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118,122,126 OCEAN GATE DR - TRUSSES Ii HATCH LEGEND 10' 1-1/8" sin 1777A 9' 1-1/8" M 20'7" . O - General Notes -Per ANSI/PP]1.2002 all"Truss to Wall" connections are the responsibility of tle Building •• Designer.not.the Truss Manufaaurer. •Use Manufacturer's specifications for all hanger connections unless noted otherwise. -Trusses are to be 24"o.c.U.N.O. •All hangers are to be Simpson or equivalent U.N.O.- Use 10d n 1112'Nails in hanger connectiops to single -.'". .0 v. > C 71y girder • 1 .� W W N LL tosses not desgtretl to support bric7c O. ' �i - U-- t - a..n ns are Feetlnches-Sixteenths . 56-05-00 " �' c c toc C , 8-00.00 3-09-04 3-0104_ 4.00.00 4-00.00 309-04 3.0304 8-00-00 7 t r,Y V 4 5 m. C r. __.. _ W barges will be a rnpntxl by[tuilde w� �� r I G q. y Q n ••unless approved in writing first. .� eV C1,._ ?r.. : is corrosive to truss plates. R n v _ ' % c m E u".. ,14• e:me:in contact with truss p : $ ' ° ° ' lL y aa.c.. tails)mast have an eppr0vnl ba pplied • • a m u o - M > CCG.0 C ` R1 Summary Sheet•Ouide 01r.: 'ing. vie.-. d.— v L I pr xl Bracing du Metal Plate Con •., nod t -0Qi r I. 4.0.00 • I i r r • d I.°. N.. tr 7 .ss pr� and during truss installation`• - - x "� v [� Tv iC az.. c' y O E U.1 is the responsibility of the Contractor toe of the r. — u.. m C 'u� i--. roper orientation of the truss plazment i :• to E t/+ 0 e const"aion documents and field conditio •. the I, y %i ructure rientation. If a revers ,r flipper].•. tis II uimd.it will be supplied at no cost. .4 Iders E__ 2 n C (fl tntSource. a+ t: y L Q Ira m u.' �' is the responsibility of the Contrattor te..,:. . re '� y Se O v N W -placement of trusses are adju for plum `' ...a-t s.®n li hts,act...,so thew do no •1.'re �J01(1 r`!'i� o iheseypet!EI &P. 1mmofra--- c Y (1,, rises bsldw. The floor trusses IYOe not t igned II!� y L t tarry al additional loads from a}ove. i. -( ❑ is trues placement plan was not I,'matediiy-• •�� t O O engineer.but rather by the Builders FirstSi$i• •aff ++ Y w a d is solely to be used as an installation , � - . . - t u E t r s not require a seal.Complete miss e "'�•Ta.•and 5 . A u m to O W• .lysis can be found on the truss 4 sign...v/,''': ,,,. , . • ,� t 3 N y > ich may be sealed by the truss design e ILILIp u I !�_ ,I D 111' .-:y not�Iesigned symmetrical. lea t".p the 'Win _ ____- CI individual truss drawings and truss pla -fur - • - proper orientation and placement. •, • 2 _ _ Builders FirstSource Freeport PHONE:850-835-4541 FAX:850-835.4532 • Jacksonville PHONE:904-772-6100 FAX:904-772-1973 Tampa PHONE:813-621-9831 FAX:813-628-8956 aWe," Habitat for Humanity-Beaches 126,122,118 OceanGate Drive 14.5.1 Triplex 05/31/20161 RRV 1 817204 -IAUSER PRODUCT #'S 1630.2-1630. 10 rim. 'J.` `�` ' W.,J.` N/A 1 N/A 1 817204 I • 0 56.05-00 2600-00 16-05-00 20.00-00 TN T ` iiii� 1 Q- r I II 44 z;II'i• ,iiimin 19-09-08 -! lh ,iiiiillkl- 7700- F01 19-09-08 r F01 1-1�� 1. II ,. L U III 1-1 , Mal 21n 11 I 1nU ail I ji 2" 11 l., 21�� 11 II 1„ 11 pos(4 I 2 1 1/ ■I 02 7) 2'" 11 II 1. 11 M'IS I I�, 11 �� V, ' ■I 21.. 11 I im.o. . / I-I I 1„ 1/ ■If I�I 11 I � . ■11-omai III! : 1„ 11 I!ifI ■IIISI // iill1r. S ■I'x�:ar 11 I 111 i.• -, III 11 " �I ■11I 1 ■II11111.11E=mow' . 11 i . j tic ANNit14' 11 i 1II 1�� 11 l i.*1'1 1 i I IL 11 �i / tiw. 1 21ii 11 ' Iii 1/ I I �.� 111;2,2 du 1i 11 IZirill:11� I 19-09.08 19.09.08 20-00-00 16-05-00 20-00-00 MITEK PLATE APPROVAL #'S 2197.2-2197.4, WEYERE ;,_ 'mom milsp Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek s FILE COPY RE: 817204 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Habitat for Humanity - Beaches Project Name: 817204 Model: Tnplex Lot/Block: Bldg K Subdivision: 126,122,118 OceanGate Drive Address: 126,122,118 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. Truss Name Date 1 T8729907 CJO1 5/31/016 18 9924 F �r.�,�, 2 I T8729908 'CJ02 1 5/31/016 119 T:729925 IF {N�� " ► 3 T8729909 CJO3 5/31/016 20 :fir;.•, d{ii1i09s to which Bf 1.r Is affixed have been reviewed for 4 T8729910 CJO4 5/31/016 21 ':' '" . "1 e esogn 1 /81�f)t6e Structural engeneering Preptlr,dl by 5 T8729911 I CJO5 15/31/016122 T87B69$Bis : . , ...._ . 5/ 1/(i 'the Professional Engineer Identlfird 6 T8729912 CJO6 5/31/016 23 9Ll3t4F ated watt - � 1 lessen the Delegated Engineer's 7 T8729913 I CJO7 1 5/31/016124 18719 terrors or oml i anon of said documents, nor relieve 8 18729914 EJ01 16/3 '6 the same. 1 15/31/016 25 IF15_ t15/31/016 rk- 9 T8729915 EJ02 1 5/31/016126 . ., 6 ❑APPROVEMIGIS MOTED 0 NOT APPROVED 10 T8729916 EJ03 5/31/016127 I T872993-3-717 11 T8729917 F01 5/31/016 128 1 729934 j F18 5/31/016 12 18729918 F02 5/31/016129 1729935. F19 Z - i 5/31/016J4( I 13 18729919 F03 5/31/016130 tT8729936 F20 ! RE: 817204 - Site Information: Customer Info: Habitat for Humanity - Beaches Project Name: 817204 Model: Triplex Lot/Block: BldgK Subdivision: 126,122,118 OceanGate Drive Address: 12622,118 OceanGate Drive City: Atlantic Beach State: FL No. Seai# Truss Name Date 35 T8729941 HJO3 5/31/016 136 T8729942 T01 16/31/0161 137 T8729943 T02 15/31/016f 138 T8729944 103 1 5/31/016 f39 40 T8729945 TO4 5/31/0161 1 T8729946 105 1 5/31/016 1 141 I T8729947 T06 5/31/016 [42 I T8729948 T07 5/31/0161 143 I T8729949 T08 5/31/0161 44 T8729950 109 5/31/0161 145 118729951 T10 5/31/0161 146 1T8729952 T11 , 5/31/0161 2 of 2 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 IldI These truss designs rely on lumber values established by others. M iTele low ,411/14.1140 RE: 817204 - 12"64040.011.1101, MiTek USA, Inc. Man Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Habitat for Humanity - Beaches Project Name: 817204 Model: Trip ex Lot/Block: Bldg K Subdivision: 126,122,118 OceanGate Drive Address: 126,122,118 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. 1No. Seal# Truss Name Date No. Seal# Truss Name Date 11 .__178729907 CJ01 5/31/016 18 T8729924 F08 5/31/016 12 1T8729908 I CJ02 15/31/016 19 _ T8729925 F09 ,5/31/016 13 IT8729909 1CJO3 __i 5/31/016 20 T8729926 F10 15/31/016 14 _T8729910 ICJ04 15/31/016 21 T8729927 F11 15/31/016 15___._. T8729911 CJO5 _ 15/31/016 221T8729928 F12 J 5/31/016_., 16 T8729912 CJO6 15/31/016 23 T8729929 F13 15/31/016 17 1T8729913 CJO7 15/31/016 24 T8729930 F14 5/31/016._: ---------- 8 T8729914 EJ01 L5/31/016 i25 T8729931 F15 5/31/016 9 T8729915 EJ02 15/31/016 126 T8729932 F16 5/31/016 10 T8729916 EJ03 15/31/016 27 T8729933 F17 f 5/31/016 01 j T8729917 F01 15/31/016 28 T8729934 F18 15/31/016 [12 T8729918 F02 .15/31/016 29 ;T8729935 F19 ' 5/31/016 [13 T8729919 F03 5/31/016 ,30 - !T8729936 F20 ....____ 5/31/016 114 T8729920 F04 5/31/016 131 T8729937 F21 5/31/016 15 T8729921 F05 5/31/016132 T8729938 F22 __15/31/016 16 T8729922 F06 '5/31/016 '33 T8729939 HJO1 15/31/016 17 18729923 F07 5/31/016 34 T8729940 HJO2 5/31/016 The truss drawing(s)referenced above have been prepared by MiTek •"-c ���I iii�pII sI� Industries, Inc. under my direct supervision based on the parameters ,%•_ P� ER.P.• F74,., provided by Builders FirstSource-Jacksonville. �.` ` ,.•�G E NSF••', '.' ` , 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 : i w :. s Job4 'Truss `Truss Type Oty Ply 78729907 817204 CJO1 Jack-Open Truss 8 1 ; Job efen Builders FirstSourcs, Jacksonville,Fl 32244 7.640 s Apr 19 2016 industries,Jacksonville, Ms,Inc.Tue May 31 10:43:18 2018 Page 1 ID:_BkMOOgICcvBYV7m4?iycCyToidt-tayFBziszY42yNIex8WyU7?b1 i1 UukhLbYhO2qzBObt I -2-0-0 I 1-0-0 • I . 2-0-0 1-0-0 .L .* *O* 0."`' .. Scale 41:8.9 3 Jj 4.00 12 2 I, _� �1 IIII 4 1 PAM 3x4- 1-0-0 -I 1-0-0 Plate Offsets(XV)— f2:0-1-6,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) Vdefl Lid 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 Na BCDL 5.0 Code FBC2014/TP12007 (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. I MiTek recommends that Stabilizers and required cross bracing I 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 Uplift2=303(LC 8),4=-95(LC 1) Max Gray 2=269(LC 1),4=125(LC 8) FORCES. (lb)-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;Enc.,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 ,>>11111 1tai, 4)Reffit er girder(s)orren the ntruss chord truss coannnections.ther ,,,,`P.,cER.P, /4/1, 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 `s V .•' E N 'v -• 4. 44 ;•\,\C' S',c'••� .• 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • No 22839 0. • • X1311' 1TAT),4, F Walter P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Data: May 31,2016 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A111-7473 rev.1W0/201S BEFORE USEI- i ' 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 ' budding design. Bracing indicated is to prevent budding of individual truss web and/or lard members only.Additional temporary and permanent 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 ANSVTPII Quality Crlleda,DS8-$9 and SCSI Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 r, Truss Truss Type Qty Ply 78729909 817204 CJO3 Jack-Open Truss 8 1 Job Reference(optional) l Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:19 2016 Page 1 ID_SI MOO9ICcvBYV7m4?iycCyToxk-MmVePJIUksCvaWKgVr1B1KYII6NCdBxVgCQxaHzBObs I 2-0-0 I 5-0-0 2-0-0 5-0-0 •,++IrAtsv A. ...'i-',--`"' . . Scale=113.7 3 " ! -•rea Job (Truss Truss Type (Qty Ply 78729911 '817204 CJO5 JACK-OPEN TRUSS 4 1 Job Reference(optional) Builders FastSaros, Jacksonville,FI 32244 7.640s Apr 19 2016 MiTek Industries.Inc. Tue May 31 10:43202016 Page 1 • . I D:_8kM QOg l CcvBYV7m4?iycCyToxk•gy3oceJ7 V9KIBgv13ZYQZY5xp W kQMeBe2rAU6jzB0br .----.. -2-0-0 1-6-0 I 2-0-0 1-6-0 "skAiramornoriliallilliftr• • iaria.muiriaretrWL`tr-41t, . - .... s r.,'. Scale=1:7.1 a ".. :. ti „ *. 3 • 3.00 12 8R ' 2 4 2x6= 1.6-0 14-0 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 Incr 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=240/0-58.4=-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: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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 001111118 it 4)Refer to girder(s)for truss to truss connections. �� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 258 lb uplift at joint 2 and 34 lb uplift at joint ,�.0 -c ER P F;�I4� 4. �' e r •••••EN••• •VA 'a. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. :� •• \-%C' •.••• • �.i No 22839 *: :* - s 'y* '(r '1• TAIrr F 'i,1 .,'tisIONA` \-.1 • Walter P.Finn PE No.22839 MiTek USA,Inc.FL Gert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 1 6 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. - Desgn 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 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 individual truss web andtor chord members only Additional temporary and permanent bracing MiTek. iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 1l fabncabon.storage.delivery.erection and bracing of trusses and truss systems,see ANSI/PM Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Btvd. Safety Information available from Tnrss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314 Tanya,FL 36610 Job 4 Truss Truss Type Qty Ply 78729913 817204 CJO7 JACK-OPEN TRUSS 41 - 1±- . , ; Job Reference(notional) , Bu4dsra FirstSourcs, Jacksonville,Fl 32244 7.640 s Apr 19 2018 MiTek Industries,Inc.'rue May 31 10:4321 2018 Page 1 . ID:_BkMQOgICcvBYV7m47iycCyToxk-I8dOoKIGTScpgUDdG3f8ld54w2g55QofNv2e9zBObq { 2.04 { ' I .. ;:t-.r- 2-0-0 5-0-0 ' -4110010' .. SCsi 875.7. ,. . . ;i r} y1 3.00 12 2 1 2x6 = 4 I 5�0- I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl 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 lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (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 I Max Horz 2=98(LC 8) Max Uplift3=93(LC 12),2=-244(LC 8) Max Gray 3=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;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 4)Refer to ss to truss 5)Provide gechanicalfor connection(by others)connections.russ to bearing plate capable of withstanding 93 lb uplift at joint 3 and 244 lb uplift at joint SSS`:kV .. P. /A 2. �•�yJP'� ••"E N..... . /4/�tiy�i 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `%rte •\•\C' `s� �4� No 22839 1, 111 * • �O ? TA4 yr .' � �Ili°IONA41. iiiis 'e"' ' Walter P.Ann PE No.22839 MiTek USA,Inc.R.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII-7479 rev.1W03/2015 BEFORE USE NMI' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an indindual 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 iTek• 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 busses 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 Py T8729915 817204 EJ02 JACK-PARTIAL TRUSS 7 1 __ Job Reference(optional) Builders FirstSoulce, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industnes,Inc. Tue May 31 10:43:22 2016 Page 1 ID:_8kMQOgICcvBYV7m4?lycCyToxk-mLBm1 KLN 1 naTR_3PA_buezAFzKRJgYgxW9fbB¢BObp I -2-0-0 i 2-8-15 I 2-0-0 2-8-15 • :'!M«'r - , 4,1^. AO,-O,- Scale=1:14.4 ? r '411160.1111111110111".4.00 12 '4.1' ,gr. Illeihilliii i 3x4 II 2 r; ' tr n N O `r . ■ ri 4. 4 5 2x4 II I 2.8-1.5 I 2-8-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (10c) 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 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:13 Ib 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 InstallatiptLguicle. REACTIONS. (lb/size) 5=251/0-3-8,3=29/Mechanical,4=1/Mechanical Max Horz 5=94(LC 8) Max Uplift5=197(LC 8),3=46(LC 12),4=-2(LC 12) Max Gravy=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=l30mph(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. 1I11I I/ 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 01�'y� ��.4 fit between the bottom chord and any other members. ,,�� ��ER . r.1�',,I 4)Refer to girder(s)for truss to truss connections. ��V P••'• E. tis "V+ 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 ,.. \,\C' ' a ••.• Bio and 2 lb uplift at joint 4. • ' 0 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • No 22839 IrE ' O �•;' TA4 F '�. • • ,,e711%5,,0NM-�?,.s Wafter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 mit A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 981-7473 rev.11/032015 BEFORE USE Design valid for use only with MTekS 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 applicabrldy of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of indmdual truss web and/or chord members only. Adddional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse wnh possible personal injury and property damage. For general guidance regarding the fabncatton,storage.delivery.erection and bracing of trusses and truss systems.see ANSUIPI1 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 78729917 817204 F01 GABLE 4 1 Job Reference(optional) Builders FirstSotroe, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:4323 2016 Page 1 I D:_8k M Q 0 g I CcvBY V 7m4?iycCyT oxk-EX I8 F g M?o4i K28ebkh 67 BAIV Kjn HZ?N 5kp O9j2z Bobo o-1F18 aHe • J ;il -v/Ps ..t+41.11111*•-•--•- -F scale=1337 IIIIIIIIIINNIMIIIIIIIImnsiommi,'-_..t rr 3x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 s o e e e e ae o e e e e o e_ r21E\I 3E 34 9 e - e a e e e e e e e e e ee e 32 31 30 29 28 27 26. 25 24 23 22 21 20 19 18 17 34= 34 = 34= I 1-6-12 I 2-10-12 1 4-2-12 1 5-6-12 1 6-10-12 1 6.2-12 1 9-6-12 1 10-10-12 1 12-2-12 ( 13-6-12 I 14-10-12 ( 16-2-12 ( 17-6-12 1 18-10-12 (19-8-121 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1.4-0 1-4-0 14-0 1-4-0 1-4-0 14-0 1-4-0 1-4-0 1-4.0 0-10-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udefl Lid 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 17 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (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(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. %�`0 ER 'P-,F4 • -1-. \CENS•/•.'4// �1,, No 22839 r. *: ;* - - ..°..'t li- \ F ;1 t 14444 iiO'�s R� �P G,,�� .4'ONALE�0 iiiimito- Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 44 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE Mil' 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 venfy the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncabon.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,Alexandna,VA 22314. Tampa,FL 36610 fY- s '; Job` Truss `Truss Type Orly Pty . 617204 F03 FLOOR TRUSS, 4 i171r 78729919 : 2 Y; Bellere FketSotaa; Jacksonville,Fl 32244 w,' _a 1 7.640. Reference Notional) Apr 192016Wok Indwels%Inc.Time May 3110:43:252016 Page 1 • ID:_BkMQOgICcvBYVlm4fycCyToxk AwtvIMNF10)2lRn s88bC og2)GolpSNC7tFnwzBObn a=g1 & 0-1-8 ' HI 1-34 I I 1-9-0 I ! 1-7-4 I. Mia o.. I �y: a, yky ! ". I { 13/2 a° r • 4x4= 1.5x3 = 1.5x3 II 5x8 = 4x4= 1.5x3 II 1.54 II 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 s • o a ti. T4 N/IL,_ \,/ \ _ �N /. \ ///`\ 25 { O ae e e- a s �_ e 20 22 21 20 19 18 17 16 15 14 13 1 1.5x3 II 4x4= 3x4 = 1.54 II 34= 4x4= I 6-1-8 I 19-8-12 t 6.1.8 13-7-4 Plate Offsets(X,Y)— [11:0-1-8,Edael.I17:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) I/defl L/d 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 Incr YES WB 0.45 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (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. (Ib)-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=482/0,4-5=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=0/774,6-17=-333/0,1-22=0/356,4-20=0/459,2-22=-275/39, 4-19=-1074/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. ♦��,�T«� 1 h pl y,' 2)All plates are 3x3 MT20 unless otherwise indicated. ,� �1 ER P p/4/s,e 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .• 14' V A•.•" '• w_�j 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 `%- • :\C+ N si..•...v sir be attached to walls at their outer ends or restrained by other means. •. 0 5)CAUTION,Do not erect truss backwards. No 22839 : '. .• *,: 71 * • :.::::::535);(''..41.1 ¢ TA '1.1.:1.0C1.°\. �'�OF'• . R1 . Walter P.Finn PE No.22839 MiTek USA,Inc.R Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 4 , A WARNING-Verily design parametwa and READ NOTES ON THIS AND INCLUDED*1TEK REFERENCE PAGE*11.7473 rev.10&3/2015 BEFORE USE. ill- Design valid for use only with MTeke 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 pemtanent 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/7P11 Quality Criteria.DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Sate 312,Alexandria.VA 22314. Tampa,FL 38810 i' • " IJob Truss Truss Type Qty Py 1817204 1F05 FLOOR TRUSS 6 1 78729821 Job Reference(ootionafl Builders FYal1aapa, Jacksonville,Fl 32244 7.640 s Apr 192016 MiTek Industries,Inc Tue May 31 10:43262016 Page 1 I D:_8kMQOgICcvBY V7m4TrycCyToxk-e6RHtiOt5?4wbMAPpfgppLgYxc1 mERXRndpKNzBObl 0-1.8 ,'qa; `>,. 130 1-10-401118 H I I __I I 4,11111110110101110*,Scale=127.5 31FailliallillNIg 1 4x4= 4x4= 1.553= 354= 4x4=1.54 II 3x3= 1.553 II 3x3= 354= 1.54 = 1 2 3 4 5 6 7 8 9 • o • .A • . 119x \ / X / \ N_ N 4/ N / m 29 e e a a e '. 17 18 15e 14 13 12 11 353= 44= 354= 4x4= 1.5x3 II 3x6 = 3x4= 456= 353= 1 15-10-12 I 15-10-12 Plate Offsets(X.Y)— I1:Edge,0.1-81.19:0-1-8,Edgel,I15:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 Incr YES WB 0.53 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (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. (Ib)-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=0/1108,2-17=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 strongbacics,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. +,{{{1111111.4. `` ,••_t0. ER P. F/41,10#,,i N '# • .. No 22839 tt *� �* ?SO TAS F ,,lc::;)... NRAIv. ttsc,ts‘..•1:::::: • Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 WARNING-Vaulty design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111I-7473 rev.10103/2016 BEFORE USE INIII 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 budding design. Brepermanent dng indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and peanent 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 ANSVTPII Quality Criteria,D6B-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 7...imikii r8172Truss Truss Type 01Y Ply 04 F07 FLOOR TRU" ' 2 1 T8729923 Job Reference(optional)Builders414FIrikilligi' Jadtsonvile,Fl 32244 ..-1,t 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:4327 2016 Page 1 I D:_8kMQ09ICcvB Wlrn47rycCyToxk-71_f42PWsJCmXIxNzXA3L0t3iLvGVeZgf RMMspzBObk H I 1-34 I pail 1-9.12 I 0-h8 ..mak•...ism '740,4140111,101111 ' !Ml{ .:. ' w: 1.54 = 4,6 II 24 II 3x6 II 3x8 II 408 II 2x8 II 5x6 II 1.54= 1 2 23 3 4 5 6 7 8 9 10 11 • • q \ o R �.�177N7, /i� \ //////�lL� e b \��� ,�� T \\\\\\\`�� 6 e Ij d 21 20 19 18 17 16 15 14 13 7x14 MT2OHS= 5x6 II 3x6 II 2x6 II 24 II I 19-8-12 I 19-8-12 Plate Offsets(X.V)— 11:0-1-8.0-0-81.17:0-3-0.Edoel.111:0-1-8,0-0-8]..[11:0-1-8.Edoel.f16:0-3-0.0-0-01.117:0-3-0,Edael LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid 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 Incr 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. (Ib/size) 22=1986/0-5-4,12=1295/0-3-4 FORCES. (lb)-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=-577710,3-4=-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. '»� 11 j 2)All plates are MT20 plates unless otherwise indicated. ,,%%T S#g 3)All plates are 6x8 MT20 unless otherwise indicated. ,�N , R P P,1"1 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,`�44/ •...... ..• • 's �j, 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 ,� •• �\C+ +S's•.• i.• be attached to walls at their outer ends or restrained by other means. s •• . 0 • 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 r: No 22839 . 1,. chord. The design/selection of such connection device(s)is the responsibility of others. .i *: .* 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). * r LOAD CASE(S) Standard i • TA\ F �• _• 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O •. Uniform Veadsert:1222=10,1-11=100 0•• R, Q�. �� Concentrated Vert: Loads(39(F) ��eli�s�O N Al-v.%%, i111111tt Walter P.Finn PE No.22839 MiTek USA.Inc.R Cert 6634 6904 Parke East Blvd.Tampa R 33610 Date: May 31,2016 1 A WARNING-Muff),design parameters and READ NOTES ON THIS AND INCLUDED 1e7EK 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 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 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 ANSIFTPII Quality Criteria,D8B-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 T8729925 817204 i-F09 FLOOR TRUSS 7 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Apr 19 2016 MiTek Industnes,Inc.Tue May 31 10:43:28 2016 Page 1 ID_BkMQOgICwBYV7m49fyCCyToxk-bVY1INP8ddKd9vWZXEiluEQAPkLDE8rqu56wOFzBObj 1-34)—I 1 taa implastoesiiir-0-0 I 0'F7-i6 A Stzb.127.814,.-u 4x4 = 4x4= 1.5x3 = 3x4 = 3x3 = 1.5x3 II 34= 1.54 II 34= 3x4= 1.5x3 = 1 2 3 4 5 6 7 8 9 a / N /' • o s ¢ 0 /- X / k N / X X 19 _ 20 \er M. e e s e '• 17 16 15 14 13 12 11 3x3= 44 = 3x4 = 1.5x3 II 3x3= 3x6= 304 = 4x8= 3x3= • I 18-1-0 I 18.1-0 . Plate Offsets(X.Y)— (1:Edae,0-1-81.(9:0-1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 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 lncr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC20141TP12007 (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 SPM 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=0/333,5-14=-401/185 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. `.1,011111111/iii., �.`� L�ER F F14,X11. ��.�p;••G'ENS;• jL�',i No 22839 • *: :* = t): I* • - :230.'..1. 19 TA F =i'� � F• s 1•rj R.1. z � ��• • • il Walter P.Finn PE N0.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 t r ll—. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 antl or chord members only Additional temporary and permanent bracing Mi I;T Ak• 11 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/TPIt r]uality Criteria,DSB-89 and BCSI Building Component 6904 Pattie East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street Suite 312,Alexantlria.VA 22314. Tampa,FL 38610 Job. Truss Truss Type ON I Ply 817204 F11 FLOOR TRUSS 1 1 78729927 - • '',VA •:v,k_;. •..s.. ,..-uws4 Job Reference(optional) BWdera FYgSouroa,• ' Jadiionvis,Fl 32244. '-' - I 7.640 s Apr 19 2016 MTek Industries,Inc.Tue May 31 10:43:30 2016 Page 1 •h:.A 1 d ID:_8kM0OgICcvBYVTrrM.' t DgyefcmbVZgYtri_Y6LPboT8ri30bh ?rycCY goToxk-Xt 3R08EaL0 0-1-8 HI 130 I 1-10.12 II 1-0-0 1 I- i 0.1118 1,.addlrF' -. y r.+=c, , wl►iv?it <"u► :. Scale 41:27.8 1.5x3 = 1.54 = 4x6 II 3x6 II 34 II 3x6 II 4x6 II 6x10 = 2x6 II 2x6 II 3x6 11 1 2 3 4 5 21 22 6 7 8 9 • Si e • e //al Is I $ N1e L. 14 2 11 �- 34= 4x4 = 3x3 = 1.5x3 II 1.5x3 II 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,Y)— 11:0-1-8,0-0-81,17:0-3-0,Edoel,18:0-3-0,0-0-01,19:0-1-8,0-0-81,x12:0-1-8,Edael LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 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 Inc( NO WB 0.78 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (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 Uplift10=298(LC 3) Max Gray20=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. I l l l f/ 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 298 lb uplift at joint 10. ,�1,1�1 814. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,,'• �"1 ER P p',i. 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 ,•V P..•• '' -1, �j be attached to walls at their outer ends or restrained by other means. ,� \C+E N$ .• �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 No 22839 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). *. :ii 1* = LOAD CASE(S) Standard 7::::▪ 131▪ 3...;11: ri t 'C 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 : t TATEl. F E Uniform Loads(pit) O' Vert:10-20- 10,1-9=loo ��4. (("ter1.•3;:-J�R1 .. . ,P •�` Concentrated Loads(lb) i tS •..,.. G‘...‘,C. .% Vert:21=657(F)22=-165(F) ,�I��s� L�AL` �,`, /Ol l l l ltif•11,� Wafter P.Ann PE No.22839 MiTek USA,Inc.R.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ma-7473 rw.1901/2015 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 Duiking 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 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 tracing of trusses and truss systems,see ANSVTPII Quality Criteria,DS13-89 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 T8729929 1817204 F13 FLOOR TRUSS 1 1 . Job Reference(oDtiona0 Builders FirstSource, Jacksonville,Fl 32244 7.640 a Apr 19 2016 MRek Industries,Inc. Tue May 31 1043:31 2016 Page 1 ID:_BkMOOgICcv43 7m4?iycCyToxk-?4EAwPSOvYiCOMFBCNF?Ws21?yK_RSWGa3Ka?az80bg 0.1.8 H I 1a0 I 100 i ata .4.10100.0101111100- Scale'.121 3 1.5x3 = 1.5x3= 4x6 1 1 3x6113x6 I I 3x611 4x6 11 5x8 II 1 2 3 4 5 15 16 6 e o e e o 11\111111t. • eo Teo R 4 e - o o NNN":"777Te e e 1k 13 12 11 10 9 8 3x3= 4x6= 3x3= 1.5x3 II 1.5x3 11 3*3= 5x6= 4x4= I 12-4-12 1 12-4-12 Plate Offsets(X,Y)— 11:0-1-8.6-0-81,[6:0-3-0,Edgej,16:0-1-8,0.0-81.17:Edpe,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 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 BOLL 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 down at 11-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. ``, 11111111 iii,, 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) ``-• s ER P F/ /I,0 LOAD CASE(S) Standard s \CE S•s•. i... 1)Dead+Floor Live(balanced):Lumber Increase=1.00.Plate Increase=1.00 i Uniform Loads(plf) No 22839 :. Vert:7-14=-10,1-6=-100 Concentrated Loads(Ib) = *• • Vert:15=-563(B)16=-175(B) 4 pirs•.:"5),• TAI -OF Z.L •� 4. i, <Ns -SDR\ .:, c,\`�� '�i,',S,O N A,V..- 0 Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 with possible personal injury and property damage For general guidance regarding the fabncaiion,storage,delivery.erection and bracing of trusses and Buss 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 T8729931 817204 F15 FLOOR TRUSS 3 1 a.M 1x Job Reference(ootionafl ' Builders FastSstns, Jacksonvik,Fl 32244 7.640 s Apr 19 20181 Tek Industries,kc.Tue May 31 10:43:32 2018 Page 1 ID_8kMQOgICcvBYV7m4?ycCyTo�ldr-TGoY8fTegrg2dWgKm4mE24bz5MhMA_8Ppj47X1za0bf 0-1-8 sys. t..".. H I 130 I1-9.0 1 1 1-0-0 1 -svit ile 144001/6011411"' t j 0 d,. ,i i(: . Stale=121. •tomeir. - .... ,...ort.,, 3x4= 1.5x3 = 34= 34= 3x3= 3x4= 1 2 3 43t0 5 6 •le 5 8 . NI'/s 4111111111°\.../• — ./. /I/ , A 10 13 12 11 10 9 8 e 7 3x3= 4x4 = 3x3= 1.5x3 II 1.54 II 34= 45.4= 1.54 II • I 12-1-8 I 12-1.8 Plate Offsets(X.Y)— 16:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vdefl L/d 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 Ina YES WB 0.39 Horz(TL) 0.02 7 n/a 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=0/809,1-1340/803,5-8=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 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)CAUTION,Do not erect truss backwards. • No 22839 O•+• TA F 04''�• rR�_,,,_�: S 11.11111131.* Walter P.Ann PE No.22839 Mi lek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 t • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE 1411-7473 rev.10'03/2015 BEFORE USE bill 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 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 chard 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 ANSVIPH 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 - T8729933 817204 F17 Floor Truss 1 1 1.:. ._,,,,,,;,gt}y- Job Reference(notion Builders FiratSarce, Jacksonville,Fl 32244 7.840 afro 192016 MiTek lndwtriss,Inc.Tue May 31 10:43:33 2016 Page 1 • , • ID: 8kMQOglCtaBV7m Y4 4sdc-xSMwL5TGR9zvFgPWKnI{TbH71T11dvPv72Nph3TzBObe 0-1-8 / T iii t:31:. H I 1'a o I 1443 4x4= 4x4= 1.5x3 = 3x4= 34= 1.5x3 I I 3x3 = 1.5x3 II 3x3 = 3x4= 1.54 = 1 2 3 4 5 6 7 8 9 • / N / / N_+ + 20 e- - - - e • 17 18 15 14 13 12 11 3x3= 4x6= 3x4= 1.5x3 II 3x3 = 34 = 3x4 = 4x6= 34= I 16-44 I 16-4-8 Plate Offsets(X,Y)— f1:Edge,0-1-81,19:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d 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 Na n/a BCDL 5.0 Code FBC2014/TPI2007 (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. (Ib/size) 18=881/0-5-4,10=881/0-5-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. 0%4‘1111111111/iii', eo eo S �.••• jErYs.•Njy '0 No 22839 �O. TA F 1/ • li�+/0 N Al-— ••s% Walter P.Ann PE No.22839 Mink USA,Inc.R.Cert 6634 6904 Padre East Blvd.Tampa Fl.33610 Date: May 31,2016 4 i A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1003/2016 BEFORE USE Mit Design valid for use only with MiTek4D 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 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,DS8-e9 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 817204 F19 GABLE 1 1 78729935, 4.111101 _,lob Reference(optional) • BuidMs FiM8ou0tr, JecksonvIle.Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 10'43 34 2016 Page 1 ID:_BkMQOgICcvBYV7m4?rycox CyTk-PfvJYRUvCTSmtgzjtVd8VgOY9Xre_5iG1 BObd :),I.,,,.....40.., 0-1 18 •a a~ Scale=127.9 �. . ?,+sa, - �1n1Y,f?'' 'giliiit . 1:.t 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 e a e e a a a -a e a e a f x\ 28 ; - - -e a a a a a - a a e - - e 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3 = 3x3= 3x3= 1 1-6-12 1 2-10-12 1 4-2-12 1 5-6-12 1 6-10-12 1 8-2-12 1 9-6-12 1 10-10-12 I 12-2-12 1 13-6-12 1 14-10-12 1 16-4-8 1 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) Vdefl Lid 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'nor 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. " ' . GENS• 4/ .• •` • \.� F• No 22839 *: :* - .. a^t) . rt,*�53•• TAT F •: i .O 1 G • Walter P.Finn PE No.22839 MiTek USA,Inc.Ft Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 mil, WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7471 rev.70/03/2075 BEFORE USE. Design valid for use only with MiTeh®®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 venfy 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 and permanent braong MiTek` i5 always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncaton,storage,delivery.erection and braong of trusses and truss systems,see ANSIRPI1 Quality Critena,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 Truss Type Qty Pty T8729937 817204 F21 Floor Truss 1 1 . Job Reference(ootionall ' Builders FirstSource, Jadtsonvile,Fl 32244 7.640 s Apr 19 2016 MiTek Industnes,Inc. Tue May 31 1043.35 2016 Page 1 ID:_8kMQOgI CcvBYV7m4?rycCyToxk-urThmnVXzmDdU_YvRCKxgiDYOZs7NPUsVhIn8LzBObc 0-1.8 3 = 1-3-0 a 1.51r+1 II 0-6-4 3115x{ II 43x3= ''''"' ''-'41414044$1.00V 0-1410/fP , SCale=19.6 .11111111=1111=11 itt4 111111111 ' VOW 9 ■■ NMI ' I __ Hillili 7 - II in -/ 313= 3x3 = 8" 7 8 5 3x3 = 1.5x3 II 1_-- 3-7-12 I . 3.7-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 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 BOLL 0.0 Rep Stress Incr 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. (lb/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 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. twilit Iltiii. N• O 22839 * 1 * CC Z :�*s -13 • .F.TAT '(5F '•" 1.O'•. 1 w ",� .c jR\ - C, •111111110 Wafter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 AIL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mi N-. Design valid for use only with MiTek5)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 �L building design Braong 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 properly damage. For general guidance regarding the fabrication,storage,delivery.erection and braang of trusses and truss systems.see ANSITrPI1 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 t41 .. • iii. Job' Truss Truss Type Oty Ply 18729939 817204 HJ01 JACK-PARTIAL TRUSS 4 1 Neele Job Reference Motioned) ' Builders Fkateource, Jacksonville.Fl 32244 7.640 a Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:36 2016 Page 1 ID_ cv 1 � `. ` 8kMOOgICBYV7m4?ycC yToxk-M113z7W9k4LU6875?wrADwtZXz346gH?kL2LgozBobb I'� -2-9-15 • 5.41291013 o,. . 2-9-15 5-4-12 t 44-1 • _ -, --. :4$ I,J1 `3:"al 014-ll a-124.6 .y. k 4 2.83 Iii B 3x4= 3 cs B N to _ N ; N N r 1 r 10 11 12 8 2x6 = 2x4 II 5 354= I 5-4-12 I 9-10-13 I 5-4-12 4.6.1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) Udefl 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 Ina NO WB 0.25 Horz(TL) 0.01 5 rt/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 Gray 4=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;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. ,, til 1 1111//, 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/#11_ � '4, , fit between the bottom chord and any other members. � �,• R,P �/� I 4)Refer to girder(s)for truss to truss connections. •��Q. ' 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 .�� • \,\GN S6' .•Y le 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. „ No 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 Ib down and 94 lb up at 7-1-10,and 40 Ib down and 94 lb up at 7-1-10 on top chord,and 11C lb down and 109 lb up at 1-5-12,116 lb down and 109 lb up at 1-5-12,5 lb down at 43-11,5 lb down at 4-3-11,and 29 lb down at =-0• TA 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. 53 TA ill 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I.OFF• • LOAD CASE(S) Standard ,•oi R N r��%,` 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 • s•"�••'•• • Uniform Loads(plf) 1,-4, s N A1. iAO Vert:1-4=-54,2-5=10 •1/11111%%1 Concentrated Loads(lb) 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 Data: May 31,2016 I r A WARNING-Verify design paramataa and READ NOTES ON THIS AND INCLUDED MITES(REFERENCE PAGE*847473 rev.10103/2015 BEFORE USE. mit Design valid for use only with MTelc6l connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the buil6ng designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Braong 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 bradng 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 . plc;",' ' , • i R �, t: Pr• r. t L t Job Truss 'Truss Type Qty Ply 78729941 817204 HJO3 JACK-PARTIAL TRUSS 2 1 Job Reference(ootlonell • Builders FiratSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc Tue May 31 10:43:37 2016 Page 1 ID:_f3kMQOgICcvB W7m4?iycCyToxk-qDbRBSVVnVOTLkHiIZdMPI7I IONNOrf I8y?nuCEzBOba -2-9-15 I 5412 I - . - 9-10-13 ( ' .>.ma,ar..•.,.ep;i: 2-9-15 5-4-12 4-6-1 _._ .. 2.12 12 4 1,1 Tr 3x4= 3 9 0 2 _ A w 1 mil ,D „ 6 3x4 = 2x4 II 3x4 5 I 5-4-12 I 9.10-13 I 5-4-12 4-6-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Udefl Lid 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 n/a n/a 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 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=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 Grav4=122(LC 1),2=525(LC 1),5=218(LC 3) FORCES. (lb)-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;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;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. '71, R111111/1 j1 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 fit between the bottom chord and any other members. SS‘‘ sP. F/II 4)Refer to girder(s)for truss to truss connections. ��•�p,•'•••�(v 1IIi„ 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 .. •N.,�� s `••.• 1. 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 • ,. 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. *' 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 5 les * I ; 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 ;.- • s such connection device(s)is the responsibility of others. ' 4' TA4 F ` 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I.Q r•� rte : LOAD CASE(S) Standard 4.• `` • R\ Q'0• 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ".• s• �•.. v Uniform Loads(plf) III,,O N Al.- s Vert:1-4=-54,2-5=10 Concentrated Loads(Ib) Wafter P.Finn PE No.22839 Vert:9=-52(F=26,B=26)11=20(F=10,B=10) MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 4 I AWARNING-Vitrify design parameters end READ NOTES ON THIS AND INCLUDED 4MTEI<REFERENCE PAGE 811.7473 rev.1097/2015 BEFORE USE Design valid for use only with Mi Tek€I connectors.This design is based only upon parameters shown,and is for an individual building component,not11111 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 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUIPH Quality Criteria,DSB-89 and BCSI Building Component 1 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. 1 Tampa,FL 36610 • Job ' 1Truss Truss Type IQty Ply 78729942 817204 701 Hip Truss 2 1 .Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MlTek Industries,Inc.Tue May 31 10:43:39 2016 Page 2 I D:_8 kM Q Og I CcvBYV7m4?iycCyToxk-mcq Bc8Y 11?j3zbsgg2OtrYN56A5JJ3B RQJG?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 404- k ' `•°lhi `O''N.` r=n, ,.= olo: : 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 , , ,� Uniform Loads(Of) 4":4": f 'i° ak•.1Wi Vert 1-4=54.4-9=-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(B)18=-110(B)19=110(B)20=-110(B)21=110(B)22=110(B)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) Al • • • WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 141-7473 rev.10/03/2015 BEFORE USE Design valid for use only vnth MiTekf.)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 andior chord members only. Additional temporary and permanent bracing Mi TT ek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the tabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSV7PI1 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.Alevandna,VA 22314. Tampa.FL 36610 i a. q its Job' Truss Truss Type Qty Ply 78729944 817204 703 Hip Truss 2 1 Job Reference(cotlonan je*'-^ ' Builders Fiw stSource, Jadrnville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:40 2016 Page 1 - , I D:_8kM009ICcvBYV7mm 47iyeCyToxk-EoHapUZfoJrwblRtElveNwlcaPA2fZbfz0YpZzBObX 1 -2-0-0 i 5-10-14 I 11-0-0 I 1511.8 'tv`` 20-11-0 j 26-0-2 '-.: ) 31-11-0 133.11-0 1 2-0-0 5-10-14 5-1-2 4-11-8 4-11-8 5-1-2 5-10-14 2-0-0 � n Scale=160 +SIA'^ f�W ..,,. rill 11 5)08 = 2114 II 5x6= 4.00 12 4 5 8 2x4 ��ilorp/Alnllribppp. 2x1 I 3 7 'n s. d 12 11 10 d 3x8= 3x4 = 5x8= 3x4 = 3x8 = I 8-4-10 l 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(X,Y)- F2:0-4-0,Edgel,18:0-4-0,Edael,111:0.4-0.0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) 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 Incr 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 4-10-7 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=-320/338,4-12=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. ,‘I I I I I 1111 j�j 2)Wind:MWF SSCE 7-10;(en(envelope)and1C-C Exte orifi o ndne;C-C for members and forces&MWFRS for reactions shown;;h=24ft;Cat.ILumber DOL 1 60 plate18' .•••%'�ER P. 4-„,i, grip DOL=1.60 • `` G •/� y 3)Provide adequate drainage to prevent water ponding. `'`, V..'�� •E `s ''.•• ��i0 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. LI *: • * 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 • g 7)"Semi-rigid pitchbreaks including heels”Member end fixity model was used in the analysis and design of this truss. T.,�. TA F • • • Iti 0N AV. t00 -11111111111" Walter P.Finn PE No.22839 MiTek USA,Inc.R Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 6 1 A WARNING-Verify design perimeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 rev.10/03/2016 BEFORE USE Ili' 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 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 buss systems,see ANSU1P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InstibAe,218 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 36610 .4 Job ' Truss Truss Type Oty Ply 78729946 817204 T05 Hip Truss 2 1 Job Reference(optional) ' Buiders FiistSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc Tue May 31 10:43:42 2016 Page 1 ID: 8kMOOgICcvBYV7m4?iycCyToxk-ABOKEAawKw5eg3bFLAyaSB?buO68W N2u6HVfuRzBobV .. -2-0-0 7-10-14 I 15-0-0 - �16-11-0 � 24-0-2 I 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 $ivR'*+tt.M .� ,•t...G.s :1i1101411111111007.: *Z10ai Scale=1:61.3 5 6 3x8% - -. 3x8 4.00 12 3x4 4 7 3x4 3c+ as 8 N Y) ; -.444444444444441.4414.04441. r; :5 d ,`1 3 lot = g 10 grld = 15 14 13 12 11 3x8= v 2x4 I I 3x6= 2x4 11 3x4 = 3x4 = I 7-10-14 I 15-0-0 116.11-0 i 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.Y)— I2:0-4-0,Edge1.19:0-4-0,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 Incr 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 410.9 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) 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, 7-841728/1158,8-9=-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. ,���11111//, 2)Wind:ASCE 7-10;Vult=l3Omph(3 second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat II;Exp C;End.,GCpi=0.18; ,�1 ,I� MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate %S'% �,�ER P P�,,ldt jo grip DOL=1.60 �,V P••(�E Ns••*•,Y+ 1, 3)Provide adequate drainage to prevent water ponding. r. •••,_\ ac••.• 1. 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 i fol 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 * joint 9. 7. • (� — 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13•I TA5 F �j 5�• 4 : �.s;:L'J R 1 . c.;• ',,4/ONAriiiiii'��0 Walter P.Ann PE No.22839 MiTek USA,Inc.A-Cert 6634 6904 Parke East Blvd.Tampa A-33610 Date: May 31,2016 I I A WARNING-Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-74731w.10/032015 BEFORE USE la 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 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 chord members only.Additional temporary and permanent 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 ANSVTPII Quality Criteria,DSBd9 and BCSI Building Component 6904 Parke East Blvd. Safety Infonradon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 - • ,, � M Job' Truss Truss Type Qty Py 18729948 817204 T07 GABLE 2 1 " � Job Reference(optional) < . .e ' • Builders FsatSouros, Jacksonville,Fl 32244i!1 1 7.610 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:44 2016 Page 1 1 _ ID:_8kMQOglCcaif3YV7m4?ycCyTo It-7aW4fsrArXLL4MkeTb_2Xc42hBx0 VLAaa_myKzBObT I -2-0-0 l 15-11-8 1 31-11.0 13311-0 I 2-0-0 15-11-8 15-11-8 2-0-0 ,448 4, ' .- ti't p4 •tzf.--,-V Sale=1592 ' 2x4 II 2..4 I1 2x4 II 11 12 13 2x4 II 2x4 II 10 E2 14 2x4 II 5x6%204 II 9 15 2x4 115x6 4.00 12 2x4 II 7 816 17 2144 II 2x4 II 6 - - 18 2x4 II 2x411t. 5 19 2x4 I I ^� 2x4 II 4 -• 20 2x4 II 3 - 21 ':at 11 2 . $ $ .: $ $ $ @ @ LI $ ft @ @_ @ ft �' $ eft A. lea 23 23 ki 3x4 = 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4= 2x4 112x4 112x4 112x4 112x4 112x4 112x4 112x4 112x4 115x6=2x4 112x4 112x4 112x4 112x4 112x4 112x4 112x4 112x4 II I 31-11-0 I 31.11-0 Plate Offsets OM— j7:0-3-0.0-3-01.117:0-3-0,0-3-01 x33:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udefl Ud 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 Ina YES WB 0.05 Horz(TL) 0.00 22 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (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;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 1%11111111/1/ grip DOL=1.60 %%Ss ER P ,�,I 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 ,‘ N,� P. F/ ,Ie Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ��,•A• .........••"P+�i. 4)Gable requires continuous bottom chord bearing. . . • \, t •• 5)Gable studs spaced at 1-4-0 oc. • • •• i • 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 Z. *; 1 ;* fit between the bottom chord and any other members. � * 1 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)34,35,36,37,38,39,7.:.r0 t .CC 40,41,42,32,31,30,29,28,27,26,25,24 except(jt=lb)2=143,22=153. re. • TAY 1:: 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ;.o 't . Fs:��• �f R 1 c. •,. �Is'1.'7 fONAt E.0%% Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Data: May 31,2016 4 a A WARNING-Verly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111.7473 nw.10/03/2015 BEFORE USE Wil• 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 Bard 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 ANSVTPN'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 38610 Job' Truss Truss Type Oty Ply T8729950 817204 T09 Common Truss 8 1 ' Bu dsrs FntSotams, Jadcsomils,Fl 32244 7.640 s Job Reference 1916 iTek Industries, Apr 192018 AMTek Inc.Tue May 31 10:43:48 2016 Page 1 tD:_8kMQV7m OglCcvBY4?iycCyToidc-3yer4XdQN9b3JguOa00W1d1 AES?SySIRT1 uTt1 DzBObR 1 -2.0-0" r 8-4-10 I 1511 w* I 2368 I 31-11-0 2-0-0 8-4-10 7-6-14 7.6.14 8-4-10 "4011111P - ? ma�yy 1. - :,.; Scale=1:57.3 • 40111i 4x8 = 5 Fli 104:-.010101/ 4x6 4.00 12 2x4��4 6 2x4 /� r. 3 a� �� 7 7. \ a, *'l`lm t c 8 N 2 c�yTv) d1 ' t11 11 12 10 13 :/9 3x4= 4x8= 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)- f2:0-4-0,Edoel,f6:0-3-0.Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) l/defl 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 Ina' YES WB 0.46 Horz(TL) 0.11 8 n/a n/a 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 MTek 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=1137/0-3-8,8=1011/Mechanical Max Horz 2=89(LC 12) Max Uplift 2=-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=2122/1450,4-5=-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. 11111 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;Encl.,GCpi=0.18; ,,s%%��ER P���4,� MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate ♦ V� '/ ij grip DOL=1.60 ♦ss�P.•••'E 1N..... . 41 V4 4 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦ •'\\C 04 '.•• �i0 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=5.0psf. NO 22839 + 5)Refer to girder(s)for truss to truss connections. .: * .* 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=403, = * 8=301. .�"Let '� !�.. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -53 TA r: • •• Q`c. ;Iiiirn n u%••% Walter P.Finn PE No.72839 MlTek USA,Inc.Ft.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 i AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 rev 10'03/2015 BEFORE USE ii' 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 budding 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 M iTe k' is sways 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 ANSITPI1 Quality Criteria,DS13-89 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 T8729951 817204 110 TIHIP TRUSS 1 2 Job Reference(ootionaf E40 Builders FirstSource, Jadao.Nra,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Tue May 31 10'43:49 2016 Page 2 I D:_8kM Q Og I CcvBYV7m4?iycCyTordc-TXJziZgJg4_eA7d bF8a DEfoq 2CYifckvj shXeXz BObO 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 Ib 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 Ib down and 311 lb up at 7-11-8,4 Ib down and 8 Ib up at 8-2-8,1001 Ib down and 311 Ib up at 8-5-8, 4 lb down and 8 lb up at 9-7-5,1001 lb down and 311 Ib up at 10-5-8,4 lb down and 8 lb up at 11-7-5,1001 lb down and 311 Ib up at 12-5-8,and 38 lb 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(B)26=6(F)27=1001(8) 28=-1001(8) � r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 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 fabncation,storage,delivery,erection and bracing of trusses and truss systems.see ANSIITPI1 Quality Criteria,D50-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314 i Tampa.FL 36610 CO° z ' CO -o ‘54) a ■ z m co (7) Aral . rri n oa, c W(Im il 4 W '„y” m H 0- 0 O 5 p(Q7Oa) a) 2 • _ 3 m a9.00aa = 0 .0 m m •C �� Z ° ° I m o m m Deo Z o m m e • n n o f m o a COo 7 m co 3 ^'D n a-0 if C') '� N a Q cn 7 S] N. 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O u' Q 3 o m m N > > O N d 3 ua H m 0 m m , m 3 Q o m m a m' d a c m‘°3 ?<m O' IL w ma' m �o m� o _° as m g 3m a:g m� am -m `)a = g m '^ m 6 a� °.3 v'' O `. 3 °N Q M(D O� t0 m O_0 a Q C 'O N a� -O .... C C. Q a O O ° D ry n C N . s> 0 O ° D N N N N f (y N a m G) N C F a m n _N >fD °< (D• ? N 0)-0 m co ND °j fa Q (0 N V) < TTD R .c m5. C 0a �G 'D0 O NN N O O 0 C.-WE .,a 0) a O0 Qj 0) t0 .0 C 0)t0 m° na ,•4 O \V d ° �1' m m 3 c •l m m g m `o- ' d?. m a m CD 3 0. �<0 0' . m-.y .0 - m o-' o:y m� 0 ai c m° �Q ' 3 m° ?m m m 3d 2 m 0 mo � o � _ Deo D a m y mm Wim' f o a) 0 0 . (D <m O N O 3 - a a . m 20° O 0. Z N d - a a 3 O N — 3 F co' m m m " d 0 m m m a n °N m N o c D 0 2 n•N d v�. �o m_m a •N c 2. Q //��� m T m 0 o 0 ° o G)Da <� m`° z f m ° . v m fD o• m /\ V 2 0] n`< 0. -m0 fD 7' c d y C.N (D 01 O Q 0 (I)-' 0) d .m-. m N GI`< m l J �j O 01-0 n V 0 m 0] _a > >d �1 - a O O 0) m a .� O N m ^t O O 0/p m N m 2 O O' 7'0 CD N • 5. a 2 O2 0 m O co ca Nm a m o- go -o m a co - �o 0 a -.o �.a g f Q g m m� nm m m <D o .. N' N 3 m n� ° ''a ° ° m m n m`� N 3 (D cp 'ca m m ^a o, m .7, 2. n m �m m m OF 0 Q (D O O y' N 0) N n m t0 O 3 '.' 0l ] N N M m °V0 3 �M. �o m2o o m a ° a m� Cu Q co �`0 < 3 CD CD a c a m 7, z- . 6 a , <7,CD mQ m a a m Mm u) O m f c O m Sa 2 m ° c 3 m o CDD o 3 m m O CD N ir/I F O R T E MEMBER REPORT Level, BM1 PASSED 2 piece(s) 1 3/4"x 16" 1.9E Microllam®LVL Overall Length: 16 8 0 + + o — — 0 16 1 0 Ii 1:1 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®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(L/708) -- 1.0 D+ 1.0 Lr(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.551 @ 8 4 0 0.817 Passed(11356) -- 1.0 D+ 1.0 Lr(All Spans) •Deflection criteria:LL(L/360)and TL(1/240). • 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 L 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 .i Tributary Dead Floor Live Roof Live Loads Location Width (0.90) (1.00) (non-snow:L25) Comments 1-Uniform(PSF) 000 to 1680 100 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 critena and published design values. 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 10/14/2014 8:49:49 AM Forte v4.6. Design Engine:V6.1.1.5 Garrett Bumgardner BFs • Job.4te (904)772-6100 garrelt.bumgardner@bidr.com • Page 2 of 2 • August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 ® Mirek USA,Inc. Page 1 of 1 Note:T-Bracing I-Bracing to be used when continuous lateral bracing LIII? 9 is impractical.T-Brace/ I-Brace must cover 90%of web length. o0 LAAfl 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 k Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace - 2x6 2x6 T-Brace 2x6 I-Brace WEB 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/ I-Brace must be same species and grade(or better) as web member. T-BRACE Nails Section Detail T-Brace Web Nails rezio Web 0 I-Brace 10211 Nails • JANUARY 28, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP • OI 1O R MiTek USA,Inc. Page 1 of 1 ��( DNOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER , 11=1= AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND i ,oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. f /J 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH (��f( 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. TOE NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW DIAM. SP DF HF SPF SPF-S 0 .131 88.0 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR -' ILLUSTRATION PURPOSES ONLY 4, .162 108.8 99.6 86.4 84.5 73.8 of Z .128 74.2 67.9 58.9 57.6 50.3 SIDE VIEW OJ .131 75.9 69.5 60.3 59.0 51.1 (2x3) 2 NAILS 11) .148 81.4 74.5 64.6 63.2 52.5 N Co IA NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. IM 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) (24 x6) AILS 3 NAILS i NEAR SIDE / 1 NEAR SIDE i NEAR SIDE 1 NEAR SIDE i NEAR SIDE i MAYNEAR SIDE \ I NEAR SIDE ANGLE \ ANGLE MAY VARYY ANGLE MAY VARY FROM 30°TO 60° VARY FROM 30°TO 60° 45.00° \ 30°TO 60° 45.00° 45.00° ----- 7, ,‘ 1114 '--.7'/\ • F• EBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL i MiTek USA,Inc. I II 1D ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E ' �\ ��� MAX MEAN ROOF HEIGHT=O.C.30FEET v � MAX TRUSS SPACING=24'O. CATEGORY II BUILDING 'oo EXPOSURE B or C �o0 LAA -a ASCE 7-10 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. IL 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 • ' DIRECTIONS AND: •� • - ®„ 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR fid® 'I•11111111/r'�; 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM ,►,,1 PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH . MEEK 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. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: '� �,\II' REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On \ `\I II �I\I` PURLINS TO BOTTOM EDGE OF BASE ,I .1 `I\ PLATES ..a it. nkl!4‹.% 1:10• '%%. USSTOP SHOWN,DAND INSTALLIFIEU `\�I\\ i\ TRUSS CHORD AT SPECIFIED SPACING SHOWN ON BASE `I\\ \ TRUSS MITEK DESIGN DRAWING. `\\\�, Wil `,. SCAB CONNECTION PER \� � 1�` '_` NOTE D ABOVE / , \I\\` ifIPP— z--.,&-..-...--sizii.\ \ 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 \j:\ 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 EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: BOTTOM CHORD OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP up 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 4 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW •„I BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. f% 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 II 1 ® MiTek USA,Inc. Page 2 of 2 = nI UI 7 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD iii=,o Trusses @ 24" o.c. ,00 n /� n HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. Liv( I (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d MiTek USA, Inc. Roof Sheathing \ COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH(5)-10d COMMONS. id )1 \ X 1'-3" Max. • • IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY 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. Brace �� \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points \ \•• \ SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \ �� ON EITHER SIDE AS NOTED. TOENAIL BLOCKING \ TO TRUSSES WITH(2)-10d NAILS AT EACH END. \ ATTACH DIAGONAL BRACE TO BLOCKING WITH ♦ (5)-10d COMMON WIRE NAILS. End Wall I;._ h. I: : •: ,.. .;1; T .,.. . 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 FOLLOWING NAILING SCHEDULE. 11111* 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 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) .� MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE ie.,. VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ,I ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL IL, Allibilie..._ �'� AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM _ CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. i',"1 NOTE:THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD I GABLE TRUSS • ■ . •,, eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)111 Fastener Type Hanger Wood USP WS Simpson SDS Beam ConfigurationType Screw Length #Screws #Screws 2 4 6 8 2 4 6 8 I 1 FACE(3) 3'/�' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 r 3/1 3-ply 1 ' •• 4 (51/4"Beam) TOP(2) 3'/2' 720 1,435 2.155 2,870 1,020 2,040 3,060 4,080 i FACE 3W -- -- - -- --- - -- -- 31/2"+13/4" (51" Beam) TOP(41 3'/2' 720 1,435 2,155 2.870 1,020 2,040 3.060 4,080 31/2"+13/4" FACE/ (5Y4"Beam) 1 TOP 131 3'/z' 1,435 2.870 4,305 5.740 2,040 4,080 6,120 8,160 / 4-ply 13/4" I •' FACE(2) 6"`5' 1,055 2.110 3,165 4,220 1,360 2,720 4.080 5,440 (7" Beam) ! j l �_1 i_3 TOP 12) 6"'S' 705 1,405 2,110 2.810 905 1,815 2,720 3,625 FACE 131 3W 1,915 3.825 5,740 7.655 2,720 5,440 8.160 10,880 2-ply 13/4"+31/2" 6"ts' 2,110 4,220 6.325 8,435 2.720 5,440 8,160 10,880 (7" Beam) • I TOP(21 3W 640 1,275 1,915 2,550 905 1,815 2,720 3.625 ` 6"s 705 1,405 2,110 2.810 905 1,815 2,720 3,625 r -_ 2-ply 31/2" FACE/ 6'45i 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 (7" Beam) I TOP(2) 2-ply 13/4"+31/2" l' ' FACE/ 6"15' 1,055 2,110 3,165 4,220 1,360 2.720 4,080 5.440 (7" Beam) I i TOP 131 FACE14) 6"`51 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 13/4"+ 3%" (7" Beam) / TOP141 6'1(5' 705 1,405 2,110 2,810 905 1,815 2,720 3,625 5'/4"+ 13/4' FACE! 3W 1,915 3,825 5.740 7,655 2,720 5.440 8,160 10.880 (7" Beam) I TOP 131 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 Parallae PSL and Microllam'LVL, but are not recommended for TimberStrand LSL. Page 2 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 ill . • TECHNICAL BULLETIN 7 eve April 2010 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 3W) 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-d116" 0 maximum holes • s/a" bolts 13/16'0 maximum holes T T ■ Lead holes not required for wood screws v y Conc Load Conc.Load m m Conc. Load Conc.Load 0,s `0 0 N rAl N N • , // O• `EQ 1,EQ.\ 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener 1 Pattern Pattern Pattern Pattern Min. Beam Depth: Min. Beam Depth: Min. Beam Depth: d=71/2'for 1/2"0 bolts d=9'/4'for V2"m bolts d= 11'/:'for 1/2"0 bolts d=9W for 3/4"0 bolts d= 14"for 3/4"a bolts d= 16"for'/."a bolts Conc. Load Nailed Connection Detail a E a *STAGGER NAILS TO IIM PREVENT SPLITTING 16d Sinker (typ) ,211 \ 1 Tom" (+9r1") (0.148" x 3'/<") L6 Nail Pattern]] 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com El WeyerhaeuserLevel.Nficrollam.Parallam TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR 02010 Weyerhaeuser NR Company All rights reserved ■ • R eve 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. /\/ Brg. (Typ.) A J L : L J L J L J L J L J L • 7. Additional Connection 3-1%" x 14" Microllam LVL Beam, Flush '� Required for r Concentrated Face Mount Hanger with 5,000 lbs Reaction Load L r 2- 13/%" x14" Microllam® LVL----.P.I 14" Floor Joists @ 24" o.c., Typ. Beam, Flush L - r 4' 0" 15' 0" Partial Framing Plan Page 6 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 C;2010 Weyerhaeuser NR Company.All rights reserved. S Ir�T�1• I` TCf` LJAIIP` A 1 0111 I CTIA' a Forte MEMBER REPORT Level,Floor:Flush Beam ) _ ) 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam®LVL PASSED Over Length 15' 15 X All Dimensions are Horizontal;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF System:Floor Member Reaction(lbs) 7595 @ 2" 7809 Passed(97%) -- Member Type:Flush Beam Shear(lbs) 6837 0 1'5 1/2" 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-lbs) 25215©4'11 7/8" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Defl.(in) 0.356 r••T 1 13116" 0 489 Passed(U494) -- Design Methodology:ASD Total Load Defl.(in) 0 456©7'1 7/8" 0.733 Passed([1386) -- • Deflection criteria:LL(U360)and TL(U240). • Design results assume a fully braced condition where all compression edges(top and bottom)are property 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) Supports Bearing Bearing Bearing Dead/Floor/Roof/Snow Accessories 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) (1.001 (nonsnow:1.25) (1.15) 1 -Unilorm(PSF) 0 to 15' 1' 10C 0 400 0 0 0 0.0 10'Floor 2-Point(lb) 4' NIA 1000 4000 0 0 Location Analysis Shear(Ibs) Moment(Ft —lbs) Comments Actual/Allowed!LDF Actual!Allowed!LDF 1 -3' 6035/13965/1.0 19186/36387/1.0 BOLTS LEFT OF HANGER 2- 39/12569/0.9 25215 i 36387!1.0 BOLTS RIGHT OF HANGER Forte.,,Scdlwdre Operator Jul)Notes 3/25/2010 9:0221 AM iLevel®Forte."v1.1,Design Engine:V4.8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Weyerhaeuser.'Level.Microllam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.C 2010 Weyerhaeuser NR Company All rights reserved. • ■ • 4 eve TECHNICAL BULLETIN March 2010 by Weyerhaeuser 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/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 3Y2" 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 for a 3-ply 13/." member and face mount hanger. Again, multiple options exist that exceed the 5,000 lb load requirement: — Ya"diameter bolts in a 6-bolt connection (6,300 lbs) — 16d (0.148"x 31/<") sinker nails in an 18-nail connection (6,370 lbs) — 3'/2"WS wood screws in an 8-screw connection (5,740 lbs) — 3'/2" 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 ('/_) 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" MicroIlam®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 (1.888.453.83581 •www.iLevel.com AWeyerhaeuser.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. ■ . I s hi= - TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Table 3: Allowable Capacities of 51/4" Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 7'/4" 91/4" 91/2" 11'/4" 117/8" 14" 16" 18" 20" 24" <5d 6,235 6,545 8,755 9.560 12.345 15.005 Max '/2r, >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) '/4" >5d 8,750 9.100 11,550 12,425 15,400 18,200 -o 2 10,605 15.295 15,685 23,905 32.760 42,265 C ,/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 a) Max 8 13,510 20,575 28,275 36,685 12 Moment (ft-Ib) 2 10.600 15,290 15,685 23,900 32.755 42,260 E H ,/4„ 4 9,900 14,215 14,195 21,490 29,020 37,225 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 (lbs) '/4" >5d 4,240 6,235 6.485 8,230 8,855 10,975 12,970 14,965 16,960 20,950 J 2 9.960 16,220 17,105 23,990 26.730 36.385 46,670 58,130 70,740 99.375 e E , 4 9,025 14,305 15,065 21,000 23,385 31,905 41,130 51,535 63.100 89,670 /2' 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-lb) 15.145 15,895 21,710 24.030 32,235 41,105 51,120 62,285 88,015 3/4" 6 32,230 41,100 51,115 62,280 88,010 8 40,475 50,335 61.335 86.745 <5d 4,520 4.745 6,350 6,930 8,950 10,880 12.830 Max 1/2" >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 (lbs) 3/4"cn >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 ®E 4 15,960 16,805 23.420 26,085 35,725 46,205 58.065 y2. 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 a5 Moment 2 18,080 19,070 26,755 29.810 40,735 52,425 65.490 d (ft-lb) 3/4„ 4 16,890 17.730 24,215 26,805 36,095 46,180 57,600 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 5W widths. Multiply by 1.33 for 7"wide beams. • 9W and 111/4"TimberStrand®LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com w w Weyerhaeuser.iLevel.Microllam.Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR .'2010 Weyerhaeuse•NR Company Al:rights reserved U BULLETIN TECHNICAL eveApril2010 by Weyerhaeuser -.4, Bulletin TB-300 Table 2B: Maximum Concentrated Load Applied to Beam-Wood Screw Connection (lbs)(1) Connection Name Hanger Wood Truss Lok Beam ConfigurationType Screw Length #Screws 2 4 6 8 • • FACE(3) 33/4" 1,600 3,205 4,805 6,410 3-ply 11/4" }� (51/4" Beam) TOP(2) 33/4" 800 1,600 2,405 3,205 i FACE 3%" - - 31/2"+11/4" (51/4'Beam) ,_ I TOP(4) 3%" 800 1,600 2,405 3,205 3'/2"+1'/4" FACE/ (51/4' Beam) / TOP 131 3%" 1,600 3,205 4,805 6,410 ` FACE(2) 5",63/4" 1.160 2,320 3,480 4,640 4-ply 11/4" (7" Beam) i._ TOP(2) 5",6'/." 775 1,545 2,320 3,095 FACE(3) 33/4" 2,135 4,270 6,410 8,545 2-ply 1'/4"+ 31/2" 5",6W 2,320 4,640 6,960 9,280 (7" Beam) TOP(2) 3'/s' 710 1,425 2,135 2,850 5",6'/4" 775 1,545 2,320 3,095 2-ply 31/2" FACE5",6%" 1,160 2,320 3,480 4,640 (7" Beam) TOP 121) 1 i 2-ply 1'/4"+31/2" l TOPE3) 5",63/4" 1,160 2,320 3,480 4,640 (7" Beam) FACE141 5",6'/4'• 1,160 2.320 3,480 4,640 2-ply 13/4'+31/2" (7" Beam) l 141 TOP 5",6/4" 1,160 2,320 3,480 4,640 , 51/4"+ 13/4" FACE 3)/ 5",63/4" 2,320 4,640 6,960 9,280 (7" Beam) i TOP 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 CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com AWeyentaeuser,navel,Miorollam Parallam TimnerStranc anc Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR Company All rights reserved. ■ TECHNICAL BULLETIN eve 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 (lbs)s11 Hanger 1/2"0 or'/4"e Boltsj3") 16d (0.148"x 31/4") Nails Beam Configuration Bolt #Bolts #Nails Type Diameters�1 2 4 6 8 6 12 18 24 0.5 2.100 4,200 6.300 8,400 (6) s> 6) s> 3-ply 13/4" FACE 2,125 4,250 6,370 8,495 (51/4" Beam) 0.75 3.060 6,120 9,180 12.240 0.5 760 1,525 2,285 3,050 (e) e) ts) 4,250(6) TOP 1,060 2,125 3,185 0.75 930 1,860 2,790 3,720 1 FACE T - - - - --- - - 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'/z"+13/4" FACE/ s, s 5, s, (5'/4"Beam) TOP 2.125 4.250 6,370 8,495 0.75 3.060 6,120 9,180 12,240 0.5 1,400 2,800 4,200 5.600 111 FACE --- --- -- --- 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 11,200II s, s> s> s) FACE 2,830 5,665 8,495 11,330 2-ply 13/4"+31/2" 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(6) 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 I --- --- --- --- (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 Ai FACE -- -- --- -- 2-ply 13/4"+31/2" 0.75 2,480 4,960 7,440 9,920 (7" Beam) 0.5 675 1,355 2,030 2,710 TOP -- -- --- -- 0.75 825 1.655 2,480 3,305 0.5 2.800 5,600 8.400 11,200 51/4"+13/4" FACE/ 2,830(5' 5.665(5) 8,495(5) 11,330(6) (7" Beam) TOP 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 1/2"bolts, 13/16"maximum for 3/,"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 w Weyerhaeuser,iLevet,Microltam.Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.02010 Weyerhaeuser NR Company AU rights reserved FEBRUARY 14, 2012 Standard Gable End Detail ST-GE130-001 MiTek USA,Inc. Page 1 of 2 I 10 �_ _ ( 0 Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails,6"o.c. Vertical Stud i ;oo Vertical Stud (4)-16d Common , DIAGONAL I�V Itr— IV Wire Nails 04 CE X 16d Common MiTek USA, Inc. �` SECTION B-B Wire Nails Spaced 6"o.c. DIAGONAL BRACE /--�,�j 4'-0"O.C.MAX ■ARE (2)-10d Common 2x6 Stud or Wire Nails into 2x6 .,�/ 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS , • dialill SHOWN ARE FOR ILLUSTRATION ONLY. _ Typical Horizontal Brace Nailed To 2x_Verticals 12 SECTION A-A Stud w/(4)-10d Common Nails i©� Varies to Common Truss 2x4 . ■ PROVIDE 2x4 BLOCKING BETWEEN THE FIRST (�ri������ ����i ����/////�„���i: SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-tOd NAILS AT EACH END. �' ATTACH DIAGONAL BRACE TO BLOCKING WITH :, iii - ��` 3x4= (5)-10d COMMON WIRE NAILS. "—u (4)-8d NAILS MINIMUM,PLYWOOD ////// ///// //////. SHEATHING TO 2x4 ST 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. GI �V2'-' / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND ��._ `� / WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-3" (2)-1p�y ' ��A 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. / ��� (2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / ''�� BRACING OF ROOF SYSTEM. 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 /TrUS -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. i 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 U240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL 9. DO NOT USEDFLATBOTTOM CHORD GABLES NEXT TO SCISSOR if needed OES NOT APPLY TO STRUCTURAL GABLES. 0-_, TO BLOCKING WITH(5) 10d COMMONS. TYPE TRUSSES. End Wall $� HORIZONTAL BRACE ::-T.-.1-- (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 X 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 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK • 0O ® MiTek USA,Inc. Page 1 of 1 =\Q '00 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, J\/f „ 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 ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING WEB WITH(3) 10d NAILS SCAB WITH(3) 10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"x 3") / ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x 3") wo �wsu m_ wMON 7ONSIIIVA ,,,,,,,,: .��w� r, /,,. BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO#12 x 3" RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS(.216"DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD w w—.e..w- -�..wr �� sl, r. rAl ■i 11 6.,...,, ,,GAK-N--Y /1( \ USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH(3)-tOd 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) TRUSS 2x6 4-0-0 WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) g S g 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) t FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 DI I ® MiTek USA,Inc. Page 1 of 1 �0D GENERAL SPECIFICATIONS , o0 , ,o0 1.NAIL SIZE=3"X0.131"=lOd /A 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT LJ V t 1 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. ---ii----7---ii---�i---i---1;---i �H r--1;--- ----ii---- , a ii IIII II11 0 0 I; 11 II ,, II II „ I i, „ „ „ y �, I,1, „ „ y r „ „ iI n ” I.I. ;; I, ;; ,, BASE TRUSSES VALLEY TRUSS TYPICAL % - VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P t2 OR GIRDER TRUSS IiiiiI SEE DETAIL A BELOW(TYP.)\I _..iiiiiiii 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 MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 \ I ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") 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 ,4 .., 'At._ -...., DETAIL A (NO SHEATHING) N.T.S. • FORTE - JOB SUMMARY REPORT Job.4te 01:level Member Name Results Current Solution 1Comments BM1 Passed 2 Piece(s)1 3/4"x 16"1.9E Microllam®LVL Forte Software Operator Job Notes 10/14/2014 8:49:49 AM Forte v4.6,Design Engine:V6.1.1.5 Garrett Bumgardner Job.4te BFS (904)772-6100 garrett.bumgaroner@blor corn Page 1 of 2 .scs A .9t.. YSS• 36 4:*. Job Truss Truss Type Qty Ply T8729952 817204 T11 HIP TRUSS 1 1 Job Reference(nptional) Builders Fis$Sou ca, JadtsoiwUe,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:50 2016 Page 1 ID:_8kMQOgICOvBW/m4'7iyeCyToxk-xktMvvhxRN6VoHCops5SntKxZcps0B43yWR4A zBObN 2-0-0 1 4�"r`? 7-0-0 r I 9-5-0 I 16-5-0 I 18-5.0 I 2-0-0 7.0"0 2-5-0 7-0-0 2-0-0 r: a! -'"`- <'-} Scale=1:34.3 d9111111111s. 4x12 = 4x6= 3.00 12 g 9 4 a 5 N 0 2yr _. ►z Itr 6g\._:_33 I ._ B 1G 7 2x4 II 5x6= 3x8= I 7-0-0 I 9-5-0 I 165-0 I 7-0-0 2-5-0 7-0-0 Plate Offsets(X,V)- 12:0.40,Edael.15:0.4-0,Edael,17:0-3-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 Incr NO WB 0.16 Horz(TL) 0.09 5 n/a n/a i 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2889/1364,3-9=-2770/1345,4-9=-2770/1345,45=-2890/1364 BOT CHORD 2-8=1294/2746,8-10=1299/2769,7-10=1299/2769,5-7=1265/2747 WEBS 3-8=-63/425,47=-80/426 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;End.,GCpi=0.18; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.603) "1111,, 4)This truss e has ate drainage to been designed forma 10.0 sfvent f bottom Mord live load nonconcurrent with any other live loads. ,����`\,'�ER P �j�;I"i, 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 �%�-•.••GEN'•'••/y�0 fit between the bottom chord and any other members. ,;" . �� `S " �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 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •, *: I * 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,: rt * i 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,,:.�; [ : 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) ...53• TA� , is the responsibility of others. i O 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). • .:� 1 Q,d `LOAD �� 1))Dead+A Roof) Standard L Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 i�iiii/O N A�,;,,`�,,, i. Uniform Loads(plf) 11111 Vert:1-3=54,3-4=-54,4-6=-54,2-5=10 Walter P.Finn 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 t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 111175K REFERENCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. lit 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 lard members only.Additional temporary and permanent bracing M I le 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 ANSViPI1 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 78729951 817204 710 HIP TRUSS 1 r: 2 Job Reference(optional)' Builders FiistSource, Jacksonville,Fl 32244 ^„ 7.640 s Apr 19 20161,6Tek Industries,Inc Tue May 31 10:43:49 2016 Page 1 .. tD:_8kMQOgICcv8W7m4?ycCyTotdc-TXJziZgJg4 dVdbFBeDEfog2CY1fdnjstA 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 I 2-0-0 2-8-15 3-7-11 3-7-11 3-7-11 2-6-15 2-0-0 M!� ' *1101041"-ell1110141111.011101WIN'-14,g Scale=134. 4.00 ' 4x6 3x6= _ 4x6 3 14 4 15 16 17 5 18 6 ykg n mg 5x6 7 n ' N in nal 8 ^ A .. < s s r -,- r c5 19 12 20 21 22 23 11 24 25 26 27 10 28 13 3x6 II 9 8x10 = 7x8 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 2-6-15 Plate Offsets(X,Y)— [11:0-4-0.0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefl L/d 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=6138/2098,4-15=-11595/3879, 15-16=11595/3879,16-17=11595/3879,5-17=11595/3879,5-182138/2098, 6-18=-6138/2098,6-72346/2163,2-13=-4427/1579,7-9=X427/1579 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 6-10—588/1956,2-12 2052/6026,7-10=2052/602/1442, 611=761/2508,5-10=-4216/1442, ���•`�leR ,P. p ilii NOTES- ♦♦♦ V.•. ••G E N s :i '0 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. r• *: •* • Webs connected as follows:2x4-1 row at 0-9-0 oc. a• . 2)All loads are considered equally applied to all plies,except f noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply „O• : i Ir% connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. a TAC • 3)Unbalanced roof live loads have been considered for this design.4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Enc.,GCpi=0.18; •MWFRS(envelope);end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.605)Provide adequate drainage to prevent water ponding. G•`�,♦♦ 6) his truss has been ve loads. 7)•This truss has been desiignedgned f foror a a lie load of 20.Opsf on the bottom chord.0 psf bottom chord live load inn all areas where aent with any other lirrectang a 3-6-0 tall by 2-0-0 wide will ,01,11/4)10 I N A'``�,, fit between the bottom chord and any other members. Walter P.Finn PE No.22839 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) MiTek USA,Inc.FL Cert 6634 13=1626,9=1626. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6904 Pie East Blvd.Tampa FL 33610 Date: May 31,2016 _ 4 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED*MK REFERENCE PAGE 11111-7473 rev.1083/2015 BEFORE USE NI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual 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 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 ANSUWPII 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 817204 TO6 GABLE 2 1 Job Reference(ootiona0 Builders Firs*Source, JackaonviM,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Tue May 31 10:43:46 2016 Page 1 ID: 8kMQOgICcyBW7m4?iycCyToxk-3yer4XdQN9b3Jgu0a00Wd1 AOB?cQSObT1 uTt1 DzB0bR I -2.0-0 1 4' 15-11-8 I - 31-11-0 I 2.04 15-11-8 ��� 15-11-8 • ' •s(r ri " :T.4- , ��.lek Scale=1:57.3 A . 1 pTf 2x411:11 1132, 2x4II2x4II11 132x4 II• 214 2x4 II zi %ac4 I I - 15 acs 115x6 4.00 12 2x4 II 7 8 18 17 2x4 II 2x4 II g 18 2x4 II 2x4 I I g " 19 2x4 I 2x4 II 4 20 acs II 3 21 n 2 _aigig15x6 - - - - - - - 22in 3x4= 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 2x4 II 2x4 II 2x4 II 2x4 II 2x4 112x4 112x4 112x4 II 2x4 115x6=2x4 II 2x4 112x4 II 2x4 II 2x4 II 2x4 II2x4 II 2x4 II 2x4 II I 31-11-0 1 31-11-0 Plate Offsets(X,Y)— 17:0-3-0,0-3-01,117:0-3-0.0-3-01.[32:0-3-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (ktc) Udefl lid • 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 fUr 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=130mph(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&MWFRS for reactions shown;Lumber DOL=1.60 plate 1%11111Ii grip DOL=1.60 3)Truss Gable designedefora wind loadsdin theplaconsult of qthe hl�building designer exposed totoIwind (normal to the face),see Standard Industry ,``S_`5i ER P P// Oo End ` ti IP 4)Gable requires continuous bottom chord bearing. ♦♦ . \,.\Ci E N•••••V • 5)Gable studs spaced at 1-4-0 oc. • t$ ••. '� 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will *: '�I ;* = 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)24,25,26,27,28,29,7..fl r....\ fir'^,I i x 30,31,33,34,35,36,37,38,39,40,41,22 except(jt=lb)2=141,23=111. TAilf 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i\4cS.e O i•• Is/ N Al.�;.,`• ��t11/11111ill Walter P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Data: May 31,2016 I I AWARNING-Verify design paramarers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 411-7473 hw.10/03/2015 BEFORE USE MI• Design valid for use only with MTeke 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 overai building design. Bracing indicated is to prevent budding of individual truss web and/or Cord members only.Additional temporary and permanent bracing MiTek* is always required for stability and 10 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 ANSITPII Quality Criteria.08849 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 • 78729947 1817204 TO6 Common Truss .•F 4 1 Job Reference(ootiona0 -.•.-Y,. Builders FirstSource, Jacksonville,F132244 7.640 s Apr 19 2016 Wok Industries,Inc.Tue May 31 10:43:43 2016 Paps 1 • ID:_BkMQOgICcvBYV7m47iycCyTwdc-INyIRWbY5EDVSC9RvuTp4QY19nRjFyC1 Lx£CQuzBObU -2-0-0 I 8 4-10 1511 I 2368 � 31-11-0 }33-11-0 2-0-0 8-4-10 7-6-14 7-6-14 8-4-10 2-0-0 ,:,;,.yf•y 24110K: .,yr. n _-- ssP„•_ s. 'fn. , l6als•tsal 1 +1 lbldotlwl,andt11'lb. F-.' '.. and13tie up at 11-7-5.1+m. r s` , and 311 1b up at 12-5-8.and 38 lb clown 4x6= 5 fir 3x8% 3x6 4.005i- 2x4 \\4 6 2x4// it.:"S •.\,. n 3 s� p 7 2 8 Lc ^1 r1 U. :1 m 9 1,.;0S 12 13 11 14 10 d 3x8 = 3x4_ 4x6= 3x4= 3x8 = 10-10-15 I 2101 I 31-11-0 10-10-15 10-1-3 10-10-15 Plate Offsets(X,V)— f2:0-4-0,Ednel.f8:0-4-0,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (b c) Vdefl Ud 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. (Ib/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=-2102/1424,4-5=-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=810/1491,6-10=1420/2250 WEBS 5-10=-403/648,7-104-490/484,5-12=-403/648,3-12=490/484 NOTES- 1)Unbalanced roof live loads have been considered for this design. {1111111/ 11. Wind:ASCE 7-10; nd 2)MWFRS(envelope)and 1C-C Exterior(2)or(�2)zone;C-C for members and forces&MWFRS forOpsf;h=24ft;Cat.reactions shown;ILumber DOL 1 60 plate ,`.�``b ...E-R P R�,1!,I� grip DOL=1.60 �• V.•' C E N S.' ,'0i 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . .. N.,� �`�•.• e 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= No5.0psf. 22839 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 402 lb uplift at joint 2 and 402 lb uplift at : *: 't * joint 8. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. =.- .C' 13 TA "'O F4,5 „.,.. .. , , .. R X • c,Sl 4. • i',itsr0 N A�� 0%• Wafter P.Finn PE No.22839 MiTek USA.Inc.R.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 nw.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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSVrPI1 Quality Criteria,DSB49 and BCSI Building Component 8904 Parke East Blvd. Safety Infonnallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 38610 Job Truss Truss Type Qty Ply ' 18729945 817204 704FipTruss 2 1 '''i"'`' :', .:' Job Reference(optional) Guiders FirstSoace, Ja iaonhMa,Rd2244. 7.8401 Apr 19 2016 MTek Industries,Inc.Tue May 31 10:43:41 2016 Page 1 • 2 0 0 _ 6-10.14 13-0-0 X1611-0 ID: 8kMQOgICcvBY m4TrycCyToxk-i?ry0gaIZcznCv03nTOLwzSS3_ILM�dl6M?zBObW 11-0 I 2-0-0 j 6.10.14 I 6-1-2 I 5.11-0 I 25-0-2 6-1-2 I 31-11-0 6-10-14 1 2-0-0 F-' .. -;19.t*'•- Scale=1:60.3 5x6= '--lies. 5x6 = 4.00 12 4 5 ill yt4\\ 2x4// yr 3III.Ill 6 in iiii kil \y .0,111101 41 4 V) 2 ...... ill11111111111111b...... 7 '. 11 10 9 d 3x8= 3x8 354 = 5x6= 3x4= I 8-4-10 I 15-11-8 I 23-66 I 31-11-0 8-4-10 7-6-14 7-6-14 8-4-10 Plate Offsets(X,Y)— I2:0-4-0,EdgeL 17:0-4-0,Edge1,110:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 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 Inc; YES WB 0.28 Horz(TL) 0.13 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (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 Installation guide. REACTIONS. (lb/size) 2=1130/0-3-8,7=1130/0-3-8 Max Horz 2�6(LC 12) Max Uplift2=415(LC 8),7=-415(LC 9) FORCES. (lb)-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;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 ,��>f111i 1111f iii, grip DOL=1.60 •‘,, ER P ,A'1•, 3)Provide adequate drainage to prevent water ponding. ,•‘``P1V� F/'Y�1'•�j 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ V •• •E N••. 'IV,� 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 � \G S6.••.. moi• fit between the bottom chord and any other members. • i 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 .�, No 22839. joint 7. : *J ,-"' 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `-107N\ r, r,° i :3**71;.(%;`9.. TA "C)F . 4-0%*11;C:-. Waiter P.Ann PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 4 I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED 857EK REFERENCE PAGE 819-7473 rev.10/03/2015 BEFORE USE Design void for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not111111. a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall bulking design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is akvays 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 T8729943 817204 roz wig tons 2 1 Job Reference(optional) Guiders FiratSource, Jadnonvilb,F1322447.840 s Apr 19 2018 MIT*kidrrWiea,Inc.Tut May 31 10:43:40 2018 Papa 1 ? i:, .' ID:_8kMQOgICcvBYV7m4?ycCyToxk-EoHapUZfoJrwblRtElv6NmwF9aP62bEbfzoYpZzB0bX 1 -2-0-0 I 4-10-14 I 9.0-0 15-11.8' I 22-11-0 { 27-0-2 ' I 31-11-0 1 33-11-0 ''ant a`a:.rt..^ 2-0-0 4-10-14 4-1-2 6-11-8 6-11-8 4-1-2 4-10-14 2-0-0 ay fir:.w.`�, •"# 1$ W' *NW Stab.tsa ' . s_: 1 5x6= 2x4 II 5x6= 4.00 12 ' 4 5 6 2,4 a�/a 7 C,, 2x4 i ir 3 7 ,n • 2 • B ''.1 ra T :1 9 M d lil lf. d 3x8= 12 17 10 3x8 = 3x4 = 5x8 3x4 = I 8-4-10 I 16-11-8 i 23-6-6 I 31-11-0 I 8-4-10 7-6-14 7-6-14 8-4-10 Plate Offsets(X.Y)— 12:0-4-0,Edge1,18:0-4-0,Edgel.111:0-4-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) Udell 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 Inc- 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2569/1634,3-4=-2307/1437,4-5=-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=-59/287,4-11=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 design11I lif g is 2)Wind:ASCE 7-10;MWFRS(envelope)and1C-C Exterior(2)zonnd e;C-C for members and forces&MWFRS orOreactions shown;ILumber DOL 1 60 plate %%%%%%-SER P. Rj'Ii, grip DOL=1.60 �%,,•• \* •E N s'• 64,�. 3)Provide adequate drainage to prevent water ponding. `*., ••\•• s'''• 4, ter• 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. : *, /.e'—', ;* 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 L. '+ * 1 joint 8. :.-fl'•'1 t i¢ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -p fj TA i . C? %• i�1�sso slO........ N A�E %%% Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cell 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 t r A WARNING-Verify design paramers a and READ NOTES ON THIS AND INCLUDED WEN REFERENCE PAGE M1.7473 rev.10,0312015 BEFORE USE Design valid for use only with MTek4i 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 onty.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 he fabrication,storage,delivery,erection and bracing of tenses and truss systems,see ANSI/7PII 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 38610 Job Truss Truss Type Qty Ply ' 'ilii 78729942 817204 Till Hp Truss -'iSP7'f":S'- 2 1 Job Reference(optional) Guiders FirsLSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Tue May 31 10:43:39 2016 Page 1 ID:_8kMQOgICcvBY V7m4?iycCyToxk�Bc8Y 11?j3zbsgg2OtrYN56A5JJ3BRQJG?H7zBObY 20-0 3-10-14 7-00 11$10 15-11-0 2048 2411-0 28-0-2 31-11-0 33-11-0 2-0-0 I 3-10-14 �I 3-1-2 I 4-6-10,,�1II I 4-4-14 { 4-4-14 I 4-6-10 I 3-1-2 I 3-10-14 { 2-0-0 { t�1/0111l - `t: 'e a • [km. Scale=1:60.3 6x12 MT2OHS = 2x4 I I 6x12 MT2OHS = 4.00 12 3x4= 4x8 = 3x4= _ 4 18 195 20 21 6 7 22 8 23 24 9 23------ etl \ r ti r r 2x4 10 w 2 11 N N N 3x10 = 17 25 2616 27 28 15 29 30 1431 32 13 3x10= 3x43x4= 3x8= 5x14 MT2OHS = 3x8 = I 7-0-0 I 11-6-10 I 15-11-8 I 20-4-6 I 2411-0 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,Y)— 12:0-5-2.0-1-81.14:0-8-4.0-2-41.n:0-4-0.Edgel,19:0-8-4.0-2-41.111:0-5-2.0-1-81,114:0-3-8.0-1-8).115:0-7-0,0-3-01,116:0-3-8.0-1-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud 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/TP12007 (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 Holz 2=44(LC 23) Max Uplift2=919(LC 4),11—920(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=-2757/6593,15-28=-2757/6593,15-29=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 `,t1111I11//I,�I WEBS 4-17=-63/442, -15 226/629,8114 812/410,99--14=776/1969,&63—64/442 6-15=473/276. ,,,,`APV. ... p ri4/',,, • CENS•• 4/ • NOTES- � V\ F•••• 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;End.,GCpi=0.18; • No 22839 • T.• MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 *: I :* 3)Provide adequate drainage to prevent water ponding. : ,* i r • 4)All plates are MT20 plates unless otherwise indicated. 7;,-113.•;°. r / IX:, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : (TA K '�}F 6)•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 •.O�,• `, ;,.� fit between the bottom chord and any other members. •j^.+te k Q'•' $ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 919 lb uplift at joint 2 and 920 lb uplift at °j'� • R :� �‘,�� joint 11. S •••• 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '��i/s�0 N A�-'i`,`S,, 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)200 lb down and 227 lb up at 7-0-0, /i i i i i 1 110 lb down and 106 lb up at 9-0-12,110 lb down and 106 lb up at 11-0-12,110 Ib down and 106 lb up at 13-0-12,110 Ib down and Wafter P.Ann PE No.22839 106 Ib up at 15-0-12,110 Ib down and 106 lb up at 16-10-4,110 lb down and 106 lb up at 18-10-4,110 Ib down and 106 lb up at MiTek USA,Inc.FL Cert 6634 20-10-4.and 110 Ib down and 106 lb up at 22-10-4,and 200 lb down and 227 lb up at 24-11-0 on top chord,and 241 Ib down and 114 6904 Parke East Blvd.Tampa FL 33610 lb up at 7-0-0,72 lb down at 9-0-12,72 lb down at 11-0-12,72 lb down at 13-0-12,72 lb down at 15-0-12.72 lb down at 16-10-4,72 Dom; lb down at 18-10.4,72 lb down at 20-10-4,and 72 lb down at 22-10-4,and 241 lb down and 114 lb up at 24-10-4 on bottom chord. May 31,2016 The design/selection of such connection device(s)is the responsibility of others. AWARDING-Verify design parameters and READ NOTES ON THIS AND INCLUDED*17EK REFERENCE PAGE*167473 rev.1063/2015 BEFORE USE. Mit 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 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 bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info-abon available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610 ..ark,.y.,- t 1,. ,4306`6411111004:f. Job Truss Truss Type Qty Ply • 18729940 817204 HJ02 -Partial Girder 2 1 1 _a I^4'-.' Job Reference(aWionaO Builders FMstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc Tue May 31 10:43:37 2016 Page 1. - • ID:_8kMQOglCcvBW7m47fycCyTo dc-gDbRBSWnVOTLkHilZdMPt711HNVXrKO8y9nuCEz80be 1 -1-10-10 Iii • 1-11-5 I 3.10-0 I 1-10-10 1-11-5 1-11-5 n Y.. Ww0r 1. ` .1 •:scala 3 -41/44immirook, loot 8 0 4x6 11 2 rr t7 rI A 1 d N N ":14'3' 11/l111f7iAi1 .. iIff tigAltfts \f / 7 4 5 3x4 11 1 3-10-9 1 3-10-9 Plate Offsets(X,Y1— [2:0.3-0,0.1-121 LOADING(psf) SPACING- 2-0-0 CSI. • DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 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 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0.05 3 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (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 Holz 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) •fn Thbeis truss the bottom worn anfor a d any other load of 20 0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,``�•%% ER P ��Al,��* 4)Refer to girder(s)for truss to truss connections. ��•V P, '•• E nig-..Y/y,-j 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 .� •N.,, �••.� 10 and 32 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. N o 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 :la *' , ;* =1-5-12,and 179 lb down and 180 lb up at 1-5-12 on top chord,and 7 lb down and 42lb up at 1-5-12,and 7 lb down and 42 lb up at l'"'+�*� 41-5.12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). s�O TATE( F LOAD CASE(S) Standard �•� ' - '' •• �.` 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 •• (%. • R 1 Uniform Loadsert: (2lf) 2-3=54,45=10 ie�� s�O N A .04 •• Concentrated Loads(Ib) ��Ii1111,111"� Vert:6=93(F=47,B=47)7=32(F=16,B=16) Walter P.Finn FE No.22839 OAHU USA,Inc.FL Cert 6634 6904 Parke East Bird.Tampa FL 33610 Dec May 31,2016 I AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 551.7473 rev.100.3/2015 WORE USE pill 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 venfy the applicability of design parameters and property incorporate this design into the overall building design. Braang indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• is akvays 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,DSB49 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 38810 '-':v.fit • , Job Truss Truss Type Qty Ply 78729938 817204 F22 FLOOR TRUSS 1 1 Job Reference(optional) Builders FistSoww, Jacksonville,Fl 32244 7.640 s Apr 19 2016 M1Tek Industries.Inc.Tue May 31 10:43:35 2016 Page 1 I D:_8kMQOglCcvBYV7m4?iycCyToxk-urThmnVXzmDdU_YvRC Kxp iDXGZr3NO WsVhI n8LzBObe Wit—S-111#:ArtrilifilW- 1 3X3= 21,510 II 31.510 II 43X3= Scale=1:9.5 0scompoopoom • r 7 P P w • , • • 3X3 = 3x3= 8 7 8 5 1.5x3 II 1.5X3 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 (loc) 1/defl lid 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!nor YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:26 Ib 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=265/Mechanical,5=265/Mechanical FORCES. (Ib)-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. ,•• P,- ;floe ER P. i ,e `r.• 'GENS . + #.. : No 22839 0 *� l t* r. +� ("r * : — .1,./...„)..t :� i• \9p, • A., it;:i0NM-��oss ffffnlisto% Walter P.Ann PE No.22839 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1053/2015 BEFORE USE it 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfPll Quality Criteria,DSB-59 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 38610 t': 04,1. r� r Job Truss 'Truss Type Oty Ply 78729936 617204 F20 floor Truss 1 1 Job Reference(optional) Builders FrrstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue May 31 10:43:35 2016 Page 1 I D_8kMOOg I CcvBYV7m47rycCyToxk-urThmn VXzmDd U_Y VRC KxgiDMFZhcNDDsVhI n8LzBObc 0-1-8 I—I I 1-3-0 I I 0-11-8 Scab-1U0-, r,. ,0!. 1.5x3= 5xB II 2x6 II .; - - - - 36 II401011111111111111160. . 42tb 1 10 2 3 11 4 r t • • • • • • s 1.5x3 II 42x6= 9 8 7 6 5 5x6 =- 4x4 4x4 = 2x4 II I 3-11-8 I 5'4-0 1 3-11-8 1-4-8 Plate Offsets(X,Y)— 11:Edae,0-1-8],11:0-1-8.0-1-81.12:0-3-0,EdgeL f4:0-3-O,Edoel,f5:0-1-8,Edae1,f8:0-1-8,Edge],19:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid I PLATES GRIP TOLL 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 Grav9=1357(LC 3),5=1018(LC 1) FORCES. (lb)-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 ,��1111 t 1��� be attached to walls at their outer ends or restrained by other means. `,������ER P, ,,�I�� 5)CAUTION.Do not erect truss backwards. A 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 `s•�%",.GEN••• Yif-', 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 . i• #i• 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). No 22839 ,. • LOAD CASE(S) Standard * * :/ �I * - 1)Dead+Floor Live(balanced):Lumber Increase=1.00.Plate Increase=1.00 '.Q' .t `` r Uniform Loads(plf) 1 • Vert.5-9=-10,1-4=-100 •. TA F •i' Concentrated Loads(Ib) ... .(-•• t Vert:3=-557(F)10=-589(F)11=-647(F=-557,B=-90) �i ••-•j R\ - \`.% Waiter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 4 ammi A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1/1I1-7473 rev.10/032015 BEFORE USE NI Design valid for use only with MiTekx9 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 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 with possible personal Injury and property damage For general guidance regarding the fabncation,storage,delivery.erection and bracing of trusses and truss systems.see ANSIrTPl1 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 jTruss Type QV Py Ill T8729934 817204 F 18 Floor Taus 1 1 Job Reference Builders FirstSource, Jacksonville,FI 32244 7.640 s Apr 19 2016 MiTek Industries.Inc. Tue May 31 10:43:34 2016 Page 1 ID:JAMQ0g1CcyBYV7rn47tycCyToxk-PfvJYRUvCT5mtqzjtVoi8VgLI9UleumiG1ZEcvzBObd ' 16x8=fillth 1-3p __ 2x6 I I ` 12x8 II 6x8 = ,14W IO.T40 `f h. 9 2 M` ' "D •• 3=128.3 4 .n Scale=1:3.5 • • .T. 1 y .. _ .- • • z . 1 Y L • . • • • 4x4 = 4x4 = 8 7 6 5 3x3 II 3x3 II I 4-11-4 I 4-11-4 Plate Offsets(X,V)— f2:0-3-0,Edgel.f3:0-3-0,Edoel,[4:0-3-0,Edael,[6:0-1-8,Edael.17:0-1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 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 BOLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:35 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-750/0,4-5=-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 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)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 �,� �,I�, ,, down at 3-1-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. � 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,,•‘‘'%�'S ER P. p ,,, .�•.P''GEN ..14/11,°e LOAD CASE(S) Standard i'• .' �,� `S 6- *.� 1i 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 — *; ~'i • * Concentrated Loads(Ib) • Vert:3=-451(F)9=-453(F) -0• ti : Z '%-33,...{ { TA F{ �F (r/t'.i= i'4''`�,�oNA,- �0 '''��+irk n���,``` Wafter P.Finn PE No.22839 MiTek USA,Inc.FL Gert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 a WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 rev.10103/2015 BEFORE USE NI. Design valid for use only with M,Tek€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 venfy the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or mord members only Additional temporary and permanent braang M iTe k• 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 braong of trusses and truss systems,see ANSITrPI1 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 i Tampa,FL 36610 Job Truss 'Truss Type Qb Ply y 78729932 817204 F16 FLOOR TRUSS 1 3� 1 "" i f n- IJob Reference(optional) Builders FirstSasoe, Jadrsorwtle,Fl 32244 7.840 s Apr 192018 IATek Industries,Inc.Tue May 31 10:43:332018 Page 1 •-- ,.-. :j cy;•: ID:_BkMQOgICcvBYV7m471ycC)r�GR9zvFpPVN(nHTbH71817evPY7?Jrph3TzBObe ...,. 0.1.8 H I 1s0 I I , :«*iA141-8 ji 1-00 sM�1 Iran e.. `I`. •e `.. w*rs .Fz+r.ew - 1.5x3 = 1.5x3= 8x8= 5x6 11 4x8 II 2x6 II 3x6 II 2x6 II 3x6 II 5x8 II 8x8= 1 2 3 4 5 6 7 19 8 9 e—N ,VN - • ,‘,... ‘r 77 e✓' 'N.....N--... ."V '''' N.„'N eP 1 d 17 16 15 14 13 12 11 6x8= 6x8= 5x6112x6 11 3x6 I I 5x6 I I 5x6 II 8x8= 8x8= 1 4-0-0 1 16.1-0 I 4,0-0 12-1-0 Plate Offsets(X,Y)— 11:0.1-8,0-0-81,13:0-3-0.Edoel,14:0-3-0,0-0-01.19:0-1-8,Edael,19:0-1-8.0-0-81,115:0.3-0,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 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/TPI2007 (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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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=4145/0,4-5=-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 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4t01111111/111. be attached to walls at their outer ends or restrained by other means. �t 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)998 lb down at 12-3-4 on top chord. ,•‘` '�ER P. FSA,j� The design/selection of such connection device(s)is the responsibility of others. ♦♦`V P•� N d.••"Y/if • 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). `,♦ ...•\,•C �` ••• • i • No 22839 ' LOAD CASE(S) Standard • 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 r. * ;* Uniform Loads(plf) • rN * 5) i = Vert:10-18=10,1-9=100 -p;• :CCConcentrated Loads(Ib) i TA F Vert:19=918(8) i O .• • i,, s+/0 N A--'c eii `.` ttttlu n u1%� Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cell 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 I r A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED*1TEIC REFERENCE PAGE*11.7473 rev.10103/2015 BEFORE USE 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component.not I . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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 properly damage. For general guidance regarding the fabrication,storage,delivery.emotion and bracing of trusses and truss systems,see ANSUTPII 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 78729930} 817204 F14 FLOOR TRUSS 1 1 , ,lob Reference(notional) Builders Finance, daaltamalM.Fl 32244 7.640 s Apr 19 2016 MiTek Industnes,Inc.Tue May 31 10:43:31 2016 Page 1 • ''.4A/017444P- r ID:_BkMQOgICcvBYV7m4?iycCyToxk-?4EAwPSOvYiCOMFBCNF?Ws2oKyLdRXpGa3Ke?azBObg 0-1-8 a,1 I 1-0-0 I .4 .el 141411s'16+F. ;ax'°1y'"t(Na6 ' #aH>'-:�•.. .. Scale=1:21.3 00iiimiow, ,,,...6sittpy,trilimigiossisammo, 3x4 = 3x4 = 1.5x3= 1.5x3 = 1 2 3 4 5 6 0 e ! e 5 e - 16 •OE.'r111011 • •.- 4144\. — e s 1�X�} 13 12 11 10 9 6 4x4= 1.5x3 II 1.54 II 4x4= 12-4-12 12-4-12 Plate Offsets(X,Y)— f6:0-1-8,Edge] -- - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud I 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 I BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 7 n/a n/a Weight.65 lb FT=11%F.11%E BCDL 5.0 Code FBC2014/TPI2007 (Matrix) _ - 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=662/0-3-4.7=662/0-3-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 14-15=-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. 0011111118/11 ,,•_,Ix\-. ER P. .4', No 22839 •.:. * 3 TAt -0F :4'-/ O • %i•,•0 S+,QNA; t7- o‘-'sCs ,' ‘• • t/1111 Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 Y WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeirE 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 andtor chord members only. Additional temporary and permanent bracing MiTT ek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the i fabncaaon,storage,delivery.erection and bracing of trusses and truss systems.see ANSIITPI1 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 Qtr Ply 817204 F12 FLOOR TRUSS 2 1 ,Job Reference(optional) Builders FirstSource, Jacksonville.FI 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:30 2016 Pape 1 I D:_BkMQOgI CcvBYV7m4?iycCyToxk-Xtgoj3R08EaLODgyefkmzf VaYY4i8g8LPbOTBzBObh 0-1-8 I 1-3-0 I " *,,,,.41111, ,_t-x+ Seale=1:17.8 1.5x3 = 3x3= 3x3= 3x4 1 3x4= 2 3 4 3 = 5 0 • e •• • 1 o — -. /e e e e 10 11 10 9 8 7 8 3x4= 3x3= 1.5x3 I I 1.5x3 II 3x4= 3x3= 1.5x3 II I 10-2-8 I 10-2-8 Plate Offsets(X,Y)– 15:0-1-8.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d 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/TPI2007 (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. 11111/ ‘.0\0 ER P,f p ilii . 3 .• \GENS' 4,/ • \. F'• No 22839 :� '.• r.TA) F -/•- �� FS;:f..� R 1 �%.` ',,;;;5`g N A'��%�. il Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 AL WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown.and is for an individual building component,not a truss system Before use.the building designer must verify the applicability of design parameters and property incorporate tins design Imo the overall budding design Bracing indicated is to prevent buckling 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 properly damage For general guidance regarding the fabncation.storage.delivery erection and bracing of trusses and truss systems.see ANSITTPI1 Quality Criteria,DSB-89 and BCSI Budding Component 6904 Parke East Blvd_ Safety Information available from Truss Plate Institute,218 N.Lee Street,Sate 312.Alexandna,VA 22314. Tampa FL 36610 'Job 'Truss Truss Type Qty Ply 78729926 1817204 'F10 FLOOR TRUSS ,o, I 1 - Job Referenceiogtionall Builders FirstSource, Jacksonville,Ft 32244 7.640 s Apt 19 2016 MiTek Industnes,Inc.Tue May 31 10:43:29 2016 Page 1 ' ID:_BkMQOgICcvBYV7m4?rycCyToxk-3h6QVjQmOwSUm3515yDXRRzSnBegzdsz7lrTwizBObi 0-1-8 Jam,_ o-a•t { aliie ,4„H • t"+I -. . -# .1 �/R - b"*�rs^. Vile=1:5411111k Scale=1:27.8 �1u -i;*07- . 3x4= 1.5x3 = - 5x8 = 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 9 • • •• e e 22 1 / y\ j .4 • e e Nur 19 18 17 18 15 14 12 11 4x4 = 1.5x3 II 1.5x3 II 4x4 = I 12-3-4 1 391-0 0 I 3 124 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid 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 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight 87 Ib 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 Uplift10=-86(LC 3) Max Gray 20=622(LC 10),10=168(LC 7),13=1057(LC 1) FORCES. (Ib)-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. ,�tf i i l l l t� 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 lb uplift at joint 10. ,�� �I�, 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• 1i),\�'�ER P. F7 �j, 5)Recommend 2x6 strongbacks,on edge.spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to `• �`,.•' 'Y ♦♦ be attached to walls at their outer ends or restrained by other means. `:� .. \, C . v S •.•' ♦i 6)CAUTION.Do not erect truss backwards. No 22839 • r\* F:! 'U:r TAF � d`% -t, Pf . Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 ita IA WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekG)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 venly 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 andror chord members only Adddional 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 fabncat,on,storage.delivery,erection and bracing of trusses and truss systems.see ANSI/1PI1 Quality Criteria,DSB-89 and BCSI Budding 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 T8729924 817204 F08 FLOOR TRUSS 2 1A;,i>EE ? -;I::1' W1004014 Builders FirstSouroe, Jacksonville.Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Irtc,Tue May 31 1043:28 2016 Page 1 ID:_SkM Q O91 CcVBYV7m4?IycCYToxk-b V Y 1 I N P8dd Kd9vWZXEi I uEOASkI hE77qu56w0FzBObj 1-3-0 i I 1-5-12 I 6x8= 2x8 II 3x6 II4x8 • 1 2 3 10 11 4 • e e • 1.5x3 II 4x6= 4* 9 8 7 6 4x6= 2x4 II 4x4 = I 44-4 I 5-10-4 I 4-4-4 Plate Offsets(X,Y)— 12:0.3-0,EdaeL 14:0-1-8A-0-8L 14:0-3-0,Edgel.15:Edfie,0-1-81.[8:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) udefl Ud 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 Incr NO WB 0.58 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (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. (Ib/size) 9=1239/Mechanical,5=1664/0-7-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-1293/0,4-5=-167310,1-2=-1684/0,2-3=-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 five 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 `�1%1111111/gig 11/ down at 3-4-8,and 836 lb down at 5-4-8 on topchord. The design/selection of such connection device(s)is the responsibility of `•' -(ER P. F others. 9 ,� P,�•••.... • //,e/#. ,' • i 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). • �••\.,\C E N s..--.. S�••.L Ii i LOAD CASE(S) Standard f. - No 22839 • 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 = * 'Y. •.* Uniform Loads(pit) Vert:5-9=-10,1-4=-100 =-'1,: / 1 Concentrated Loads(Ib) •<V Vert:2=-749(F)10=-749(F)11=-781(F) 0'..• TA 'OF :/:/,; i,��/,`S,�O N A'��00 Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 ,,WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 building component,not lin. a truss system.Before use,the building designer must verify the apphcability of design parameters and properly incorporate this design into the overall building design. Braang 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 fabncation,storage,delivery,erection and braang of trusses and truss systems,see ANSV1'PI1 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 MISS Truss Type Qty PN ' 18729922 • 817204FOS FLOOR TRUSS 6 1 ;, e,,.. <' Job Reference(optional) Builders FealSotra, . Jadtaonsil,Fl 322447.640 s Apr 19 2016 MTek Industries,Inc.Tue May 31 10:43:26 2016 Page 1 • ID:_8kM00g1CceBY V7rn47iycCyToxk-e6RH00t574vvbMAPptgppLrhxdimEW Rndp' t i" KN2BObl I4' .r,.. n. af 1 1-3-0 1 E�I 1 I a-x„ • scab=1:27.1 .. . 454=- 454 4x4= 3x4 = 4x4 = 1.5x3 II 3x3= 1.5x3 II 3x3= 3x4= 1.5x3 :7-- 1 1 2 3 4 5 6 7 8 9 0 e ° :N:vN / e /..11\ — 1:—\\,/' ° e �W 18 17 16 15 14 13 12 11 1.5x3 I I 4x6= 3x4 = 4x4 = 1.5x3 I I 3x6= 354 = 416= 3x3= 15-7-8 I I 15-7-8 Plate Offsets(X,Y)— f1:Edae,0-1-81,19:0-1-8.Edae1,115:0-1-8,EdOe1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 n/a n/a Weight:82 lb FT=11%F,11%E BCDL 5.0 Code FBC2014/TPI2007 (Matrix) 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. (Ib)-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=-2638/0,4-5=-2638/0,5-6=2654/0, 6-7=-2654/0,7-8=2013/0,8-9=-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=0/635,4-15=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 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to , `,'�4 f�,`, be attached to walls at their outer ends or restrained by other means. `�.. �� P. 5)CAUTION,Do not erect truss backwards. leo s No 22839 *:• :* r....„* 7. =7.'Qa : .•% •• TA F Walter R Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 f WARNING-wuly daaign pararrMart and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 r v.1M03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based onlyupon 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 MiTek• building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing is atoms required for stability and to prevent collapse with possible personal injury and property damage. Fm general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSV3PI1 Quality criteria,DSB 89 and SCSI Building Component6904 Parke East Blvd. Safety Information available front Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandre.VA 22374. Tampa,FL 36610 oft,,4.Atiorettosoyo. .:„„.. , . . Job Truss 'Truss Type Oty Ply T8729920 817204 F04 FLOOR TRUSS 2 1 Job Reference(optional) Builders FrstScwce, Jacksonville,Fl 32244 7.640 a Apr 19 2016 MTek Industries,Inc.Tue May 31 10:4325 2018 Page 1 • ID:_81cMOOglCcvBYV7m4?iycCyToxk-AwtvfMNFKiy21 Rn_s68bGbofpXGTI paNC7lFnwiB W m 01.8 H I 1-3.0 10-8.0 I1-7r1 1,F • .' Sat 127.5 .^,9001l1 TRUSS IS NOT DESIGNED TO SUPPORT 7 ``'1' 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 6 7 8 9 0 e e N2_ e • ...,N--' '4/ X / \ / X 21 7 -\ -e • e e •° e _ - e e 19 18 16 15 14 13 12 11 4x4= 4x4 = 1.5x3 II 3x6 = 454= I 2-1-12 21318 15-10-12 I 2-1-12 0-1-12 13-7.4 Plate Offsets(XX)— 19:0-1-8,Edne1,f15:0-1-8.Edrel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid 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 Ina YES WB 0.44 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (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. a REACTIONS. (lb/size) 10=717/0-3-4,17=992/0-3-8 Max Gray 10=730(LC 4),17=992(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 10-21=726/0,9-21=725/0,2-3---644/0,3.4=1830/0,4-5=-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. ��1111 t f/ 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 %`,`0,0%111111,114 T��ER P �����, be attached to walls at their outer ends or restrained by other means. • `‘ 5)CAUTION,Do not erect truss backwards. .: N/i..\ • ........ /41 Ni••�I/, No 22839 , r. *: �* , ,�* __ •...13.• �TAx. •F �Z": - o • �••11 Si 0%%- Walter P.Finn PE No.22839 MWTek USA Inc.FL Cert 6634 8904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 011-7473 ray.10/03/2016 BEFORE USE in' Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component.not I a truss system.Before use.the building designer must verily 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 lord members only. Additional temporary and permanent bracing I is always required for stability and to prevent collapse with possible personal injury and properly M iTe k• damage. For general guidance regardng the fabncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Owlity Criteria.DSB-e9 and SCSI Building Component 6904 Parke East Blvd. Safely Information available fromTruss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 4• Job Truss `Truss Type Qty Ply 78729918 817204 ,, a F02 FLOOR TRUSS 16 . I '''"''t' Job Reference(optional) Builders RI$0011011„ JadeorMYe,Fl 32244 _ _ • 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:24 2016 Page 1 • ID: 8kMQOgICc BWlm47rycCyToxk-ijJXSOMdZOgBglDolOdMkOFWg7y611hEzT8iFUZBObn 44 .sr..y et.Msec, 0-1-8 ahe '17 b'410Ms. -adF` !+ w4 4499r^ . Sw =1:34.2 ..1811111111.111010k '' 8= axe= 1.5x3 = 4x4 = 3x4 = 1.5X3 II 3x3= 3x3= 3x3= 1.5x3 I I 3x3 = 4x4= 1.5x3 = 1 2 3 4 5 8 7 8 9 10 11 e t 11 \ 4/ ,\,.. fie/ "':' / L',N / N/ \ / g 24 Z . 21 20 19 18 17 18 15 14 13 1 ti 3x3= 4x8 = 4x4= 3x8 = 3x3 = 1.5x3 II 3x6= 4x4= 4x8= 3x3= 1.5x3 I I I 19-8-12 I 19-8-12 Plate Offsets(X,Y)— [1:Edge.0-1-81.111:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 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 Incr 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=-2726/0,34=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. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,,�‘‘%111111l 1 f iiI,,' 3)be attachedn to walls at theirtrouter ends ogrestrainedat 10-0-0 cc andfastened to each truss with 3-10d(0.131"X 3")nails. SVongbacks to ♦,,♦means. P�'�G E•� , ,�Iw,,',, ♦ V_. �:�Y'v • •, •• •\` ts`••• I� No 22839 *; / L* - •° ' in 4* = � �. TAXf�+'OF • O • .,��5+•��NA At_ • 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 WARMNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERENCE PAGE 1.11-7473 rev.10'0.3/2015 BEFORE USE 1111 Design valid for use only with MiTek4e 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 andfor 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 ; sly Job Truss Truss Type M.;'`+• Ply 78729918 817204 EJ03 JACK-PARTIAL TRUSS 3'"%;-r`'i ' 1 .a' ,. Job Reference(ootionan Builders FrstSotace, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc."rue May 31 10:43:222018 Page 1 • °t;... ID_ak MQOgICcvBYV7m47ycCyTotdc-mLBm1KLN1naTR 3PA buezA8lKK8 YgcW91b&2BObp I -2-0-0 I ' - .7.O ' '. ....-'.. .: twr.•Wt-40 M6-.. . 2-0-0 7-0.0 ;411.111.010t'.trc:. X7"17.9 .4411111111101 . 1 ,i 3.00 12 a , yam, . 2 i — 1 .. 3x6= 4 I • 7-0-0 I 7-0-0 Plate Offsets(X,Y)– 12:0-3-0,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 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 BOLL 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 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 Uplift3=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(lb)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 ,`111111111111,, fit between the bottom chord and any other members. 0 .`ER i F I,, 4)Refer to girder(s)for truss to truss connections. ,•%% %NC\ ....... /N , 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 ,`� ,C E N 5'• y •I 2. . \. $. . 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • • • : No 22839 ?3 t, T . STA -6 F • • Waiter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 31,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 881-7473 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 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 stabiily 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 buss systems,see NSVTPH t]ua1kY Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infoon available from Truss Plate Institute,218 N.Lee Street Suite 312,AlexandAria,VA 22314. Tampa,FL 36610 Job Truss 'Timm Type Qty Py ' 78729914 817204 Ijiliaimetht FJ01 Jack-Partial Truss :a _. , 20 . 1 'Job Reference(optional) gkildsa gia - Jec sorwee,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Tue May 31 10:4321 2016 Page 1 • '4.;' ,• ` ID:_8kMQOglCcvBY nM?IycCyToxk-18dOgJQGTScpgUDdG3f6ld?Hw v55QoHVv2e9zB0bq -2-0-0 Ti i 7-0-0 2-0-0 7-0-0 ;-4. t h' .. .. . Scale=1:17.9 • ;lie T • wp • 3 1 4.00 ,2 N N r (V t` N y��,� ,y ;I) C4 Peel Mak* 4 , N 2 ail ,1 ' ,/; 4- 4 LN l 7-0-0 I 7-0-0 Plate Offsets(X,Y)— 12:0-2-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 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 Incr 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;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 ,`0111111//i,,' fit n the bottom chord and any other 5)Proviid4) eamechanic l congirder(s)for neto ection(by otheruss s)members.rus bearing plate capable of withstanding 100 lb uplift at joint 3 and 174 lb uplift at ,,�• ..‘r'�.� ..... . '1'4��0� joint 2. ♦ * �. ri • •. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. No 22839 �•� 'STABc F ��•, so • "'Still Mit" Walter P.Ann PE No.22839 MiTek USA,Inc.R Cert 6634 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 11I-7I73 rev.10'd3/2e18 BEFORE USE Nit Design valid for use only with MTeke connectors.This design is based only upon parameters slaws,and is for an individual buikfeg 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. Braong indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' is aMrays 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 ANSIrTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.State 312,Alexandria,VA 22314. Tampa,FL 36610 tits' _. c" Job Truss Truss Type r,` Qty Ply e- 817204 CJO6 JACK-OPEN TRUSS 4 tr 1 ,:. ..._ Abet "k TOT299I2 .. -,-,-..t, 1114. Job Reference footle-2'14— Builders �"""Xf° = Builders FiratSource, Jacksonville,Fl 32244 ., etriGt?'.>• 7.640 s Apr 19 2016 MITak Industries,Mc.Tue May 31 10:43212018 Page 1 1D:134100g1CgIBYV7m4WycCyTmttc-18d0q_ TScP9 -2-0-0n�a;yl aiw,.. ,0rAW - •.waroseeek-s..eu v : • 44411 . , . ,, 4 • Job Truss Truss Type Oty Ply • T8729910 817204 viewC.,o4 JACK-OPEN TRUSS 4 ."i, 0 1 -' Job Reference(optional) BuidSI,(ilabataa Jadtsomila,Fl 32244 2.640 sApr 19 2016 MiTek Industries,Inc.Tue May 31 10:43:20 2016 Page 1 ` Yt'! jiyID_8kMQOgICarBYV7m4?iycCyToxk-gy30ceJ7V9KIBgv13ZYQZY5wuWm0MeBe2rAU6jzB0br �+' 1 "-2-0-0 1 1.0-0 1 ,at.,.r. 2-0-0 _�1 1-0-0� AT . r . ^� '. 1I1'^'�" Scale=1:11.5 51:i 4.00 . T = $ ii N 1111111111111 l7N1 mi" m.X11 i.1 ,/ 5 ,- 8 4 2x4 II 1 1-0.0 -I 1-00.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PI,.ATES 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 BCLL 0.0 * Rep Stress Ina' YES WB 0.00 Horz(TL) -0.01 3 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 1-0-0 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 Installation guide. 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;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. .11'11111i/ 3)f Thist btruss Uhaas beendesihe bottom gned for live loand any other ad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,,`•I� EB P• �A/ mbers. 4)Refer to girder(s)for truss to truss connections. �•.1�.• G E N •• ,Y/L�, 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 �. •�,\ `SSC`•..• �' and 25 lb uplift at joint 5. • • • : No 22839 e •e ' 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. - • I. Ala3,C-) •�� %0 ` R .; �. 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MBTEK REFERENCE PAGE MI-7473 rev.14,0.3/2015 BEFORE USE 1 Design valid for use only with Mask®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 tens 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 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 l 1 18729908 817204 C302 Jack-Open Truss i8 1 l Job Reference(optional Builders FirstSouroe, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industnes,Inc. Tue May 31 10:43:19 2016 Page 1 • ID:_8kMQO9ICcvBYV7m4?iycCyToxk-MmVePJI UksCvatM(gVr1 B1 KYII6PUdBxVgCQxaHzBObs -2-0-0I 3-0-0 2-0-0 3-0-0 .:-;A1181106R•OW41!--40/ 'cK:E- > Scale=1:10.3 .-legllog,lfnllMBMIIIIIIIIIIIIIIIIIIIIIIIIIIIIpeanV .- 1111111116444.,4 ION 4.00 12 m rd 2 1/ d N Vh r 1 4 Niligl i2x4 = 1 ) 3-0-0 I 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ice) Udefl 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!nor 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 Uplift3=-36(LC 12),2=-232(LC 8) Max Gray 3=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=l3omph(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/;tg,�, 4)Refer to girder(s)for truss to truss connections. �.� ER P, ,I 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 , �� F. �j, 2. ,` ?: . L 3vt i s,. ; iZis ..7' 4::!, '-- — ' •-.. k . .411040411,4 ; Y : :1 RE: 817204 - Site Information: Customer Info: Habitat for Humanity - Beaches Project Name: 817204 Model: Triplex Lot/Block: Bldg K Subdivision: 126,122,118 OceanGate Drive Address: 126,122,118 OceanGate Drive City: Atlantic Beach State: FL No. ISeaI# Truss Name Date 35 :T8729941 HJO3 5/31/0161 ;36 T8729942 I T01 15/31/016 1 X37 IT8729943 T02 15/31/016j 138 1T8729944 T03 15/31/0161 139 1T8729945 I T04_ 15/31/016 1 140 1T8729946 11-05 15/31/016 1 41 IT8729947 I T06 5/31/016 1 1142 j T8729948_1T07 .___._._._......._..._ 5/31/016 1 '43 1T8729949 I TO8 5/31/016 1 144 1T8729950 T09 5/31/016 145 IT8729951 I T10 ,5/31/016 1.46_._.__.I T8729952 1T11........__..........................I 5/31/016 I • 2 of 2 • i I