTION,Do not erect truss backwards. •s •• �' F•••• • No 22839 F i .".1.O • • • ° X • ♦ . Walter P.Ann PE No.22839 MiTek USA.Inc.R Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 - t t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10'03/2016 BEFORE USE NI Design valid for use only with MiTek€connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing M'Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII 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 36610 Job Truss Truss Type Qty Ply T8729927 817208 F11 FLOOR TRUSS 1 1 I Job Referen_ce,oyjonall) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Tue May 31 10:43:30 2016 Page 1 . I D:_8kMQOgI CcvBYV7rn4?iycCyToxk-Xtgoj3R08Ea LODgyefkmzfVZgY 1 ri_Y6L PbOT8zBObh • 0-1-8 H 1 134 I 1 1-10-12 II 1-0-0 11-0-84-1 0-h8 • Scale=127.8 ete.ii,.41healkeillgiNisr 1.5x3 = 1.59 = 4x6 II 3x6 II 3x8 II 3x6 II 4x6 II 8x10 = 2x8 II 2x8 II 3x6 II 1 2 3 4 5 21 22 6 7 8 9 _s -e• • e e- e_ o eo \ — — �� _ _ y� e e - o e s e �xej 1 19 18 17 16 35x311/= 5 14 a 12 11 •_ 3x3= 4x4 = 3x3 = 1.5x3 I I 1.5x3 I I 3x3= 5x6 = 3x3 II 3x4= 3x3= 3x3= I 12-3-4 I 16-1-0 I 12-3-4 3-9-12 Plate Offsets(X,V)-. 11:0-1-8.0-0-81,17:0-3-0,Edgel.I8:0-3-0,0-0-01,19:0-1-8,0-0.81.112:0-1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.06 17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.09 17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code FBC2014fTP12007 (Matrix) Weight:108 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:13-14,12-13,11-12. REACTIONS. (lb/size) 20=674/0-3-4,10=-153/0-3-4,13=2042/0-3-8 Max Uplift 10=-298(LC 3) Max Grav20=677(LC 10),13=2042(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-20=-671/0,9-10=0/327,1-2=-684/0,2-3=-1532/0,3-4=-1773/0,4-5=-1620/0, 5-21=-341/0,21-22=-341/0,6-22=-341/0,6-7=0/542.7-8=0/542.8-9=0/541 BOT CHORD 18-19=0/1271,17-18=0/1773,16-17=0/1773,15-16=0/1773,14-15=0/1429,13-14=-972/0, 12-13=-972/0,11-12=-542/0 WEBS 1-19=0/882,2-19=-797/0,2-18=0/401.3-18=-403/0,6-14=0/1628,5-14=-1519/0, 5-15=-128/272,9-11=-688/0,8-11=0/336,6-12=0/687,7-12=-321/0,6-13=-2041/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing late capable of withstanding 298 lb uplift at joint 10. ,11111111 the 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,,% �-c ER P p. iei 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,`� --kix,.•'•E •. •61_'jam be attached to walls at their outer ends or restrained by other means `� �, �i C s�••• i. 5)CAUTION.Do not erect truss backwards. i 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)737 lb down at 10-4-4,and 236 lb •; N O 22839 I. down at 11-5-12 on top 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). 1116\* LOAD CASE(S) Standard ��I TA F 1)Dead•Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 •4r1: Uniform Loads(plf) 0% • -i Vert:10-20=-10,1-9=-100 '�� ee • R 1 t"_---. ." 41. Concentrated Loads(Ib) Vert:21=-657(F)22=-165(F) �ItSpO N A1_E��, illi.111111 10- Wafter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 a WARNING..Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hal-7473 rev.10/03/2015 BEFORE USE. Design valid for use only vain MiTeke connectors This design is based only upon parameters shown.and is for an individual building component.not put a truss system.Before use,the building designer must venfy the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indrvrdual truss web andior chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse win possible personal injury and property damage For general guidance regarding the fabncauon,storage.delivery,erection and bracing of trusses and truss systems.see ANSUTPN 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 36610 Job Truss Truss Type Qty Ply T8729928 817208 F12 FLOOR TRUSS 2 1 ' ,Job Reference(aotionan Builders FirstSource, Jadtsonvile,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:30 2016 Page 1 • I D:_8k MQ 0g I CcvBY V 7m4?iycCyToxk-Xtgo)3R08EaL0 DgyetkmzNaYY_4i6g6L Pb0T8zB0bh 0-1-8 H I 1-3-0 I I 2-1-0 _ Seale=1,,1:17.6 1.5x3 = 3x3= 3x3 = 3x4= 1 3x4= 2 3 43x3= 5 aa • e y e 1 J o q Z.-- Y e ° .e- U .. 11 10 9 8 7 6 3x4 = 3x3= 1.5x3 I I 1.5x3 I I 3x4 = 3x3= 1.5x3 II I 10-2-8 I 10-2-8 Plate Offsets(X,Y)— (5:0.1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.12 9-10 >980 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.18 9-10 >685 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight 53 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=545/0-3-4,6=551/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 12-13=-537/0,1-13=536/0,5-6=-528/0,1-2=-506/0,2-3=1058/0,3-4=-1052/0,4-5=-477/0 BOT CHORD 10-11=0/952,9-10=0/1052,8-9=0/1052,7-8=0/1052 WEBS 1-11=0/650,2-11=620/0,5-7=0/649,4-7=781/0,4-8=0/250 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. .%•",1ER �P/F , ♦. .•''GENS 4, •• No 22839 LI *; .* • 'til:r ; tl*'� '' = ` TAI "OF A Walter P.Ann PE No.22839 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 k a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI-7473 rev.1010.3/2013 BEFORE USE. Mil Design valid for use only with MTek®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 budding of individual truss web and/or lard members only. Additional temporary and permanent bracing M iTe k• is always required for stabiity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSVTPII 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 36610 ;Job . ' Truss `Truss Type Qty Ply T3729929 817208 F13 FLOOR TRUSS 1 1 Job Reference(optional) Builders FirstSource, Jadrsonvile,Fl 32244 7.640 sApr 192016 MiTek Industries,Inc.Tue May 31 10:43:31 2016 Page 1 I D:_8kMQ OglCra/BYV7m47rycCyToxk-?4EAwPS0vVICOMF8CNF?Ws21?yK_RS WGa3Ka?azB0bg 0-1.8 F-i I 1-3-0 1 I 1-10-12 1 1 1-0-0 1 sclt 1.5x3 = 1.54= 4x6 I I 3x6 I I 356 II 34 II 44 II 556 II 1 2 3 4 5 15 18 8 • • 1.: \ —• . N.NZ 11T I ik e• r 13 12 11 10 9 8 3x3= 4x6 = 3x3= 1.5x3 II 1.5x3 II 3x3= 5x6= 4x4= 12-4-12 I 12-4-12 Plate Offsets(X,Y)— 11:0.1-8,0-0-81.16:0-3-0,Edoel,16:0-1-8,0-0-81,17:Edge.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (lcc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.07 10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) -0.12 10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:81 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=768/0-3-4,7=1306/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-763/0,6-7=-1299/0,1-2=-787/0,2-3=-1856/0,3.4=2258/0,4-5=-2260/0,5-15=-1180/0,15-16=-1185/0, 6-16=1188/0 BOT CHORD 12-13=0/1463,11-12=0/2258,10-11=0/2258,9-10=0/2258,8-9=0/2224 WEBS 6-8=0/1531,1-13=0/1016,5-8=-1409/0,2-13=919/0,2-12=0/585,3-12=-623/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)643 lb down at 10-4-4,and 247 lb 11111111/S. 5)In the LOAD CASE(S)down at 11-5-12 on section,loads. The applied to design/selection oface of the trussssare noted aon s frot)is he(F)or responsibility of others. ,`%•�Pt 1 ER P. pile,� ` .. e LOAD CASE(S) Standard •Z• '•'N., E DY 5'•••• ��1 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 • oilk Uniform Loads(plf) N o 22839 '. 1. Vert:7-14=-10,1-6=-100 r. *: .* Concentrated Loads(Ib) Vert:15=563(B)16=175(B) =1)' ..$a 't l0 TA- F • 4 • ' • 2% :i 4 O N A„ ss% Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 6694 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 I I A WARNING-Verify design paramefws and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*51.7473 rev.10/0332015 BEFORE USE IIIII Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building*component not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is aM'ays 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,see ANSVTPII Quality Criteria,DSB439 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 36610 Job Truss Truss Type Qty Ply T8729930 817208 F14 FLOOR TRUSS 1 1 Job Reference Motional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Tue May 31 10:43:31 2016 Page 1 I D:_8kMQOgICcvBYV7m4?iycCyToxk-?4EAwPSOvYiCOMF8CNF?Ws2oKyLdRXpGa3Ka?azBObg 0-1-8 H I 1-3.0 I I 1-10-12 1 1 1.0.0 I u4rt► x, :,. Scab=121.3 3x4 = 3x4= 1.5x3 = 1.5x3 = 1 2 3 4 5 8 0 5 16 m 0 Q I 4 e 'V' . • ,/ : . 3xo e e e 13 12 11 10 9 8 4x4= 1.5x3 I I 1.5x3 II 4x4= I 12-4-12 I 12-4-12 Plate Offsets(X,Y)— 16:0-1-8,Ed;el LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.09 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.12 11-12 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.39 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:65 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=662/0-3-4,7=662/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1415=657/0,1-15=-656/0,7-16=-658/0,6-16=-657/0,1-2=-637/0,2-3=-1435/0,3-4=-1657/0,4-5=1442/0, 5-6=-635/0 BOT CHORD 12-13=0/1191,11-12=0/1657,10-11=0/1657,9-10=0/1657,8-9=0/1183 WEBS 6.8=0/817,1-13=0/820,5-8=-762/0,2-13=-770/0,5-9=0/390,2-12=0/361,4-9=-439/0,3-12=-412/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `,,tt111I111►4j,III • 1ER P. • Nr.• 'C'rENS •ti4, • No 22839 • : . r * = f ..,......:,,, , :cr z ' i,s:::: F /Pi: O� Walter P.Finn PE No.22839 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 t I A WARPING-Verify design parameters and READ NOTES ON THIS AND INCLUDED a8TEK REFERENCE PAGE 6111-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MTek®comectors.This design is based only upon parameters shown,and is for an individual building component,not I NI 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 budding of individual truss web and/or Mord members only. Additional temporary and permanent bracing M 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,see ANSUTPII Quality Criteria,D88-89 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 36610 Job '`Truss Truss Type IQty Ply 18729931 817208 F15 FLOOR TRUSS 3 1 I Job Reference(optional) Bonders FirstSoi rce, Jacksonville,Fl 32244 7.840 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:32 2016 Page 1 ID_BkMQOglCcvBYV7m47rycCyToxk-TGoYBRegrg2dWgKm4mE24bz5MhMA_8Ppj47X1zBObf 0-1-8 H I 1-3-0 I I 1-9-0 I I 1.0-0 I .-4,10111411860,,- Sale=121.0 cal_... . 3x4= 1.5x3 = 3x3= 3x3= 3x3= 3x4= 1 2 3 4 5 6 a a 5 3 .\ e • ,-..,\. -\ • o e ik To 12 11 10 9 8 e 7 34= 4x4 = 3x3= 1.5x3 I I 1.54 II 3x3= 4x4= 1.54 I I I 12-1-8 I 12-1-8 Plate Offsets(X,Y)— f6:0-1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (bc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.08 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.11 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 7 Na n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight 63 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=650/0-3-4,7=657/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 14-15=-645/0,1-15=645/0,6-7=-652/0,1-2=624/0,2-3=-1398/0,3-4=-1604/0,4-5=1393/0,5-6=-596/0 BOT CHORD 12-13=0/1167,11-12=0/1604,10-11=0/1604,9-10=0/1604,8-9=0/1139 WEBS 6-8=0/809,1-13=0/803,5-8=-756/0,2-13=-754/0,5-9=0/379,2-12=0/343,4-9=-425/0,3-12=-388/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 0%1111111/it,i'` • E.R P, ,, �' .` -4.4. CENd•• I/ 0 • . • • No 22839 . T. I.�.4 TA 40F �: :Oi•. iii, IVO Walter P.Ann PE No.22839 MiTek USA Inc.A.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERENCE PAGE 981-7473 rev.10/0.3/2015 BEFORE USE. NI , Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding 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.see ANSUTPII Duality Criteria,DSB-89 and BCSI Building Component 8904 Padre East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 38610 Job Truss Truss Type Qty Ply T8729932 817208 F16 FLOOR TRUSS 1 1 nal) Builders FiMSou ce, Jacksonville,Fl 32244 Job Reference(ouikIndu 7.640 s Apr 19 2016 Mfl ek Industries,Inc.Tue May 31 10:43:33 2016 Page 1 ID:_8kMQOglCcvBYV7m47rycCyToxk-xSMWL5TGR9zvF9PViMnHTbH71 BI7evPVZ2Nph3TzBObe 0-1-8 °V H f 10 I I 1-8-8 I I 1-0-0 I Scale=128.3 1.5x3 = 1.5x3= 6x8= 5x6 II 4x6 II 2x6 II 3x8 II 2x6 II 3x8 II 5x6 II 6x8= 1 2 3 4 5 6 7 19 8 9 • e • o le .1 :1- ZV Ne,/1 .i,,,N.....N.'-1777/7...."7.77774-77AN.N.'N''',-- /.74± e • d 17 16 15 14 13 12 11 6x8= 6x8= 5x6 11 24 II 3x6 II 5x6 II 5x8 II 6x8= 6x8= 1 4-0-0 I 16-1-0 I 4-0-0 12-1-0 Plate Offsets(X,Y)— f1:0-1-8.0-0-81,13:0-3-0,Edael.[4:0-3-0.0-0-01.19:0-1-8.Edael.[9:0-1-8,0-0-8L(15:0-3-0,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.17 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) -0.27 13-14 >697 240 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:132 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=1085/0-3-4,10=1575/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-1087/0,9-10=1570/0,1-2=-1186/0,2-3=-3087/0,3-4=-4145/0,45=4145/0, 5-6=-4867/0,6-7=-4867/0,7-19=-4341/0,8-19=-4341/0,8-9=1867/0 BOT CHORD 16-17=0/2275,15-16=0/4145,14-15=0/4145,13-14=0/4709,12-13=0/5068,11-12=0/3633 WEBS 1-17=0/1522,2-17=1415/0,2-16=0/1074,3-16=-1421/0,3-15=0/453,9-11=0/2397, 8-11=-2295/0,8-12=0/937,7-12=962/0,7-13=369/0,6-13=0/252,5-13=0/326, 5-14=-982/0,4-14=0/383 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbadcs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,‘0111111111/11_� 4)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)998 lb down at 12-3-4 on top chord. `0 .R P F'1,,� The design/selection of such connection device(s)is the responsibility of others. s•441;•,\...•••' '• 4/A-e, 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). :••• •% .•Z\C E N S.•.•y his LOAD CASE(S) Standard • % • . 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 * NO •: Uniform Loads(plf) - �+-�, Vert:10-18=-10,1-9=100 E Concentrated Loads(Ib) i • i ' Vert:19=918(8) I. .:•• �O. T:N2A213:Fo:.... Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE*11.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding 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,see ANSVTPII 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 36610 Job 'Truss Truss Type Qty Ply T8729933 817208 F17 Floor Truu 1 1 Job Reference(optional) Builders FaatSaace, Jacksonville,FI 32244 7.640 s Apr 19 2016 Mask Industries,Inc.Tue May 31 10:43:33 2016 Page 1 ID_8kMQOglCcvBYV7rn4?ycCyToxk-xSMwL5TGR9zvFgPWKnHTbH71TI1dvPvZ2Nph3TzB0be 0.1-8 t��,e H I 1"M I I 1-9-0I S128.3 4x4= 4x4= 1.54 = 3x4= 34= 1.54 I I 34= 1.5x3 II 34 = 3x4= 1.54 = 1 2 3 4 5 6 7 8 9 • o g19 x \ /1: 1114\ r o 6 e e 17 16 15 14 13 12 11 3x3= 4x6= 3x4= 1.54 II 3x3 = 3706= 3x4 = 4x6= 34= I 16-4-8 I 16-4-8 Plate Offsets(X,Y)— f1:Edoe,0-1-81,f9:0-1-8,Edoel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.24 13-14 >795 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.38 13-14 >511 240 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC20141TP12007 (Matrix) Weight 86 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=881/0-5-4,10=881/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 18-19=-881/0,1-19=880/0,10-20=-877/0,9-20=-876/0,1-2=-883/0,2-3=-2137/0,3-4=-2766/0,4-5=-2766/0, 5.6=2854/0,6-7=2854/0,7-8=2130/0,8-9=886/0 BOT CHORD 16-17=0/1641,15-16=0/2766,14-15=0/2766,13-14=0/2944,12-13=0/2590,11-12=0/1660 WEBS 1-17=0/1139,2-17=-1054/0,2-16=0/690,3-16=-910/0,3-15=0/327,9-11=0/1143,8-11=-1077/0,8-12=0/654, 7-12=-640/0,7-13=0/358,5-14=-409/193 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,1111111 Ca v-XE.• ,.I p/0 I, e. •�`� •. v� $. No 22839 '.. .. *: 71 :* .. r. • t :Cf‘.: '''4:7: * :� �� TA4 11 il 1:21/4)/0 N:At\'9--1:''''- F F.:;13( �O Walter P.Finn PE No.22839 MiTek USA,Inc.R Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 1 r . mil. A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74731ev.11/03/2015 BEFORE USE Design valid for use only with MiTek€connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSVTPH Quality Criteria,DSB-89 and BCSI Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply - 78729934 817208 F18 Floor Truss 1 1 Job Reference footiona0 Builders FirstSo roe, Jacksonville,Fl 32244 7.640 s Apr 19 2016 Welt Industries,Inc.Tue May 31 10:43:34 2016 Page 1 • I D:_8kMQ OglCcv8YV7m4?iycCyToxk-PfvJYRUvCT5mtgzjtVoi8VgLl9UleumiG1 ZEcvzBObd 16x8= 130 2x6 `I 1-84 j 2x6 II 6x8 = 1 9 2 3 4 Some=1:9.5,,. N • • • • • 7 1,4 • 4x4 = 4x4 = 8 7 6 5 3x3 I I 3x3 I I I 4-11-4 I 4-11-4 Plate Offsets(X,Y)— 12:0-3-0,Edae1,F3:0-3-0,Edoel.F4:0-3-0.Edael.16:0-1-8,EdQe],17:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) Ildefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 IC 0.28 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(TL) -0.01 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:351b FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=757/Mechanical,5=663/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-750/0,45=655/0,1-9=723/0,2-9=723/0,2-3=-723/0,3-4=723/0 BOT CHORD 6-7=0/723 WEBS 4-6=0/924,1-7=0/924,2-7=-559/0,3-6=562/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)511 lb down at 1-1-0,and 479 lb down at 3-1-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. �� 00111111/i/1. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). , ' v'S P F�ER 0, A. LOAD CASE(S) Standard `:�• .".• ‘C' s '•' ..'i. 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 • Uniform Loads(plf) :' No 22839 Vert:5-8=10,1-4=-100 * {`1 ''* Concentrated Loads(Ib) • r Vert:3=-451(F)9=-453(F) =.� ,• �* j :11.0. TAX "OF 44•:: ��, c��;• •e R1 t.�,' Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East BNd-Tampa FL 33610 Date: May 31,2016 4 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*81.7473 rev.10/03/2015 BEFORE USE. iill• Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web andror chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation.storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII 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,Alexandra,VA 22314. Tampa,FL 36610 Job • Truss Inns Type Qty Ply • T8729935 • 817208 F19 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Jkille,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 10:43:34 2016 Page 1 ID:_8kMQOgl CcvBYV7m4?rycCyToxk-PfvJYRUvCT5mtgzjtVoi8VgOY9Xre_5iG1 ZEcvzBObd 0-1.8 0+8 ' Scab=127.9 . - -.4u... .may---. ---.. ;,,}yrr:.4-.- wk, 3x3= • 1 2 3 4 5 8 7 8 9 10 11 12 13 e o e e e e e e e e. e e . :t. \ e e e e e o o e e o e e e 28 25 24 23 22 21 20 19 18 17 16 15 14 3x3= 3x3= 3x3 = I 1-6-12 I 2-10-12 ) 4-2-12 j 5-6-12 j 6.10-12 ) 8-2-12 j 9-6-12 I 10-10-12 I 12-2-12 ) 13-6-12 i 14-10-12 1 16-4-8 j 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1.4.0 1-4-0 1-4-0 1-4-0 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:74 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 16-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,24,23,22,21,20,19,18,17,16,15 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks.on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails- Strongbacks to be attached to walls at their outer ends or restrained by other means. %N. ER I P.I F''"i • • No 22839 - * = ' • : TME' F ./► 't,,5/0NA� % Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 mut A WARNING-Verify design perimeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03!2015 BEFORE USE. Design valid for use only with MiTek*connectors This design is based only upon parameters shown.and is for an individual building component.not a truss system.Before usethe building designer must vent'the applicability of design parameters and property incorporate this design into the overall building design Braong indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary aro permanent bracing M i Tek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncatron,storage,delivery.erection and bracing of trusses and truss systems.see ANSI/TPt1 Quality Critena,DSB-89 and BCSI Building Component 6904 Parke East Bivd. Safety Information available from Truss Plate Institute,218 N Lee Street.Suite 312.Alexandra.VA 22314 Tampa,FL 36610 Job Truss Truss Type Qty Ply T8729936 817208 F20 Floor Truss 1 1 Jop Ref ence_Optional) 1 Builders FirstSource, Jacksenvilla,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:35 2016 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-urThmnVXzmDdU YvRCKxgiDMFZhcNDDsVhIn8LzBObc 0-1-8 I—I I 1-3-0 I I 0-11-8 1.5x3= Scab=1:11.8 5x8 II 2x6 I I 3x6 II 4x6 I I 1 10 2 3 11 4 0 v e e e b 1.5x3 II 4x6= 9411111111111111011" 8 7 6 5 5x6 = 4x4 = 2x4 II I 311$ I 5-4-0 3-11-8 1-4-8 Plate Offsets(X Y1— f1:EdQe,0-1-81.I1:0-1-8.0-1-8L f2:0-3-0,Edoe1,[4:0-3-0,Eddel,f5:0-1$,Edoel,18:0-1-8,Edoel.f9:Edoe,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Mc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0 87 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.07 6-7 >918 240 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:38 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1340/0-7-4,5=1018/Mechanical Max Gray 9=1357(LC 3),5=1018(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-1411/0,4-5=-1030/0,1-10=-1451/0,2-10=-1441/0,2-3=-1448/0,3-11=-801/0, 4-11=-801/0 BOT CHORD 7-8=0/1448.6-7=0/1448 WEBS 4-6=0/1063.1-8=0/1838,3-6=-859/0,2-8=-879/0,3-7=-271/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge.spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 1 �„ be attached to walls at their outer ends or restrained by other means. `s%%" I it. 5)CAUTION,Do not erect truss backwards. %%� -c eR P. FSA/ei 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)643 lb down at 0-5-12,590 lb down `�V`PL.••••E N • 'vp/I at 2-5-12,and 630 lb down at 3-5-12.and 170 lb down at 3-9-4 on top chord. The design/selection of such connection device(s)is the • \ - S ••. 40 •responsibility of others. • N., • i 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). • • No 22839 39 LOAD CASE(S) Standard *; I 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 *i Uniform Loads(plf) +..0 • '' • Vert:5-9=-10,1-4=-100 :�.. 'STATE: 'flF '':'� . • Concentrated Loads(Ib) Q"_•_ . v�Is'-''''!_I • Vert:3=-557(F)10=-589(F)11=-647(F=-557,6=-90) • it.. JRi ��• i�t��s O N A'iiiiiiiy 0 Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 6111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekc%connectors This design is based only upon parameters shown.and is for an individual budding component.notIIII a truss system Before use,the building designer must venfy the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Addlional 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 tabncafion,storage.delivery.erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DS/3-89 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 36610 Job ' Truss Truss Type Qty Ply 78729937 817208 F21 Floor Truss 1 1 Job Reference(optional) Builders FkstSouroe, Jaduonvkle,FI 32244 7.640 s Apr 19 2016 MITek Industries,Inc.Tue May 31 10:43:35 2016 Page 1 ID:_8kMQOgICcvBYV7m4?iyeCyToxk-urThmnVXzmDdU YVRCKx9IDY0Zs7NPUsVhIn8LzBObC 0-1-8 11—I z>f'= 1-3-0 2 115X) II 0-64 4 115x3 II 43x3= Scale=1:9.6 �� r r M■ 9 ,, II, 1.5171 i ■E \■ NM I.. INN MI MI ra M . 3x3= 3x3 = 8" 7 6 5 ya = 1.5x3 II I 3-7-12 I 3-7-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:23 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=184/0-3-4,5=190/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbac ks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. No 22839 s.:;--:*--.:1,,,y15 TAT -,..6:F.,!:'§ • Walter P.Ann PE No.22839 MiTek USA,Inc.A-Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 AWARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/0317015 BEFORE USE mg Design valid for use only with MTek®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 budding of individual truss web and/or chord members only. Additional temporary and permanent braarq MITe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricbtbn,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTPI1 Quality Criteria,OSB-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. Tanga,FL 36610 ,Job Truss Truss Type [Oty Ply • 1817208 F22 FLOOR TRUSS 1 1 78729938 l Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7040 s Apr 19 2016 Welt Industnes,Inc. Tue May 31 10.43:35 2016 Page 1 I D:_8kMQOg I CcvBYV7m4?iycCyToxk-urThmnVXzmDdU_YvRCKxgiDXGZr3NOWsVhI nBLzBObc I 1-4-8 I I 1-8-4 I 1 3x3= 2 1.5x3 II 3 1.54 II 4 3x3 = Scale=1:9.5 . e o • 7 y : 34= 34= 8 7 6 5 1.54 II 1.54 II I 1-6-0 I 3-5-4 I 4.11.4 I 1-6-0 1-11-4 1-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (kx) Udefl Ud PLATES GRIP ' TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(TL) -0.01 7 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:26 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or4-11-4 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=265/Mechanical,5=265/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-258/0,4-5=-258/0 WEBS 4-6=0/320,1-7=0/320 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,` 011111111#1 •• 1 ER P. `lee, No 22839 . *: •* "3• '€ tL :130 . TATE. "f7 F • moi., R\_Pr y\`• • • • •11 `S/ONA - %-•*s Wafter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev.10/031015 BEFORE USE. , lilt Design valid for use only with MITek8 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 r building design Bracing indicated is to prevent buckling of individual truss web andior 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 braang of trusses and truss systems,see ANSI/TPM 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,Alexandna,VA 22314. Tampa,FL 36610 Job ' Truss Truss Type Qty Ply • 18729939 817208 HJO1 JACK-PARTIAL TRUSS 4 1 Job Reference(ootionall Bolded FirstSource, Jacksonville,Fl 32244 7.6401 Apr 19 2016 Mitek Industries,Inc.Tue May 31 10:43:36 2016 Page 1 ID_8kMQOglCcvBYV7rn47ryCCyToxk-M113z7VY9k4LU6875?wrADwID(z346gH?kL2LgozBObb I -2-9-15 I 5-4-12 I 9-10-13 2-9-15 5-4-12 4-6-1 Scab=124.8 4iF I 2.83 tp 9 3x4 3 8 M 44 r; (Il N cV r'y 2 3 { o IN 1 r 10 11 7 12 6 206 = 2x4 II 5 3x4 = I 5-4-12 I 9-10-13 I 5-4-12 46-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.09 2-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:42 lb FT=20% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=119/Mechanical,2=464/0-7-12,5=199/Mechanical Max Horz 2=166(LC 22) Max Uplift4=112(LC 4),2=403(LC 4),5=110(LC 8) Max Grav4=119(LC 1),2=464(LC 1),5=211(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-635/332,3-8=-574/341 BOT CHORD 2-10=411/576,10-11=-411/576,7-11=-411/576,7-12=-411/576,6-12=411/576 WEBS 3-6=-602/429 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;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. .li111111111 3)fit This truss the bottom chord designed for d r aa live of �rspsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,��.``P�' ER P p�Nw i_'0 4)Refer to girder(s)for truss to truss connections. .: • •' ........ EN �.• 'Y #0 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 lb uplift at joint 4,403 lb uplift at joint 2 .� •�,\ 5' .•... °o and 110 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. • 1. N O 22839 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)22 lb down and 22 lb up at 4-3-11, *;• •;* 22 lb down and 22 lb up at 4-3-11,and 40 lb down and 94 lb up at 7-1-10,and 40 lb down and 94 lb up at 7-1-10 on top chord,and 11C l'''+, * Ib down and 109 Ib up at 1-5-12,116 Ib down and 109 Ib up at 1-5-12,5 Ib down at 4-3-11,5 Ib down at 4-3-11,and 29 Ib down at :-0 ,,++yy ;a, 7-1-10,and 29 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. �' IQ r d 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .•°,'::h•'-'4....,,1ttJ� F + ' LOAD CASE(S) Standard �� . •R c� : 1)Deaadd�Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ��'eLoads(plf) ss�ONA;GN• S, Unifo Vert:1-4=54,2-5=10 Concentrated Loads(Ib) Walter P.Ann PE No.22839 Vert:9=52(F=26,B=-26)10=70(F=35,B=35)12=20(F=10,B=-10) MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 4 A WARNING-Varlry design paramsars and READ NOTES ON THIS AND INCLUDED WEB REFERENCE PAGE 911.7473 rev.10/03/2015 BEFORE USE. MI 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 verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always rewired 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,see ANSVTPI1 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 36610 Job Truss Truss Type Qty Ply , T6729940 817208 IWO Jack-Partial Girder 2 1 Job Reference(optional) Builders FirstSource. Jacksonville.Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 10:43:37 2016 Page 1 I D: 8k M Q Og I CcvB Y V 7 rn4?iycCyToxk-q Db R B S W n V O T Lk H i I Zd M P I71I H N VX rK0 By?n u C Ez BOba I -1-10-10 I 1-11-6 - 310-9 1-10-10 1-11-5 1-11-5 Scale.1:142 3 Z83171-2- 6 Id 06 II 2 N 1 •, N N riI d N fel V y 7 4 . * 3x4 II I 3-10-9 I 3-,_0-9 Plate Offsets(X,Y)- 12:0-3-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.03 4-5 >999 180 BOLL 0.0 • Rep Stress Inc( NO WB 0.00 Horz(TL) -0.05 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide , REACTIONS. (lb/size) 5=180/0-7-6,3=42/Mechanical,4=-1/Mechanical Max Hors 5=78(LC 4) Max Uplifts=-161(LC 4),3=-40(LC 19),4=-32(LC 19) Max Gray 5=259(LC 35).3=92(LC 35),4=34(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-5=-251/130 NOTES- 1)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph:TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;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. ` .‘11111111/• , 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 �� ••ii fit between the bottom chord and any other members. ��\\ ER P ' /4/ I, 4)Refer to girder(s)for truss to truss connections. •• V` ........ ••E N /, "t� ,'� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 161 lb uplift at joint 5,40 lb uplift at joint 3 ♦ \Ci ' to and 32 lb uplift at joint 4. .� •'• ••' i 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss, No 22839 • 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)179 lb down and 180 lb up at : *: > .* 1-5-12,and 179 lb down and 180 lb up at 1-5-12 on top chord,and 7 lb down and 42 lb up at 1-5-12.and 7 lb down and 42 lb up at 1-5-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. .01 (t1 12 'L 8)In the LOAD CASE(S)section.loads applied to the face of the truss are noted as front(F)or back(B). .�•.9 TA C?F •�`, LOAD CASES ••�••• 1 • �r CASE(S) 1. '-,_ \�Q ..• ; 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 #. -•D R 1 \ `� Uniform Loads(plf) , is• '•••...••''\ %� ConcentraVted Loads(,2-3=-54,4-5=-10 ''Ii,-'N A��,`,S ) Vert:6=93(F=47.B=47)7=32(F=16.B=16) Waxer P.Finn PE Nolil .22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 AA WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown.and is for an individual budding component not a truss system Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design Braong indicated is to prevent buckling of individual truss web andror chord members only Additional temporary and pemlanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncabon.storage,delivery erection and braung of trusses and truss systems,see ANSITTPI1 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.Aleoandna.VA 22314. Tampa.FL 36610 Job ' Truss Truss Type Oty Ply • T8729941 817208 HJO3 JACK-PARTIAL TRUSS 2 1 Job Reference(optional) Builders FirstSource, Jacksonvile,FI 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 10:43:37 2018 Page 1 I D:_81tM QOgl CcvBW7m4?iycCyToxk-gDbRBStM1VOTLkHi1ZdMP171ION NOrF18y?nuCEzBObe I -2-9-15 I 5-4-12 I 9-10-13 I • 2-9-15 5-4-12 4-6-1 i Scale=124.7 i i 1 j 2.12 12 , l' 3x4 3 8 m 2 Yi NM NMI II 10 7 116 3x4 = 2x4 II 3x4 5 I 5-4-12 I 9-10-13 I 5-4-12 4-6-1 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl LAI PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 * Rep Stress!nor NO WB 0.33 Horz(TL) 0.01 5 Na Na BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-4-1 cc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=122/Mechanical,2=525/0-7-12,5=206/Mechanical Max Horz 2=124(LC 4) Max Uplift4=108(LC 4),2=-410(LC 4),5=100(LC 8) Max Gray 4=122(LC 1),2=525(LC 1),5=218(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-839/434,3-8=-792/441 BOT CHORD 2-10=-493/794,7-10=-493/794,7-11=-493/794,6-11=-493/794 WEBS 3-6=815/506 NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone;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. ':1.1.1::::::1:..;4/3)'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 �� Ifit between the bottom chord and any other members. J.%,P� El1�4)Refer to girder(s)for truss to truss connections. ,: • • EN 4 4% 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 108 lb uplift at joint 4,410 lb uplift at joint 2 4, •N,, S�C`••.� �• and 100 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. N O 22839 I. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)22 lb down and 22 lb up at 4-3-11, r. *; i 1* 22 lb down and 22 lb up at 4-3-11,and 44 lb down and 89 lb up at 7-1-10,and 44 lb down and 89 lb up at 7-1-10 on top chord,and 51C : * + down at 4-3-11,5 lb down at 4-3-11,and 29 lb down at 7-1-10,and 29 lb down at 7-1-10 on bottom chord. The design/selection of :-0; Job Truss Truss Type Qty Ply 18729942 817208 701 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Tue May 31 10:43:39 2016 Page 1 - ID:_8kMQO9ICcvBYV7m4?iycCyToxk-mcjBc8Y l 1?j3zbsgg20frYN56A5JJ3BRQJG?H72BObY -2-0-0 3-10-14 7-0-0 11$10 15-11-8 20-4-6 24-11-0 28-0-2 31-11-0 33-11-0 2-0-0 + 3-10-14 I 3-1-2 I 4-6-10 + 4-4-14 4-4-14 "'^�'.'^"'= $ 410 I 3-1-2 1 3-10-14 I 2-0-0 .,+..;e�je.,7;41.,...,, Scale=1:60.3 6x12 MT2OHS = 2x4 I 6x12 MT20HS = 400 12 3x4= 4x8 = 3x4= 4 18 195 20 21 6 7 22 8 23 24 9 2X4M R t 1 i 2X4 '41 10 ri r' 44._ A 2 11 r a d V X10 = t7 25 2616 27 28 15 28 30 1431 32 13 3x100= d 3x4 = 3x4 = 3x8= 5x14 MT2OHS = 3x8 = I 7-0-0 I 11-6-10 1 15-11-8 I 20-4-6 I 24-11-0 I 31-11-0 I 7-0-0 4-6-10 4-4-14 4-4-14 4-6-10 7-0-0 Plate Offsets(X,V)- 12:0-5-2,0.1-81.!4:0-8-4,0-2-4],[7:0-4-0,Edae1,19:0-8-4,0-2-41.111:0-5-2,0-1-81,114:0-3-8,0-1-81 f15:0-7-0,0-3-01,(16:0.3-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.67 15 >569 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -1.22 15 >312 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.24 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight 156 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins. 4-7,7-9:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-8-11 oc bracing. BOT CHORD 2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 2=2029/0-3-8,11=2030/0-3-8 Max Horz 2=44(LC 23) Max Uplift 2=-919(LC 4),11=920(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5191/2231,3-4=-5142/2245,4-18=-6594/2833,18-19=-6593/2833,5-19=-6593/2833, 5-20=7124/3027,20-21=7124/3027,6-21=7124/3027,6-7=7124/3027, 7-22=7124/3027,8-22=7124/3027,8-23=-6599/2837,23-24=-6600/2837, 9-24=6600/2837,9-10=5145/2247,10-11=-5194/2234 BOT CHORD 2-17=-2071/4844,17-25=-2079/4884,25-26=-2079/4884,16-26=-2079/4884, 16-27=2757/6593,27-28=27576593,15-28=27576593,15-29=2751/6600, 29-30=-2751/6600,14-30=-2751/6600,14-31=2063/4887,31-32=2063/4887, 13-32=-2063/4887,11-13=-2038/4846 /111/111 f t IIS WEBS 8-15=226 629,8-14-812/4110,9-14=776/196=-773/1965, 9,9-13--64/442 6-15=-473/276, ,,,,,�P�,t,C� ••'j• Fid;14F ill NOTES- `4�' •• Ne\ ENS''' • • • 1)Unbalanced roof live loads have been considered for this design. + N O • 22839 • 0 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat II;Exp C;End.,GCpi=0.18; •; Job ' Truss 'Truss Type Qty Ply • 18729942 817208 101 Hip Truss 2 1 Job Reference(optional) Builders FirsiSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:39 2016 Page 2 I D:_8kM0oglCcvBYV7m4?ycCyToldc-mcjBc8Y114j3zbspg201rYN56A5JJ3BRQJG?H7zBObY NOTES- 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=54,49=54,9-12=54,2-11=10 Concentrated Loads(Ib) Vert:4=-153(B)7=110(B)9=-153(B)17=-209(B)13=-209(8)18=-110(B)19=-110(B)20=-110(B)21=110(8)22=-110(8)23=110(B)24=-110(B)25=-24(B)26=-24(B) 27=24(B)28=24(B)29=-24(B)30=-24(B)31=-24(B)32=24(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 raw.16/03/2015 BEFORE USE. Design valid for use only vnth MTek®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 andor 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 fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 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,Alexandna.VA 22314. Tampa.FL 36810 Job Truss Truss Type Qty Ply • 78729943 817208 T02 Hp Truss 2 1 Job Reference(ootionab Builders FkslSource, Jacksonville,Fl 32244 7.840 s Apr 19 2018 MiTek Industries,Inc.Tue May 31 10:43:40 2018 Page 1 ID:_8kMQOgl CcvBYV7m4?lycCyToxk-EoHapUZfoJrwbf RtElv6NmwF9a PB2bEbtzOYpZzBObX I -2-0-0 I 4-10-14 I 9-0-0 I 15-11-8 I 22-11-0 I 27-0-2 I 31-11-0 i 33-11-0 I 2-0-0 4-10-14 4-1-2 6-114 6-11-8 4-1-2 4-10-14 2-0-0 Scale w 1:80.3 5x6= 2x4 I I 5x6= 4.00 12 4 5 6 2x4 ac4 v 3 7 .o eS n 2 8 1 9 d n d 3x8= 12 11 10 3x8 = 3x4 = 5x8= 3x4= 8-4-10 15.11-8 23-6-6 31-11-0 F---- - - 8-4-10 I 7-6-14 I 7-6-14 i 84.10 { Plate Offsets(X,V)— [2:0-4-0,Edgeh[8:0-4-0,Edge).(11:0-4-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.29 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.55 11-12 >687 180 BCLL 0.0 • Rep Stress Incr YES WB 0.44 Horz(TL) 0.14 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1130/0-3-8,8=1130/0-3-8 Max Horz 2=50(LC 8) Max Uplift2=-429(LC 8),8=-429(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2569/1634,3-4=-2307/1437,45=2687/1733,5-6=-2687/1733,6-7=-2307/1437, 7-8=-2569/1634 BOT CHORD 2-12=-1426/2381,11-12=1166/2120,10-11=1183/2120,8-10=1453/2381 WEBS 3-12=-250/282,4-12=59/287,411=394/739,5-11=-426/348,6-11=394/739, 6-10=-59/287,7-10=250/281 NOTES- 1)Unbalanced roof live loads have been considered for this design. %twit t t t t t i, i. Wind: CE 7-10; I;Exp C; 2)MWF SS(envelope)and 1C-C Exterior(2)zone;Cnd -C for embers and forces&MWFRS formph;TCDL=4.2psf; Opsf;h=24ft;Cat.reactions shown;ILumber DOL=1 60 plate 4*4%` �,1�R•P F61/jeI� grip DOL=1.60 ��,VP'..••EN'• 41 3)Provide adequate drainage to prevent water ponding. `4 •'N..G S `'•.. �� 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 4 N O 22 839 �. fit between the bottom chord and any other members. r. *; { •.:*1* 1 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 429 lb uplift at joint 2 and 429 lb uplift at : If` joint 8. = S e 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • TAS �,, Z. • ��UU �4hY�• AI_ • t,trtnUIII iII. Walter P.Ron PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd Tampa Fl_33610 Date: May 31,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1-7473 rev.I0032015 BEFORE USE �' Design valid for use only with Woke 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 budding of individual truss web and/or diord members only.Additional temporary and permanent bracing MiTek* is always required for stebiity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of busses and truss systems,see ANSVTPH Quality Criteria,D5B-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 36610 Job ' Truss Truss Type Qty Ply • - T8729944 817208 T03 • Hip Truss 2 1 Job Reference(optional) Buiden FastSaace, Jacksonville,Fl 32244 . 7.640 s Apr 19 201k MiTek Industries,Inc.Tue May 31 10:43:40 2018 Page 1 ID: 8kMQ0g1CcvE1YV7m4?tycCyroxk-EoHapUZIoJiwbIRtElv6NmwIcaPA2fZbfz0YpZzE3ObX I -2-0-0 I 5-10-14 I 11-0-0 I 15-11-8 I 20-11-0 I 26-0-2 I 31-11-0 1 3311-0 2-0-0 5-10-14 5-1-2 4-11-8 4-11-8 5-1-2 5-10-14 • 2-0-0 Scale=1:60.3 5x8 = 2x4 I I iiia= 4.00 12 4 5 B \\ a7 •13 1_ 2xq�i n 3 7 7l) • .S ,n 2 �, II 8 9 as d 1 .. ` d 1217 10 3x8= 3x4• = 548= 3x4_ 3x8 _ I 8.4-10 I 15-11-8 I 23-6-6 I 31-11-0 I 8-4-10 7-6-14 7-6-14 8-4-10 Plate Offsets 0(Y)— f2:0-4-O,Edpel,f8:0-4-0,Edoel.(11:0.4-0.0.3.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.24 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.46 10-11 >816 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.16 Horz(TL) 0.13 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:148 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 410-7 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1130/0-3-8,8=1130/0-3-8 Max Horz 2=58(LC 16) Max Uplift2--423(LC 8),8=423(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2557/1640,3-4=-2279/1461,4-5=2168/1448,5-6=-2168/1448,6-7=-2279/1461, 7-8=2557/1639 BOT CHORD 2-12=-1426/2369,11-12=1068/1925,10-11=1078/1925,8-10=-1453/2369 WEBS 3-12=-320/338,412=180/372,4-11=170/433,5-11=296/233,6-11=170/433, 6-10=-180/372,7-10=320/338 NOTES- 1)Unbalanced roof live loads have been considered for this design. ,{{{11111If�� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; `O /, • MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate ,•• V.N.• ER•P. F/ /ieo grip DOL=1.60 .: V • 'CEN ' 7/ 4'0 3)Provide adequate drainage to prevent water ponding. •: .•\.,\ `S '''.� •i 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .: �• No 22839 fit between the bottom chord and any other members. : *; ;* • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 423 lb uplift at joint 2 and 423 lb uplift at .�-- joint 8. - 4 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • TA Fs i0 '. i��,,p��N A�-t-v 0 ��i"1111111{{{ Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.101031016 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 MN a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall • building design. Bracing indicated is to prevent budding 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,see ANSIRPII 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 18729945 817208 104 Hip Truss 2 1 Job Reference(ootional) Builders FiratSotace, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries.Inc.Tue May 31 10:43:41 2016 Page 1 I D:_8kMQOgl CcvBYV7m4?iycCyTo)dc-i?ryOgalZczn Cv03nTQ LwzSS3_I Ln4yktd16M?zBOb W I -2-0-0 I 6-10-14 13-0-0 I 18-11-0 I 25-0-2 I 31-11-0 1 33-11-0 2-0-0 6-10-14 6-1-2 5-11-0 6-1-2 6-10-14 2-0-0 Scale=1:803...: 5x6 = 5x6 = 4.00 1712 4 5 != Le 2x4 \\ V ... 1\iloor. 2x4 // 1,... \ A 4 4 ,n 2 7 N 1 iii. 8 ab d s g d 11 10 9 3x8= 3x4 = 5x8= 3x4= 3x8 I 84-10 I 15-11-8 2358 I 31-11-0 I 8-4-10 7-6-14 7-6-14 84-10 Plate Offsets(X.Y)— j2:0-4-0,Edgel,(7:0-4-0,Edael.[10:0-3-0.0.3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.22 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.43 9-10 >873 180 BCLL 0.0 • Rep Stress Incr YES WB 0.28 Horz(TL) 0.13 7 n/a n/a BCDL 5.0 Code FBC2014ITPI2007 (Matrix) Weight:144 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer _instal l atto n A uid e_ REACTIONS. (lb/size) 2=1130/0-3-8,7=1130/0-3-8 Max Horz 2=66(LC 12) Max Uplift 2=-415(LC 8),7=-415(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2523/1627,3-4=2314/1547,4-5=-1781/1240,5-6=-2314/1547,6-7=2523/1627 BOT CHORD 2-11=1407/2332,10-11=-968/1755,9-10=-973/1755,7-9=1434/2332 WEBS 3-11=343/359,4-11=356/536,5-9=356/536,6-9=-343/359 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.0psf;h=24ft:Cat.II,Exp C,Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate 0111�1411W/1114 11111Ii, , grip DOL=1.60 11 �I 3)Provide adequate drainage to prevent water ponding. %-_, �:: '. • Fi,j1, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��N Vo., ....... ••E N. ,-.61,••• V4 ' 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 i. • V\ `SSC`•••• ario fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 415 lb uplift at joint 2 and 415 lb uplift at .• N O 22839 • ,: I joint 7. = * �* 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �-b •Q: •:13� 1.\*E(//:.3AF :4"/` •' /�NAL04 s% Iiirlllllittl Wafter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 1411-747.7rev.10r03/201 S BEFORE USE. mi. Design valid for use only with MiTek®connectors.This design cs based only upon parameters shown,and rs for an individual building component.not a truss system.Before use,the building designer must verify Me applicability of design parameters and property incorporate this design into the overallbuilding design Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing �L■ �iT®k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabncation.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Wit 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 36610 Job • Truss Truss Type Qty Ply • T8729946 617208 105 Hp Truss 2 1 Job Reference frictional) Buiden FustSarce, Jadudnvile,Fl 32244 7.640 a Apr 19 2016 MiTek Indusries,Inc.Tue May 31 10:43:42 2016 Page 1 ID:_8kM0081CcvBYV7m49iycCyToldc-ABOI¢Aav+Ksv5eg3bFLAyaSB2bu068W N2u6FMuRzBObV ' 1 -2-0-0 1 7-10.14 1 15-0-0 116.11-0 I 24-0-2 1 31-11-0 133-11-0 2-0-0 7-10.14 7-1-2 1-11-0 7-1-2 7-10-14 2-0-0 Scale=1:61.3 4,8= 4x6= 5 6 3x6 3x6 4.00 123x4 4 7 3x4 3 cs ee8 Jr 9 N 2 v mil r ea o d 10 d 3x8= 15 14 13 12 11 3x8= 2x4 I I 3x6= 2x4 II 3x4 = 3x4 = I 7-10-14 I 15-0-0 116.11-0 1 24-0-2 I 31-11-0 I 7-10-14 7-1-2 1-11-0 7-1-2 7-10.14 Plate Offsets(X,V)- 12:0-4-0,Edoe1.19:0-4-0.Edoel LOADING(psf) SPACING- 2-0-0 CSI- DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.22 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.45 14-15 >847 180 BCLL 0.0 • Rep Stress Inc( YES WB 0.93 Horz(TL) 0.14 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight 147 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1130/0-3-8,9=1130/0-3-8 Max Horz 2=-75(LC 13) Max Uplift 2=-406(LC 8),9=-406(LC 9) 1 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2490/1608,3-4=-1728/1158,4-5=1659/1176,5-6=1582/1170,6-7=-1659/1176, 7-8=1728/1158,8-9=2490/1608 BOT CHORD 2-15=1381/2295,14-15=1381/2295,13-14=-850/1582,12-13=-850/1582, 11-12=1407/2295,9-11=1407/2295 WEBS 3-14=-823/599,5-14=-182/310,6-12=182/310,8-12=-823/599 NOTES- 1)Unbalanced roof live loads have been considered for this design. ,.0111 t t 1///l� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat II;Exp C;End.,GCpi=0.18; ,_i' • ER P. ,„i MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate `•t t ••.... .• F/4/I,,o grip DOL=1.60 -' • 1w 3)Provide adequate drainage to prevent water ponding. ♦,♦� `s •Ni G E N S'..• 4:, 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 • NO 22839 = fit between the bottom chord and any other members. *: •• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 406 lb uplift at joint 2 and 406 lb uplift at t`'! * y joie{9. :-t. , • + 7)"Semi-rigid pitchbreaks including heels”Member end fixity model was used in the analysis and design of this truss. ••••�• TAT F [,(y � O • ♦ • ////itijtt Walter P.Finn PE No.22839 MiTek USA Inc.FL Cert 6634 6904 Parke East Blvd Tampa FL 33610 Date: May 31,2016 I I A WARNING-~Ty d.aJpn paramann and READ NOTES ON THIS AND INCLUDED INTER REFERENCE PAGE*W-7473 rev.10663/2015 BEFORE USE I• Design valid for use only with MiTek®contactors.This design is based only upon parameters shown,and is for an individual building component,not a tons system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1 building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and pemunem bracing MiTek' is always required for stabiity 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,see ANSFTPII Quality Criteria,DSB-59 and BCSI Building Component 6904 Parke East Blvd. Safety Information available for Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply . T8729947 817208 106 Common Truss 4 1 Job Reference(ootionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 Web Industries,Inc.Tue May 31 10:43:43 2016 Page 1 . • ID:_8kMQOgICcvBYV7m4?iycCyToxk-INYIRWbY5EDVSC9RVUTp?OYI9nRjFyC1 LxECQuzBObU I -2-0-0 I 8-4-10 I 15-11-8 23-6-6 I 31-11-0 13311-0 I 2-0-0 8-4-10 7-6-14 7-6-14 8-4-10 2-0-0 Scale=1:59.3 4x6= 5 I\ 3x8% 3x6 4.00 FIF 2x4 \\4 6 2x4// 3 a1 al 7 Li r 8 r7r ■a h iiiiII o 1 .- 9 Icy 12 13 11 14 10 3x8= 3x4 = 4x6= 3x4= 3x8— I 10-10-15 I 21-0-1 I 31-11-0 10-10-15 10-1-3 10-10-15 Plate Offsets(X.Y)— f2:0-4-O,Edae],f8:0-4-0.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.36 2-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.71 2-12 >532 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.11 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:136 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 2=1130/0-3-8,8=1130/0-3-8 Max Horz 2=79(LC 16) Max Uplift2-402(LC 8),8=-402(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2443/1625,3-4=2102/1424,45=2028/1443,5-6=-2028/1443,6-7=2102/1424, 7-8=-2443/1625 BOT CHORD 2-12=-1395/2250,12-13=810/1491,11-13=810/1491,11-14=810/1491, 10-14=-810/1491,8-10=1420/2250 WEBS 5-10=403/648,7-10=-490/484,5-12=-403/648,3-12=490/484 NOTES- 1)Unbalanced roof live loads have been considered for this design. �111111/1,4 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; �� i MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate ,�0�` 1�ER P FiA�t,,*, grip DOL=1.60 ss s Q,'.G E N s.••,Y'1,moi 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `•: ••• . Su' '. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ' fit between the bottom chord and any other members,with BCDL=5.0psf. • 8395)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 402 lb uplift at joint 2 and 402 lb uplift at r, *, / 'ljoint 8. *6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. =.��?�ji..ett;:liTiCioAN11211 'OF #/�9_,....i.vdvi tv.to%.:.: Walter P.Finn PE No.22839 MlTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa 033610 Date: May 31,2016 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mr-7473 rev.10/0.3/2015 BEFORE USE Design valid for use only with MTek49 connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use.the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or lard members only.Additional temporary and permanent bracing M Tek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabriratlon,storage.delivery,erection and bracing of trusses and truss systems,see ANSIRPIt Quality Criteria,DSB-$9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tamps,FL 36610 Job ' Truss Truss Type QV Ply 78729948 817208 TO7 GABLE 2 1 Job Reference footionall Builders FirstSouroe, Jacksortvile,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc Tue May 31 10:43:442016 Page 1 1 D:_BkMQOgICcvBYV7m47rycCyToxk-7a W4fsc.ArKLL4MkeTb_2Xc42hBx0V LAaa_myKzBObT 1 -2-0-0 1 15-11-8 1 31-11-0 133-11-0 1 2-0-0 15-11-8 15-11-8 2-0-0 Scali=1:59.3 yyagy -J ': .,q,. 4x6= 2x4 11 2x4 11 2x4 I I 11 12 13 2x4 11 2x4 II 10 " 14 2x41I 54%2x4 II g - 15 2x4 11 5x6 4.0011T 2x4 II 8 = 16 17 2x4 II 7 2x4 II 2x5 II 6 a1 .� 18 94 II 2x4 II 2xa II a 20 2x421 II _ a 2 illilll - - - -� _ 1,1.1_ _ 22 0 3x4 = 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4= 2x4 112x4 11 2x4 112x4 11 2x4 11 2x4 11 2x4 11 2x4 112x4 115x6=2x4 11 2x4 11 2x4 11 2x4 11 2x4 112x4 112x4 112x4 112x4 II 1 31-11-0 1 31-11-0 Plate Offsets(X,V)- 17:0-3-0,0-3-01,117:0-3-0,0-3-01.133:0-3-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.02 23 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.03 23 n/r 120 BCLL 0.0 • Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 22 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:188 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 31-11-0. (Ib)- Max Horz 2=79(LC 12) Max Uplift All uplift 100 lb or less at joint(s)34,35,36,37,38,39,40,41,42,32,31,30,29,28,27,26, 25,24 except 2=143(LC 8),22=153(LC 9) Max Gray All reactions 250 lb or less at joint(s)33,34,35,36,37,38,39,40,41,42,32,31,30,29,28, 27,26,25,24 except 2=253(LC 1),22=253(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate `,`iviu111Ill, �� grip DOL=1.60 . -cER p .� 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry s' /��ff,, i • Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �••...1 .C N•••.,V4, 4)Gable requires continuous bottom chord bearing. `. •V\ S6s•••• 1� 5)Gable studs spaced at 1-4-0 oc. . • •. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .", No 22839 7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r, *: ;* fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)34,35,36,37,38,39, '0 I< iscr Z. 40,41,42,32,31,30,29,28,27,26,25,24 except Qt-Ib)2=143,22=153. TA7 F ...SI-. .."" 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ��,,��N Apt �.�` Walter P.Rnn PE No.22839 MiTek USA,Inc.Ft.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE*11.7477 rev.1('0312015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buildup design. Bracing indicated is to prevent budding of individual truss web and/or lard members only. Additional temporary and permanent bracing MN 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,see ANSI/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 36610 Job Truss Truss Type Qty Ply T8729949 817208 T08 GABLE 2 1 Job Reference(optional) Builders FirslSource, Jad,sonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industnes,Inc. Tue May 31 10:43:46 2016 Page 1 ID:_BkMQOgICcvBYV7m4?iycCyToxk-3yer4XdQN9b3JguOa00Wd1AOB?cQSObT1 uTt1 DzBObR 15-11-8 31-11-0 3 1 2-0-0 1 1511.8 I 15-11-8 1 Scale=1:57.3 2x4 II 4 = 2x4 II 2x4 I I 11 12 13 2x4 II 2x4 II 1c. Ii 14 2x4 II 5xs%2x4 11 9 15 2x4 11 5x6 4.00 12 2x4 II 7 B7. :. 1s 17 2x4 11 2x4 II g ll - 18 2x4 11 2x4 II 5 •' `+� 19 2x4 11 uS 2x4 11 4 40 2x4 II 3 21 n 2 22 n 3x4= 41 40 39 38 37 38 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 2x4 I 12x4 11 2x4 II 2x4 I1 2x4 I1 254 I1 2,44 II 2x4 I 2x4 I 15x6=2x4 I 12x4 11 Duo 11 2x4 I1 2x4 I 12x4 I 12x4 11 2x4 II 2x4 II r 31-11-0 Plate Offsets(X.Y)— 17:0-3-0,0-3-01,117:0.3-0.0-3-01,132:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:185 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer .-Installation guide. REACTIONS. All bearings 31-11-0. (Ib)- Max Horz 2=89(LC 12) Max Uplift All uplift 100 lb or less at joint(s)24,25,26,27,28,29,30,31,33,34,35,36,37,38,39,40, 41,22 except 2=-141(LC 8),23=-111(LC 13) Max Gray All reactions 250 lb or less at joint(s)24,25,26,27,28.29,30,31,32,33,34,35,36,37,38, 39,40,41,22 except 2=252(LC 1),23=278(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf:BCDL=3.Opsf;h=24ft:Cat.II:Exp C;Encl.,GCpi=0.18, MWFRS(envelope)and C-C Exterior(2)zone:C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate %II I I i t/i grip DOL=1.60 �f 11� 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry `,`,\` .�R . F/4/iii, Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. %s%•%‘01..1,\0... _ r "•• S E N • 4)Gable requires continuous bottom chord bearing. `. .• :...4 •i.• 5)Gable studs spaced at 1-4-0 oc. . 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, N O 22839 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will : * . -- * ‘•••••ft between the bottom chord and any other members. � _ • 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,25,26,27,28.29,7.-0 30.31,33.34.35,36,37,38,39.40,41,22 except(jt=lb)2=141,23=111. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1. e53 . TATE -OF 4r�� ,.�`. ';./JR1 -; �c,\%•. It "111111 Walter P.Finn PE No.22839 MiTek USA,Inc.Ft Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 AMON WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE MII-7477 rev.10/03/2015 BEFORE USE. I Design valid for use only vnth M,Tek®connectors This design is based only upon parameters shown,and is for an individual building component not 14111 ( a truss system Before use.the budding 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 mdmdual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSITTPI1 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.Alexandra VA 22314 Tampa.FL 36610 r Job • ' Truss Truss Type Qty Ply T8729950 817208 T09 Common Truss 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc Tue May 31 10:43:46 2016 Page 1 ID:_8kMQOgICcvBWJm4?yCCyToxk-3yer4XdQN9b3Jgu0a00Wd1AES?SySIRT1uTt1DzBObR -20-0 i 8-4-10 i 15-11-8 I 23-6-6 I 31-11-0 2-0-0 8-4-10 7-6-14 7-6-14 8-4-10 Scale n 1:57.3 443 = 5 iI' 3x6 4x6 ��4 8 2x4 // 4.00 1 7 D3 hts 4i. :it \ ,2 8 'O 1 rn ra 11 12 10 13 t _ 3x8= 3x4= 4x6 = 3x4= 3x8 I 10-10-15 I 21-0-1 I 31-11-0 I 10-10-15 10-1-3 10-10-15 Plate Offsets(X,Y)— 12:0.4-0,Edoel,16:0-3-0.Edoel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.38 8-9 >996 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.76 8 9 >500 180 BCLL 0.0 ' Rep Stress Inc( YES WB 0.46 Horz(TL) 0.11 8 Na Na BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2"Except" TOP CHORD Structural wood sheathing directly applied. 6-8:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-11-6 oc bracing. BOT CHORD 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing i WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1137/0-3-8,8=1011/Mechanical • Max Horz 2=89(LC 12) Max Uplift2=-403(LC 8),8=-301(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2464/1652,3-4=2122/1450,45=2048/1469,5-6=-2077/1492,6-7=2153/1474, 7-8=2494/1688 BOT CHORD 2-11=1478/2270,11-12=868/1510,10-12=868/1510,10-13=868/1510,9-13=868/1510, 8-9=1519/2320 WEBS 5-9=-434/686,7-9=522/515,5-11=402/648,3-11=-490/486 NOTES- 1)Unbalanced roof live loads have been considered for this design. 1111111// 2)Wind:ASCE 7-10;MWFRS(envelope)and1C-C Exterior(�2)zone;C-Cnd gfor members and forces&MWFRS forOpsf;h=24ft;Cat.reactions shown;ILumber DOL 1 60 plate ••.`,,. ..... .P IC/,f!1j0 grip DOL=1.60 •:`'•P•'• E nig-. -. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .: v,,\ F•'.� i 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0. fit Between the bottom chord and any other members,with BCDL=S.Opsf. . �' No 22839 5)Refer to girder(s)for truss to truss connections. 17 *: 172 :* 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=403, = : r* 8=301. 5 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. TAS' :ios::::scrj. iiiiiili 110. Walter P.Ann PE No.22839 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 1 A WARNING-Vilify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ad/-7471.rev.10'0112016 BEFORE USE Design valid for use only with MTeMO connectors.This design is based only upon parameters shown,and is for an individual building component,not e a truss system.Before use,the bulking designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSVTPI1 Quality Criteria,D8629 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 36610 Job Truss Truss Type Qty Ply 78729951 817208 T10 HIP TRUSS 1 2 Job Reference(optional) Builders FirslSotace, Jadcsonv8e,Fl 32244 7.640 s Apr 19 2016 Mask Industries,Inc.Tue May 31 10:43:49 2016 Page 1 ID:_8kMQOg1 CcvBYV7m4?iycCyToxk-TXJziZgJg4_eA7dbF8aDEfog2CYifdcv)shXeXzBObO I -2.0.0 I 2-8-15 I 6-4-10 I 10-0-6 I 13-8-1 I 16-5-0 I 18-5-0 • 2-0-0 2-8-15 3-7-11 3-7-11 3-7-11 2-8-15 2-0-0 Scale=1:34.4 4.00 4x6 12 4 3x6= 3x6 = x6 3 14 4 15 16 17 5 18 6 5x6% a Es E7 n 5x6 2 7 in fi ��riS M -• 8 N 19 12 20 21 22 23 •11 24 25 28 27 10 28 13 _ _ 7x8= 9 3x8 II 8x10 8x10 3x8 II I 2-8-15 I 8-2-8 I 13-8-1 I 16-5-0 I 2-8-15 5-5-9 5-5-9 2-8-15 Plate Offsets(X,Y)— [11:0-4-0.0-4-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.16 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.30 10-11 >643 180 BCLL 0.0 • Rep Stress!nor NO WB 0.68 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:205 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-13,7-9:2x6 SP No.2,2-12,7-10:2x4 SP No.2 REACTIONS. (lb/size) 13=4586/0-5-8,9=4585/0-5-8 Max Horz 13=25(LC 6) Max Uplift 13=1626(LC 4),9—1626(LC 5) Max Gray 13=4588(LC 19),9=4588(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=6347/2163,3-14=6138/2098,4-14=6138/2098,415=11595/3879, 15-16=11595/3879,16-17=11595/3879,5-17=11595/3879,5-18=6138/2098, 6-18=-6138/2098,6.7=6346/2163,2-13=4427/1579,7-9427/1579 BOT CHORD 13.19=143/410,12-19=-143/410,12-20=-3300/9849,20-21=3300/9849, 21-22=3300/9849,22-23=-3300/9849,11-23=-3300/9849,11-24=-3294/9849, 24-25=-3294/9849,25-26=-3294/9849,26-27=-3294/9849,10-27=-3294/9849, 10-28=126/410,9-28=126/410 WEBS 3-12=-588/1956,4-12=4215/1442,6-10=-588/1956,2-12=-2052/6026,7-10=2052/602611=761/2508,5-10=-4216/1442, J��1ER I P/p lie, % NOTES- . ..�\• CEN 5ko'-. .,. 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ♦ . Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. :• No 22839 ;. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. ` *: �• Webs connected as follows:2x4-1 row at 0-9-0 oc. .. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply:,�: Job ' Truss 'Truss Type Qty Ply • T8729951 817206 T10 HIP TRUSS 1 2 Job Reference(optional) Strident FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 Mitek Industries.Inc.Tue May 31 10:43:49 2016 Page 2 I D:_Bk M Q Og I CcvBYV7m47rycCyToxk-TXJziZgJg4_eA7 dbF8aDEfoq 2CYifckvjshXeXzB0b0 NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)127 lb down and 129 lb up at 2-8-15,16 lb down and 43 lb up at 4-9-11,16 lb down and 43 lb up at 6-9-11,16 lb down and 43 lb up at 8-2-8,16 lb down and 43 lb up at 9-7-5,and 16 lb down and 43 lb up at 11-7-5,and 127 lb down and 129 lb up at 13-8-1 on top chord,and 1001 lb down and 311 lb up at 2-2-4,38 lb down and 42 lb up at 2-8-15,1001 lb down and 311 lb up at 3-11-8,4 lb down and 8 lb up at 4-9-11,1001 lb down and 311 lb up at 5-11-8,4 Ib down and 8 Ib up at 6-9-11,1001 lb down and 311 Ib up at 7-11-8,4 Ib down and 8 lb up at 8-2-8,1001 Ib down and 311 lb up at 8-5-8, 4 lb down and 8 lb up at 9-7-5,1001 Ib down and 311 lb up at 10-5-8,4 Ib down and 8 lb up at 11-7-5,1001 lb down and 311 lb up at 12-5-8,and 38 Ib down and 42 lb up at 13-7-5,and 1001 lb down and 311 lb up at 14-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,2-3=-54,3-6=-54,6-7=-54,7-8=-54,9-13=-10 Concentrated Loads(Ib) Vert:3=30(F)6=30(F)11=-1995(F=6,B=2001)12=6(F)10=6(F)19=1001(B)20=-1001(B)21=6(F)22=-1001(B)23=6(F)24=6(F)25=1001(6)26=6(F)27=-1001(B) 28=1001(B) 0 WARNING-Varlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE P111.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must vent'the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek 6904 Parke East Blvd. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the faDncaaon,storage.delivery,erection and braang of trusses and truss systems.see ANSUTPII Qua Criteria,DS&89 and SCSI Building Component Safety InformatInformatInformation on available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandra.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 78729952 817208 711 HIP TRUSS I 1 Job Reference(optional) Builders FirstSouroe, Jadtsonv9e,Fl 32244 7.640 a Apr 19 2016 MiTek Industries.Inc.Tue May 31 10:43:50 2016 Page 1 ID:_8kMQOglCcvBW7m49iycCyToxk-xktMvvhxRN6VoHCops5SntKuZcpsoB43yWR4A zBObN -2-0-0 I 7-0-0 I 9-5-0 I 16-5-0 I 18-5-0 2-0-0 7-0-0 2-5-0 7-0-0 2-0.0 Scale=1:34.3 4x12 = 4x8= 3.00 FIF 3 9 4 Y e '4\ 4 2 5 `� I 8 10 7 = 3x8= 2x4 II 5x6= 3x8_ I 7-0-0 I 9-5-0 I 16-5-0 I 7-0-0 2-5-0 7-0-0 Plate Offsets(X,V)- 12:0.4-0,Edae].15:0-4-0,Edael,(7:0-3-0,0.3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.19 7-8 >984 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.33 8 >589 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.16 Horz(TL) 0.09 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:64 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. 3-4:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1071/0-5-8,5=1071/0-5-8 Max Horz 2=36(LC 5) Max Uplift2=-525(LC 4),5=-525(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2889/1364,3-9=2770/1345,4-9=2770/1345,4-5=-2890/1364 BOT CHORD 2-8=1294/2746,8-10-1299/2769,7-10=1299/2769,5-7-1265/2747 WEBS 3-8=-63/425,4-7=-80/426 NOTES- I 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 +'i11I,it/•, 3)Provide adequate drainageto prevent water ponding. 4)This ss has igned for a 10.0 psf 5)"This truss has been n designed gned for a live loabottom 20.Opsf onrvthe bottom e load chord inent with n all areasny whereer alive loads.rectangle 3-6-0 tall by 2-0 0 wide will ,%•,, .' ER.P F/4/, fit between the bottom chord and any other members. `�� •.•' E N" •. I. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=525, � • 5=525. ,� No 22839 M 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)203 lb down and 217 lb up at 7-0-0,= : a v`' * fi and 110 lb down and 100 lb up at 8-2-8,and 203 lb down and 217 lb up at 9-5-0 on top chord,and 247 lb down and 104 lb up at 7-0-0,�- O�itttt ,,1 ti i Irk and 72 lb down at 8-2-8,and 247 lb down and 104 lb up at 9-4-4 on bottom chord. The design/selection of such connection device(s) •tj d.-f.�Ay F is the responsibility of others. 111 . 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �" O s Q' 4" LOAD CASE(S) Standard ��i,, c.y.c;........• -• •�� 1)DeaUnifd +Roof Livel(balanced):Lumber Increase=1.25,Plate Increase=1.25 t��,,�N A,` " % ) Vert:1-3=54,3.4=54,4-6=54,2-5-10 Walter P.Ann PE No.22839 Concentrated Loads(Ib) MiTek USA,Inc.FL Cert 6634 Vert:3=-156(B)4-156(B)7=215(B)8-215(B)9=-110(B)10-24(B) 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI-7473 rev.10'03/2015 BEFORE USE ledt Design valid for use only with MiTeke 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 ties design into the overall budding design. Bracing indicated is to prevent budding 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 MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPH Quality Criteria,OSB-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 36610 WO D5 W 'V U (cii(%) c) g idOP m 1. ��° 13 Q X111 1E1 z D X m 0(1) @ o H mr: r, r 030coo-OZ o 11' oo m ' Aw C) OmCC (DE, co a D O_ (1, (D p: (D 7 a � O o 7 O 7 _ CO �co 7 �7v K. o CT-5 Z ° o i m o n m a) >0o0 Z awG�o'-7 D 3 c w c 7a 3'c o- G) o F.o- .0 () n� ? fl- 2 o _ 7 O m O 7 m v, 3 0 V n' 00 (D 5. (n a m c 7 C c' a'D 3 ( 7 D o°o-'CO Qo °a6.2, ! i!D co -,_. � �y and D c 7 n (� •`o m 0 3 .. 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F 2 m o2i 3 o m CD n -0 g`-' n° C, <',o m FD,o Z c 13 F y . -loo`' 3`n m m o- m N ( ) 0 5 ,< a m c w N j m m Q o (n- 'o d . - a' o ' -4- n o C C7 V^,� 0 O (D-0 3 - 0 N co 0 ,, m^ CT/C. m N O 7 U .W 0 y `L 0 `p f O cr.3 C'N co iiI CI „00 m m co 7 4ii a 3° 0 �, 0 a m O cu c m e o £ 7�7 m = n ay g o o o ? c ? ,c1),co 3 (D N a x H 5 5 . 20na o v J aa m o o 7c 0 m o, m c d m g m 3CD m' v 0 (" n s �0 m Q I a a� CD 2 5- o ro wm m m o' m 3 m _ C m p m (D fm n`-o O co 3 °, Z o- O MI. • CD CO • ° sme: • , ••soor .-11.1.• MEMBER REPORT Level, BM1 PASSED 1 F 0 �t T E ` 2 piece(s) 1 3/4"x 16" 1.9E Microllam®LVL Overall Length: 16 8 0 + + O - - __ --- _._ .. —._.. 0 _ R 111 1610 X X 0 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor • Member Reaction(lbs) 5904 @ 0 2 0 9188(3.50") Passed(64%) 1.0 D+ 1.0 Lr(All Spans) Member Type:Flush Beam Shear(lbs) 4753 @ 1 7 8 13300 Passed(36%) 1.25 1.0 D+ 1.0 Lr(All Spans) Building Use:Residential Moment(Ft-lbs) 23625 @ 8 4 0 38893 Passed(61%) 1.25 1.0 D+ 1.0 Lr(All Spans) Building Code:IBC Live Load Defl.(in) 0.277 @ 8 4 0 0.544 Passed(L1708) -- 1.0 D+ 1.0 Lr(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.551 @ 8 4 0 0.817 Passed(L/356) -- 1.0 D+ 1.0 Lr(All Spans) •Deflection criteria:LL(1/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 7 0 3 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(lbs) Supports Total Available Required Dead floor Roof Total Accessories Live Live 1-Column-SYP 3.50" 3.50" 2.25" 2937 333 2967 6237 None 2-Column-SYP 3.50" 3.50" 2.25" 2937 333 2967 6237 None J . Tributary Dead Floor Live Roof Live Loads Location Width (0.90) (1.00) (non-snow:1.25) comments 1-Uniform(PSF) 0 0 0 to 16 8 0 1 0 0 12.0 40.0 - Residential-Living Areas 2-Uniform(PLF) 0 0 0 to 16 8 0 N/A 110.0 - - WALL ABOVE 3-Uniform(PLF) 0 0 0 to 16 8 0 N/A 215.0 - 356.0 ROOF ABOVE Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 111 7 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 10/14/2014 8:49:49 AM Forte v4.6,Design Engine:V6.1.1.5 Garrett Bumgardner BFS Job.4te (904)772-6100 garrettbumgardner@bldr corn Page 2 of 2 JOB SUMMARY REPORT Job.4te 01:Level Member Name Results Current Solution I Comments BM1 Passed 2 Piece(s)1 3/4"x 16"1.9E Microllam®LVL li • Forte Software Operator Job Notes 10/14/2014 8:49:49 AM Garrett Bumgardner • Forte v4.6,Design Engine:V6.1.1.5 BFS Job.4te (904)772.6100 garrett.bumgardner@bldr com Page 1 of 2 • August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 II 1 MiTek USA,Inc. Page 1 of 1 Note:T-Bracing/ I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/I-Brace must cover 90%of web length. 0 LjV( Il Note:This detail NOT to be used to convert T-Brace/I-Brace webs to continuous lateral braced webs. MiTek USA,Inc. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss Specified Continuous k Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace WEB 2x61-Brace 2x8 2x8 T-Brace 2x8 I-Brace T-Brace/I-Brace must be same species } and grade(or better) as web member. T-BRACE 40„,11; Nails / Section Detail T-Brace II� Web Nails NOM Web I-Brace mai 111111100-, '..4401011m00* #411INWOKA-- 1,4 Nails t� . FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 =I I ® MiTek USA,Inc. Page 1 of 1 D _nJ GENERAL SPECIFICATIONS r 1 00 I �(0-0 1.NAIL SIZE=3"X 0.131"=10d (\/I U l 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. / 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. -.___1---7,1- ___1---T---I�__fit__- T- - 11_- - ,yl..__-iI__ II II II�I II II III 11 III II II II it II II II II II II II li ISI I II II II II II II 11 i II ,, N II .. ., II ., ', II II II II II II I, 11 II II 11 II II II • II II I, II II II II II II II J II 11 ., I II ., II 11 II I 11 II II fr II III, 1 11 A 1, F I1 I II II III III II Ii � Ir I i; BASE TRUSSES o VALLEY TRUSS TYPICAL r a VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS o imililiiir ,:l ,! I SEE ETAIL A BELDOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH NROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES . DETAIL A (NO SHEATHING) N.T.S. JANUARY 28, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP OO ® MiTek USA,Inc. Page 1 of 1 =-1 0 NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER i oo AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND i=11=1 EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. n 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH ��f r 1 AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. f THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SP DF HF SPF SPF-S a .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY ir, .162 108.8 99.6 86.4 84.5 73.8 co z .128 74.2 67.9 58.9 57.6 50.3 SIDE VIEW 2 .131 75.9 69.5 60.3 59.0 51.1 (22 x3) AILS to .148 81.4 74.5 64.6 63.2 52.5 �i �:� NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. II EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: SIDE VIEW SIDE VIEW 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity (2x4) (2x6) 3 NAILS 4 NAILS I NEAR SIDE i NEAR SIDE i NEAR SIDE I NEAR SIDE i NEAR SIDE 1 NEAR SIDE 1 NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY VARY FROM 30°T060° 30°T0 60° 30°TO 60° 45.00° 45.00° ` 45.00° 14 r-7/ *--7/ 1 fir. 01,41' • ,.':it - elivAgmaA11.111011010111WAPAINNek 41i iix-0~04", FEBRUARY 8, 2008 l LATERAL BRACING RECOMMENDATIONS ST-STRGBCK I ID R MiTek USA,Inc. Page 1 of 1 n1J ,o0 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 1\ 4 „ a 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek USA, Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK WEB WITH(3)-10d NAILS (0.131"x 3") ANCHOR TO ATTACH TO TOP CHORD (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) \ , ATTACH TO VERTICAL i WEB WITH(3)-10d NAILS (0.131"x 3") WAN 'q yyN w—� w �wummuT \-117/ \- � " 411 Pi dr MIM IlliMMII MA Mallel 111.1 BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WITH TWO#12 x 3" NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD WOOD SCREWS(.216"DIAM.) . \ . , j WOG r NII/14 r __-___- 9_ Y I Y 1 USE METAL FRAMINGATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH(3)-10d NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"x 3") (0.131"x 3") STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) 4-0-0 1 WALL BLOCKING TRUSS STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) L..- -- �. �� THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0"LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131"x 3") EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH (12)- 10d NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek USA,Inc. =-1, =I 1D ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT= FEET 0.MAX TRUSS SPACING=24"O.C. iI or= CATEGORY II BUILDING 0 EXPOSURE B or C LAA J ASCE 7-10 1 DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek USA, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5'TOE NAILED. B-BASE TRUSS.REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON /', INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH Uitt ®b,' DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 1-viii-I1111®1U®ION\' 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM am 417/� ,' PIGGYBACK SPAN OF 12 fl. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH , MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT C . 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. I (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B 0 WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: '��,�, I ��link: � REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On ''•., \ PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE \ �� TRUSS MITEK DESIGN DRAWING. \�\t,_ , SCAB CONNECTION PER ' -�,I� Q'�� NOTE D ABOVE 4I -.\ ' \' �� P -Jai `IIS l \ik'.. \ This sheet is provided as a Piggyback connection \`� FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail On PLATES TO detail only.Building Designer is responsible for all \`` EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5'PER MEMBER. permanent bracing per standard engineering practices or \\ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. • ,. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED BOTTOM CHORD EXTENDTHROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP iZ AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM 1 .0 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW i�„ BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS -• GREATER THAN 4000 LBS. ill / 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. A r'i?,I 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. .,,xiss» • FEBRUARY 14, 2012 Standard Gable End Detail ST-GE130-001 CI= ® MiTek USA,Inc. Page 1 of 2 - =l1 1 Typical x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud i oo Vertical Stud (4)-16d Common DIAGONAL �n / Wire Nails O gBACE MiTek USA, Inc. r ` i// 16d Commmon LIILWire Nails SECTION B-B ►/ DIAGONAL BRACE ��1�;' Spaced 6"O.C. 4%0"O.C.MAX (2)-10d Common . ! 2x6 stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 2x4 No.2 of better W SHOWN ARE FOR ILLUSTRATION ONLY. �� Typical Horizontal Brace Nailed To 2x_Verticals 12 SECTION A-A w/(4)-10d Common Nails 1111lit 1©� Varies to Common Trusszxtud po, Awe AZ% Awr AZ% AZ SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. �� ATTACH DIAGONAL BRACE TO BLOCKING WITH ��N� 3x4= (5)-tOd COMMON WIRE NAILS. Al _ii !1 (4)-8d NAILS MINIMUM,PLYWOOD % .M.4I/ ///////. SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"max Roof Sheathin• NOTE: _ 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. ,��;i�?�_/t►.2:� \ / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1'3" WAIIWALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-1 0� 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. �� ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / �.� (2) 10d NAILS BRACING OF ROOF SYSTEM. / 10. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ��• 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF I ' �� %rUS' -s 24" o.c. DIAPHRAM AT 4'-0"O.C. � 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL ►� BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. F ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 p0int • COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed ,_: TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15 2x4 SPF Std/Stud 24"O.C. 2-11-1 3-0-2 4-3-2 5-10-3 8-9-4 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek USA,Inc. Page 2 of 2 00 ® a100ALTERNATDIAGONAL24"BRACING TO THE BOTTOM CHORD Trusses o0 n n HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. �vr (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek USA, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. • �� 7. 1'-3" Max. a � IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR 'Ii NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THEPURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THETRUSSES TO RESIST ALL OUT OF PLANE LOADS THATMAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN TO BLOCKING W/TWO 16d NAILS(MIN)Diag. BracePROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 pointsSUPPORTING THE BRACE AND THE TWO TRUSSES A G if neededON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. 1 `��_, (5)TAOd COMMON WIRE NAILO BLOCKING WITH End Wall ___ ��ORMIEI CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE *Mi._ FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON-THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: -FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL ri �' MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. -FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL / MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) 55 MAXIMUMli STUD LENGTHS ARE LISTED ON PAGE 1. pr- ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS 22 il ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL ANADEQUATEDIAPHRAGM OROTHER METHOD OF BRACING MUST5 BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM GABLE TRUSS CHORDTORESISTALLOUTOFPLANELOADS.THEBRACINGSHOWN" Ail... iii` iN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. s� u T lioNOTE:THIS DETAIL IS TO BE USED ONLY FOR _` STRUCTURAL GABLES WITH INLAYED I STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. I STANDARD / GABLE TRUSS I ilIPIIIb\ . . ■ • eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Multiple-Member Connections for Side-Loaded Beams with Concentrated Loads Table 1: Maximum Concentrated Load Applied to Beam - Bolt or Nail Connection (Ibs)111 Hanger 1/2"0 or'/4"o Bolts(3N4) 16d (0.148"x 31/4") Nails Beam Configuration Bolt #Bolts #Nails Type Diameter(2) 2 4 6 8 6 12 18 24 0.5 2,100 4,200 6,300 8,400 3-ply 13/4" FACE 2,125(5) 4.250(5) 6,370(5) 8,495(5) (51/4"Beam) 0.75 3,060 6,120 9.180 12,240 0.5 760 1,525 2,285 3,050 6) . l TOP 1,060 2,1256 3,1856 4,2506l 0.75 930 1.860 2,790 3.720 --- --- -- -- -- iii FACE -_ __ 3'/2"+13/4" --- --- (51/4"Beam) 0.5 1,050 2,100 3,150 4,200 TOP 1,060 2,125 3,185 4,250 0.75 1,530 3.060 4,590 6.120 0.5 2,100 4,200 6,300 8,400 3'/2"+13/4" FACE/ ls> (s) (s> (s (5'/4"Beam) TOP 2,125 4,250 6,370 8,495 0.75 3,060 6,120 9,180 12,240 111 FACE 0.5 1,400 2,800 4,200 5,600 _ - _ -- 4-ply 13/4" 0.75 2,040 4,080 6,120 8,160 (7"Beam) TOP 0.5 675 1,355 2,030 2,710 - - - 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8.400 11.200iiii sl s) s> s, FACE 2,830 5,665 8,495 11,330` 2-ply 13/4"+3'/2" 0.75 5,025 10,050 15,070 20.095 (7"Beam) 0.5 935 1,865 2,800 3,735 TOP 945(6) 1,890(6) 2,830(x) 3,775`6) 0.75 1,360 2,720 4,080 5,440 0.5 1,720 3,440 5,160 6,880 2-ply 3'/2" FACE/ (7"Beam) TOP - 0.75 2,480 4,960 7,440 9,920 0.5 1,015 2,030 3,050 4,065 2-ply 13/4"+3'/2" FACE/ --- --- --- --- (7"Beam) TOP 0.75 1,240 2,480 3,720 4,960 0.5 1.720 3,440 5,160 6.880 FACE --- --- -- -- 2-ply 11/4"+ 3'/2" 0.75 2,480 4,960 7,440 9.920 (7" Beam) TOP 0.5 675 1,355 2,030 2,710 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 51/4"+ 13/4" FACE 1 (s) s> (s) (s) (7"Beam) TOP 2,830 5.665 8,495 11,330 0.75 5,025 10,050 15,070 20,095 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Washers required. Bolt holes to be 9/16"maximum for'/2"bolts, 13/16"maximum for'/."bolts. 3. Minimum end distance for bolts is 6". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member.Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side.Additionally,install half the number of required nails from side opposite hanger. Page 1 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,'Level,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR ©2010 Weyerhaeuser NR Company All rights reserved. ■ eve m TECHNICAL BULLETIN April 2010 Bulletin TB-300 by Weyerhaeuser Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)111 Fastener Type Hanger Wood g USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 - FACE j3I 3'/2' 1,435 2,870 4,305 5.740 2,040 4,080 6,120 8,160 3-ply 1'/d' (51/4" Beam) / TOP(2) 3'/z' 720 1,435 2,155 2,870 1,020 2,040 3.060 4,080 ' , FACE 3'/2' --- --- --- --- -- -- --- -- 31/2"+13/." (51/4' Beam) t l ,/ , I TOP 141 31/2' 720 1,435 2,155 2,870 1,020 2.040 3,060 4,080 - 31h"+13/<" FACE! 3'/2" 1,435 2.870 4,305 5,740 2,040 4,080 6,120 8.160 (51/4" Beam) / . TOP 131 FACE(21 6"6' 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 4-ply 11/4' 7" Beam) ) 1 TOP(2) 6"15t 705 1,405 2,110 2,810 905 1,815 2.720 3,625 FACE 131 3'/2' 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 2-ply 1'/a"+ 31/2" I ' 6"(5) 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 1 . (7" Beam) ' TOP(2) 3W 640 1,275 1,915 2.550 905 1,815 2,720 3,625 6"15t 705 1,405 2,110 2,810 905 1,815 2,720 3,625 2-ply 31/2" FACE/ (7" Beam) TOP(2) 6"15' 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 11/4"+ 31/2" FACE/ 6"'s) 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 (7"Beam) TOP(3) FACE141 6"`5' 1,055 2.110 3,165 4,220 930 1,860 2,785 3,715 2-ply 11/4'+ 31/2" i. I J (7" Beam) l i [ TOP141 6„,5t 705 1.405 2,110 2,810 905 1,815 2,720 3.625 5 '+1'/." i '/4i i FACE/ (7"Beam) ) TOP(3) 31/2" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallamtm PSL and Microllame LVL,but are not recommended for TimberStrane LSL. ., ma Page 2 of 8 N' CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser, Level Microllam.Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR 02010 Weyerhaeuser NR Company All rights reserved ■ TECHNICAL BULLETIN e'Ie April 2010 by Weyerhaeuser Bulletin TB-300 Table 2B: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)(1) Connection Name Hanger Wood TrussLok Beam ConfigurationType Screw Length #Screws 2 4 6 8 FACE 13) 3%' 1,600 3,205 4,805 6,410 3-ply 13/<" (51/4"Beam) / f TOP(2) 33/4' 800 1,600 2,405 3,205 FACE 3W - -- -- - 31/2"+1'/d' ..I (51/<" Beam) / TOP(4) 3%" 800 1,600 2,405 3,205 3Yz"+13/4" 1 FACE/ 3%" 1,600 3.205 4,805 6,410 (51/4"Beam) I TOP(3) / 1 T 4- I 1/." ! ± l ! FACE(2) 5", 6W 1,160 2,320 3,480 4,640 PY 3 , (7" Beam) .i / i r TOP(2) 5",63/:' 775 1,545 2,320 3,095 . FACE(3) 3%"' 2,135 4,270 6,410 8,545 2-ply 13/4"+31/2" l 5",6'/." 2,320 4,640 6,960 9,280 (7" Beam) TOP I21 3%" 710 1,425 2,135 2,850 5",63/." 775 1,545 2,320 3,095 2-ply 312" 1 , t FACE/ (7" Beam) TOP(z) 5",6%" 1,160 2,320 3,480 4,640 IE ii FACE/ 2-ply 13/4 +31h" TOP(3) 5",63/4" 1,160 2,320 3,480 4,640 (7"Beam) FACE(4) 5",6'/." 1,160 2,320 3,480 4,640 2-ply 1%"+31/2" (7"Beam) i TOP(4) 5",6'/4" 1,160 2,320 3,480 4,640 51/4"+ 13/4' .i FACE/ (7" Beam) TOP(3) 5",63/+" 2,320 4,640 6,960 9,280 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. ._ .. ............. Page 3 of 8 ,s.".., CONTACT US - 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,;Level.Microllam,Parailam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ • TECHNICAL BULLETIN e'Ie V April2010 Bulletin TB-300 by Weyerhaeuser Table 1, 2A, 2B General Notes • Connections are based on NDS'''2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162"x 31/2") nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist'Beams, Headers, and Columns Specifier's Guide (#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2" bolts-9/16" 0 maximum holes • 3/4" bolts- 73/16'0 maximum holes T • Lead holes not required for wood screws y N Conc. Load Conc.Load m CO Conc.Load Conc.Load t9s `o `o /, 00° r • ,. a (NLib4r . / • ; / • \EQ 4,EQ., 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min. Beam Depth: Min. Beam Depth: d=71/4"for 1/2"0 bolts d=9'/."for'/2 a bolts d= 11'/,"for 1/2"0 bolts d=9'/4"for'/:'0bolts d= 14"for'/."0 bolts d= 16"for a/4"0bolts Conc. Load Nailed Connection Detail F >. *STAGGER NAILS TO PREVENT SPLITTING 6d 1 '/z" X `. 9" 1nker (typ) (0.1418" x31/4") p ___ _ Typ. i:(+/-1") 6 Nail Pattern ]] 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern CONTACT US • 1.888.iLevel8 11.888.453.83581 •www.iLevel.com AWeyerhaeuser ;Level.Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.CO 2010 Weyerhaeuser NR Company All rights reserved IN - • e eve TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Table 3: Allowable Capacities of 51/4'r Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 7'/4' 97/4" 91/2" 113/4' 111/e" 14" 16" 18" 20" 24" <5d 6,235 6,545 8.755 9,560 12,345 15,005 Max 1/2 >5d 10.150 10,500 12,950 13,825 16,800 19,600 Shear <5d 3,995 4,260 6,210 6,940 9,510 12.015 J (lbs) '/a" >5d 8,750 9,100 11,550 12,425 15,400 18,200 s2 10,605 15,295 15,685 23,905 32,760 42.265 (aa ,/2„ 4 9,355 13,470 13,730 20,915 28,725 37,250 6 9.350 13,470 13,730 20,910 28,725 37,245 m Max 8 13,510 20,575 28,275 36,685 Moment 2 10,600 15.290 15,685 23,900 32.755 42.260 E_ (ft-Ib) 4 9,900 14,215 14,195 21,490 29,020 37,225 h '/s" 6 29,015 37,220 8 36,655 <5d 2,745 4.445 4.665 6,240 6,810 8,795 10.690 12.610 14,545 18,440 Max 1/2. >5d 5,235 7.230 7.480 9,225 9,850 11,970 13.965 15,960 17,955 21,945 Shear <5d 1,455 2,845 3.035 4,425 4,945 6,775 8,560 10.390 12,250 16,040 3 >s /4 >5d 4,240 6,235 6,485 8,230 8,855 10,975 12,970 14,965 16,960 20,950 2 9.960 16,220 17,105 23.990 26,730 36,385 46,670 58,130 70,740 99,375 E ,/2„ 4 9,025 14,305 15,065 21,000 23,385 31,905 41,130 51,535 63,100 89,670 6 14,305 15,060 20,995 23,385 31,905 41,125 51,530 63,100 89,670 o Max 8 20.660 23,010 31,405 40,510 50,795 62,250 88590 Moment 2 9,950 16,210 17,100 23,985 26,725 36,380 46,665 58,125 70,740 99,370 (ft-Ib) 4 15,145 15,895 21,710 24,030 32,235 41,105 51,120 62,285 88,015 %,, 6 32,230 41,100 51,115 62,280 88,010 8 40,475 50,335 61,335 86,745 Max 1/2" <5d 4,520 4,745 6,350 6,930 8,950 10,880 12,830 >5d 7,360 7,615 9,390 10,025 12,180 14,210 16,240 Shear <5d 2,895 3.090 4,505 5,030 6,895 8.710 10,575 J (Ibs) '/<" >5d 6,345 6,600 8,375 9,010 11,165 13,195 15,225 a 2 18,090 19,080 26,760 29.815 40,740 52,430 65,495 ® 4 15,960 16,805 23,420 26,085 35,725 46,205 58,065 m 6 15,955 16,800 23,420 26,080 35,725 46,205 58,060 - Max 8 23,045 25,665 35,165 45,510 57,235 Moment 2 18.080 19,070 26,755 29,810 40,735 52,425 65,490 ll (ft-Ib) 4 16,890 17,730 24,215 26,805 36,095 46,180 57,600 3/'„ 6 36,085 46,170 57,595 8 45,470 56,715 Table 3 General Notes • Connection location refers to distance from face of bearing to centerline of connection, where d is the beam depth. Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing. • Shear reduction has been taken in accordance with NDS 3.4.3.3. • All values shown are for 5'/4"widths. Multiply by 1.33 for 7"wide beams. • 9'/4'and 11'/4"TimberStrand°LSL are 1.3E grade, all other depths are 1.55E grade. e- 4416411111116* 10( Page 5 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com Weyerhaeuser,iLevel,Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ - - TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam'`'LVL beam supporting a 2-ply Microllam LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. V Br9 (TYP.) 1 L • J L • J L 1 L 1 L Additional 3-1%" x 14" Microllam® LVL Beam, Flush Connection Required for• • Concentrated Face Mount Hanger with 5,000 lbs Reaction • Load s r � --- 2- 1%" x 1®"LVL Microllam® 14" Floor Joists @ 24" o.c., Typ. Beam, Flush 1 r 4'-0" 15' 0" Partial Framing Plan I .y.a ,:a:r.._.. Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser, Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR Company AU nghts reserved. eve TECHNICAL BULLETIN by Weyerhaeuser March 2010 Bulletin TB-300 Solution: ■ Use the iLevel Trus Joist"'Beams, Headers, and Columns Specifier's Guide (#TJ-9000)to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of 1/2"diameter bolts at 16"on-center(570 plf) — 2 rows of USP WS35 wood screws at 16"on-center(540 plf) on each side of beam — 2 rows of SDS 1/4 x 31/2"at 24"on-center(510 plf)on each side of beam — 2 rows of 5"TrussLok wood screws at 24"on-center(500 plf) • Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1, 2A or 2B of this bulletin, locate the section fora 3-ply 13/"member and face mount hanger. Again, multiple options exist that exceed the 5,000 lb load requirement: — 1/2" diameter bolts in a 6-bolt connection (6,300 lbs) — 16d (0.148"x 3%") sinker nails in an 18-nail connection (6,370 lbs) — 31/2'WS wood screws in an 8-screw connection (5,740 lbs) — 3Y2" SDS wood screws in a 6-screw connection (6,120 lbs) — 3%' TrussLok wood screws in an 8-screw connection (6,410 lbs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen, the 3-ply beam must be checked for the effect of the bolt holes from the 6-bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4, the bolt holes will be located approximately 1'to either side of the concentrated load location. After inputting the span and load information, choose the two locations corresponding to the concentrated load location CO 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattern selected using Table 3 on page 5 of this bulletin. See the Forte' software output on the following page for results of this analysis. The 3-ply Microllam®LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations(1'on either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft-lbs. The connection is less than 5d (48"< 14"*5 =70")from the end of the member. From Table 3 of this bulletin, the reduced allowable shear for the 3-ply 14" Microllam®LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-lbs. Therefore, the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type, size, spacing and installation pattern as appropriate. Page 7 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com .Weyerhaeuser.iLevel.Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company All rights reserved ■ • 1 TCf` ILIAIlr` A I Q111 I CTIA, ' • i '��) Forte MEMBER REPORT Level, Floor: Flush Beam ) software 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam® LVL PASSED C)v^r:e I nrin,,th 17 1 ,11Ir- _. 0 i 1 111 L l L] Pi All Dimensions are Horizontal,Drawing is Conceptual Design Results Actual ILD Location Allowed Result LDF System:Floor Member Reaction(lbs) 7595©2" 7809 Passed(97%) -- Member Type:Flush Beam Shear(lbs) 6837©1'5 1/2" 13965 Passed(49%) I 0 Building Use:Residential Moment(Ft-lbs) 25215©4' 11 7/8" 36387 Passed(69%) I 0 Building Code:IBC Live Load Defl.(in) 0.356 a 7'1 13/16" 0.489 Passed(U494) - Design Methodology:ASD Total Load Dell.(in) 0.456©7'1 718" 0.733 Passed(U386) • Deflection criteria.LL(U360)and TL(L/240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability Total Available Required Support Reactions(lbs) Accessories Supports Bearing Bearing Bearing Dead I Floor I Roof/Snow 1 -Stud wall-Spruce Pine Fir 3.50" 3.50" 3.40" 1641/5955/0/0 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50" 2.33" 1164/4045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Dead Floor Live Roof Live Snow Comments Width (0.90) (1.00) (non-snow:1.25) (1.15) 1 -lJniform(PSF) 0 to 15' 1' 100.0 400 0 0 0 0.0 10'Floor 2-Point(lb) 4' N/A 1000 4000 0 0 Location Analysis Shear(lbs) Moment(Ft—lbs) Comments Actual!Allowed/LDF Actual I Allowed/LDF 1 -3' 6035/13965/1 0 19186/36387/ 1.0 BOLTS LEFT OF HANGER 2-5' 39/12569/0.9 25215/36387/1.0 BOLTS RIGHT OF HANGER Forte"'Software Operator Job Notes 3125/2010 9:02:21 AM 'Level®Forte'.v1.1,Design Engine V4.8 0 1 Page 1 of 1 • --#�. ,-•••••••.44.- Page 8 of 8 w CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com AWeyerhaeuser,'Level,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. MI r