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156, 160, 164, 168 SANDY BEACH LN - TRUSSES OFFICE Copy HATCHLEGEND 1-1 r k >b tot t / 1TT v v bQ a:� 3ma, cL 404 6. iv Q.L Q LO a, ' -'' Lu c a: r:m ..0 �� ,� r t,' yrs f�•� r. �,C 4:`,..'l 1 i. • L t✓•Iv al 1 • V . IIIW a' t' "'1~3 . •Per• B''7 1-x02 all'Trust,to Wall- connections are tit•�; ,. aA the teaponsib ,o the Building Designer.not the Truss' -- {{>•s a: ' V y tg4nno teturer. � X ' �. ` " Manufacturer's specifications for all hanger connections N.8 W ii C C- E. i4ibse noted otherwise. C" -- In C U.' 'Tnsees are to be 24'on.U.N.O. -� ar ; Qi 4/ G gere aoe-to be Simpson or°Tav leent'U.N.O.Usen.Qd COm F.— y lir Nails in hanger mmectiova to nengle ply-girder trusties.- 4d - not designed to support brick N.N.O. _ Zt 'L? [r�., C L'Qhaen®ons are Feet-Inches.Sixteenths _- F' 2 iIs_ V UOti c.. Q '�•*".. t 11tt Ce w G at t W -..,,e. '1 a.6s -c aJ i= O co L C c y viii 1 a a• E a Ego CI- r • 0 new 3. p; 1�•besk charges eiill be accepted by Bmi&rit,, \., 2 6 2 a G ittaouroe unle yapproved in writing first. M -0 a x v, .R-�_ ember is earisi�-e to tram plates.Any ACQ iem r�th �V.�., v go r S Lmdestm contact with truss plates(i.e.scabhea on tails)past', 72-11-00 # cot v' t- have an approved barrier applied Brat. •t.. L 'k c C ` V 41. o BCSI-B16ummary Sheet-Guide for handang,WsteNg 8-00-00 E 3-10-12 0 3-09-04 8-0600 0 3-09.12- 3-10-12 7. 8.06-00 3-09-04- 3-10-12 3 8-0600 7..0405,- R' N E gm"c'ng of Metal Plate Connected Wood Turas prior tgerpi - 1. Q tress atellatron ti I ' _( } I ( IIIII 11 a'; u Q to responsibility of the Contractor to eWkue of th ij i J.1_ !.. ', ill a1�I�I�III�� i 1�I�I�I��I1,'-gr� 2 •V mutton of the trues placement plena as m scrnct 1 iiIIIi' I,E E = r ' or na d ed nmrt is the trori+r. r p;� `a t O a • mid MEd by Builders F required a will 6a{PPlied a Ld�``,qq a the 9ontractor to ' re L? • P' i • items. � All common framed roof or Odor ey-amms moat ha designed as.; NOT impose env loads ov rhe Door traesea below. The Ooor trusws have nor been designed to cem�env additional loads from ebme This trua� latement len was not created b en ser.but P P y eng n 1:, rather by the Builders FiretSouree staff end is aoleh to be orad an installation 'de end does not require a sear Complete es guide p iiilIullgi" • • s ' I Gable and trusses requitecontinuous bottom chord bearing. Refer to local codes for a0 framing requirements. Although all attempts have been made to do so.trusses may not. I lill ' he designed symmetrically.Please refer m the individual trues drawings end truss placement plena for proper orientation end placement. 1 1,1. IJ i 111 1111. 11 iff�l iii l i- _ ;=1ia�i i i iii Builders t „.......„„,,......„,,,,... Fi rstSou ice 20-00-00 16-06-00 16-05-00 20-00-00 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 HABITAT FOR HUMANITY ..aol Adana, B 156, 160, 164, 168 Sandy Beach Lane Quadplex yens: Damn lir Onperi WS:9/15/2017 pCda L1213894 JCT #'S LVL FL1644-R2, BCI FL1392-R2 ;230326 ;. 1213894 20-00-00 10-00-00 , 6-03-00 , 6-03-00 , 10-00-00 _ 20-00-00 _ . - 16.4T16= 16B T'•w 16C P. T1: 16 T1:' 16 g 11: 16 4 1• 1 T1: 16 T1: Ig 7-060( T1: 16 OM_ U ° F01 'BRITS PM11 1-111 . f t o Ie 10(4)1 °° 1=1 ° I - o F02(6) Ie 11- ® ° ,...,. o 1. _ ° ESI I e . 1-n °6 1-i I. ° ° ,I ° I o E N'1-1[ °° F12°G O , a ,.I w 0 ��1-11.1 I W LL°F12 e e Fl[° ]w 1-11.1' °� 4 p ILA ° 0> w F- Y .' ''-1ua— EFTA t� F1s °° ris a Z rua i ..1. ° 1-14 °° rla ° °Y.1 gg 1F06(3)� ��('"1 ° II o ° o I El. F15(3)i o e° o p-75(3 p 2P ,I r X06(31) I" no p° rte °2 I_ _- a FtTill II 66 I° 1E10(3)1 1° FYI I _. 1-u1 ° uir , KC ° I , i Fir I° °° 1-U2 ° F01 rut ° r 300.00 -17 ^' F11 .. ° i��•,, 1-0`00 rte .e F19 . 1,.:'.' .. 1-N 19-10-00 16-03-00 16-05-00 19-10-00 . 20-00-00 16-06-00 16-0500 _ 20-00-00 EXTERIOR WALLS HAVE BEEN HELD BACK 1/2" FOR SHEATHING MITEK PLATE APPROVAL #'S 2197.2-2197.4, BOISE PROI mum ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 'MiTek OFFICE COPY RE: 1213894 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tama, FL 33610-4115 Customer Info: Habitat for Humanity-Beaches Project Name: 1213894 Model: Quadplex Lot/Block: 156, 160, 164,& 168 Subdivision: N/A Address: Lot 156,160,164,& 168 Sandy Beach Lane City: Duval State: Florida Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: Michael G. Holder License #: 16215 Address: 44161 Woodridge Dr City: Callahan State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf -VIEW ** This package includes 47 individual, Truss Design_prawin s and 0 Additional Drawings. " ` - With my seal affixed to this sheet, I hereby certify 01 ,x" 'e Truss Design Engineer and this index sheet wed for conforms to 61G15-31.003, section 5 of the Florida Board-of Professional Engineers Rules. "C' by grc na + rarified PCfuvw s gc4 ,, �-,,. .. nsi ^`s n�:t F, t u -' , +c .e' ;Rgr,neer's No. .Seal# Truss Name Date No. Seai#p hi d�otas Name„J ,at a .,reparation r„ said documents, nor relieve 1 T12034299 CJO4 9/15/17 18 T12b`3"4316erFir4m erre-L- o 7wi:hin the same. 2 T12034300 CJO5 9/15/17 19 T12 1 59/15/17 13 1T12034301 I CJO6 9/15/17 20 PWD ❑APr¢ AS NOTED U NO-1, PPPOVED 4 T12034302 EJ02 9/15/17 21 712034319 "Mr' -7 9/15/1 i 5 T12034303 F01 9/15/17 22 11244320 F18 9/15/17 J 16 1712034304 F02 1 9/15/17. 123 I Ti 4321 I F19 *-'• 9/15/17 . / 4prir 7 T12034305 F03 9/15/17 24 T12034322 F20 9/15/17 18 1112034306 I F04 1 9/15/17 125 1112034323 I F21 1 9/15/17 19 1T12034307 I F05 1 9/15/17 126 1112034324 1 F22 19/15/17 110 1112034308 I F06 1 9/15/17 127 1T12034325 I F23 1 9/15/17 11 11120343091 F07 19/15/17 128 1-112030.261f24 , . 19/15/17 12 T12034310 F08 9/15/17 29 T 2d1432TT 'HJ02 • 9/15/t7 - - 13 T12034311 F09 9/15/17 30 T 4328 T01 w_ 9/15/17 I w 14 T12034312 F10 9/15/17 31 43,,�'leis t.'' - -.)9/155 7, ' 1, ,.'.' _ I > 1 15 T12034313 F11 9/15/17 32 2034330 T(d'8-' '--y-- 9/45/1 1-5. /`" } �- 16 T12034314 F12 9/15/17 33 T12034331 104 9/15/17 117 11120343151F13 1 9/15/17 134 1112034332 1105 19/15/17 The truss drawing(s)referenced above have been prepared by �0" p,EL�S„44"/, MiTek USA, Inc. under my direct supervision based on the parameters ,♦ S. 4,••,_ provided byBuilders FirstSource-Jacksonville. $♦` �'.••\G•E N S• i ., . �.• \- Truss Truss Design Engineer's Name: Magid, Michael No 536 1'�., 1.1 My license renewal date for the state of Florida is February 28, 2019. _ *•• .y� � '• : IMPORTANT NOTE: The seal on these truss component designs is a certification 1:13.•. STA E OF .'4/: that the engineer named is licensed in the jurisdiction(s)identified and that the 1.0 44 designs comply with ANSIITPI 1. These designs are based upon parameters °•AN.* A% P.•• •♦� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ••� (‘(,.'•.4. O R10.-* � ♦♦♦ given to MiTek. Any project specific information included is for MiTek's customers •jw e, ........,,• ♦♦ file reference purpose only,and was not taken into account in the preparation of �i,1/ON Al.,,,�� these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Michael S.Magid PE No.53681 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: September 15,2017 Magid,Michael 1 of 2 RE: 1213894 - Site Information: Customer Info: Habitat for Humanity-Beaches Project Name: 1213894 Model: Quadplex Lot/Block: 156, 160, 164,& 168 Subdivision: N/A Address: Lot 156,160,164,& 168 Sandy Beach Lane City: Duval State: Florida No. Seal# Truss Name Date 35 T12034333 T06 9/15/17 36 T12034334 1T07 9/15/17 37 T12034335 I T08 9/15/17 38 T12034336 1T09 9/15/17 39 T12034337 1 T10G 9/15/17 40 T12034338 1T11 9/15/17 41 T12034339 1 T12 9/15/17 42 T12034340 1 T13G 9/15/17 43 T12034341 I T14G 9/15/17 44 T12034342 1T16 9/15/17 45 T12034343 1 T16A 9/15/17 46 T12034344 I T16B 9/15/17 47 T12034345 1T16C 9/15/17 2 of 2 6 �- R' Lumber design values are in accordance with ANSI/I-PI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 1213894- MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Habitat for Humanity-Beaches Project Name: 1213894 Model: Quadpiex Lot/Block: 156, 160, 164,& 168 Subdivision: N/A Address: Lot 156,160,164,& 168 Sandy Beach Lane City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Michael G. Holder License#: 16215 Address: 44161 Woodridge Dr City: Callahan State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 47 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T12034299 CJO4 9/15/17 18 T12034316 F14 9/15/17 12 T12034300 CJO5 9/15/17 19 T12034317 F15 9/15/17 13 T12034301 CJO6 9/15/17 20 T12034318 F16 9/15/17 4 T12034302 EJ02 9/15/17 21 T12034319 F17 9/15/17 L T12034303 F01 9/15/17 22 T12034320 F18 9/15/17 6 T12034304 F02 9/15/17 23 T12034321 F19 9/15/17 7 T12034305 F03 9/15/17 24 T12034322 F20 9/15/17 8 T12034306 F04 9/15/17 25 T12034323 F21 9/15/17 9 _ 1312034307 F05 9/15/17 26 T12034324 F22 9/15/17 10 T12034308 F06 9/15/17 27 T12034325 F23 9/15/17 11 T12034309 F07 9/15/17 28 T12034326 F24 9/15/17 12 T12034310 F08 9/15/17 29 T12034327 HJO2 9/15/17 13 T12034311 F09 9/15/17 30 T12034328 101 9/15/17 14 T12034312 F10 9/15/17 31 T12034329 102 9/15/17 15 T12034313 F11 9/15/17 32 T12034330 103 9/15/17 16 T12034314 F12 9/15/17 33 T12034331 104 9/15/17 17 T12034315 F13 9/15/17 34 T12034332 105 9/15/17 The truss drawing(s)referenced above have been prepared by Dov' p eL S 411,/, MiTek USA, Inc. under my direct supervision based on the parameters ��• G� ...•.•.• •qn ,� provided by Builders FirstSource-Jacksonville. ,.`\- • ••�\C E'�SF•••Y0 • • Truss Design Engineer's Name: Magid, Michael No 53681 • My license renewal date for the state of Florida is February 28,2019. *' =* IMPORTANT NOTE:The seal on these truss component designs is a certification .•70 •• that the engineer named is licensed in the jurisdiction(s)identified and that the • STATE OF '� designs comply with ANSI/TPI 1. These designs are based upon parameters � .(\'• 4` Q •= . shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �,<(‘..'•. O R \�. 0\ .� given to MiTek. Any project specific information included is for MiTek's customers '',SS'f **•** �C %••, file reference purpose only,and was not taken into account in the preparation of i3O N Ai'`to• these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Michael S.Magid PE No.53681 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: September 15,2017 Magid, Michael 1 of 2 RE: 1213894 - Site Information: Customer Info: Habitat for Humanity-Beaches Project Name: 1213894 Model: Quadplex Lot/Block: 156, 160, 164,& 168 Subdivision: N/A Address: Lot 156,160,164,& 168 Sandy Beach Lane City: Duval State: Florida No. Seal# Truss Name Date 35 T12034333 106 9/15/17 36 T12034334 T07 9/15/17 37 T12034335 T08 9/15/17 38 T12034336 T09 9/15/17_] 39 T12034337 T1OG 9/15/17 40 112034338 T11 9/15/17 41 T12034339 112 9/15/17 42 T12034340 T13G 9/15/17 43 T12034341 T14G 9/15/17 44 T12034342 T16 9/15/17 45 T12034343 T16A 9/15/17 46 T12034344 T16B 9/15/17 47 T12034345 T16C 9/15/17 2 of 2 Job Truss Truss Type Qty Ply T12034299 4 1213894 CJO4 JACK-OPEN TRUSS 8 1 Job Reference(optional) Bottlers FirstSouice, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 1168:34 2017 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-Bs1xhOv_EsxNDnN?nFdQIGsOdEcK?2ZULyyl5SydQ6B -2-0-0 I 1-0-0 2-0-0 1-0-0 Scale=1:6.9 3 (2)-0.131x3.5' TOENAILS a.00 12 2 y / 4 (2)-0.131x3.5" 1 TOENAILS 3x4= �- 1-0.0 1-0.0 Plate Offsets(X,Y)— 12:0-1-6,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) 0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=264/0-3-8,4=-90/Mechanical Max Horz 2=70(LC 8) Max Uplift2=-298(LC 8),4=-90(LC 1) Max Gray 2=264(LC 1),4=120(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone 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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 2=298. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. � f ®WARNING-Verily 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 1213894 CJO5 Jack-Open Truss 8 1 T12034300 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:35 2017 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-g2aJujwc?A3DrwyBLy8fgTPYpd_EkVpeZci IduydQ6A -2-0-0 3-0-0 2-0-0 3-0-0 Scale=1:10.3 3 4.0012 r5 2 � V d � 2x4= 4 1 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 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 BOLL 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. 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=130mph(3-second gust)Vasd=101 mph;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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 2=232. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. hut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MIpvll iTk' 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 ANSUTPI1 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 T12034301 4 1213894 CJO6 Jack-Open Truss 8 1 Job Reference(optional) Builders FirstSourte, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fn Sep 15 11:08:35 2017 Page 1 I D:_8kM Q Og I CcvBYV7m4?iycCyTox k-g2aJ ujwc?A3DrwyB Ly8fgTPYpdyykVpeZci I duydQ6A -2-0-0 5-0-0 2-0-0 5-0-0 Scale=1:13.7 3 4.00 12 m 2 dI 1 2x4= 4 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.06 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:19 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. REACTIONS. (lb/size) 3=102/Mechanical,2=299/0-3-8,4=24/Mechanical Max Horz 2=132(LC 8) Max Uplift3=-99(LC 12),2=-240(LC 8) Max Gray 3=102(LC 1),2=299(LC 1),4=72(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 2=240. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4 H ®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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJTP11 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 712034302 1213894 EJ02 Jack-Partial Truss 20 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:36 2017 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-8F8h53xFmTB4S4XNugfuNhxd21 EQTy3noGRsALydQ69 -2-0-0 7-0.0 2-0-0 7-0-0 Scale=1:17.9 3 4.00 12 r= N r N t7, rV N 2 �� 1 U°x4= 4 7-0-0 7-0-0 Plate Offsets(X,Y)— f2:0-2-0,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd 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. 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 Grav3=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.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 grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)3=100, 2=174. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. / r ®WARNING-Verily 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 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 Mi!s 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 ANSIITPII 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 t Job Truss Truss Type Qty Ply 712034303 1213894 F01 GABLE 4 1 Job Reference(optional) &alders FirstSoufce, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:36 2017 Page 1 ID:_8kMQ0gICcvBYV7m4?iycCyToxk-8F8h53xFmTB4S4XNugfuNhxnal LKTyWnoGRsALydQ69 D-H6 0-K8 Scale=1:33.8 3x3 = 3x3= 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 c33 / 0 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3= 3x3 = 3x3 = 3x3= 1 1-6-12 1 2-10-12 1 4-2-12 I 5-6-12 16-10-12 I 8-2-12 1 9-6-12 1 10-10-12 I 12-2-12 1 13-6-12 1 14-10-12 1 16-2-12 1 17-6-12 18-2-121 19-9-8 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-8-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft L/d 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 Inc- YES WB 0.04 Horz(TL) -0.00 18 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:92 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 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, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:31-32,17-18. REACTIONS. All bearings 19-9-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)32,17,31,18,30,29,28,27,26,25,24,23,22,21,20, 19 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. I / a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not kil' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPt1 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 712034304 1213894 F02 Floor Truss 14 1 r Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:37 2017 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxkcRi4JPxtXnJx4E6aSNA7vuUnIRVwCFnw1 wB PinydQ68 0-1-8 H I 1-3-0 I 006 1 1-10-8 1 0-H6 Scale=1:34.3 4x6= 4x6= 1.5x3 = 4x4= 3x4= 1.5x3 H 3x3= 3x3= 3x3= 1.5x3 II 3x4= 4x4= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 e e ". 411144\o. .40../ \Sli.../'.41411\...,/ 24 5 4 ''.\,/ 111111\ 4001/. \/ e 'e 22 21 20 19 18 17 16 15 14 13 12 3x3= 4x6 = 4x4 = 3x6= 3x3 = 1.5x3 II 3x6= 4x4 = 4x6= 3x3= 1.5x3 I 19-9-8 I 19-9-8 Plate Offsets(X,Y)- 11:Edae,0-1-81,111:0-1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.35 17 >677 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.54 17 >433 240 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 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=1069/0-5-4,12=1069/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 22-23=-106310,1-23=-1061/0,12-24=-1062/0,11-24=-1061/0,1-2=-1097/0, 2-3=2737/0,3-4=-3828/0,4-5=-382810,5-6=-4284/0,6-7=-4268/0,7-8=-3813/0, 8-9=3813/0,9-10=-2740/0,10-11=-1096/0 BOT CHORD 20-21=0/2069,19-20=0/3377,18-19=0/4176,17-18=0/4268,16-17=0/4268,15-16=0/4268, 14-15=0/3374,13-14=0/2070 WEBS 1-21=0/1416,2-21=-1352/0,2-20=0/929,3-20=-890/0,3-19=0/614,5-19=-472/0, 5-18=-64/381,6-18=-404/362,6-17=-377/165,11-13=0/1415,10-13=1355/0, 10-14=0/932,9-14=-882/0,9-15=0/596,7-15=-880/0,7-16=-88/282 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 I ®WARNING-Verily 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 Mack®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing f1r�l1 A1CTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 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 T12034305 a 1213894 F03 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:38 2017 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-4dGS WIyVH5SoiOhm05iMS61 zfrvOxlZ4GawyEDydQ67 0-1-8 H 11-3____H-c) ( 1-9-0 1 I 1-8-0 I 0.0 Scale=1:34.3 4x4= 1.5x3= 1.5x3 II 4x8= 4x4= 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 8 7 8 9 10 11 e - e e e_ 4.24 / ._ a\\\�/ \ \ / N.,///` a 25 1 NS/ e e e e 23 22 21 20 19 18 17 16 15 14 13 12 1.5x3 II 4x4= 3x4 = 1.5x3 II 3x6= 4x4= I 6-1-8 I 19-9-8 I 6-1-8 13-8-0 Plate Offsets(X,Y)— 111:0-1-8,Edoel.117:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.15 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(TL) -0.23 15-16 >715 240 BCLL 0.0 Rep Stress Ina YES WB 0.45 Horz(TL) 0.03 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 6-0-0 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, Except: 6-0-0 oc bracing:19-20,18-19. REACTIONS. (lb/size) 23=326/0-5-4,12=739/0-3-4,19=1072/0-3-8 Max Gray 23=355(LC 3),12=744(LC 7),19=1081(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23-24=356/0,1-24=-356/0,12-25=-740/0,11-25=739/0,1-2=-281/0,2-3=-480/0, 3-4=-480/0,4-5=-755/0,5-6=-1924/0,6-7=-1924/0,7-8=-2146/0,8-9=-2146/0, 9-10=1695/0,10-11=-731/0 BOT CHORD 21-22=0/480,20-21=0/480,17-18=0/1399,16-17=0/1924,15-16=0/1924,14-15 /2008, 13-14=0/1367 WEBS 4-19=-1075/0,1-22=0/357,4-20=0/462,2-22=-271/38,11-13=0/942,10-13=-884/0, 10-14=0/456,9-14=-435/0,7-15=-110/405,4-18 /887,5-18=-929/0,5-17=0/781, 6-17=-322/0 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. 5)CAUTION,Do not erect truss backwards. 1 / ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml lake 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 ANSITTPII 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 t Job Truss Truss Type Qty Ply TI2034306 1213894 F04 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:38 2017 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk4dGS WIyV H5SoiOhm05iMS61 xTrugxmg4GawyEDydQ67 0-1-8 H I 1-30 1 0-8-0 I 1 1-8-0 1 0148 Scale=1:27.6 4x4= 1.5x3 = 3x10= 4x4= 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 9 •• • eN f2/,_444\ /-ia .K.N 0 0 \/ Nos 21 0 e ! e - e e e - - e 19 18 16 15 14 13 12 11 4x4= 4x4= 1.5x3 I I 3x6 = 4x4= TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). I 2-1-12 2-318 15-11-8 I 2-1-12 0-1-12 13-8-0 Plate Offsets(X,Y)— 19:0-1-8,Edgel,115:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.15 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(TL) -0.23 13-14 >707 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:88 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 M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 10=720/0-3-4,17=995/0-3-8 Max Gray 10=734(LC 4),17=995(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 10-21=-729/0,9-21=-729/0,2-3=-64.4/0,3-4=-1847/0,4-5=-1847/0,5-6=-2091/0, 6-7=-2091/0,7-8=-1660/0,8-9=-719/0 BOT CHORD 15-16=0/1301,14-15=0/1847,13-14=0/1847,12-13=0/1963,11-12=0/1344 WEBS 2-17=-913/0,9-11=0/926,8-11=-868/0,8-12=0/440,7-12=-421/0,5-13=-97/486, 5-14=-260/0,2-16=0/856,3-16=-919/0,3-15=0/861,4-15=-349/0 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. 5)CAUTION,Do not erect truss backwards. / r MIMI ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. lilt Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of 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 712034307 a 1213894 F05 Floor Truss 6 1 Job Reference(ootionall Burders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:39 2017 Page 1 I D:_8kMQOglCcvBYV7m4?iycCyToxk-Yggqk5z72OafJYGyaoDb?JZ83FECgBYD UEg WmgydQ66 0-1-8 H I 1-3-0 I �I 1-11-0 I 0-1118 Scale=127.6 4x4= 4x4= 1.5x3= 3x4= 4x4 =1.5x3 II 3x3= 1.5x3 I I 3x3 = 3x4= 1.5x3 = 1 2 3 4 5 6 7 8 9 e e • • 9 �- X _\e e- ..\\,_zoo,.4\4\ /, x 4� 20 e e e 17 18 15 14 13 12 11 g. 3x3= 4x8= 3x4= 4x4= 1.5x3 II 3x8= 3x4= 4x6= 3x3= I 15-11-8 I 15-11-8 Plate Offsets(X,Y)-- 11:Edge,0-1-81.19:0-1-8,Edciel,115:0-1-8.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.17 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(TL) -0.27 13-14 >698 240 BOLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:84 lb FT=11%F,1 1%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 M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 100 oc bracing. REACTIONS. (lb/size) 18=858/0-3-4,10=858/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 18-19=-856/0,1-19=-855/0,10-20=-853/0,9-20=-852/0,1-2=-863/0,2-3=-2048/0,3-4=2732/0,4-5=2732/0, 5-6=2732/0,6-7=-273210,7-8=-2060/0,8-9=-859/0 BOT CHORD 16-17=0/1611,15-16=0/2504,14-15=0/2732,13-14=0/2732,12-13=0/2486,11-12=0/1613 WEBS 9-11=0/1108,8-11=-1048/0,8-12=0/622,7-12=-593/0,7-13 /333,5-13=-370/248,1-1743/1113,2-17=-1040/0, 2-16=0/608,3-16=635/0,3-15=0/667,4-15=388/0 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. it a AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeke 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 ANSUTPI1 Quality Crfterta,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 a Job Truss Truss Type Qty Ply 712034308 1213894 F06 Floor Truss 6 1 , Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries.Inc. Fri Sep 15 11:08:39 2017 Page 1 ,a I D:_8kMQ Og I Ccv BYV7m4?iycC yToxk-Yggqk5z720afJYGyaoDb?JZ9uFFcgB b D U Eg WmgydQ66 1-3-0 I Filet9H I 1-9-4 I 0118 Scale=1:27.2 4x4= 4x4 = 3x4= 4x4=1.5x3 I I 3x3= 1.5x3 II 3x3 = 3x4= 1.5x3 = 1 2 3 4 5 6 7 8 9 • o a N/'N,/ I k—\\y//r//t\Nt _ \ 18 17 16 15 14 13 12 11 1.5x3 II 4x6= 3x4= 4x4 = 1.5x3 II 3x6= 3x4— 4x6 — 3x3= I 15-8-4 i 158-4 Plate Offsets(X.Y)— 11:Edge,0-1-81,19:0-1-8,Edael,115:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.16 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.25 13-14 >732 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:82 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP 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=852/Mechanical,10=846/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-849/0,10-19=-841/0,9-19=-840/0,1-2=-813/0,2-3=-1990/0,3-4=-2659/0,4-5=-2659/0,5-6=-2671/0, 6-7=-2671/0,7-8=-2023/0,8-9=-846/0 BOT CHORD 16-17=0/1557,15-16=0/2440,14-15=0/2659,13-14=0/2659,12-13=0/2438,11-12=0/1588 WEBS 9-11=0/1091,8-11=-1032/0,8-12=0/606,7-12=-576/0,7-13=0/317,5-13=-343/255,1-17=0/1105,2-17=-1034/0, 2-16=0/603,3-16=-627/0,3-15=0/639,4-15=-368/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. i i ®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 mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITIPI1 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 T12034309 1213894 F07 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:40 2017 Page 1 I D:_8kMQOglCcvBYV7m4?iycCyToxk-000CxR_Ipii Wxir97VkgXX6LjeZ5PbRNjuP3J6ydQ65 0-1-8 H I 1-3-0 p-8-o II 1-10-8 0-148 Scale=1:34.9 1.5x3 = 7x8 II 4x6 II 2x6 II 3x8 II 4x6 II 406 H 2x6 II 5x6 II 1.5x3= 1 2 23 3 4 5 6 7 8 9 10 11 • e • � ��.'��/��,�� •- \'moo��" \Y�� _� 0 � e e 16 Ia 22 21 20 19 18 17 16 15 14 13 12 7x14 MT2OHS= 5x6 H 4x6 I I 2x6 I I 2x6 II CAUTION,Do not erect truss backwards. 19-9-8 19-9-8 Plate Offsets(X,Y)- 11:0-1-8,0-0-81,16:0-3-0,Edoe1,17:0-3-0,Edoe1,111:0-1-8,Edgel,111:0-1-8,0-0-81,116:0-3-0,0-0-01,117:0-3-0,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.28 17-18 >850 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.44 17-18 >539 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.74 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:162 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 M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=2024/0-5-4,12=1306/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-22=-2018/0,11-12=-1300/0,1-2=-2432/0,2-23=-5893/0,3-23=-5893/0,3-4=-6953/0, 45=6953/0,5-6=-6921/0,6-7=-6582/0,7-8=-5559/0,8-9=-5559/0,9-10=-3852/0, 10-11=-1464/0 BOT CHORD 20-21=0/4747,19-20=0/7037,18-19=0/7151,17-18=0/6582,16-17=0/6582,15-16=0/6582, 14-15=0/4813,13-14=0/2853 WEBS 11-13=0/1879,10-13=-1805/0,10-14=0/1322,9-14=-1273/0,9-15=0/966,7-15=-1581/0, 7-16=0/453,1-21=0/3123,2-21=3008/0,2-20=0/1516,3-20=-1513/0,3-19=-314/0, 419=0/325,5-19=-256/0,5-18=-544/0,6-18=0/927,6-17=-627/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 6x8 MT20 unless otherwise indicated. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1261 lb down at 3-11-8 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). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-22=-10,1-11=-100 Concentrated Loads(Ib) Vert:23=1181(F) 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek 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 ANSIITPII 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,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712034310 1213894 F08 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:41 2017 Page 1 t D:_BkMQ Og I C cvBY V 7m4?iycCyToxk-UCya9n?NaOq NZrQ LhDF34k(ffTJJ2xZ85p WyY9drYydQ64 1-3-0 I F 1-2-12 1.5x3 = Scale=1:11.8 6x8 = 2x6 II 3x6 II 4x8 II 1 10 2 3 11 12 4 • • • e o • 1.5x3 4x6= 9 8 7 6 4x6 = 2x4 I I 4x4= 4-1-4 I 5-7-4 4-1-4 1-6-0 Plate Offsets(XV)— 12:0-3-0,Edael,14:0-1-8,0-0-81,14:0-3-0,Edael,15:Edge,0-1-81,18:0-1-B,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.07 6-7 >969 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:41 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1281/Mechanical,5=1604/0-7-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-1336/0,4-5=-1614/0,1-10=-1566/0,2-10=-1566/0,2-3=1566/0,3-11=-876/0,11-12=-883/0,4-12=-889/0 BOT CHORD 7-8=0/1566,6-7=0/1566 WEBS 4-6=0/1140,1-8=0/2039,3-6=-907/0,2-8=-1091/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)805 lb down at 1-1-8,and 806 lb down at 3-1-8,and 839 lb down at 5-1-8 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). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-9=10,1-4=-100 Concentrated Loads(Ib) Vert:10=-752(B)11=-752(B)12=-785(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MtI-7473 rev.10/03/2015 BEFORE USE. mitDesign valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI lek� 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 3t2,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034311 1213894 F09 Floor Truss 2 1 Job Referencelootionalt Bufders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:41 2017 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-UCya9n?Na0gNZrQLhDF34kfY42x58AdWyY9drYydQ64 0-1-8 H I 1-3-0 I I 1-9-4 I Scale:1".1' 3x3= I 3x3= 21.5x3 II 3 3x3= 4 • e • • • 10 11 • 1.5x3-- -• 1.5x3 = 7 • • e o• - - - e -♦ 8 7 6 1.5x3 I1 3x3= 3x3 = 3x3 = 3x3= I 4-9-41 6-7-4 1 4-9-4 1-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.06 7 >999 240 BCLL 0.0 Rep Stress Inca' YES WB 0.24 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 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) 9=325/0-5-4,5=325/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-353/0,1-10=-352/0,5-11=-328/0,4-11=-328/0,1-2=-390/0,2-3=-390/0 BOT CHORD 7-8=0/390,6-7=0/390 WEBS 4-6=0/307,1-8=0/495 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 I 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele 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 ANSIITPII 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 T12034312 1213894 F10 Floor Truss 14 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:42 2017 Page 1 e I D:_8kMQOglCcvBYV7m4?iycCyToxk-yPWzM7??LJyEA??XFwm IcyBh6SGstYGgACuANydQ63 0-1-8 H I 1-3-0 I I 2-1-4 1 owe_ 0-1418 Scale=1:27.7 4x4= 4x4= 1.5x3 = 3x4= 3x4= 1.5x3 II 3x3= 3x3= 3x4= 1.5x3 = 1 2 3 4 5 6 74190 0__.N X.illif \441‘•— \ /.X_X M 3x3= 4x6= 3x4= 3x4 = 1.5x3 II 3x3= 3x4— 4x6— 3x3— I 16-0-4 16-0-4 Plate Offsets(X,Y)— f1:Edge,0-1-81,(8:0-1-8,Edae1,f14:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.16 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(TL) -0.24 13 >775 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:83 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 M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=861/0-3-0,9=861/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-18=-857/0,1-18=-856/0,9-19=-856/0,8-19=-855/0,1-2=-864/0,2-3=-2066/0,3-4=-2786/0,4-5=-2786/0, 5-6=-2707/0,6-7=-2075/0,7-8=-862/0 BOT CHORD 15-16=0/1620,14-15=0/2500,13-14=0/2786,12-13=0/2786,11-12=0/2506,10-11=0/1619 WEBS 1-16=0/1115,2-16=-1051/0,2-15=0/620,3-15=-603/0,3-14=0/607,4-14=-261/0,8-10=0/1111,7-10=-1053/0, 7-11=0/634,6-11=-599/0,6-12=0/411,5-12=-445/144 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. t 1 111111181M 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 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 �Y�Il FTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f ll fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITIPII 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 T12034313 1213894 F11 Floor Truss 2 1 Job Referencelootionall Builders FirstSoufCe, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:42 2017 Page 1 I D:_8kMQOglCcvBYV7m4?iycCyToxk-yPWzM7??LJyEA??XFwm IcyBigSEgtUDgACuAN_ydQ63 0-1-8 H I t-3-0 1 1 1-7-12 1 i 01148 Scale=1:27.7 1.5x3 = 1.5x3 = 4x6 I I 3x6 II 3x6 II 2x6 I I 2x6 II 4x6 II 6x10= 2x6 II 2x6 II 3x6 II 1 2 3 4 5 6 21 22 7 8 9 10 ii, - - _ - I N a e - e - e T e kJ 19 18 17 16 15 CI 12 1J47�� 3x3= 4x4= 3x3= 3x3= 3x3= 4x8= 3x3 II 3x4 = 3x3= 3x3= FASTEN TRUSS TO BEARING FOR THE GRAVITY UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. I 12-3-4 I 16-0-4 I 12-3-4 3-9-0 Plate Offsets(X,Y)- 11:0-1-8,0-0-81,14:0-3-0,Edoel.15:0-3-0,0-0-01,18:0-3-0,Edgel,19:0-3-0,0-0-01,110:0-1-8,0-0-81,113:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.07 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.12 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.03 14 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 6-0-0 oc bracing. REACTIONS. (lb/size) 20=687/0-3-0,11=-145/0-3-4,14=2054/0-3-8 Max Uplift 11=288(LC 3) Max Gray 20=690(LC 10),14=2054(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-20=-683/0,10-11=0/314,1-2=-695/0,2-3=-1587/0,3-4=-1789/0,4-5=-1789/0, 5-6=-1789/0,6-21=-389/0,21-22=-389/0,7-22=-389/0,7-8=0/516,8-9=0/516, 9-10=0/515 BOT CHORD 18-19=0/1296,17-18=0/1838,16-17=0/1789,15-16=0/1546,14-15=-915/0,13-14=-915/0, 12-13=-516/0 WEBS 7-14=-2043/0,1-19=0/897,2-19=-816/0,2-18=0/395,3-18=-340/0,3-17=-127/260, 7-15=0/1658,6-15=-1570/0,6-16=-259/340,10-12=-655/0,9-12=0/319,7-13=0/633, 8-13=-292/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 288 lb uplift at joint 11. 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)734 lb down at 10-3-4,and 281 lb down at 11-5-0 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). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p8) Vert:11-20=-10,1-10=-100 Concentrated Loads(Ib) Vert:21=-654(B)22=-207(B) 4 4 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 MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 t Job Truss Truss Type Qty Ply T12034314 1213894 F12 Floor Truss 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:43 20W Page 1 • I D:_8kMQ Og I C cv BY V 7m 4?iycC yToxk-Rb3LZT0e6d45o9ZkpeHX99ksis Uec30pP sejwRyd Q62 0-1-8 H I 1-30 I I 2-0-0 I Scale=1:17.5 1.5x3 = 3x3= 3x3= 3x4= 1 3x4 = 2 3 4 3x3 5 e o e • e • 1 J 5'.13 0 ._ 0 //_ 2NN://i 3x4= 3x3= 1.5x3 II 1.5x3 II 3x4= 3x3= 1.5x3 II I 10-1-8 I 10-1-8 Plate Offsets(X,Y)— 15:0-1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (joc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.12 9-10 >962 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.18 9-10 >673 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:52 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 2-2-0 oc bracing. REACTIONS. (lb/size) 12=540/0-3-0,6=547/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 12-13=-532/0,1-13=-532/0,5-6=525/0,1-2=-501/0,2-3=-1042/0,3-4=-1036/0,4-5=-474/0 BOT CHORD 10-11=0/942,9-10=0/1036,8-9=0/1036,7-8=0/1036 WEBS 5-7=0/644,4-7=763/0,1-11=0/644,2-11=-613/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. / I iinrim ®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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mj rek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,�ra�,�a n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITfPI1 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 T12034315 1213894 F13 Floor Truss 2 1 Job Reference(optional) Builders FirstSourfe, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:43 2017 Page 1 I D:_8kMQ Og I Ccv BYV7m 4?iycCyToxk-Rb3LZT0e6d45o9ZkpeHX99kr9sXAcxN pPsejwRydQ62 0-1-8 H I 1-3-0 I I- 1-7-12 01118 Scale=1:21.3 1.5x3 = 1.5x3 = 5x6 II 4x6 II 3x6 II 3x6 II 4x6 I I 5x6 II 1 2 3 4 5 15 16 6 a o _ e e e e _ 7.e 0 - 0 N /7N. - ; _'N e e 13 12 11 10 9 8 4x4 = 4x8 = 3x4= 1.5x3 II 1.5x3 II 3x4= 4x8= 4x4= I 1-6-0 I 4-0-0 I 6-4-12 I 10-10-12 I 12-4-12 I 1-6-0 2-6-0 4-4-12 2-6-0 1-6-0 Plate Offsets(X,Y)— 11:0-1-8,0-0-81,16:0.3-0,Edgel,(6:0-1-8,0-0-81,f7:Edge,0-1-81,114:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.08 10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.13 10 >999 240 BCLL 0.0 Rep Stress Inc( NO WB 0.80 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:82 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.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=791/0-3-0,7=1413/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-786/0,6-7=-1405/0,1-2=-813/0,2-3=-1935/0,3-4=-2373/0,4-5=-2424/0,5-15=1288/0,15-16=-1293/0, 6-16=-1296/0 BOT CHORD 12-13=0/1512,11-12=0/2373,10-11=0/2373,9-10=0/2373,8-9=0/2430 WEBS 6-8=0/1671,1-13=0/1049,5-8=-1542/0,2-13=-949/0,2-12=0/621,4-9=0/278,3-12=-663/0 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)734 lb down at 10-3-4,and 289 lb down at 11-5-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-14=-10,1-6=-100 Concentrated Loads(Ib) Vert:15=-654(B)16=-214(B) t H 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not111101 I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* 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 ANSUTPI1 Quality Criteria,135B-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 712034316 1213894 F14 Floor Truss 2 1 - Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:44 2017 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-vndjnol GtxCyQJ8wMLomiNH4eGvsLUyyeWNHStydQ61 0-1-8 H I 1-3-0 I 1-7-12 I 0.:1118 Scale'=1:21.3 3x4= 3x4= 1.5x3 = 1.5x3 = 1 2 3 4 5 6 m t—o e 5 16 4 12P o 0 —NN _ 13 e 12 11 10 9 8 e 0. 4x4 = 1.5x3 II 1.5x3 II 4x4= I 1-6-0 I 4-0-0 I 8-4-12 I 10-10-12 1 12-4-12 I 1-6-0 2-6-0 4-4-12 2-6-0 1-6-0 Plate Offsets(X,Y)— (6:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.08 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.11 11-12 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:65 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 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=662/0-3-0,7=662/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 14-15=-657/0,1-15=656/0,7-16=-657/0,6-16=-656/0,1-2=-637/0,2-3=-1434/0,3-4=1667/0,4-5=-1434/0, 5-6=-637/0 BOT CHORD 12-13=0/1190,11-12=0/1667,10-11=0/1667,9-10=0/1667,8-9=0/1190 WEBS 6-8=0/820,1-13=0/820,5-8=-768/0,2-13=-768/0,5-9=0/358,2-12=0/358,4-9=-417/0,3-12=-417/0 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. 4 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. hut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034317 1213894 F15 Floor Truss 6 1 Job Reference(optional) Builders FirstSouice, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc.Fri Sep 15 11:08:44 2017 Page 1 ID:_BkMQOgICcvBYV7m4?iycCyToxk-vndjnol GtxCyQJBwMLomiNH4fGvJLU?yeWNHStydQ61 0-1-8 H I 1-3-0 1 I 1-6-0 1 Scale=1:21.0 3x4= 1.5x3= 3x3= 3x3= 3x3= 3x4= 1 2 3 43 5 6 s o e • - • 5 s. 0 0 4- 4. NV NI — 'I\./ - _ \, e •e 13 12 11 10 9 8 7 3x3= 4x4= 3x3= 1.5x3 II 1.5x3 II 3x3= 4x4= 1.5x3 II I 1-6-0 I 4-0-0 I 8-3-0 I 10-9-0 1 12-1-8 I 1-6-0 2-6-0 4-3-0 2-6-0 1-4-8 Plate Offsets(X,Y)- f6:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.07 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.10 11-12 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (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=650/0-3-0,7=657/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 14-15=-646/0,1-15=-645/0,6-7=-651/0,1-2=-625/0,2-3=-1397/0,3-4=-1614/0,4-5=-1385/0,5-6=-598/0 BOT CHORD 12-13=0/1166,11-12=0/1614,10-11=0/1614,9-10=0/1614,8-9 /1146 WEBS 6-8 /813,1-13=0/804,5-8=-762/0,2-13=-753/0,5-9=0/348,2-12=0/341,4-9=-404/0,3-12=393/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. / H 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notill a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wel(' 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 ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712034318 1213894 F16 Floor Truss 2 1 - Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:45 2017 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-NzB5_82ueE Kp1 Tj6w3K?EapEjfJL4uB6tA7q_JydQ60 0-1-8 H I 1-3-0 1 1 1-6-4 1 0-'418 Scale=1:28.2 1.5x3 = 1.5x3—6x8 = 5x6 II 5x6 I I 2x6 II 4x6 I I 3x6 II 6x8= 6x8= 1 2 3 4 5 6 18 7 8 o e o _ e — y oe\ 1 \ re" e 01 e m e e 16 15 14 13 12 11 10 6x8 = 6x8— 5x6 II 4x6 II 2x6 11 4x6 I I 5x6 II 6x12 MT2OHS= 6x8= CAUTION,Do not erect truss backwards. 1 1-6-0 1 4-0-0 I 9-6-4 I 12-0-4 I 14-6-4 1 16-0-4 1 1-6-0 2-6-0 5-6-4 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y)— 11:0-1-8,0-0-81,14:0-3-0,Edael,15:0-3-0,Edgel,fB:0-1-8,Edgel,(8:0-1-8,0-0-81,113:0-3-0,Edgel,114:0-3-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.13 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) -0.21 12-13 >900 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:131 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 M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=1088/0-3-0,9=1607/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=-1089/0,8-9=-1601/0,1-2=-1208/0,2-3=-3044/0,3-4=-4539/0,4-5=-4539/0,5-6=4908/0,6-18=4406/0, 7-18=-4406/0,7-8=-1909/0 BOT CHORD 15-16=0/2324,14-15=0/3811,13-14=0/4539,12-13=0/4539,11-12=0/5096,10-11=0/3720 WEBS 8-10=0/2451,1-16=0/1550,7-10=-2353/0,2-16=-1450/0,7-11=0/908,2-15=0/953,6-11=-914/0,3-15=-1015/0, 6-12=431/0,3-14=0/1147,5-12=0/735,4-14=-454/0,5-13=-327/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1041 lb down at 12-3-4 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). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-17=-10,1-8=-100 Concentrated Loads(Ib) Vert:18=-961(F) 1 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITfPH 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 T12034319 1213894 F17 Floor Truss 2 1 Job Reference footiona0 Builders FirstSourre, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:46 2017 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-rAITCU2WPYSgfdl IUmrEnoMNz3dnpM7F5psN WmydQ6? 0-1-8 H I 1-3-0 1 1 1-8-4 I 0-18 Scale=1:28.0 4x4= 4x4= 1.5x3= 3x4= 304= 1.5x3 II 3x3= 3x3= 3x4= 1.5x3= 1 2 3 4 5 6 7 8 0 0 -x /-N— i8 19 _ \ / X./ N-/ 18 15 14 13 12 11 10 3x3= 4x6= 3x4= 3x4= 1.5x3 II 3x3= 3x4= 4x6= 3x3= 1-6-0 1 4-0-0 I 9-8-4 I 12-2-4 I 14-8-4 , 15-2-4 1 1-6-0 2-6-0 5-8-4 2-6-0 2-6-0 1-6-0 Plate Offsets(X.Y)— Fl:Edoe,0-1-81.18:0-1-8,Edael,114:0-1-8,Edae1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(TL) -0.26 12-13 >727 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:84 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=870/0-3-0,9=870/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-18=-867/0,1-18=866/0,9-19=865/0,8-19=864/0,1-2=-876/0,2-3=2092/0,3-4=-2849/0,4-5=-2849/0, 5-6=2739/0,6-7=2108/0,7-8=-870/0 BOT CHORD 15-16=0/1639,14-15=0/2544,13-14=0/2849,12-13=0/2849,11-12=0/2561,10-11=0/1634 WEBS 8-10=0/1122,1-16=0/1130,7-10=-1063/0,2-16=-1061/0,7-11=0/659,2-15=0/630,6-11=-630/0,3-15=-629/0, 6-12=0/349,3-14=0/616,5-12=398/109 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. Strong backs to be attached to walls at their outer ends or restrained by other means. I I a... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 112034320 1213894 F18 GABLE 1 1 - Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:46 2017 Page 1 • ID:_8kMQOglCcvBYV7m4?iycCyToxk-rAITCU2WPYSgfdllUmrEnoMV331gpU_F5psN WmydQ6? 0x8 0x8 Scale=1:27.6 3x3= 3x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 0 o e e -e e e e e e o e ill \_ _ _ _ _ _ —/— 28 0 e eo- e a ee a ee e e e 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3 = 3x3 = 3x3 = 3x3= 1-6-12 2-10-12 4-2-12 5-6-12 6-10-12 8-2-12 9-6-12 10-10-12 12-2-12 13-6-12 14-7-8 16-2-4 l 1-6-12 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 1-4-0 I 1-4-0 I 1-4-0 l 1-4-0 1-0-12 I 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 15 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:76 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 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, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:25-26,14-15. REACTIONS. All bearings 16-2-4. (Ib)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,15,24,23,22,21,20,19,18,17,16 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. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not NI. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PIM Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034321 1213894 F19 Floor Truss 1 1 Job Reference(optional) Builders FirstSour'ce, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:47 2017 Page 1 I D:_8kMQOgICcvBYV7m4?iycCyToxk-JMJsPg38AsaW-ImtV2 UMTJ?uYNTZbYpH PKTcx3CydQ6_ 0-1-8 H I 1-3-0 I I 1-10-4 I 0-gi8 scale=1:28.3 4x4= 4x4= 1.5x3= 3x4= 3x4= 1.5x3 I I 3x3= 3x3= 3x4= 1.5x3 = 1 2 3 4 5 6 7 419 o / ci 1. _\ e 16 15 14 13 12 11 10 3x3= 4x6= 3x4= 3x4= 1.5x3 II 3x3= 3x4 = 4x6= 3x3= 1 1-6-0 I 4-0-0 I 9-10-4 1 12-4-4 I 14-10-4 1 16-4-4 1 1-6-0 2-6-0 5-10-4 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y)— fl:Edge,0-1-81,18:0-1-8,Edcie1.114:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.18 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(TL) -0.28 12-13 >694 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:84 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=879/0-5-4,9=879/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-18=877/0,1-18=-876/0,9-19=-875/0,8-19=-873/0,1-2=-887/0,2-3=-2120/0,3-4=-2906/0,4-5=2906/0, 5-6=2787/0,6-7=-2138/0,7-8=-881/0 BOT CHORD 15-16=0/1658,14-15=0/2582,13-14=0/2906,12-13=0/2906,11-12=0/2600,10-11=0/1654 WEBS 8-10=0/1136,1-16=0/1144,7-10=-1076/0,2-16=1073/0,7-11=0/672,2-15=0/642,6-11=-643/0,3-15=-643/0, 6-12=0/364,3-14=0/646,5-12=-418/105,4-14=259/0 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. 1 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7073 rev.10/03/2015 BEFORE USE. El 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 property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSBTPI1 Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034322 1213894 F20 GABLE 1 1 . Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:47 2017 Page 1 I D:_8kMQOglCcvBYV7m4?iycCyToxk-JMJsPg38Asa WHmtV2UMTJ?ugpT5vYxEPKTcx3CydQ6_ 0x8 0x8 Scale=1:27.9 3x3= 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 e eo o • e e e e e e `e 28 7. e e e1 - e e e e o e e 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3 = 3x3= 3x3= 3x3= 1-6-12 1 2-10-124-2-12 5-6-12 6-10-12 8-2-12 9-6-12 10-10-12 12-2-12 13-6-12 14-9-8 16-4-4 1-6-12 1-4-0 I 1-4-0 { 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 1-4-0 1-4-0 1-4-0 I 1-2-12 I 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 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 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:77 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 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, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:25-26,14-15. REACTIONS. All bearings 16-4-4. (Ib)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,15,24,23,22,21,20,19,18,17,16 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. f I IMO= ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. int Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' iTe is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,r, n 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 712034323 1213894 F21 Floor Truss 2 1 Job Reference(optional) Builders FirstSourL'e, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:48 2017 Page 1 I D:_8kMQOglCcvBYV7m47iycCyToxk-nYtEdA4mx9iNuwShbBtisDRhctG7HDpYZ7LUaeydQ5z 1-3-0 I I 1-5-8 5x6 I I 2x6 11 3x6 4x6 Scale=1:11.1 1 2 10 3 11 4 • • • e • • e e 1.5x3 II 3x4= 9 8 7 6 5 4x8= 1.5x3 11 1.5x3 II 4-4-0 5-8-8 4-4-0 1-4-8 Plate Offsets(X,Y)— 12:0-3-0,Edqel,F4:0-3-0,Edael,F8:0 1-S,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:38 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-8 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) 9=754/Mechanical,5=754/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=783/0,4-5=-758/0,1-2=-1056/0,2-10=-1056/0,3-10=-1056/0,3-11=-574/0,4-11=-574/0 BOT CHORD 7-8=0/1056,6-7=0/1056 WEBS 4-6=0/761,1-8=0/1375,3-6=-641/0,2-8=-761/0 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)470 lb down at 1-10-4,and 520 lb down at 3-10-4 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). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:5-9=10,1-4=-100 Concentrated Loads(Ib) Vert:10=-447(F)11=-447(F) 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi l;} 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 ANSIITPII 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 T12034324 1213894 F22 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:48 2017 Page 1 I D:_8kMQ Og I CcvBY V 7m 4?iycCyToxk-nYtEdA4mx9i NuwS hbBt is D Rj EtDC HA8YZ7 L UaeydQ5z 1-3-0 I I 1-1-0 5x8 I I 2x6 I I 3x6 I I 4x6 I Scale=1:11.0 1 10 2 11 3 12 4 • 0 • e e 1.5x3 II 4x6 = 9 8 7 6 5x6= 2x4 II 2x4 II 3-11-8 5-4-0 3-11-8 1-4-8 Plate Offsets(X,Y)— I1:Edge,0-1-81,12:0-3-O,Edael,14:0-3-0,Edae1,15:0-1-8,Edgel,(8:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.06 6-7 >995 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:37 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-0 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) 9=1061/Mechanical,5=1308/0-7-4 Max Gray 9=1061(LC 1),5=1310(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-1096/0,4-5=-1316/0,1-10=-1435/0,2-10=-1435/0,2-11=-1435/0,3-11=-1435/0, 3-12=-772/0,4-12=-772/0 BOT CHORD 7-8=0/1435,6-7=0/1435 WEBS 4-6=0/1025,1-8=0/1868,3-6=-879/0,2-8=-1030/0 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)152 lb down at 0-10-8,580 lb down at 1-10-4,and 605 lb down at 2-10-4,and 642 lb down at 4-10-4 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). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-9=-10,1-4=-100 Concentrated Loads(Ib) Vert:3=-557(F)10=-97(B)11=-557(F)12=-586(F) t ®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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �Y�11/l:1'�k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034325 1213894 F23 Floor Truss 2 1 Job Reference(optional) Buiders FirstSourte, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc.Fri Sep 15 11:08:48 2017 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-nYtEdA4mx9iNuwS hbBtisDRrltQ DH McYZ7 L U aeyd Q5z 0-1-8 P--I 34,= 1-3-0 7 1.5x' II 0-5-12 1 1154 II 43x3= Scale=1.9.6 1111. 111 II Mill 9 ,, x.Mgli II 1111 il o¢ OE NEE E'Ar 1 ME 11111 ME /1 -' 3.3= 3x3= 8 W'r 7 8 5 3x3= 1.5x3 II I 37-4 i 3-7-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:23 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=182/0-3-4,5=188/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. 4 I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi TT ek' 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034326 1213894 F24 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:49 20f7 Page 1 • I D:_8kMQ0glCcvBYV7m4?iycCyToxk-FIRcgW50iTgE W41 t9uOxPQ_wFHggonvhnn5265ydQ5y 1-3-0 I I 1-5-8 3x3 = Scale=1:11.1 1 3x3= 2 1.5x3 I I 3 3x3= 4 • e • . • 0 i 1.5x3 II 3x3= �( 9 8 7 6 5 3x3= 1.5x3 II 1.5x3 II 4-4-0 5-8-8 4-4-0 1-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(TL) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:31 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-8 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) 9=307/Mechanical,5=307/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-333/0,4-5=-310/0,1-2=-341/0,2-3=-341/0 BOT CHORD 7-8=0/341,6-7=0/341 WEBS 4-6=0/282,1-8=0/454 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. 1 1 ®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 hut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 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 T12034327 1213894 HJO2 JACK-PARTIAL TRUSS 4 1 Job Reference(optional) Builc)ers FirstSource,Jacksonville,Fl 32244 7.640 s Apr 22 2016 MiTek Industries,Inc. Fri Sep 15 13:10:59 2017 Page 1 I D:_BkMQOglCcvBYV7m4?iycCyToxk-gdNdlgOFTHe4kbAz9jyd4QZWq2MrRv_cJBhvOEydOJQ -2-9-15 5-4-12 9-10-13 2-9-15 5-4-12 4-6-1 Scale:1/7=1' 4 2.83 12 3x4 3 N �N 2 — 12x6 = , 6 3x4 = 2x6 = 2x4 II 5 5-4-12 9-10-13 5-4-12 4-6-1 Plate Offsets(X,Y)— (2:0-0-5,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.05 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.32 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:42 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-2 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=226/Mechanical,2=455/0-4-15,5=260/Mechanical Max Horz 2=198(LC 4) Max Uplift 4=-202(LC 4),2=-345(LC 4),5=-118(LC 8) Max Gray 4=234(LC 18),2=455(LC 1),5=260(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-776/349 BOT CHORD 2-7=-470/734,6-7=-470/734 WEBS 3-6=-768/492 NOTES- 1)Wind:ASCE 7-10;VuIt=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. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 202 lb uplift at joint 4,345 lb uplift at joint 2 and 118 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54 Trapezoidal Loads(plf) Vert:2=-3(F=26,B=26)-to-4=-134(F=-40,B=-40),2=0(F=5,B=5)-to-5=-25(F=-7,B=-7) t r a WARNING-Verify design parameters and READ NOTES ON THOS 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPM Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034328 1213894 T01 Hip Truss 2 1 . Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:51 2017 Page 1 ID:_BkMQOgICcvBYV7m4?iycCyToxk-C7YM FC6fE44yIOBGHJQPUr3C241LUZ1_F5a8BzydQ5w -2-0-0 3-10-14 7-0-0 11-6-10 15-11-8 20-41 24-11-0 28-0-2 31-11-0 33-11-0 1 2-0-0 I 3-10-14 3-1-2 I 4-6-10 I 4-4-14 I 4-4-14 I 4-6-10 3-1-2 3-10-14 2-0-0 Scale=1:60.3 6x10 = 6x10= 4.00 12 3x4= 5x6= 3x4= 4 17 185 19 20 6 21 22 7 23 24 8 2x4-:-.--- 2x4% in in 311411111141111141111111111111111111111141111- 1: 10 • 9 N 2 / r` 10 ry rah1 / _ ra �- £ .a c: 11 ,a' 3x10 = 16 25 2615 27 28 14 29 30 1331 32 12 3x10= 3x4= 3x4= 3x8= 5x14 MT2OHS= 3x8 = I 7-0-0 I 11-6-10 I 15-11-8 I 20-4-6 I 24-11-0 I 31-11-0 I 7-0-0 4-6-10 4-4-14 4-4-14 4-6-10 7-0-0 Plate Offsets(X,Y)- [2:0-5-2,0-1-81,14:0-7-0,0-2-81,16:0-3-0,0-3-41,[8:0-7-0,0-2-81.[10:0-5-2,0-1-81,[13:0-3-8,0-1-81.[14:0-7-0,0-3-01,[15:0-3-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.64 14 >595 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -1.18 14 >321 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.23 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:156 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins. 4-6,6-8:2x4 SPM 31 BOT CHORD Rigid ceiling directly applied or 4-10-1 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1988/0-3-8,10=1997/0-5-8 Max Horz 2=-44(LC 5) Max Uplift 2=-875(LC 4),10=-882(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5071/2103,3-4=-5017/2111,4-17=-6465/2702,17-18=-6465/2702,5-18=-6465/2702, 5-19=-6985/2892,19-20=-6985/2892,6-20=-6985/2892,6-21=-6985/2892, 21-22=-6985/2892,7-22=-6985/2892,7-23=-6445/2692,23-24=-6445/2692, 8-24=-6446/2692,8-9=-4976/2093,9-10=4979/2062 BOT CHORD 2-16=-1951/4730,16-25=-1951/4765,25-26=-1951/4765,15-26=-1951/4765, 15-27=-2626/6465,27-28=-2626/6465,14-28=-2626/6465,14-29=2609/6445, 29-30=-2609/6445,13-30=-2609/6445,13-31=-1918/4725,31-32=-1918/4725, 12-32=-1918/4725,10-12=-1877/4630 WEBS 4-16=-48/411,4-15=769/1955,5-15=-806/407,5-14=-225/625,6-14=-475/278, 7-14=-235/645,7-13=-815/412,8-13=-778/1976,8-12=-39/395,9-12=-161/254 NOTES- Continued on page 2 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=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 875 lb uplift at joint 2 and 882 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)182 lb down and 199 lb up at 7-0-0, 110 lb down and 106 lb up at 9-0-12,110 lb down and 106 lb up at 11-0-12,110 lb down and 106 lb up at 13-0-12,110 lb down and 106 lb up at 15-0-12,110 lb down and 106 lb up at 16-10-4,110 lb down and 106 lb up at 18-10-4,110 lb down and 106 lb up at 20-10-4,and 110 lb down and 106 lb up at 22-10-4,and 182 lb down and 199 lb up at 24-11-0 on top chord,and 207 lb down and 96 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 lb down at 18-10-4,72 lb down at 20-10-4,and 72 lb down at 22-10-4,and 207 lb down and 96 lb up at 24-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1 I ®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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �Y�w A'T k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Il 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 T12034328 1213894 T01 Hip Truss 2 1 Job Reference(ootionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industnes,Inc.Fri Sep 15 11:08:51 2017 Page 2 ID_8kMQOgICcvBYV7m4?iycCyToxk-C7YM FC6fE44yIOBGHJ QPUr3C241LUZ1_F5a8BzydQ5w LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-8=-54,8-11=-54,2-10=10 Concentrated Loads(Ib) Vert:4=-135(B)8=-135(B)16=-191(B)12=-191(B)17=110(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) t 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPM Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034329 1213894 T02 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:52 201`7 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk gK6lSY7H_OCpNYISg1ye03cMmUdlD528UIJijPydQ5v -2-0-0 I 4-10-14 I 9-0-0 I 15-11-8 I 22-11-0 27-0-2 I 31-11-0 133-11-0 2-0-0 4-10-14 4-1-2 6-11-8 6-11-8 4-1-2 4-10-14 2-0-0 Scale=1:60.3 5x6= 2x4 II 4.00 12 5x6= 4 5 6 2x4 !: $ i� 2x4 ,n 3 7 in u' 2 •� .�` rn d 1 ... 9 d 3x8= 12 11 10 3x8 = 5x8= 3x4= 3x4= 8-4-10 1 15-11-8 I 23-6-6 1 31-11-0 I 8-4-10 7-6-14 7-6-14 8-4-10 Plate Offsets(X,Y)— 12:0-4-0,Edgel,f8:0-4-0,Edael,f11:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.28 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.54 11-12 >695 180 BCLL 0.0 * Rep Stress Incr YES WB 0.45 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 4-11-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1127/0-3-8,8=1133/0-5-8 Max Horz 2=50(LC 8) Max Uplift 2=-429(LC 8),8=-432(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2560/1628,3-4=-2297/1430,4-5=-2671/1723,5-6=-2671/1723,6-7=-2280/1420, 7-8=2520/1602 BOT CHORD 2-12=-1420/2372,11-12=-1160/2111,10-11=1168/2097,8-10=-1419/2329 WEBS 3-12=-250/282,4-12=-59/287,4-11=-390/732,5-11=-426/348,6-11=-400/744, 6-10=-51/279,7-10=-222/262 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 429 lb uplift at joint 2 and 432 lb uplift at joint 8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. / 1 ®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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi fT ake 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 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 T12034330 , 1213894 T03 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:52 2017 Page 1 ID: 8kMQOgICcvBYV7m47iycCyToxk-gK6ISY7H_OCpNYISg1 ye03c0?Ud0D9R8UIJijPydQ5v I -2-0-0 I 5-10-14 I 11-0-0 I 15-11-8 I 20.711-0 26-0.2 31-11-0 133-11-0 2-0-0 5-10-14 5-1-2 4-11-8 4-11-8 5-1-2 5-10-14 2-0-0 Scale=1:60.3 5x6= 2x4 II 5x6=- 4.00 4.00 12 4 5 6 2x4� _ 2x4�i 3 N 1111111111. Ci N 2 .i,;. 11 ,4,..2,. ....,, _. _ e NCS d 12 11 10 :_. d 3x8= 3x4= 5x8= 3x4= 3x8 I _ 8-4-10 I 15-11-8 I 23-6-6 I 31-_11-0 ____I 8-4-10 7-6-14 7-6-14 8-4-10 Plate Offsets(X,Y)— 12:0-4-0,Edge1,18:0-4-0,Edge),111:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.23 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.46 11-12 >826 180 BCLL 0.0 ' Rep Stress Ina- YES WB 0.17 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 3-4-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1127/0-3-8,8=1133/0-5-8 Max Harz 2=58(LC 12) Max Uplift 2=-422(LC 8),8=-426(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2548/1633,3-4=-2270/1454,4-5=-2156/1439,5-6=-2156/1439,6-7=2251/1443, 7-8=-2518/1613 BOT CHORD 2-12=-1420/2360,11-12=-1062/1917,10-11=1067/1908,8-10=-1425/2328 WEBS 3-12=-320/338,4-12=-180/372,4-11=-166/428,5-11=296/233,6-11=173/436, 6-10=-170/362,7-10=-302/324 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 grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 422 lb uplift at joint 2 and 426 lb uplift at joint 8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 112034331 1213894 T04 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:53 2017 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-8Wg7gtBvliKg?hKfOkTtZG8ZTuzCyarH iP3FFsydQ5u -2-0-0 I 6-10-14 13-0-0 I 18-11-0 I 25-0-2 I 31-11-0 +33-11-0 2-0-0 6-10-14 6-1-2 5-11-0 6-1-2 6-10-14 2-0-0 Scale=1:60.3 5x6= 5x6= 4.00 F-15- 4 5 ill t1 2x4\\1000K \ /2x4// 6 r; v ,n 2 7 n Ii r-' ii. •• 8 cJ d r 11 10 9 d 3x8= 3x8 = 3x4= 5x6= 3x4= I 8-4-10 I 15-11-8 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,Edqel,f7:0-4-0,Edael,H0:0-3-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.21 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.43 10-11 >883 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.12 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:144 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1127/0-3-8,7=1133/0-5-8 Max Hoa 2=-66(LC 13) Max Uplift2=-415(LC 8),7=-418(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2513/1620,3-4=-2305/1541,4-5=-1771/1233,5-6=-2286/1529,6-7=-2490/1605 BOT CHORD 2-11=-1400/2323,10-11=-963/1746,9-10=-965/1742,7-9=-1411/2297 WEBS 3-11=-343/359,4-11=-356/536,5-9=-343/518,6-9=-330/349 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 grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 415 lb uplift at joint 2 and 418 lb uplift at joint 7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 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 T12034332 1213894 T05 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:54 2017 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxkciEVtD9XW?TXcrvryS_65UhiRIK_htxRx3opn IydQ5t -2-0-0 7-10-14 15-0-0 16-11-0 I 24-0-2 31-11-0 33-11-0 2-0-0 7-10-14 7-1-2 1-11-0 7-1-2 7-10-14 2-0-0 Scale=1:61.3 4x6= 4x6= 5 6 TilL. 3x6 4.00 12 3x4 3x4 N 3 �� 8 N_ d CS N 2 9 N 10Id d 3x8= 15 14 13 12 11 3x8= d 2x4 I I 3x6= 2x4 II 3x4 = 3x4 = 7-10-14 15-0-0 1 16-11-0 24-0-2 31-11-0 7-10-14 7-1-2 1-11-0 7-1-2 7-10-14 Plate Offsets(X,Y)— [2:0-4-0,Edge],[9:0-4-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 >849 180 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 2-7-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1127/0-3-8,9=1133/0-5-8 Max Horz 2=75(LC 12) Max Uplft2=-406(LC 8),9=-409(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2481/1602,3-4=-1718/1151,4-5=-1649/1168,5-6=-1573/1164,6-7=-1649/1169, 7-8=-1718/1152,8-9=-2461/1589 BOT CHORD 2-15=-1374/2287,14-15=-1374/2287,13-14=-844/1573,12-13=-844/1573, 11-12=-1387/2266,9-11=-1387/2266 WEBS 3-14=-824/600,5-14=-181/308,6-12=-179/307,8-12=-804/584 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 grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 406 lb uplift at joint 2 and 409 lb uplift at joint 9. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 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 T12034333 1213894 T06 Common Truss 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:55 207 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-4vot5Z99HJb0E?U1 W9VLehEsBhkbQS5aAjYMKkydQ5s I -2-0-0 I 8-4-10 I 15-11-8 I 23-6-6 I 31-11-0 133-11-0 2-0-0 8-4-10 7-6-14 7-6-14 8-4-10 2-0-0 Scale=1:59.3 4x6= 5 /111 3x6 .11.111111 3x6\ 4.00 22x4\�4 6 2x4// 3 a1 R, ' r n 8 N i 6 1 a .. /..''s ra `..` Id' 12 13 11 14 10 d 3x8 = 3x4 = 4x6= 3x4 = 3x8 = 10-10-15 I 21-0-1 I 31-11-0 I 10-10-15 10-1-3 10-10-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.32 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.62 2-12 >607 180 BCLL 0.0 . Rep Stress Incr YES WB 0.43 Horz(TL) 0.09 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 M 31 BOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1127/0-3-8,8=1133/0-5-8 Max Horz 2=79(LC 16) Max Uplift2=-401(LC 8),8=-405(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2433/1618,3-4=-2093/1417,4-5=-2019/1436,5-6=-2009/1429,6-7=-2082/1411, 7-8=-2416/1607 BOT CHORD 2-12=-1389/2241,12-13=-805/1482,11-13=-805/1482,11-14=-805/1482, 10-14=-805/1482,8-10=-1401/2222 WEBS 5-10=-393/635,7-10=-478/475,5-12=-403/648,3-12=-489/483 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;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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 401 lb uplift at joint 2 and 405 lb uplift at joint 8. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8 8 MIMI AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. let Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing FYI Il d'Tel.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I 1l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 112034334 1213894 T07 GABLE 2 1 Job Reference(optional) Builders FirstSourte, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:56 2017 Page 1 I D:_8kM Q Og I CcvBYV7m4?iycCyToxk-Y5M F I vAn2dj Fs93D3tOaBvm 9C 58r9''Ej O N H vsBydQ5r -2-0-0 I 15-11-8 31-11-0 133-11-0 2-0-0 15-11-8 15-11-8 2-0-0 Scale=1:59.3 4x6- 2x4 I I 2x4 II 2x4 II 11 12 13 2x4 2x4 10 " 14 2x4 5x6 2x4 g - - 15 2x4 5x8 4.00 12 2x4 7111111 8 _ 16 17 2x4 2x4 6 4� - - �� 18 2x4 2x4 5 19 2x4 II 22 2x4 II 4 - - 20 2x4 d1 . .� ■.. ;.EWAIIM.a.�. - - d 23 Ib 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 1 12x4 112x4 I I 31-11-0 31-11-0 Plate Offsets(X,Y)- 17:0-3 0,0 3-01.[17:0-3-0,0-3-01,[33:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.02 23 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.03 23 n/r 120 BCLL 0.0 * Rep Stress 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 REACTIONS. All bearings 31-11-0. (Ib)- Max Horz 2=-79(LC 13) 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 grip DOL=1.60 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 Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)34,35,36,37,38,39, 40,41,42,32,31,30,29,28,27,26,25,24 except(jt=lb)2=143,22=153. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 112034335 1213894 108 GABLE 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:58 2017 Page 1 + I D:_8kM QOg I CcvBYV7m4?iycCyToxk-U UTOj bC2aEzz5TDcBH 32GKsVivgHduVOshm 0w3ydQ5p I -2-0-0 I 15-11-8I 31-11-0 2-0-0 15-11-8 15-11-8 Scale=1:57.3 2x4 II 4x6 2x4 II 2x4 I 11 12 13 2x4 II 2x4 I 10 -0-- 14 2x4 II 5x6%2x4 I I 9 - - 15 2x4 I 15x6\ 4.00 12 2x4 II 7 6 - = 16 17 2x4 II 2x4 II 6 ,3 - - a 18 2x4 II 2x4 II 6 v 19 2x4 I uS 2x4 q T. - - 20 2x4 II 3 - 21 22 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '0 0 in d Is x x x x x x X X X x x x x x x X x x X x x x X X x x x x x x x x x x x x x x x x x. x x x x x x x x x x d 3x4= 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4-2x4 112x4 112x4 112x4 II2x4 II 2x4 112x4 112x4 112x4 II5x6 =2x4 112x4 112x4 II2x4 11204 112x4 II 2x4 II2x4 112x4 II I 31-11-0 31-11-0 Plate Offsets(X,Y)- 17:0-3-0,0-3-01,117:0-3-0,0-3-01,132:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:185 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 31-11-0. (Ib)- Max Horz 2=89(LC 12) Max Uplift All uplift 100 lb or less at joint(s)33,34,35,36,37,38,39,40,41,31,30,29,28,27,26,25, 24,22 except 2=-141(LC 8),23=-110(LC 13) Max Gray All reactions 250 lb or less at joint(s)32,33,34,35,36,37,38,39,40,41,31,30,29,28,27, 26,25,24,22 except 2=253(LC 1),23=275(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=3.0psf;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 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 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 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)33,34,35,36,37,38, 39,40,41,31,30,29,28,27,26,25,24,22 except(jt=lb)2=141,23=110. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Ng Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034336 1213894 T09 Common Truss 16 1 Job Reference(optional) Buktlers FirstSourCe, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:58 2017 Page 1 I D:_8kMQ Ogl CcvBYV7m4?iycC yToxk-U UTOj bC2aEzz5TDcB H32GKsNJvI5doJOshm0w3ydQ5p -2-0-0 I 6-4-10 15-11-8 23-6-6 31-11-0 2-0-0 8-4-10 7-6-14 7-6-14 8-4-10 Scale=1:57.3 4x6= 5 3x6 4x6 4.00 12 2x4\\ 6 2x4// 4 7 3 t1 10 2 8 m bb d 11 11 12 10 13 9 3x8— 3x6 3x4= 4x6= 3x4 = 10-10-15 21-0-1 I 31-11-0 10-10-15 10-1-3 10-10-15 Plate Offsets(X,Y)— 16:0-3-0,Edgel,18:0-1-6,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.33 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.65 8-9 >584 180 BCLL 0.0 * Rep Stress Incr YES WB 0.46 Horz(TL) 0.09 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (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 M 31 BOT CHORD Rigid ceiling directly applied or 6-3-6 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1137/0-3-8,8=1011/Mechanical Max Horz 2=89(LC 16) Max Uplift2=-403(LC 8),8=-301(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2463/1651,3-4=-2122/1450,4-5=-2048/1468,5-6=-2078/1493,6-7=-2154/1475, 7-8=2496/1690 BOT CHORD 2-11=-1477/2269,11-12=-868/1510,10-12=-868/1510,10-13=-868/1510,9-13=-868/1510, 8-9=-1521/2322 WEBS 5-9=-435/688,7-9=-524/517,5-11=-402/647,3-11=-489/485 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 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. 7)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. i 1 Not 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 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 TI2034337 1213894 T100 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:08:59 2017 Page 1 .- ID: 8kMQOglCcvBYV7m4?iycCyToxk-zgl OwxCgLY5gjcool?aHoXOanJ8KMM?A5L WaTVydQ5o I -2-0-0 16-3-0 2-0-0 16-3-0 Scale=1:39.7 2x4 II 14 15 2x4 II 2x4 I I 13 ii 5x6 2x4 II 12 w 10 11 2x4 II 9 2x4 II 6 2x4 I2x4 Ilull111111 2 3x4 I 5L • L nieL1� ,� w w IMIIII�II�IIa�N�Y-I IIIMMI Y�1'I�WI1'll 29 28 27 26 25 24 23 22 21 20 19 18 17 16 4x6 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 I I 3x6= 2x4 I I 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II I 16-3-0 16-3-0 Plate Offsets(X,Y)— 110:0-3-0,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-3-0. (Ib)- Max Horz 29=287(LC 8) Max Uplift All uplift 100 lb or less at joint(s)29,16,17,18,19,20,22,23,24,25,26,27 except 28=-122(LC 8) Max Gray All reactions 250 lb or less at joint(s)29,16,17,18,19,20,22,23,24,25,26,27,28 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=293/101,3-4=-301/114,4-5=-252/88 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;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 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)29,16,17,18,19,20, 22,23,24,25,26,27 except(jt=lb)28=122. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4 4 ®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 mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1�A iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 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 712034338 1213894 T11 Monopilch Truss 2 1 Job Reference( fional) Builders FirstSourfe, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:09:00 2017 Page 1 ID, 8kMQ0g1CcvBYV7m4?iyeCyToxk-Rsbm8HD16rDgLmN?I i5WLIxgMiQ L5hwJJ?F7?yydQ5n I -2-0-0 I 5-6-3 I 10-8-13 I 16-3-0 I 2-0-0 5-6-3 5-2-11 5-6-3 Scale=1:38.5 6 II 3x6 3x4% 4 13, 4.00 121111 4.6 % .. 3 III\ 2x4 II loco 2 Ic5 r MM Y ► 9 8 .4 10 6x8 = 3x4= 3x6= 7 5x6= I 8-1-8 I 16-3-0 I 8-1-8 8-1-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.17 7-9 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:95 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. REACTIONS. (Ib/size) 7=503/0-3-8,10=637/0-5-8 Max Horz 10=213(LC 8) Max Uplift7=-215(LC 12),10=-231(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-599/294,4-5=-517/301,2-10=-282/335 BOT CHORD 9-10=-612/635,8-9=-368/414,7-8=-368/414 WEBS 3-9=-155/251,5-9=-141/315,5-7=-535/479,3-10=-673/322 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)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. 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. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=215, 10=231. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. it 1 ®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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034339 1213894 T12 MONOPITCH TRUSS 2 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fn Sep 15 11:09:01 2017 Page 1 F ID: 81(MQOg I CcvBY V 7m 4?iycCyToxk-v298LcEwt9LXywy BsQcluyU_G6fDg20TYf?gX0ydQ5m -2-0-0 5-6-3 10-6-13 16-3-0 2-0-0 5-6-3 5-2-11 5-6-3 Scale=1:40.3 6 Rl 1i 3x6 5x8 5 4 01. 4.00 12 111/1 3x4 3 4x8 2 �1 V� cS �� tem r r ��r ►� 12 13 10 14 15 9 8 16 17 1811 74 = 6x8= 8x10 7x8 II 8x10= 7x8 = 5-6-3 { 10-8-13 16-3-0 5-6-3 5-2-11 5-6-3 Plate Offsets(X,Y)— 18:0-3-8,0-4-121,19:0-2-10,0-0-01,110:0-3-8,0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.10 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.18 7-8 >999 180 BCLL 0.0 ` Rep Stress Incr NO WB 0.91 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:226 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins, except BOT CHORD 2x6 SP No.2`Except* end verticals. 7-9:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3`Except* WEBS 1 Row at midpt 5-7 2-11:2x8 SP 2400F 2.0E,2-10:2x4 SP No.2 REACTIONS. (lb/size) 7=4707/0-3-8,11=4436/0-5-8 Max Horz 11=231(LC 4) Max Uplift7=-1504(LC 8),11=-1401(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6671/1992,3-4=-4645/1370,4-5=-4573/1378,2-11=-3468/1128 BOT CHORD 11-12=-508/997,12-13=-508/997,10-13=-508/997,10-14=-2036/6271,14-15=-2036/6271, 9-15=-2036/6271,8-9=-2036/6271,8-16=-1399/4381,16-17=-1399/4381, 17-18=-1399/4381,7-18=-1399/4381 WEBS 3-10=-456/1436,3-8=-2141/722,5-8=-1443/4783,5-7=-5686/1814,2-10=-1593/5379 NOTES- 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 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=1504, 11=1401. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1001 lb down and 311 lb up at 2-2-12,1001 lb down and 311 lb up at 4-0-0,1001 lb down and 311 lb up at 6-0-0,1001 lb down and 311 lb up at 8-0-0,1001 lb down and 311 lb up at 10-0-0,1001 lb down and 311 lb up at 12-0-0,and 1001 lb down and 311 lb up at 12-6-0,and 1001 lb down and 311 lb up at 14-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 1 I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2016 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �Yt 11 AiTele is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITfP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply A TI2034339 1213894 712 MONOPITCH TRUSS 2 (, Job Reference(optional) Builders FirstSourde, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:09:01 2017 Page 2 ID:_8kMQOgtCcvBW/m4?iycCyToxk-v298LCEwt9LXywyBsQcluyU_G6fDg20TYf?gX0ydQ5m LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,2-6=-54,7-11=10 Concentrated Loads(Ib) Vert:9=1001(B)12=1001(B)13=1001(B)14=-1001(B)15=1001(B)16=1001(B)17=1001(B)18=1001(B) i I 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TAM 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 T12034340 1213894 T13G GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:09:02 207 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-N FjXZyFYeTTOa4WNQ77_QAOAsWC5Zj4cnJkE4gydQ51 -2-0-0 8-2-8 I 16-5-0 I 18-5-0 2-0-0 8-2-8 8-2-8 2-0-0 Scale=1:35.0 4x6= 2x4 II 2x4 II 7 8 9 2x4 II /12x4 II 2x4 6 �` 10 2x4 11 II 4.007 2x 3x14% 2x4 I I 5 ^ r V , 11 2x4 I1 3x4 x\ 4 r y 12 3x6 3 r LI 13 3x6 2 ✓ r v 1 14 �1 l r Y,r 15 jr, sl 0 0 0 A} 0 0 0 Oji 0A ® 0 0 • xxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxx 29 28 27 26 25 24 23 22 21 20 19 18 17 16 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 I I 3x6= 2x4 I I 2x4 II 2x4 II 2x4 II 2x4 H 2x4 II I 16-5-0 I 16-5-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.02 15 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.04 15 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-5-0. (Ib)- Max Horz 29=-23(LC 13) Max Uplift All uplift 100 lb or less at joint(s)24,25,26,27,28,22,20,19,18,17 except 29=-226(LC 8), 16=-228(LC 9) Max Gray All reactions 250 lb or less at joint(s)29,16,23,24,25,26,27,28,22,20,19,18,17 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-29=-231/330,14-16=-231/328 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=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;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,25,26,27,28,22, 20,19,18,17 except(jt=lb)29=226,16=228. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 r 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi ET 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034341 1213894 T14G GABLE 1 1 Job Reference(optional) Butlers FirstSouree, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:09:03 2017 Page 1 ID: 8kMQOgICcvBYV7m4?iycCyToxk-rRHvm IGAPmbFCE5a_reDzNZLbwUil2Vl?zUncHydQ5k -2-0-0 5-6-13 I 10-113-3 16-5-0 2-0-0 5-6-13 5-3-5 5-6-13 Scale=1:39.2 2x4 II 6 2x4 I I :� 3.4 2x4 II P 5 2x4 11 ..i 3x4 2x4 !, 4x12 II 4.00 l 4 3 r xi 3x6 2 i : �� ` .. Ikh114111...MIIMI r Y X' YI RZ 11 11 11 Mi. eill CA tirill Ftit 10 2x4 II 9 8 2x4 II 2x4 I I 2x4 II 113x6= 7 2x6 I I 4x6= 5x6= 3x4= I 5-6-13 I 10-10-3 I 16-5-0 I 5-6-13 5-3-5 5-6-13 Plate Offsets(X,Y)— 126:0-1-14,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.03 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.05 10-11 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) -0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-13 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=508/0-5-8,11=642/0-5-8 Max Horz 11=290(LC 8) Max Upliift7=-355(LC 12),11=-382(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-774/403,3-4=-512/226,4-5=-444/242,2-11=-614/491 BOT CHORD 10-11=-366/170,9-10=-628/701,8-9=-628/701,7-8=-380/460 WEBS 3-8=-273/280,5-8=-96/266,5-7=-580/479,2-10=-313/676 NOTES- 1)Wind:ASCE 7-10;Vuft=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;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable studs spaced at 1-4-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=355, 11=382. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4 i mit ®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 verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034342 1213894 T16 Common 16 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:09:03 2057 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-rRHvm IGAPmbFC E5a_reDzNZL4wPil6Fl?zUncHydQSk -1-4-0 4-7-3 l 61-8 l 11-7-13 1 16-3-0 1-4-0 4-7-3 3-6-5 3-6-5 4-7-3 Scale=1:29.2 4x6 = 3.00 12 4 2x4 ;r, 2x4 3 5 1 _.,r2 6 ■rte + , ftI 8 7 3x6= 3x8= 3x6= 3x6= I 8-1-8 I 16-3-0 8-1-8 8-1-8 Plate Offsets(X,Y)— 12:0-3-0,Edoel,16:0-3-0,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.11 6-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.23 6-8 >827 180 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(TL) 0.04 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=504/0-3-8,2=599/0-5-8 Max Horz 2=38(LC 8) Max Uplift 6=-148(LC 9),2=-224(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1417/1005,3-4=-1063/708,4-5=-1064/709,5-6=-1462/1048 BOT CHORD 2-8=-932/1339,7-8=978/1393,6-7=-978/1393 WEBS 4-8=156/331,5-8=-430/403,3-8=-377/354 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)6=148, 2=224. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 I ®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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M[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 ANSBTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12034343 1213894 T16A COMMON SUPPORTED GAB 2 1 Job Reference(optional) Builders FlrstSourlte, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 15 11:09:04 2017 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-JdrH_eGpA4j6pOgmXY9SVb6YnKtA1 czvEdDK8jydQ5j I 8-1-8 I 16-3-0 _..-__I 8-1-8 8-1-8 Scale=1:32.4 2x4 I 3x6 3.00 2x4 I 2x4 II 2x4 II 5 6 7 8 2x4 II 2x4 I1 �� 10 1-4-0 I 3x4= 4PI V Y 3x4 I 1-40 L■J A A �1 2 �w'lyl. Y Y N�'lyl_ �_ 12 a d irk �. •WilltA 13 d 3x4 = 5x8 11 19 18 17 16 15 14 5x8 II 3x4= 2x4 II 2x4 I I 2x4 II 2x4 H 5x6= 2x4 I I I•- - - - - -- 16-3-0 I 16-3-0 Plate Offsets(X,Y)— [2:0-3-8,Edge],[2:0-6-12,Edge],[7:0-3-0,Edge],[12:0-3-8,Edge],[12:0-6-12,Edge],[15:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 13 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.01 13 n/r 120 BCLL 0.0 * Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:67 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-3-0. (Ib)- Max Horz 2=46(LC 12) Max Uplift All uplift 100 lb or less at joint(s)17,18,16,15 except 2=-162(LC 8),12=-166(LC 9),19=-171(LC 12),14=-174(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,12,17,18,16,15 except 19=295(LC 23),14=295(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;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MVVFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 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)17,18,16,15 except (jt=lb)2=162,12=166,19=171,14=174. 9)N/A 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 1 ®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 bawd 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 Mi Ts 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 ANSIITPI1 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 712034344 1213894 T16B Common 2 1 - Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Aug 16 2017 MiTek Industries,Inc. Fn Sep 15 11:09:05 2017 Page 1 • I D:_8kMQOglCcvBYV7m4?iycCyToxk-nciOfB_H Rx0 rzRXFySF hh2oeesjOWm 292THzug9ydQ5i I -1-4-0 I 4-7-3 i 8-1-8 I 11-7-13 i 16-3-0 1-4-0 4-7-3 3-6-5 3-6-5 4-7-3 Scale=1:29.2 4x6= 3.00 12 4 2x4--'--- ara 2x4 3 5 J -it 6 2 1.---e--st IF6', 3x8— 9 8 X 3x6= 3x8= 7 3x8= I 8-1-8 10-5-8 l 16-3-0 8-1-8 2-4-0 5-9-8 Plate Offsets(X,Y)— [2:0-4-0,Edgej,[6:0-4-0,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.41 2-8 >296 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) 0.32 2-8 >379 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) -0.04 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=406/0-3-8,2=537/0-3-8,7=160/0-5-8 Max Horz 2=38(LC 8) Max Uplift6=-217(LC 9),2=-385(LC 8),7=-22(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1194/1892,3-4=-792/1512,4-5=-792/1509,5-6=-1183/1782 BOT CHORD 2-9=-1802/1127,8-9=-1802/1127,7-8=-1683/1116,6-7=-1683/1116 WEBS 4-8=-544/203,5-8=-419/327,3-8=-418/451 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;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb)6=217 ,2=385. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing • M•1 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 ANSIITPII 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 T12034345 1213894 T16C .Common 2 1 Job Reference(optional) Builrjers FirstSource,Jacksonville,Fl 32244 7.640 s Apr 22 2016 MiTek Industries,Inc. Fri Sep 15 11:15:50 2017 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-70ara2ovXxFGVhKZF7aDLCwwz_N49CAfbnapOBydQ?N -1-4-0 4-7-3 8-1-8 11-7-13 16-3-0 1-4-0 4-7-3 3-6-5 3-6-5 4-7-3 Scale=1:28.8 4x6 = 3.00 12 4 2x4 = 2x4 3 5 7.1 6 2 12, •i�i�i�i�i�i 3x4 = 3x4= 9 8 7 3x8 = 3x6= i 8-1-8 10-5-8 16-3-0 8-1-8 2-4-0 5-9-8 Plate Offsets(X,Y)— 12:0-3-7,Edoel,f6:0-3-7,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.11 2-9 >874 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.20 2-9 >492 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:65 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 6-0-0 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. All bearings 0-3-8 except(jt=length)2=10-5-8,9=10-5-8. (Ib)- Max Horz 2=38(LC 8) Max Uplift All uplift 100 lb or less at joint(s)6 except 2=-123(LC 8),9=-197(LC 8) Max Gray All reactions 250 lb or less at joint(s)6,7 except 2=277(LC 23),9=675(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-280/121,3-4=-262/358,4-5=-261/358,5-6=279/141 BOT CHORD 8-9=-104/252,7-8=-104/252,6-7=-104/252 WEBS 4-9=-342/293,5-9=-478/460,3-9=-475/443 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) 2=123,9=197. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. t I 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulldog designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mak' 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 ANSUTPI1 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r�., Dimensions are in ft-in-sixteenths. obi, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS O-1116" 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves 11111111111A,Ili may require bracing,or alternative Tor I _IEIE pbracing should be considered. AME I-Ay = 3. Never exceed the design loading shown and never Ai Ostack materials on inadequately braced trusses. 0 p 4. Provide copies of this truss design to the building C7-8 C6-7 C5b For 4 x 2 orientation,locate designer,erection supervisor,property owner and from outside BOTTOM CHORDS all other interested parties. plates 0- i,s' edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint 11 required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. ....--.. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTekli All Rights Reserved approval of an engineer. ® number where bearings occur. —� 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, I\/1 i1'e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ®Boise Cascade Double 1-3/4" x 16" VERSA-LAM® 2.0 3100 SP Floor Beam\FB01 • • Dry I 1 span I No cantilevers 10/12 slope September 15, 2017 10:31:58 BC CALL®Design Report Build 6080 File Name: BC CALC Project Job Name: Description: Designs\FB01 Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: w 1/ 1, ..yy v V M "n" 'm V V n V , V w V V V v V V V v v V Y V v V V V V T v V e V w T T r 1- - - w - __..T w - e s w w ,.,T - - v - w - s♦ v w vy w r e w e v w e v : v w v w v : e v w v w v w : v : e s v : s : e v w v w 16-03-00 BO B1 Total Horizontal Product Length= 16-03-00 Reaction Summary(Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 5-1/2" 325/0 4,617/0 5,777/0 B1, 5-1/2" 325/0 4,617/0 5,777/0 Live Dead Snow Wind Roof Live Trib. Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area(Ib/ft^2) L 00-00-00 16-03-00 40 15 01-00-00 2 Wall Unf. Lin. (lb/ft) L 00-00-00 16-03-00 0 110 n/a 3 Roof T09 Unf. Lin. (lb/ft) L 00-00-00 16-03-00 427 711 n/a Controls Summary Value %Allowable Duration Case Location Pos. Moment 38,210 ft-lbs 81.8% 125% 2 08-01-08 End Shear 8,102 lbs 60.9% 125% 2 01-09-08 Total Load Defl. L/270 (0.688") 89% n/a 2 08-01-08 Live Load Defl. L/485 (0.382") 74.2% n/a 5 08-01-08 Max Defl. 0.688" 68.8% n/a 2 08-01-08 Span/Depth 11.6 n/a n/a 0 00-00-00 Squash Blocks Valid %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 5-1/2"x 3-1/2" 10,394 lbs n/a 72% Unspecified B1 Wall/Plate 5-1/2"x 3-1/2" 10,394 lbs n/a 72% Unspecified Notes Design meets Code minimum (L/240)Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary(1") Maximum Total load deflection criteria. Calculations assume member is fully braced. Design based on Dry Service Condition. Page 1 of 2 0 Boise Cascade Double 1-3/4" x 16" VERSA-LAM® 2.0 3100 SP Floor Beam\FB01 Dry I 1 span I No cantilevers 10/12 slope September 15, 2017 10:34:58 BC CALC®Design Report Build 6080 File Name: BC CALC Project Job Name: Description: Designs\FB01 Address: Specifier: City, State,Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: Connection Diagram Disclosure fit b d Completeness and be verified by anyo ecwho would rely on mustcuracy of input a I I %\ output as evidence of suitability for 4 • • • "r '41 particular application.Output here based on building code-accepted design c �\ properties and analysis methods. Installation of Boise Cascade engineered %\ wood products must be in accordance with • • "EN' current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call a minimum=2" c= 12" (800)232-0788 before installation. b minimum=2-1/2"d=24" BC CALC®,BC FRAMER®,AJST"', Bolts are assumed to be Grade A307 or Grade 2 or higher. ALLJOIST®,BC RIM BOARD' ,BCI®, Member has no side loads. BOISE GLULAMTM,SIMPLE FRAMING Connectors are: 1/2 in. Staggered Through Bolt SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. ` August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 • 1 II 1 ® MiTek USA,Inc. Page 1 of 1 =OD Note:T-Bracing/I-Bracing to be used when continuous lateral bracing oo is impractical. T-Brace/I-Brace must cover 90%of web length. ENote:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA, Inc. webs to continuous lateral braced webs. 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) I2x3 or 2x4 2x4 T-Brace ,2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace ,2x81-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous k Rows of Lateral Bracing k SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB k2x6 2x6 T-Brace 12x6 I-Brace --A 2x8 2x8 T-Brace I2x8I-Brace k T-Brace/ I-Brace must be same species k and grade(or better) as web member. T-BRACE Nails Section Detail X T-Brace Web Nails Web 8 I-Brace Nails e FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 ,r • 1 II I ® MiTek USA,Inc. Page 1 of 1 SAIlQ GENERAL SPECIFICATIONS I I - II 1.NAIL SIZE=3"X 0.131"=10d 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT D 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 I T II II II II Ir Ii t 1: it �I II II I � II II II II II II II i II ti I II II II HI II ,, II 11 II II I I II II I II it III iI II 0 y I II II BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P li OR GIRDER TRUSS „111 -,Iiiiiiiiiiiiiii r 11017. 1 SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6”O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") 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) 4114114444 MINIMUM REDUCED DEAD LOAD OF 6 PSF I . .....----------j _...„...,.... -..,, A ON THE TRUSSES DETAIL A (NO SHEATHING) N.T.S. JANUARY 28, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP I II I ® MiTek USA,Inc. Page 1 of 1 DE1DDNOTES:1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER , I 0 AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND ' ,== EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH I 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. TTOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DTHIS DETAILD APPLICABLE N THE ETAILS SHOWN BELOW DIAM. SP DF HF SPF SPF-S 0 .131 88.0 80.6 69.9 68.4 59.7 z O .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR O 4) .162 108.8 99.6 86.4 84.5 73.8 ILLUSTRATION PURPOSES ONLY ci Z .128 74.2 67.9 58.9 . 57.6 50.3 SIDE VIEW 0 .131 75.9 69.5 60.3 59.0 51.1 (2x3) 2 NAILS N .148 81.4 74.5 64.6 63.2 52.5 ,- c) NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. 1 NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. glig EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: SIDE VIEW SIDE VIEW 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity (2x4) (2x6) 3 NAILS 4 NAILS MNEAR SIDE I NEAR SIDE 11 NEAR SIDE 1 NEAR SIDE r= NEAR SIDE 1 NEAR SIDE I NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30°TO 60° 30°TO 60° 30°TO 60° 45.00° 45.00° .7' , 45.00° FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK + 1 II I ® MiTek USA,Inc. Page 1 of 1 KALID TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, E 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek USA, Inc. - NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK WEB WITH(3)-10d NAILS (0.131"x 3") ANCHOR TO ATTACH TO TOP CHORD (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x 3") _i/ Zjz - \--lb-'I] )14‘h X. -- . q /, 11\ ri 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 Lr / /;\- -711°‘":4 VN /1 \ USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH(3)-10d NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"x 3") (0.131"x 3") STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) as -4114-0-0 WALL BLOCKING TRUSS 10- STRONGBACK (TYPICAL SPLICE) (BY OTHERS) \(BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d NAILS (0.131"x 3") EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL • MiTek USA,Inc. =ED O MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. 1 oo CATEGORY II BUILDING 1 ,_oo EXPOSURE B or C D ASCE7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MffEK 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 ®iii lli �®Was'., 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM •= q\p1' PIGGYBACK SPAN OF 12 fL ' E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH ' MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT C 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM K 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: ��,iM ��MN.IIIN \.11-17k\. REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On '447,7\III; PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ` t.\ \i I\ TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE `'`.\ \\`{\ TRUSS MITEK DESIGN DRAWING. `!I�\�, .....1•..-Ail-N-7.,;". \, SCAB CONNECTION PER � �� i►� � = i NOTE D ABOVE / 1, N- i4), r ''' ''- -Tlk - 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 \�j\ EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or `` STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint N.4.\ and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP rZ AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF V 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 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW •„p BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, 8 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 ST-GE130-001 r; MiTek USA,Inc. Page 1 of 2 1 lig RADLJ Typical x4 L-Brace Nailed To 2x_Verticals W/10d Nails,6"o.c. Vertical Stud ,o Vertical Stud (4)-16d Common DIAGONAL r Wire Nails , BRACE ' D \I I. � ton MiTek USA, Inc. �` SECTION B-B e� Wire Nails DIAGONAL BRACE �__�/�;� Spaced 6"o.c. 4'-0"O.C.MAX w (2)-10d Common �� r 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 in 2x4 No.2 of better L� SHOWN ARE FOR ILLUSTRATION ONLY. rm Typical Horizontal Brace Nailed To 2x_Verticals d1141111:1 I ,i© 12 SECTION A-A I \ w/(4)-10d Common Nails Varies to Common Truss 2x4 Stud imiinlri /%i//////%r" A%r A''/.r i, SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST '' TWO TRUSSES AS NOTED. TOENAIL BLOCKING iiliii iii DRAWINGS FOR DESIGN CRITERIA j,, TO TRUSSES W ITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH phN_ 3x4= (5)-10d COMMON WIRE NAILS. m ;u I� (4)-8d NAILS MINIMUM,PLYWOOD F2IAAIAI��AIAIAr�.I�AI�/Ar/////// SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B ,24"Max, Roof Sheathing NOTE: _ 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. i;! ,I�;!A=j_Qj�� 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1'3" ErrAdWALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 00' 3.ARCHBRACING SHOWN ITECT OR ENIS FOR GINEER FORDUAL TRUSS TEMPORARY�ND PERMANENT NLY.CONSULT BLDG. Max. (2) 1/ Ple (2)-10d NAILS BRACING OF ROOF SYSTEM. 10P 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 0 DIAPHRAM AT 4'-0"O.C. , � /Trus-es @ 24" o.c. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A I�� / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL gam_ BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. r ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2 6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed 11 TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace 1-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 i 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. 1 FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 I MiTek USA,Inc. Page 2 of 2 alar ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. ( /J —0 HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek USA, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. r-rl "yr 7J 1'-3" Max. R IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR 1 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 h 2X 4 PURLIN FASTENED TO FOUR TRUSSES I h. l► WITH TWO 16d NAILS EACH.FASTEN PURLIN TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace 1 ••��. PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points �, I SUPPORTING THE BRACE AND THE TWO TRUSSES If needed 4 ON EITHER SIDE AS NOTED. TOENAIL BLOCKING I �. �� I TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH 1\ •�� (5) 10d COMMON WIRE NAILS. End Wall — ---;�� 1. .1 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. �� 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 I 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 ,�' 11 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 VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUDVERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTUR11I OP.* AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRU ; BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM ,� �,�`CHORD DETAILTO RESIST ALL OUT E PLANE LOADS.THE BRACING SHOWN IN THIS IS FOR THE VERTICAUSTUDS ONLY. dIIII/ :THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / FrES WLAD UDSUDS.ARETRUSSNOT ADDRESSEDITHOUTINHI_ / 6STANDARD / GABLE TRUSS Mi, ■ I eve TECHNICAL BULLETIN April 201 0 by w.'everraeue,•r 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)111 Hanger 1/2"0 or'/a"ei Bolts(3)l4t 16d(0.148"x 31/4")Nails Beam Configuration Bolt #Bolts #Nails Type Diameter(2) 2 4 6 8 6 12 18 24 0.5 2,100 4,200 6,300 8,400 3-ply 13/4" I:11 FACE 2,125(5) 4,250(5) 6,370(5) 8,495(5) 0.75 3,060 6,120 9,180 12,240 (5'/4"Beam) 8. 0.5 760 1,525 2,285 3,050 el 67 el 4,250(6) TOP 1,060 2,125 3,185 0.75 930 1,860 2,790 3,720 FACE _- - --- 31/2"+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 31/2"+13/4" FACE/ sl sitst (51/4"Beam) TOP 2,125 4,250 6,370(5) 8,495 0.75 3,060 6,120 9,180 12,240 0.5 1,400 2,800 4,200 5,600 a ii FACE --- --- --- --- 4-ply 13/4" 0.75 2,040 4.080 6,120 8,160 (7"Beam) rt 0.5 675 1,355 2,030 2,710 r liw t> TOP --- --- --- A, t 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 FACE 2,830(5) 5,665(5) 8,495(5) 11,330(5) 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(5) 1.890(6) 2,830(6) 3,775(6) 0.75 1,360 2.720 4,080 5.440 1N, 0.5 1,720 3.440 5,160 6.880 2-ply 31/2" ;;,;.,t'''4' FACE/ (7"Beam) TOP .4 0.75 2,480 4,960 7,440 9,920 0.5 1,015 2,030 3,050 4,065 2-ply 13/4"+31/2" ' FACE/ (7"Beam) TOP 20.75 1,240 2,480 3,720 4,960 FACE 0.5 1,720 3.440 5,160 6.880 --- --- 2-ply 13/4"+31/2" 0.75 2,480 4,960 7,440 9,920 (7"Beam) = TOP 0.5 675 1,355 2,030 2.710 --- --- --- --- 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 51/4"+13/4" FACE! csl s> tst s> (7"Beam) - TOP 2,830 5,665 8,495 11,330 i, 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"A"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 AWeyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.CO 2010 Weyerhaeuser NR Company.All rights reserved. ■ eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)111 Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw - Type Length #Screws #Screws 2 4 6 8 2 4 6 8 FACE t31 3W 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 13/4" ' s` (57"Beam) 3 TOP 1ZI 3y2.' 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 FACE 3%" --- --- 37z"+13/4" (51/4"Beam) TOP(4) 3W 720 1.435 2,155 2,870 1,020 2,040 3,060 4.080 37"Beam)am" i (3)FACE (574" 3W 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 G TOP 4-ply 13/4" 1 FACE(2) 6"` 1,055 2.110 3,165 4,220 1,360 2.720 4,080 5,440 (7"Beam) 1 ' ' r P TOP 12> 6" ' 705 1.405 2,110 2.810 905 1.815 2,720 3,625 t FACE(3) 3'/2" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 2-ply 13/4"+31/2" 6"(5) 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 (7"Beam) TOP tzl 3'/2" 640 1,275 1,915 2,550 905 1,815 2,720 3,625 -- 6"'" 705 1,405 2.110 2.810 905 1,815 2,720 3,625 f 2-ply 31/2" FACE 15, (7"Beam) TOP(2l 6 1,055 2.110 3,165 4.220 930 1.860 2,785 3,715 2-ply 1%"+31/2" FACE/ (7"Beam) TOP{3) 6"(5) 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 2-ply 13/1'+3'/2" ' FACE(4) 6 1,055 2,110 3,165 4.220 930 1,860 2,785 3,715 F . (7"Beam) TOP141 6"" 705 1.405 2,110 2,810 905 1.815 2,720 3,625 57 +1 (3) 'W FACE/ (7"Beam) 31,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 � 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. 5. 6"SDS or WS screws can be used with Parallam®PSL and Microllam®LVL,but are not recommended for TimberStrand®LSL. Page 2 of 8 ww CONTACT US • 1.888.iLevel8(1.888.453.83581 •www.iLevel.com `'Weyerhaeuser,'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. I. eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB 300 Table 2B: Maximum Concentrated Load Applied to Beam-Wood Screw Connection (lbs)t') Connection Name Hanger Wood TrussLok Beam ConfigurationScrew Type Length #Screws 2 4 6 8 FACE tat 3%" 1,600 3,205 4,805 6,410 3-ply 13/4" _ (51/2"Beam) TOP(2) 33/8 800 1,600 2,405 3,205 { FACE 3%" --- --- -- -- 31/2"+13/4" (51/4"Beam) TOP(4) 3%" 800 1.600 2,405 3,205 31/2"+13/4" , FACE/ (51/4"Beam) TOP(3) 33/8" 1,600 3,205 4,805 6,410 4-ply 1%" FACE(2) 5",6%" 1,160 2,320 3,480 4,640 7 Beam) 11 ' TOP(2) 5",6%" 775 1.545 2,320 3,095 FACE tat 3%" 2,135 4,270 6,410 8,545 2-ply 13/4"+3'/Z" 5",63/+" 2,320 4,640 6,960 9,280 (7"Beam) TOP(2) 3%" 710 1,425 2,135 2,850 5",6%" 775 1.545 2,320 3,095 2-ply 3'/z" FACE I (7"Beam) 4 TOP(z) 5".6%" 1,160 2,320 3,480 4,640 2- I 1/4"+3 " FACE/ p y 3 y TOP(3) 5",6%" 1,160 2,320 3,480 4,640 (7"Beam) • FACE(4) 5",6%" 1,160 2.320 3,480 4,640 2-ply 1%"+31/2' (7"Beam) i TOP tot 5",63/4" 1,160 2,320 3,480 4,640 51/4"+1%" FACE (7"Beam) TOP 13) 5",6%" 2,320 4,640 6,960 9,280 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. Page 3 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •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 TECHNICAL BULLETIN eve April 2010 by Weyerhaeuser Bulletin TB 300 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 3'/2')nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide(#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2"bolts-9/16"0 maximum holes • 3/4"bolts-13/16'0 maximum holes n a • Lead holes not required for wood screws N N Conc.Load Conc.Load m°m° Conc.Load Conc.Load tit GI N cJ N 01 $ r0 $ 0 '/ . °/ 1' .. ♦ 3 \ i • • • , i N ;/ iti1 • 4 1 NI \EQ. EQ.\ \ 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min.Beam Depth: Min.Beam Depth: Min. Beam Depth: d=7W for W 0 bolts d=9W for 3/4"0 bolts d=11W for W 0 bolts d=93/4"for'/:0 bolts d=14"for'/."0 bolts d= 16"for'A"0 bolts Conc. Load Nailed Connection Detail _ .-. Y • i *STAGGER NAILS TO a PREVENT SPLITTING • • } . a i, • • a • • 1 • • \i, 16d Sinker(typ) Ty Zst 1 \ (+91„) 12 (0.148”x 3'/a") 6 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 AWeyerhaeuser,Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. • ■ • eve TECHNICAL BULLETIN March 2010 by bveyerhae�_iser Bulletin TB-300 -__ Table 3: Allowable Capacities of 51/4" Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 71/4" 91/4" 91/2" 111/4" 1178" 14" 16" 18" 20" 24" Max 1/2'. <5d 6,235 6.545 8.755 9,560 12.345 15,005 >5d 10,150 10,500 12,950 13,825 16,800 19,600 J 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 2 10,605 15,295 15,685 23,905 32,760 42,265 co ,/z„ 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 (I) Max m 8 13,510 20,575 28,275 36,685 la Moment 2 10.600 15,290 15,685 23,900 32,755 42,260 - 1 E_ (ft-Ib) 4 9,900 14,215 14,195 21,490 29,020 37,225 6 29,015 37,220 8 36,655 _ Max 1/2" <5d 2.745 4,445 4.665 6.240 6.810 8.795 10,690 12.610 14.545 18.440 >5d 5,235 7,230 7,480 9.225 9,850 11.970 13,965 15,960 17,955 21,945 Shear <5d 1,455 2,845 3.035 4.425 4,945 6.775 8,560 10.390 12,250 16,040 3 J (lbs) /` >5d 4,240 6,235 6,485 8,230 8,855 10,975 12,970 14,965 16,960 20,950 ® 2 9,960 16,220 17.105 23,990 26.730 36,385 46,670 58.130 70.740 99,375 E /Z„ 4 9,025 14,305 15,065 21,000 23,385 31.905 41,130 51,535 63,100 89,670 6 14,305 15.060 20,995 23,385 31,905 41,125 51,530 63,100 89.670 o Max 8 20.660 23,010 31,405 40,510 50,795 62,250 88590 0 Moment 2 9.950 16,210 17,100 23.985 26,725 36.380 46,665 58,125 70,740 99.370 (ft-Ib) 4 15,145 15,895 21.710 24,030 32,235 41,105 51,120 62,285 88.015 1/4 6 32.230 41,100 51,115 62,280 88.010 8 40,475 50,335 61,335 86.745 Max ,/2'. <5d 4 520 4,745 6,350 6.930 8.950 10,880 12.830 Shear >5d 7,360 7,615 9,390 10,025 12,180 14,210 16,240 (lbs) 3/a„ <5d 2,895 3.090 4,505 5.030 6.895 8,710 10,575 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 4 15,960 16.805 23,420 26,085 35.725 46,205 58,065 6 15,955 16,800 23,420 26,080 35.725 46,205 58.060 Max 8 23,045 25,665 35,165 45,510 57,235 Moment 2 18.080 19.070 26,755 29,810 40.735 52,425 65.490 4. (ft-Ib) 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. • 91/4 and 111/4'TimberStrand®LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 ww CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com `rlWeyerhaeuser,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. ■ eve TECHNICAL BULLETIN March 2010 by Weverh auset 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.) J L • � � L J �' L J , L J L J — J L Additional 3-13/." x 14" Microllam®LVL Beam, Flush \\ Connection `Required for Concentrated Face Mount Hanger with 5,000 lbs Reaction Load tL r 2- 13/." x14" Microllam®LVL' 14" Floor Joists @ 24"o.c., Typ. Beam, Flush 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,!Level,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ eve TECHNICAL BULLETIN March 201'0 by We.` ''''A'.' e, 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 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 '/4 x 3W 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 1%"member and face mount hanger. Again, multiple options exist that exceed the 5,000 lb load requirement: — '/2'diameter bolts in a 6-bolt connection (6,300 lbs) — 16d(0.148"x 3'/4 )sinker nails in an 18-nail connection (6,370 lbs) — 3W 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('i_) 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattern selected using Table 3 on page 5 of this bulletin. See the Forte®software output on the following page for results of this analysis. The 3-ply Microllam®LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations(1'on either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft-lbs. The connection is less than 5d (48"< 14"*5=70")from the end of the member. From Table 3 of this bulletin,the reduced allowable shear for the 3-ply 14"Microllam®LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-lbs. Therefore,the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type,size, spacing and installation pattern as appropriate. Page 7 of 8 AWeyerhaeuser, 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.0 2010 Weyerhaeuser NR Company.All rights reserved. ■ k ■ I ' LJAIIr4A1 D111 I CTM Forte MEMBER REPORT Level,Floor.Flush Beam software 3 PIECE(S) 1 3/4"x 14" 1.9E Microllam®LVL PASSED Overat Length 15 0 1. 0 m All Dimensions are Horizontal:Drawing is Conceptual Design Results Actual i Location Allowed Result L.DF System:Floor Member Reaction(Ibs) 7595 a 2 7809 Passed 57>). -- Member Type:Flush Beam Shear(Ibs) 6837 a 1'5 112' 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-Ibs) 25215 Q 4'11 7i8" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Defl.(in) 0.356 a 7'1 13/16" 0.489 Passed(L/494) -- Design Methodology:ASO Total Load Dell.(in) 0.456 r`:T 1 7/8' 0.733 Passed(L./386) -- • Deflection criteria:LI(L/360)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. !Supports Total Available Required Support Reactions(lbs) Accessories Bearing Bearing Bearing Dead!Floor i Roof i Snow 1-Stud wall-Spruce Pine Fir 3.50` 3.50' 3.40" 1641/5955/0/0 Blocking 2-Stud wall-Spruce Pine Fir 3.50' 3.50' 2.33' 1164/4045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Width Dead Floor Live Roof Live Snow Comments {0.0/7) MOO) {non-snow 1.251 11.151 1-Undorm(PSF) 0 to 15' 1' 100.0 400.0 0_3r 0 D 1D'siocr 2-Point(lb) 4' N.L. 1000 4000 6 C Location Analysis Shear(Ibs) Moment(Ft-lbs) Comments Actual 7 Allowed d LDF Actual f Allowed!LDF 1-3' 6035 i 13965?1.0 19186/36387/1.0 BOLTS LEFT OF HANGER 2-5' 39/12569/0.9 25215';/36387/1.0 BOLTS RIGHT OF HANGER Forte'"Software Operator Job Notes 3/2512010 9:02:21 AM iLevekt Forte"'v1.1,Design Engine:V4.8.0 1 Page 1 of 1 Page 8 of 8 CONTACT US ■ I.888.iLevel8 (1.888.453.8358) •www.iLevel.com /� w Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved.