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731 PARADISE LN - TRUSS , _ 1 -- R Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek A FILE COPY RE: 150901 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Springfield Builders Project Name: Carpenter-Kenney Model: CustompHome6104115 Lot/Block: 31 Subdivision: Paradise Preserve Address: 731 Paradise Lane City: Atlantic Beach State: Fl. Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [Low Rise]ll Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 41 individual, dated Truss Design Drawings and 0 Additional Drawings., _, With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and#/ rlie hOt w conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules,11-2 5 w a K ° ,Truss Name Date No. Seal# z e ,o a, No. Seal# Truss Name Date ° F E et _ N 1 17246463 A 7/15/015 18 17246480 1F2 7/15/015 1 N ° 1- E W 2 T7246464 Al 7/15/015 19 17246481 1F3 7/15/015 E 6 ° ° a z 1,-..... 3 T7246465 A2 7/15/015 20 T7246482 F4 7/15/015 ` ''° a 21 i= °`` W " C C ,- = ~L F- 14 17246466 AG 7/15/015 21 T7246483 F5 7/15/015 " o E a � a N° o 5 T7246467 B 7/15/015 22 1T7246484 F6 7/15/015 w o e 6 T7246468 B1 7/15/015 23 T7246485 F7 7/15/015 w 3 - _ z o 7 T7246469 B2 f 7/15/015 124 T7246486 F9 7/15/015 : o t°E cm ai 8 117246470 BG 17/15/015125 T7246487 F10 7/15/015 Z o 41 z cv 9 '17246471 Ci __17/15/015 '11 26 T7246488 Fl 1 7/15/015 ' °.° ° W °' 10 17246472 C2 17/15/015 127 17246489 F12 7/15/015 1 < a° `° o z ° z 11 T7246473 CD 17/15/015 128 T7246490 F13 7/15/015 1 a d a o z cv 112 T7246474 CG _17/15/015 129 T7246491 F14 7/15/015 0 cc a _ ° ° °� "' — 13 T7246475 DD 1 7/15/015 30 T7246492 F15 7/15/015 z " 2• '� 2 a c�a— to pc - o o C ¢ F16 7/15/015 1 ° ° a ii �- m N o 14 17246476 DG 7/15/015 31 17246493 z-. n ¢ . zz V)•m v 15 T7246477 EG 7/15/015 .32 T7246494 1 FT1 7/15/015 1 °'= A )o o > =^4 C� o� 16 1T7246478 F 7/15/015 .33 T7246495 FT2 7/15/015 17 117246479 Fl .7/15/015 ,34 ,T7246496 FT3 7/15/015 The truss drawing(s)referenced above have been prepared by MiTek ��o• U I N VF iii Industries, Inc. under my direct supervision based on the parameters ��GP <��i� provided by TrussMart Bldg Compts, LLC. ,.��G E N 5�., �'0• Truss Design Engineer's Name: Velez, Joaquin d 68182 My license renewal date for the state of Florida is February 28,2017. _ *:•.' •.' * _ IMPORTANT NOTE:Truss Engineer's responsibility is solely for ;-° ' Q_; design of individual trusses based upon design parameters shown 0'•,, STATE o F :4o on referenced truss drawings. Parameters have not been verified ''. cc". � 0 R\,C,-.-. ..:: \ as appropriate for any use. Any location identification specified is 0''�,,s/ONAL• �.4 % for file reference only and has not been used in preparing design. 144,,,111111��0 Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, FL Cert. 6634 per ANSI/TPI-1, Chapter 2. July 15,2015 Velez,Joaquin 1 of 2 RE: 150901 - Site Information: Customer Info: Springfield Builders Project Name: Carpenter-Kenney Model: Custom Home Lot/Block: 31 Subdivision: Paradise Preserve Address: 731 Paradise Lane City: Atlantic Beach State: Fl. No. 'Seal# Truss Name Date 35 T7246497 G 7/15/015 36 1T7246498 G1 j 7/15/015 137 T7246499 M 17/15/015 138 T7246500 M1 1 7/15/015 39 T7246501 MG 17/15/015 40 T7246502 P 17/15/015 41 T7246503 P1 17/15/015 I I I I I I I 2 of 2 r 1 Job Truss Truss Type Qty Ply T7248463 150901 A Piggyback Base 2 1 Job Reference(optional) TrussMart Bulldog Components,LLC, Midway.GA 7.630 s Jul 9 2015 MiTek Industries,Inc.Wed Jul 15 12:17:39 2015 Page 1 I D:WAyq W1lEiEc3AZCGfgs1 Cynz311 Z-axF Wtw1 POQpILRAXFZy?DXbcCUGHPczVDOyBCzyxgv0 5-7-5 i 10-11-3 I 16-3-0 I 24-3-0 i 30-2-2 } 36-1-5 I 42-6-0 I I 5-7-5 5-3-13 5-3-13 8-0-0 5-11-2 5-11-2 6-4-11 5x5= Scale=1:78.2 5x5= 7.00 12 5 6 .. 3x5 3x6 4 3x4 . 11100: 7 3 3x4 i s 3x8 • 2 8 4x4 9 — 455 G 10 19 17 17 16 15 21 I 22 UPI 13 23 24 12 N1 3x5= I 2x4 II 3x5 3x4= 3x6= 3x8= 354= 308 = 3x4= 1.5x4.' i 2-0-0 1 10-11-3 I 16-3-0 i 25-6-12 I 32-11-8 I 408 8 0 1420 1 2-0-0 8-11-3 5-3-13 9-3-12 7-4-12 7-68 2-0-0 Plate Offsets(X•Y)- 15:0-2-8,0-2-11.(6:0-2-8,0-2-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.23 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.76 Vert(TL) -0.46 14-15 >619 180 BCLL 0.0 • Rep Stress Ina YES WB 0.59 Horz(L) 0.02 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:271 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purtins, except 5-6:2x4 SP No.1 end verticals. 11 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-15,5-15,6-15,6-14,7-14 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1022/0-3-8,14=1722/0-3-8,11=645/0-3-8 Max Horz 18=-304(LC 6) Max Uplift 18=108(LC 8),14=112(LC 9),11=87(LC 9) Max Gray 18=1056(LC 17),14=1789(LC 2),11=665(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=841/120,3-4=-752/149,4-5=603/167,5-6=-452/182,6-7=0/285,7-8=-250/133, 8-9=387/100,9-10=112/274 BOT CHORD 17-18=-251/782,17-20=181/775,16-20=-181/775,15-16=181/775,11-12=-14/394 WEBS 2-18=-1028/183,415=458/173,6.15=99/831,6-14=-1121/109,7-14=-603/226, 7-12=-45/400,9-12=257/175,9-11=709/206 ,�111i11111//// NOTES- N%% QU I N V $,,� 1)Unbalanced roof live loads have been considered for this design. s••OP`••...... . `��i 2)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCD1=6.Opsf;BCDL=B.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; `� , ,• \G E �•ce•MWFRS(envelope);cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 ♦ • \- F• 3)Provide adequate drainage to prevent water ponding. , (�J• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• 68182 ,e 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • / • _ fit •between the bottom chord and any other members,with BCDL=10.0psf. •• / 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11 except(jt=lb) ►-p•18=108,14=112. i- ift,A q •F IV 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the anaysis and design of this truss. •• �\ y'.\ss f �' %• ii 10 1111tio- Cert. 6634 July 15,2015 MOM A WARNING•Vedly daalgn parrn torn and READ NOTES ON THIS AND INCLUDED INTER REFERANCE PAGE 985-7473 rev.02/11/201S BEFORE USE Design void for use only with Milek connectors.This design u based only upon parameters shown ond b for on nclviduoi balding component. Applicability Appicablity of design parameters and proper incorporation of component c responsibiily of building designer-not truss designer.Bracing shown 4 for lateral support of individual web members only.Additional temporary bracing to Insure stabity during construction is the responsibility of the erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regorcirg MiTek- fabrication.quality control storage,delivery,erection and bracing.consult ANSI/fell Quality Clerks,058.69 and SCSI 9Wdng Component 8904 Parke East Blvd. Safety IMamadbn ovatobe from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33810 1 ) Job Truss Truss Type Qty Ply 17246464 150901 Al PIGGYBACK BASE 2 1 Job Reference(ootionall Truss/Awl Budding Components,LLC, Midway.GA 7.630 S Jul 9 2015 MiTek Industries,Inc.Wed Jul 15 12:17:40 2015 Page 1 ID:WAygIM EiEc3AZCGfgs1 Cynz311 Z-28puyG21 nla czbljpGTEmk7nvIMY83AfRgilkPyxgvP I 5-7-5 I 10-11-3 I 18-3-0 I 24-3-0 I 30-2-2 I 36.1-5 I 40-6-0 I 5-7-5 5-3-13 5-3-13 8-0-0 5-11-2 5-11-2 4-4-11 5x5= Scale.1:78.1 5x5= 7.00 12 5 6 r 3x5 i 3k13 4 3x4 7 .\\sti, • 3 3x4 3x6 2 8 4x4 Q /N40 4x5� II 1 N Pi 19 78_ 17 16 20 15 21 22 13 23 24 12 11 2x4 II 3x5 3x4= 356= 3x8= 3x4= 3x6= 3x4= 3x4 = 1 2-0-0 1 10-11-3 I 16-3-0 I 25-6-12 I 32-11-8 I 40-6-0 I 2-0-0 8.11-3 5-3-13 9-3-12 7-4-12 7-6-8 Plate Offsets(X,Y)- 15:0-2-8,0-2-11.16:0-2-8.0-2-11 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.23 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.76 Vert(TL) -0.46 14-15 >616 180 BCLL 0.0 • Rep Stress Inc( YES WB 0.59 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:266 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except 5-6:2x4 SP No.1 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-15,5-15,6-15,6-14,7-14 MiTek recommends that Stabilizers and required cross bracing i be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1034/0-3-8,14=1695/0-3-8,11=488/0-3-8 Max Horz 18=302(LC 5) Max Upliftl8=-111(LC 8),14=121(LC 9),11=56(LC 9) Max Gray 18=1060(LC 17),14=1766(LC 2),11=509(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-847/123,3-4=-757/152,4-5--609/171,5-6=-458/186,6-74/259,7-8=323/112, 8-9=-417/88 BOT CHORD 17-18=-265/767,17-20=-194/783,16-20=194/783,15-16=-194/783,11-12=50/405 WEBS 2-18=-1032/186,4-15=-455/172,6-15=-96/820,6-14=1089/112,7-14=-609/227, 7-12=-32/382,9-11=-459/70 `�"llfllll//,,� NOTES- ��` QU1N V ",� 1)Unbalanced roof live loads have been considered for this design. ,∎ P, FZ • a 2)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; `�� ,�.• �C•E N S''• F� ••ice MWFRS(envelope);cantilever left exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 \.• c•'. • • 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. * N a�681$2 * 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will / I fit between the bottom chord and any other members,with BCDL=10.Opsf. ' 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11 except(t=lb) :-O.•18=111,14=121. ,. ita r 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the anaysis and design of this truss. �, ' �` �i it �QP.'� : /lillo" J FL Cert. 6634 July 15,2015 A WARNING-Vint?),design pararn t ra and READ NOTES ON MS AND INCLUDED MITER REFERANCE PAGE 611-7473 rev.0211612013 BEFORE USE. 0111111••• Design void for use only with MiTek connectors.This design is based only upon parameters shown and is for on indwlduol building component. Applicability d design parameters and proper incorporation al component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stabilty during construction is the responsibs6ty of the erector.Additional permanent bracing of the overal structure is the responsibility of the bolding designer.for general guidance regarding MiTek* fabrication,quality control.storage.delbery.erection and bracing.consult ANSI/T911 Ovally Cdleda,051-89 and ICSI Molding Component 6904 Parke East alvd. Safety Infamalton avaloble from Truss Plate Institute,781 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Tampa.FL 33810 r Job Truss Truss Type Qty Ply 17248485 150901 A2 Piggyback Base 5 1 Job Reference(optional) TrussMart Building Components,LLC, Midway,GA 7.630 s Jul 9 2015 Minsk Industries,Inc.Wed Jul 15 12:17:41 2015 Page 1 ID:WAygWhEiEc3AZCGfgs1 Cynz311 Z-WKMG9b2gY23TbkKvM_TJygyfHhntWOogKRlGryxgv0 5.7-5 i 10.11-3 l 18.3-0 I 24-3-0 1 30-2-2 I 38-1-5 1 408-0 I 5-7-5 5-3-13 5-3-13 8-0-0 5-11-2 5-11-2 4-4-11 5x5= Scale=1:78.1 5x5= 5 6 7.00 12 3x5 4 3x8 1:-- 3x4 4 7 3 - 3x4 i 2 8 8 4x4 J 9 4x5"2,'1 \IIISIN 2x4 II 1100:0:00/1,305 \10 [; 19 18 17 16 20 15 21 1 22 13 23 24 12 11 2x4 II 3x5= 3x4= 3x8 3x8= 3x4= 3x6= 3x4= 3x4 _ 12-0-0 1 10-11-3 I 18.3-0 I 254-12 I 32-11-8 1 40.8-0 I 2-0-0 8-11-3 5-3-13 9-3-12 7-4-12 74-8 Plate Offsets(X,V)-- 15:0-2-8,0-2-11.16:0-2-8.0-2-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.23 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.76 Vert(TL) -0.46 14-15 >616 180 BCLL 0.0 • Rep Stress Ina YES WB 0.59 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:266 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except 5-6:2x4 SP No.1 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0.0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-15,5-15,6-15,6-14,7-14 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1034/0-3-8,14=1695/0-3-8,11=488/Mechanical Max Horz 18=252(LC 5) Max Uplift 18=-106(LC 8),14=-115(LC 9),11=59(LC 9) Max Gray 18=1060(LC 17),14=1766(LC 2),11=509(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-847/118,3-4=-757/147,45=609/164,5-6=458/180,8-7=0/256,7-8=323/118, 8-9=-410/92 BOT CHORD 17-18=-244/750,17-20=-178/772,16-20=176/772,15-16=176/772,11-12=-43/405 WEBS 2-18=1032/177,4-15=-451/174,6-15=102/816.6-14=1089/114,7-14=609/227, 7-12=-32/382,9-11=-459/69 111111111/!/! NOTES- �s 'QvIN V 1,, 1)Unbalanced roof live loads have been considered for this design. ■ Q. FZ[.I/ 2)Wind:ASCE 7-10;Vufl=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; `. ,O.••.G E•N, •• Cc�� MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 % • \., F••. �i•3)Provide adequate drainage to prevent water ponding. . N a 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 68182 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8.0 tall by 2-0-0 wide will - *.• r •' ■fit between the bottom chord and any other members,with BCDL=10.Opsf. - / 6)Refer to girder(s)for truss to truss connections. =-0 7. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11 except(jt=1b) �.ifta fl n • • F .�Z 18=106,14=115. ••• �8)"Sem-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. O If ' o P �� 111 n 11►111 FL Cert. 6634 July 15,2015 A WARNING•WMy design psramshss and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE 1411.7473 m.OLWN2015 BEFORE USE. Design valid for use onty with MTek connectors.This design is based only upon parameters shown.and is for on indruiduol butd'ng component. I. Apdicab8ty of design parameters and proper incorporation of component is responsbiity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additiond temporary bracing to insure stability during construction is the resporsibil9ty d the erector.Addtiond permanent bracing of the overall structure is the responsibility of the bulking designer.For general guidance regarding MiTek' fabrication quality control storage,delivery,erection and bracing.consult ANSI/r111 Quality Criteria,D55-89 and SCSI'trading Component 8904 Parke East Bird. --_- Safely Information available horn Truss Plate Institute,781 N.Lee Sheet.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 J Job Truss Truss Type Qty Ply 77248488 150901 AG GABLE 1 1 Job Reference(optional) TrussMart Bulding Components,LLC, Midway,GA 7.830 s Jul 9 2015 Welt Industries,Inc.Wed Jul 15 12:17:43 2015 Page 1 ID:WAyq MrEiEc3AZCGfgsl Cynz311 Z-SjU1 aH4w3fKBg2TIUPOxONIQC5UGLW157ewPLkyxgvM 16-3-0 I 24-3-0 I 42.8.0 I I 16.3-0 8-0-0 18-3-0 Scale=1:77.3 5x5= = 7.00 12 5x5 10 11 12 13 14 8 8 0 9 15 3x8 4 8 18 7 17 303 8 18 5 19 li- 4 b ® t3 g 20 3 21 2x4 II 2 1 23 47 48 45 44 43 42 41 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x5' 6 2x4 II 3x8= 5x5= 1 2-0-0 I 42.60 I 2-0-0 4080 Plate Offsets(XV)- 110:0-2-8.0-2-11.114:0-2-8,0-2-11.131:0-2-0,0-0-41,140:0-2-4,0-1-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.31 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Ina YES WB 0.15 Horz(TL) 0.02 25 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:325 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 9-8-11 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 14-34,13-35,12-36,11-37,10-38,9-39, 15-33 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 38-6-0. (lb)- Max Horz 46=-363(LC 4) Max Uplift All uplift 100 lb or less at joint(s)34,35,36,37,39,41,42,43,44, 33,32,30,29,27 except 45=-152(LC 8),46=-106(LC 9),28=-101(LC 9), 26=-251(LC 4),25=-275(LC 5) Max Gray All reactions 250 lb or less at joint(s)34,35,36,37,38,39,41,42, 43,44,45,33,32,30,29,28,27 except 46=265(LC 19),26=331(LC 7), 25=400(LC 15) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 12-113�/10�4 29 13-14=-103/412,14-15=-139/461,15-16=-160/425,0 1 ,`��QV of V ",�, 22-23-326/344,23-24=-287/301 19-20=-218/303,20-21=-240/283,21-22=-247/277, �•,O r •••G•E N•• � �ei•BOT CHORD 45-46=-288/290,44.45=288/290,43-44=-288/290,42-43=-288/290,41-42=-288/290, • ..:011111/1/1::.\.� S'' �i 40-41=-288/290,39.40=-288/290,38-39=288/290,37-38=-288/290,36-37=-288/290, i Job Truss Truss Type qty Ply 17248488 150901 AG GABLE 1 1 Job Reference(optional) TrussMart Guiding Components.LLC, Midway,GA 7.830 s Jul 9 2015 MRek Industries,Inc.Wed Jul 15 1217:44 2015 Page 2 ID:WAygWhEiEc3AZCGIgs1 Cynz311 Z-xv2Pod5YgzS2SC2U26XAwalbyVgV4z?EMIgytAyxgvL NOTES- 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)34,35,36,37,39,41,42,43,44,33,32,30,29,27 except (jt=lb)45=152,46=106,28=101,26=251,25=275. 10)n/a 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • A WARNING-Malty design pram.M and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1147473 nw.02/1112018 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown and is for an Individual budding component. Applicobaity of design parameters and proper incorporation of component Is responsibility of bolding designer•not tans designer.Bracing shown MIT is for lateral support of individual web members only.Additional temporary bracing to insure stabiiy during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overol shucture is the responsd�iliy bulking the designer.For general guidance'naming fabrication.quality control,storage.delivery.erection and bracing,consult ANSI/TPI1 Quality Cdedo,059-89 and SCSI Sulking Component 8904 Parke East Blvd. Safely MtormatIon oviolable from Truss Plate Institute.781 N.Lee Sheet,Suite 312.Atexandrfa,VA 22314. Tanya,FL 33610 I 1 Job Truss Truss Type Qty Ply 17246467 150901 B Piggyback Base 1 1 Job Reference(aotionall TrussMart Building Components,LLC, Midway,GA 7.830 s Jul 9 2015 MrTek Industries,Inc.Wed Jul 1512:17:45 2015 Page 1 I D:WAygVVhEi Ec3AZCGfgs1 Cynz311 Z-P5cnTz5AbGav3Mdgbp3PTarelu3fpHtObyPVPCyxgvK i 6.4.11 I 12-3-14 + 18-3-0 1 28.3-0 I 31813 1 36-10-11 1 42.8- I 6-4-11 5-11-2 5-11-2 8-0-0 5-3-13 5-3-13 5-7-5 5x5= Scale=1:78.2 5x5= 7.00 12 5 8 ; 3x4 G 3x8 G 3x4 4 7 3x8 3 8 4x4 4x4 9 2 /. • 3x4 I I 10 1 V\ ... r. 3x5= 118 17 19 16 20 15 21 1 811 4 r13 22 23 24 12 11 2x4�i 3x4= 34= 3x8 = 3x4= 3x4= 3x4 = 3x6= 1 2-0-0 1 9-11-7 I 18-3-0 I 27812 I 34-10-10 I 42-6-0 I 2-0-0 7-11-7 8-3-10 9-312 7-3-14 7-74 Plate Offsets(X,Y)- 15:0-2-8,0-2-11.f6:0-2-6,0-2-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.20 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.76 Vert(TL) -0.39 14-15 >794 180 BCLL 0.0 • Rep Stress Ina YES WB 0.75 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:268 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except 5-6:2x4 SP No.1 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-15,5-15,6-15,6-14,7-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1872/0-3-8,18=1094/2-3-8,11=422/0-3-8 Max Hors 18=285(LC 5) Max Uplift 14=110(LC 8),18=118(LC 8).11=64(LC 9) Max Gray 14=1955(LC 2),18=1117(LC 17),11=472(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-113/276,2-3=-1072/136,3-4=-935/169,4-5=-633/155,5-6=-470/176,6-7=0/386, 8-9=-357/125 BOT CHORD 17-18=-260/1078,17-19=-186/893,16-19=186/893,16-20=-186/893,15-20=-186/893, 11-12=-26/340 WEBS 4-17=18/327,4-15=-579/213,6-15=-118/990,6-14=-1255/131,7-14=-604/223, NOTES- 7-12=-77/490,9-12=286/179,2-18=-1383/252,9-11=320/37 ��`�`1011 ki t iiii •.i,� 1)Unbalanced roof live loads have been considered for this design. •, 0 p."•••• ••c•E•N••••`` ,' 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; . • \-- `SF•'• �i MWFRS(envelope);cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 % • N• 681 82 • 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will - : / I fit between the bottom chord and any other members,with BCDL=10.0psf. Pi 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11 except(jt=lb) ► A/.:' r�r. 14=110,18=118. IQ: ,�9- •tl F o: 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i Job Truss Truss Type Qty Ply 150901 B1 Piggybeds Base 5 1 77248488 Job Refereece(optional) TrussMart Bolding Components.LLC, Midway.GA 7.830 S Jul 9 2015 MiTek Industries,Inc.Wed Jul 15 12:17:48 2015 Page 1 ID:WAygWllEiEc3AZCGfgsl Cynz311 Z-tIA9DJ6oMaimhWCt9XaeO?NIsINxYo0Xgc93y3yxgvJ I 6.4-11 I 12-3-14 I 18-3-0 I 26-3-0 I 31-6-13 I 36-10-11 t 42-6-0 I 6-4-11 5-11-2 5-11-2 8-0-0 5.3.13 5-3-13 5-7-5 Scale=1:75.1 5x5= 5x8= 7.00 12 5 8 r; 3x4--i 3x8 3x4 4 7 3x6 3 a 4x5 / 4x4 9 2 / 3x4 I I " 10 R . 0 \ 1 ; I; 355= la 17 19 20 16 15 21 14 13 22 23 12 11 3x4''' 3x4= 3x6 = 3x8= 3x4 - 3x8= 3x4= 3x5 12-0-0 1 10.24 I 16.3-0 t 26.3.0 I 34-2-12 l 42-6-0 I 2-0-0 8.2.6 8-0-10 8-0-0 7-11-12 8-3-4 Plate Offsets(X,Y)- 15:0-2-8,0-2-11.16:0-5-8.0-2-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.20 15-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.89 Vert(TL) -0.42 15-17 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.51 Hoa(TL) 0.14 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:269 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2"Except" TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2 6-0-0 oc bracing:1-18. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-15,6-15,7-14,2-18,9-11 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=1612/Mechanical,18=1776/0-3-8 Max Hors 18=284(LC 5) Max Uplift 11=-133(LC 9),18=-158(LC 8) Max Gray 11=1641(LC 14),18=1776(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2175/197,3-4=2038/230,45=1841/229,5-6=1532/240,6-7=-1849/232, 7-8=2039/243,8-9=2162/214 BOT CHORD 17-18=-270/1902,17-19=155/1893,19-20=-155/1893,16.20=155/1893, 15-16=-155/1893,15-21=0/1548,14-21=0/1548,13-14=15/1736,13-22=15/1736, 22-23=-15/1736,12-23=15/1736,11-12=109/1741 WEBS 4-15=-496/203,65-15=19/587,6-14=-70/698,7-14=473/199,2-18=2405/321, ,,,```1%01111W/1/si,, F i NOTES- ,,•`,0P•\C•E•N S...•4.`�1i 1)Unbalanced roof live loads have been considered for this design. .. •• \. � •. °0 2)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; • • MWFRS(envelope);cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 ,* N a�681$2 • 3)Provide adequate drainage to prevent water ponding. / I 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. - ; 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -Q. �i fit between the bottom chord and any other members,with BCDL=10.0psf. ?3 F :Ott Zr 6)Refer to girder(s)for truss to truss connections. �0 � (V` 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)11=133, •. 'i ‘)••••• • 18=158. if k 0.•'` \ 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. #, ...k ss •• I • \l %,, ,,.//� 11A� `0 FL Cert. 6634 July 15,2015 • A WARNING-Verify design pram.Nra end READ NOTES ON TIPS AND INCLUDED MITER REFERANCE PAGE x/1.7473 rw.02/1&'2016 BEFORE LEE �� Design void for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual bu4dng component., Applicability of design porometers and proper incorporation of component is responsibiity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to inure stability during corntnrction is the responsib8lty of the M iTek' erector.Addition permanent)peanent bracing of the overaN structure is the responsibility of the bulking designer.For general guidance regarding fabrication.quality control.storage.delivery.erection and bracing.consult ANSf/TPI1 Qually CrMdo.058.89 and 6CSI Building Component 5904 Parke East Blvd. Safety Information ono/able from Truss Plate Institute.781 N.Lee Street.Suite 312.Atexand ia.VA 22314. Tampa.FL 33810 1 1 s Job Truss Truss Type Qty Ply 17246489 150901 82 ROOF TRUSS 4 1 Job Reference(optional) TrussMad Building Components,LLC, Milway,GA 7.630 s Jul 9 2015 MiTek Industries.Inc.Wed Jul 15 12:17:47 2015 Page 1 ID:WAygW 1EiEc3AZCGfgs1 Cynz3I1 Z-LUkYQf7Q7ugdJfn3jE5tYDw1linUH9Wh2GucUVyxgvl 20-3-0 1 5-5-13 1 10-2-11 1 15.1.4 11Q8-0-011&301 22-3-0 1 28-3-0 -4-1 2� 32.115 1 38.4.3 1 42-60 1 55.13 4.8-13 4.10.9 '1-4-12 1-9-0 4.0.0 3.11.15 1-1-12' 47-0 455 5-4-13 4-1-13 0-10-12 Scab=1:79.8 5x5= 1.5x4 II 7 8 5x5= 1.5x4 II 6 1.5x4 II 7.00 12 r; '- 5sr 19 3x4 3x4 G 22 21 10 4 4x4= 3x6 5x8 = 4x4= - 4x5 G 4x5�� 2 3 ^ 11 3x8 12 1.5x4 I I 1 �� ■ I/// `�3 f 4x5=19 18 23 24 17 25 26 16 27 28 15 14 3x4 _ ' 4x4= 8x10= 8x10 = 4x5 4x5= p 268-0 1 2 1 5-1 W 1 73-0 R 1 1414122 0.0-1 7171 I 610-4 1 0-2-8 Plate Offsets(X,Y)— 16:0-2-8,0.2-11,18:0-2-8,0-2-11.116:05-0.0-6.01,117:0-4-12.0-4-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.35 17-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.54 16-17 >895 180 BCLL 0.0 • Rep Stress Incr YES WB 0.87 Horz(TL) 0.07 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:330 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.4-15 oc purlins. BOT CHORD 2x8 SP SS'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-17:2x6 SP SS 6-0-0 oc bracing:1-19. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-17,11-14,5-17,9-16 JOINTS 1 Brace at Jt(s):22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1712/0-3-8,19=1877/0-3-8 Max Horz 19=282(LC 5) Max Uplift 14=-35(LC 9),19=-55(LC 8) Max Gray 14=1816(LC 14),19=1952(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. TOP CHORD 2-0=2456/79,3-4=-2346/106,4-5=-2375/0,36=2341/124,8-9=-2316/91, 9-10=-2356/19,10-11=-2440/110,6-7=1401/115,7-8=1401/115 BOT CHORD 18-19=-166/2088,18-23=-47/2242,2324=47/2243,17-24=47/2243,17-25=0/2009, 25-26=0/2009,16-26=0/2011,16-27=0/2061,27-28=0/2061,15-28=0/2061, 14-15=-40/1886 `0111111/0//./ WEBS 10 15=-268/159,11-15=0/282,6 22=173/3040 219—2515 171,1114—25D5/53, �%. Q>J�N VF/-., 7-22=263/116,8-22=-171/305,6-20=-23/1285,8-21=0/1212,10-16=-360/276, , P•'•••••• `. �% 17-20=0/735,5-20=308/171,16-21=0/780 `%■ ,••V C' N S•.C`•• '�. Na 68182 NOTES- --* * = I)Unbalanced roof live loads have been considered for this design. / 2)Wind:ASCE 7-10;Vut=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; ••• ! MWFRS(envelope);cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 .•-•-a; /ss / • „„ 3)200.OIb AC unit load placed on the bottom chord,21-7-12 from left end,supported at two points,5-0-0 apart. /.�/ o•4)Provide adequate drainage to fi •F • 0 q g prevent water ponding. �Q �� ` 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i '' Q" • ; 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �.e ' If 7 1 :` fit between the bottom chord and any other members,with BCDL=10.0psf. "/,S 9 •• j•••••!��% 7)8)"Semi-rigid chbreaks Including heels"Member end fixity bearing model was uased in the the antalysis and design uplift of this truss.14,19. ie/V/�/1 A'`;‘t�� FL Cert. 6634 July 15,2015 1 I A WARNING-yedy design parensat.and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE*81-7473 rev.0211612015 BEFORE USE. . � � Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and s for on indvidud building component. Appicobity of design parameters and proper Incorporation of component is responsblity of bulldog designer-not truss designer.&ackg shown 4 for lateral support of Individual web members only.Additional temporary bracing to insure stobwy during construction is the responsibility of the RA iTek• erector.Addeonal permanent bracing of the overall structure is the responsibility of the buidng designer.for general guidance regardng fabrication.quality control storage.delivery.erection and bracing,consult ANSUTP 1 Qualify Criteria.051-89 and SCSI/u14ng Component 6904 Parke East Blvd. Safety Intornsdbn available from Truss Plate Institute.781 N.lee Sheet.Suite 312.Alexandria,VA 22314. Tampa.FL 33810 e 1 Job Truss Truss Type Qty Ply 17246470 150901 BG GABLE 1 1 Job Reference(optional) TrussMad Building Components,ILC, Midway.GA 7.630 s Jul 9 2015 MITek Industries.Inc.Wed Jul 15 12:17:49 2015 Page 1 ID:WAygwhEiEc3AZCGfgslCynz311Z-HllrL9hN4KYzxSgf7Lde?TlWYtIEF WaNjZNyxgvG I 18-3-0 I 263-0 I 42-6-0 I 163-0 8-0-0 16-3-0 Scab=1:75.9 5x5= 5x5= 11 12 13 14 15 r" 7.00 12 10 18 9 17 8 118 7 19 1 8 ZO 3x8 i 2x4 II 4 5 21 3x8 3 4 1.I�,� 23 7 3x5 47 48 45 44 43 42 41 40 39 38 37 36 35 34 32 31 30 29 28 27 26 25 33 34= 5x5= 2x4 II 1 2.0.0 I 4288 I 2-0-0 40-6-0 Plate Offsets(X,Y)- 14:0-1-13,0-1-81,111:0.2-8,0-2-11,115:0-2-8,0.2-11.122:0-1-13,0-1-81.133:0-2-0.0-0.41,140:0-2-5,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.15 Horz(fL) 0.01 25 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:325 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 15-34,14-35,13.38,12-37,11-38,10-39, 16-32 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,In accordance with Stabilizer Installation guide. REACTIONS. All bearings 40-6-0. (Ib)- Max Hors 47=342(LC 5) Max Uplift All uplift 100 lb or less at joint(s)35,36,37,39,41,42,43,45,32, 31,30,29,28,27 except 25=114(LC 5),44=100(LC 8),46=226(LC 8), 47=177(LC 4),26=-203(LC 9) Max Gray All reactions 250 lb or less at joint(s)25,34,35,36,37,38,39,41, 42,43,44,45,32,31,30,29,28,27 except 46=268(LC 6),47=354(LC 16), 26=292(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 7-8=120/283,8-9=-100/323,9-10=-81/365,10-11=59/402,11-12=-05/361, ,lt111111iiit, 12-13=-35/361,13-14=-35/361,14-15=35/361,15-16=-41/389,16-17=24/319, %%%,1).s •QU N. V !4f, � •' \DENS•' .c'.'. NOTES- ♦ •• �, ��•• • 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l3omph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; N e 681$2 MWFRS(envelope)gable end zone;cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 - *•• r 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. -°1 4. 4)Provide adequate drainage to prevent water ponding. . :. •F •14 4 5)All plates are 1.5x4 MT20 unless otherwise indicated. 1:,0•. !I L 6)Gable studs spaced at 2-0-0 oc. I' P "♦' 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. #, if k 0.••` 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will "i�ss •• f•••!\Q`` 9)Provide mechaniccal connnnection(by others)of truss members.bearing plate capable of withstanding 100 lb uplift at joint(s)35,36,37,39,41,42, ,,��/•11 A�tt,�,``1 43,45,32,31,30,29,28,27 except(jt=lb)25=114,44=100,46=226,47=177,26=203. 10)Non Standard bearing condition. Review required. 11)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 July 15,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED INTER REFERANCE PAGE MII.7473 rev.0216/2016 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon poameters shown.and is for an i cividud building component. �I Applicability of design parameters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabiiy during construction is the responsibility of the MiY�k' erector.Addlion of permanent bracing of the overol structure is the responsiblity of the bulking designer.For general guidance r fabrication,quality control storage.delivery.erection and bracing.consult ANSI/W11 Ovally Cdteda,DS$89 and 1CSl Striding Component 8904 Parke East Blvd. Safely Information available horn Truss Plate Institute.781 N.lee Street.Suite 312 Alexandria.VA 22314. Tampa.FL 33610 1 a 1 Job Truss Truss Type Qty Ply 17248471 150901 Cl Common 3 1 Job Reference(optional) TresM•d Building Components.LLC, Midway,GA 7.e30 s Jul 9 2015 UtTek Industries,Inc.Wed Jul 15 12:17:50 2015 Page 1 ID:WAyq hEiEc3AZCGfgs1Cynz311Z-13Pg2g9JQpCBA7WeONea4rYZLvIeUZ 7kE7G5gyxgvF I 6-0.12 I 11-10-0 I 17-7-4 I 73.8-0 I 6-0-12 5-9-4 5-9-4 6-0-12 4x4 = Scale=1:70.1 10.00 12 3x4 •%2 3x4 Q 2 4 3x8•i 3x8 J es 1 5 d d 11 10 12 9 13 14 8 6 d 1.5x4 II 3x5= 3x5= 3x8= 3x5=1.5x4 II 2-1.12 2340 I 2-00 11 11-10.0 I 2144 21-8.0 I 2-0-0 9-8-4 9.8-4 0.1-12 0-1.12 2-0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) 0.17 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.77 Vert(TL) -0.35 7-8 >681 180 BCLL 0.0 • Rep Stress Ina YES WB 0.70 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:148 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=935/0-3-8,10=935/0-3-8 Max Horz 10=-287(LC 4) Max Uplift7=134(LC 5),10=134(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-617/188,3-4=-617/188 BOT CHORD 10-12=-274/520,9-12=-274/520,8-9=-274/520,8-13=-90/444,13-14=90/444, 7-14=-90/444 WEBS 3-8=181/401,4-7=-841/144,2-10=-841/144 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=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber 111/11111/I, DOL=1.60 plate grip DOL=1.60 ,�011%1111N"Q 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,% - .........F4 .. 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 `.• ■,�,•'\G E I .•.�\- • i� fit between the bottom chord and any other members,with BCDL=10.Opsf. •' ', F ' i 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)7=134, • 10=134.1x N• 68182• 6)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. • *; r •F/ / - • 471,�P ��2,. ','∎ASS • ' JAI-E?�```� //Ilnll o- FL Cert. 6634 July 15,2015 1 itiii■.. A WARNING-Welly design parrmnra and READ NOTES ON THIS AND INCLUDED INTEK REFERANCE PAGE*1.7473 ray.02/18/2015 BEFORE USE . Design valid for use only with MTek connectors.This design is d based only upon parameters shown.and is an invidud building component. Apdicod8ty of design parameters and proper incorporation at component S responsibility of buiklhg designer-not truss designer.Bracing shown is for lettered support of Individual web members only.Additional temporary bracing to insure stab8ty during construction is the responsibiity of the erector.Additiorol permanent bracing at the overal structure Is the responsibility of the bulking designer.For general guidance regarding M iTe le fobrica#on.quality control storage.delivery.erection and bracing,co cult ANSURIl Qualy Criteria,DOS-89 and SCSI lading Component 8904 Peke East BM. Safety Infom ndon ovolable from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33810 1 • • Job Truss Truss Type Qty Ply 17248472 150901 C2 Comnan 1 1 Job Reference(optional) Tr ssMad Balding Component,LLC, Midway,GA 7.830 s Jul 9 2015 MRek Industries.Inc.Wed Jul 15 12:17:51 2015 Page 1 I D:WAygWhEiEc3AZCGfgs1 Cynz311 Z-DFz2GoAxB6K2nH5gy49pf34joJ91D37GzusgdGyxgvE I 8-0-12 I 11-10-0 I 18.7.4 I 21-8-0 I 8.0.12 5-9-4 4-9-4 5-0-12 4x4= Scale=1:87.4 3 10.00 12 3x10�i 4 4x4 2 I 2144 I I 5 4x4.i 11 10 9 8 12 i 13 14 t3 1.5x4 II 3x5 3x4= 3x8= 3x4= 1.5x4 II 1 2-0-0 i 6-0-12 I 14-0-4 I 21-8-0 I 2-0-0 4-0-12 7-11-8 7-7-12 Plate Offsets(X.Y)— 11:0-1-0.0-1-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) 0.13 7-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.18 6-7 >492 180 BCLL 0.0 • Rep Stress Ina YES WB 0.46 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:150 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:6-7. WEBS 1 Row at midpt 2-7,3-7 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with StabNizer REACTIONS. (lb/size) 1 =611/0-3-8,7=853/0-3-8,6=246/0-3-8 Installation Auide. 0 Max Horz 10=311(LC 5) Max Uplift 10=-83(LC 4),7=-136(LC 5) Max Gray 10=611(LC 1),7=853(LC 1),6=279(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=12/258 BOT CHORD 9-10=-257/344,8-9=257/344,8-12=257/344,7-12=257/344 WEBS 2-10=582/101,2-9=-107/261,2-7=309/253,3-7=-297/58,4-7=327/244, 1-10=265/170 `j1/111111!/l NOTES- �.`,'QvIN V6-111 1)Unbalanced roof live loads have been considered for this design. `� .. FZ e, 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCOL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; ,�� ,Q••'\C E N 3•• F�•, MWFRS(envelope);cantilever left exposed;end vertical left and right exposed;porch left exposed;Lumber DOL=1.60 plate grip ♦ •' \. Fes'. �i 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 - *.• N '6 8 1 $2 •' fit between the bottom chord and any other members,with BCDL=10.0psf. / / • - 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except(jt=lb) -1). /�, :CC'tiJ Z. 7=136.6)*Semi rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. %� ' ?•'- F .'g II '///1111iwi • FL Cert. 6634 July 15,2015 Q WARNING-Welly design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERANCE PAGE 81I1-7473 rw.0211612015 BEFORE USE. Design valid for use only with MRek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicablty of design parameters and proper incorporation of component is responsblity of building designer-not tans designer.Bracing shown is for lateral support of indrviduoi web members only.Additional temporary bracing to insure stabilty during construction is the resporssibillity of the rector.Additional tional pesanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mi fabrication.quality control.storage.delvery.erection and bracing.consult ANSVTPI1 Qually Creed°,051.89 and SCSI Balding Component 8904 Parke East BIW. Safely Information avolabb from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33810 Job Truss Truss Type Qty Ply 77248473 150901 CO Common Girder 1 _ 2 Job Reference frictional) TnlssMart Building Components,LLC, Midway.GA 7.630 s Jul 9 2015 MiTek Industries.Inc.Wed Jul 15 12:17:52 2015 Page 1 ID:WAygWtiEiEc3AZCGfgslCynz311Z-iRXRTMBZyQSvPRf1 Woh2FGdsA1VEyWSQCYcN9lyxgVD I 41.11 I 73. .13 I 11-10-0 i 1 41.11 -10.3 11 3.10-3 2-4-0 14-2-0 4x4= Scab=1:68.9 5 _� p 10.00 2 4x8 ii v 4 /i/ I 3x5 3 d 1.5x4 II ifi rb 2 3x5 i :( 4 \1if4 d it 10 12 9 13 14 15 16 8 7 2x4= 4x8 = 7x8= 10x10 = 2x4 1 2602-1 f2 6-0-11 1 11.10.0 1 14.2-0 1 2.000.1.12 3-10-15 5-95 2.40 Plate Offsets(X.Y)- 19:0-3-0,0-4-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.09 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(LL) -0.22 8-9 >638 180 BCLL 0.0 • Rep Stress Incr NO WB 0.51 Horz(L) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:281 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x6 SP SS end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:10-11. WEBS 1 Row at midpt 6-7 REACTIONS. fib/size) 10=4674/0-3-8,7=4396/0-3-8 Max Horz 10=312(LC 8) Max Uplift 10=333(LC 8),7=-532(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=270/80,23=348/102,3-4=-3625/344,4-5=-1435/176,5-6=-1390/184, 6-7=-4939/577,1-11=259/29 BOT CHORD 1412=-400/2052,9-12=400/2052,9-13=297/1973,13-14=-297/1973,14-15=-297/1973, 15-16=-297/1973,8-16=297/1973 WEBS 3-9=-181/1603,4-9=-357/3005,4-8=1976/377,5-8=157/1600,6-8=-472/4142, 3-10=-4092/254,1-10=-631324 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ,'t i l I I I I I ii, Top chords connected as follows:2x4-1 row at 0-9-0 oc. 01 �/ Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. `%r Qv... VF ��ie Webs connected as follows:2x4-1 row at 0-9-0 oc. ��QQ,.•G E/1,1d*-' � /ice 2)AD 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 : ' .""\.\ ‘...C. . connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. • 3)Unbalanced roof live loads have been considered for this design. . N• 68182 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpt=0.18; : *: MWFRS(envelope);cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 - / / : •• 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. .. • 6).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r � !' fit between the bottom chord and any other members,with BCDL=10.Opsf. + •. �`fl •F 7)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ;0 • •'I p �' of bearing surface. • fl 7 CO..•`r\■`��•8) 7=532.e mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)10=333, ''. 0 •• '••'<1(x `,s /• ` 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,�� it l l l i Al-t{�`,, 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1592 lb down and 153 lb up at 4-0-12,1592 lb down and 153 lb up at 6-0-12,1592 lb down and 153 lb up at 8-0-12,and 1592 lb down and 153 lb up at 10-0-12,and 1592 lb down and 153 lb up at 12-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of FL Cert. 6634 others. LOAD CASE(S) Standard July 15,2015 a WARNING-Verify design parameters end READ NOTES OM THIS AND INCLUDED MITER REFERANCE PAGE*411.7473 rev.0211S/201S BEFORE USE. IIMINNI Design void for use only with MTek connectors.This design is based only upon parometea shown,and Is for on individual building component.• d Applicabiity design parameters and proper incorporotion of component is responsblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the resporsibaity of the M iTek' erector.Additional pennonent bracing of the overal structure is the responsblity of the budding designer.For general guidance regarding fabrication.quoity control storage.delvery.erection and bracing.consult ANSI/OPI1 Ovally Cdtarla,DSI-89 and ICSI Building Component 8904 Parke East Btvd Safety kslamallon avaiable from Truss Plate Institute,781 N.lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33810 Job Truss Truss Type Qty Ply 77248473 150901 CD Common Girder 1 2 Job Reference(optional) TnssMarl Building Components,LLC• Midway.GA 7.830 s Jul 9 2015 MITek Industries,Inc.Wed Jul 15 12:17:52 2015 Page 2 ID:WAygWhEiEc3AZCGfgslCyn2311Z-iRXRTMBZyQSvPRf1 Woh2FGdsAjVEyWSQCYcN9iyxgvD LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(p11) Vert:1-5=-60,5-6=-60,7-11=20 Concentrated Loads(lb) Vert:9=-1592(F)8=-1592(F)12=1592(F)14=1592(F)16=-1592(F) r 1 A WARNING-Verily dosIgn pannwtera and READ NOTES ON TINS AND INCLUDED MITEB REFERANCE PAGE*11-7473 rev.02HN201*BEFORE USE. Design valid for use only with Milek connectors.This design is bused only upon parameters shown,and is for on indiddual building component. Applicobility of design parameters and proper incorporation of components responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the buidrg designer.For general guidance regarding MiTek' fobrication,quality control storage.delivery.erection and bracing,consult ANS1/1911 Quality Criteria.059.89 and SCSI landing Component 8904 Parke East 8tsd Safety Information ovoiable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexanxkla,VA 22314. Tampa,FL 33810 1 Job Truss Truss Type Qty Ply T7246474 150901 CG GABLE 1 1 Job Reference(ootional) TnasMan Building Components,LLC, Midway,GA 7.630 s Jul 9 2015 MfTek Industries,Inc.Wed Jul 15 12:17:54 2015 Page 1 ID:WAygWhElEc3AZCGfgs1Cynz3ilZ-egfBu2CpUlldekpPdCj1M hiCzX9fQSbjfs5UEbyxgvB 1 8-0-12 1 11-10-0 1 17-7-4 1 23-8-0 1 8.0-12 5-9-4 5-9-4 8.0.12 4x4 = Scale=1:88.8 3 ii /14x4 3x5�\• ,.1 .::4: :i ,.....i .'i IILAilli kIhi.:, i1_, ... ..:. ..............ii Il 3x8 II 72 32 11 3x8 II 3x8 = _ 3x5= 5x5 = 10 9 8 7 6 This truss is NOT symmetric. Proper orientation is essential. 1 2-0-0 1 11-10-0 I 17-7-4 1 21-8-0 123-8-0 1 2-0-0 9-10-0 5-9-4 4-0-12 2-0-0 Plate Offsets(X,2/)— 11:0-3-8,Edoe1.15:0.3-8,Edoe1,111:0-2-8,0.0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) 0.20 10-12 >582 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.39 10-12 >299 180 BCLL 0.0 • Rep Stress Ina YES WB 0.34 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:199 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.2 10-0-0 oc bracing:10-12. OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 3-10 WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.2,Right:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-5-8 except(jt=length)121-3-8. (Ib)- Max Hors 10=-268(LC 4) Max Uplift All uplift 100 lb or less at joint(s)12,7,8,6 except 10=-155(LC 5), 9=-150(LC 12) Max Gray All reactions 250 lb or less at joint(s)9,8,6 except 12=503(LC 17), 10=722(LC 1),7=607(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 45=57/382 WEBS 2-12=338/115,2-10=-321/242,3-10=-443/16,4-7=-618/86 NOTES- balanced roof live loads have been considered for this design. ��OS u I N+'V..,'hl,' 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; `S P. • c [.Il MWFRS(envelope);cantilever left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 `�� n ,,,•C E•6/S•• `��i� 3)Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ♦ • \•. 4' i Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. • 4)All plates are 1.5x4 MT20 unless otherwise indicated. `* N N. 681$2 * 5)Gable studs spaced at 2-0-0 oc. 44 / I 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 T.-p; f fit between the bottom chord and any other members,with BCDL=10.0psf. 1 �,:r .`. pi: •F 4/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12,7,8,6 except 1;;.C.) . /� • (V: (lt=1b)10=155,9=150. + 11'..... 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .�, ` ii • \O.• ' �4 1 Dimino-1 FL Cert. 6634 July 15,2015 I A WARNING•W$4'design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M4157473 rw.02/16/2015 BEFORE USE. Design valid for use only with Mitek connectors.This design is bused only upon parameters shown.and is for on individual buldng component. APWicobSty of design parameters and proper incorporation of component's responskiNily of building designer-not tuns designer.bracing shown MI 4 for lateral support of individual web members only.Additional temporary bracing to insure stabity during construction is the responsibiCty of the erector.Addtionol permanent bracing of the overaN structure is the responsibility of the buadng designer.For general guidance regardng MiTek• fabrication,crudity control storage.delivery,erection and bracing.consult ANSV1111 Ovally Cdten°,DSI.89 and SCSI Bolding Component 6904 Parke East Blvd. Safety Information ovotable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexanda,VA 22314. Tampa,FL 33610 r Job Truss Truss Type Qty Ply T7240475 150901 DO COMMON GIRDER 1 2_Job Reference(optional) TmssMarl Building Components.LLC, Midway,GA 7.030 s Jul 9 2015 MlTek Industries,Ina Wed Jul 15 12:17:55 2015 Page 1 ID:WAygWhEiEc3AZCGfgs1Cynz311 Z60DZ5ODSFLgUGuObErwEINFTOwZ49z9suWg1 m1 yxgvA I 5-3-0 I 10.6.0 { 5-3-0 5-3-0 4.4= Scale=1:44.0 2 1\ 10.00 1 12 355 ii . 1 3x5�\ 3 r C r Cr 7 e 9 10 .• 8 5 4 2x4 II 6.8= 2x4 II I 5-3-0 I 106-0 I 5-3-0 5-3-0 Plate Offsets(X.Y)— 15:0-4-0,0-3-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:152 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 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=1635/0-3-8,4=1628/0-3-8 Max Horz 6=202(LC 22) Max Uplift6=207(LC 9),4=-206(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=1117/198,2-3=1118/198,1-6=11131161,3-4=-1113/161 WEBS 25=117/1028,15=136/761,35=137/761 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. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 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. `/11111111/�� 3)Unbalanced roof live loads have been considered for this design. ,�� U I N i/ 4)Wind:ASCE 7-10;Vutt=13Omph(3 second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; %.■ PQ VF�',Pj� MWFRS(envelope);end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ,�� 0 •.•G E•6/ e 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `∎ ,•••\-. `s 4' •.' • 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. :*•: N• 68182 ••� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(j1=1b)6=207, 4=206. r/ / • - 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. f 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)489 lb down and 79 lb up at 1-2-12, . R�1_1 •F •:i 489 lb down and 79 lb up at 3-2-12,489 lb down and 79 lb up at 5-2-12,and 489 lb down and 79 lb up at 7-2-12,and 489 lb down and O•• ii 79 lb up at 9-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. l� p ,:�,; LOAD CASE(S) Standard i� .0•� !`��% 1) Uniform+RoodLiveefl()balanced):Lumber Increase=1.15,Plate Increase=1.15 ,�1j . �Ak-;``0, Vert:1-2=60,2-3=-60,4-6=-20 /f 1111111 Concentrated Loads(Ib) Vert:5=-489(B)7=-489(B)8=-489(B)9=-489(B)10=-489(B) FL Cert. 6634 July 15,2015 • A WARNING-Verify design pose•w.and READ NOTES ON TAWS AND INCLUDED MITEK REFERANCE PAGE 10167473 rev.02116/2015 BEFORE USE. ig• Design valid for use only with MTek connectors.This design is based only upon parameters shown and is for on irsdivkluol building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary brockrg to insure stability during construction is the responsibility of the erector.Adeltionol pemsonent bracing of the overal structure is the responsibAty of the bsEAng designer.For general guidance regarding ivi T t fabrication.quality control steroge.dekvery,erection and bracing,consult ANSI/T9tl Ovally Criteria.051-89 and ICSI bolding Component 8904 Parke East Blvd. Safety IMormalfon available from Truss Role Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33810 1 . Job Truss Truss Type Qty Ply 77246476 150901 0G GABLE 1 1 Trunkful Buidkg Components,LLC,Midway,GA Job Reference 5 Win In +y. 7.820 s Apr 30 2015 MTek Industries,Inc.Wed Jul 15 73:05:28 2015 Page 1 7 ID:WAygWhEiEc3AZCGfgs'l�1Z-ndnmHnhruDFaRjTxD9YOtgfvBYOeHNVUayOKHyxgCd 7-3-0 7-3-0 5x5 = Scale=1:37.0 2 10.00 12 \k, r ■ ■ ! r 11111111116. :hi 3 i pram: : . ,: 1 ,. ,1 i 1,10 1,1m,g a 5x6= 5x6 = 8 17 7 6 5 18 4 1 2-0-0 1 7-3A I 14.8-0 I 2-0-0 5-3-0 7-3-0 Plate Offsets(X,Y)— /13:0.0.0.0-0-01.114:0-0-0.0-0-01.116:0-0-0.0-0-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Weft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.61 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:84 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP SS TOP CHORD Structural wood sheathing direly 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. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide. Left:2x4 SP No.2,Right:2x4 SP No.2 REACTIONS. All bearings 10-6-0. (lb)- Max Horz 8=208(LC 4) Max Uplift All uplift 100 lb or less at joint(s)8,4 except 6=275(LC 8),7=-141(LC 19),5=-141(LC 20) Max Gray All reactions 250 lb or less at joint(s)7,5 except 6=882(LC 1),8=327(LC 19),4=327(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-AU forces 250(lb)or less except when shown. TOP CHORD 1-2=119/424,2-3=-119/424 BOT CHORD 1-8=-251/230,8-17=-251/230,7-17=251/230,6-7=251/230,5-6=-251/230, 5-18=-251/230,4-18=-251/230,3-4=-251/230 WEBS 2-6=-814/283 NOTES- `�11111111/li 1)Unbalanced roof live loads have been considered for this design. ``rr�Qv N �� , 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End., ■ ,Q` VFZ�[�,e, GCpi=0.18;MWFRS(envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 .�% • G E•N ` ej 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 :: , \,� `S4 ? �• Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. • N• 68182 5)Gable studs spaced at 2-0-0 oc. : ' * 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / 7. 7 / 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 -9; t!! will fit between the bottom chord and any other members,with BCDL=10.0psf. �,1f/' �p fl: •F .1[l. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,4 except(jt=lb) .°C) ��' • �` •6=275,7=141,5=141. 9)n/a �• q SOP`••\ �� 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,# ky .. f•••.` ■�% ,,,,/1/1111110- I `,`` FL Cert. 6634 July 15,2015 • A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE*81.7473 rev.02/16/2015 BEFORE USE. MIT Design valid for Lee only with MiTek connectors.This design is based only upon parameters shown and is for on individual buiding component. Apdicobiity of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.tracing shown is for lateral support of individual web members only.Additional temporary bracing to inure stability during construction is the responsibillity of the erector.Addliond permanent bracing of the overall structure is the responsibility of the butting designer.For general guidance regarding MiTek" fabricat on.quality control.storage.deivery.erection and lancing.consult ANSU1911 Qualify Cried.,DSt-89 and SCSI tutting Component 8904 Parke East Blvd. Solely Information avoiobb from Truss Plate kefitute.781 N.Lee Skeet.Suite 312.Alexondrla.VA 22314. Tampa,FL 33810 • 1 Job Truss Truss Type Qty Ply 17248477 150901 EG GABLE 1 1 Job Reference(optional) TrussMad Building Components,LLC, Midway,GA 7.630 s Jul 9 2015 MiTek Industries,Inc.Wed Jul 15 12:17:57 2015 Page 1 I D:WAygVvhEiEc3AZCGfgs1 Cynz311 Z-2PIOC W4FImy4CYCY_ILGDyKKkskF2dpW9MgJarwyxgv8 I 6-3-0 1 12-6-0 I 6-3-0 8.3-0 4x5= Scab=1:33.8 2 10.00 12 ■ 3 1 1 rf ■ ■111111\16...'�, r7 lg 5x8= 5x6 = 8 7 8 5 4 1 2-0-0 1 6'3.0 I 12.6.0 I 2-0-0 4-30 6-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Inc' YES WB 0.33 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:68 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. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide. - Left:2x4 SP No.2,Right:2x4 SP No.2 REACTIONS. All bearings 8-6-0. (Ib)- Max Horz 8=-180(LC 6) Max Uplift All uplift 100 lb or less at joint(s)7,8,5,4 except 6=207(LC 8) Max Gray All reactions 250 lb or less at joint(s)7,5 except 6=712(LC 1),8=251(LC 19),4=251(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-84/328,2-3=-83/328 WEBS 2-6=-650/217 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 , t%111111/iii 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 `♦ UM it ii End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ,,,,OPQ VFW del 4 All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 2-0-0 oc. ,%• ,•.•�\C•E N Q;•. ,i 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 Zs • N a 68182 r fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,8,5.4 except / / — (jt=lb)6=207. 9)n/a ift.l 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •. � F:° 11 . . , 11 - I o• . •,��5,`S/� CAI.ECG• �n1n1111`� FL Cert. 6634 July 15,2015 1 A WARNING-VerMy design pararmt.re and READ NOTES ON THIS AND INCLUDED MITEX REFERANCE PAGE*61-7473 raw 02/16/2015 BEFORE USE. mi Design valid for use only with Mire*connectors.The re design is based only upon pameters shown,and is for an individual building component. Appl oobily of design parameters and proper Incorporation of component is responsbk uil ty of bding designer-not truss designer.Bracing shown t• is for lateral support of individual web members only.Additional temporary bracing to assure stability Wring construction is the responsibility of the MiTek- erector.Additional permanent bracing of the overall structure is the responsbliy bulking the bung designer.For general guidance regardrg fabrication.quality control,storage.delivery.erection and bracing,consult ANSI/T%1 Quality Crleda,DS9-09 and IICSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate institute.781 N.Lee Street.Suite 312.Alexonckio.VA 22314. Tampa,FL 33610 r Job Truss Truss Type Qty Ply 77248478 150901 F Floor Supported Gable 1 1 Job Reference(ootionall TnsasMart Building Components,LLC, Midway,GA 7.830 s Jul 9 2015 MfTek Industries,Inc.Wed Jul 15 12:17:58 2015 Page 1 ID:WAygWhEiEc3AZCGfgs1 Cynz3I1 Z-WbuikPFKXGC37M7As2nSVXt0g8gRMLbIaU3hNMyxgv7 00 o i f Seale:3/411' 1 2 3x3 = 3 4 5 8 7 8 • a • s e r ,.• s e 18 RE s • e • e e 16 15 14 13 12 11 10 9 3x3= 3x3 = 3x3= I 80 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 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 0.02 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:38 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.2(flat) 10-0-0 oc bracing:15-16,14-15. REACTIONS. All bearings 8-6-0. (lb)- Max Uplift All uplift 100 lb or less at joint(s)9 Max Gray All reactions 250 lb or less at joint(s)16,9,15,14,13,12,11,10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9. 6)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. 7)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. 01 1011 1 1 1d.1 1•1 , `‘OQ'pU.N VF4�,.• • N. 68182 .•ti�9. r`t:, •F .�: I FL Cert. 6634 July 15,2015 1 _ A WARNING•VW),d.alge parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE*81-7473 rw.02/182015 BEFORE USE. Design valid for use only with Weir connectors.the design k based only upon parameters shown.and a la an individual building component. Applicability Applcabilfy of design parameters and proper incorporation of component is responsblity of balding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporay bracing to insure stability during construction is the responsiblrty of the erector.Additional permanent bracing of the overal structure is the responskxlity of the buldrg designer.For general guidance regarding MiTek• fabrication.amity control,storage.delivery.erection and bracing,consult ANSI/TPII Ovally Criteria,DSI.89 and ICSI Building Component 6904 Parke East Blvd. Safely InfomnatIon available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33810 Job Truss Truss Type QV Ply T7246479 150901 Fl GABLE 1 1 Job Reference(optional) TrussMart Bolding Components.LLC, Midway,GA 7.630 s Jul 9 2015 MiTek Indusbles,Inc.Wed Jul 15 12:17:59 2015 Page 1 ID:WAygWhEiEc3AZCGfgs1Cynz3l1z_oS4x1GylaLwlYNQmJh11Q75Yu95mhSp8oFvoyxgv6 0-1-8 H I 1-3-0 I 1 1-5-8 1 1 Scale =1:33.2 34= 3x3= 3x6 FP= 3x3= 3x3 II 3x3= 3x3= 353= 3x3= 1 2 33 4 5 6 7 8 3x3 11 9 10 11 1_2 13 14 q II si-it Ul � � •" .-�I�'\•-•:. .-.t��'•w\�'ii 29 9 4 27 28 25 masssa∎∎∎∎∎∎as••a ass••�•�•�•-∎∎••••∎•∎∎•∎∎•�∎∎∎∎∎•4 3x8 = 3x3 = 3x3= 3x6= 353= 3x3= 3x3 = 3x6 FP= 3x6= 353 = 11-2-0 l 2-9-0 i 8-4-0 I 9-10-0 1 10-114 I 12-8-0 1 13-10-0 1 '18-11-0 117-10.0 i 19-2-0 1 2-9-0 57.0 1-8-0 1.1.8 0-2-b 1-4-0 1-4-0 3-1-0 0-11-0 1-4-0 D.gc� Plate Offsets(X.Y)— f31:0-0-11,0-1-4 136:0.0-9,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.05 26-27 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(TL) -0.07 26-27 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.16 Horz(TL) -0.01 28 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:101 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SP No.2(flat) 6-0-0 oc bracing:23-24,22-23,19-20. REACTIONS. All bearings 11-5-8 except(jt=length)28=0-3-8. (lb)- Max Gray All reactions 250 lb or less at joint(s)15,19,20,23,21,16 except 17=285(LC 4),22=259(LC 4), 28=429(LC 3),24=644(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 23=-826/0,3-4=-826/0,4-5=-933/0,5-6=-933/0 BOT CHORD 27-28=0/624,26-27=0/933,25-26=0/933,24-25=0/475 WEBS 13-17=-253/0,2-28=-738/0,6-24=732/0,6-25=0/556 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated, 3)Gable studs spaced at 1-4-0 oc. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. , �11111i/it, 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10-8(0.131"X 3")nails. Strongbacks to `♦`, v'N / be attached to walls at their outer ends or restrained by other means. ,,`:O PQ........V I, 6)CAUTION,Do not erect truss backwards. N. 68182 : '120'" •* r .. r i / _ � I, FL Cert. 6634 July 15,2015 ■ 0 WARNING-Verify design parameters rsd READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 581-7473 rw.02/16/2018 BEFORE USE. Design void for use only with MiTek connectors.This design is based only upon parameters shown.and is for on hdrvfdval building component., Applicably of design parameters and proper incorporation of component's responsibility of building designer-not truss designer.&acing shown is for lateral support of individual web members only.Addltionol temporary bracing to inure stably during construction is the responsibility of the erector.Additional permanent bracing of the overal structure is the responsbfly of the boldng designer.For genrol guidance mooning MMTek' fabrication,quality controL storage.delivery,erection and bracing,consult ANSI/TPI1 QuaBy Criteria,058.89 and BCSI Bulking Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.781 N.lee Street Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 77248480 150901 F2 Floor 2 1 Job Reference(ootionall TrussMart Building Components,LLC, Midway.GA 7.830 s Jul 9 2015 MiTek Industries.Inc.Wed Jul 15 12:18:07 2015 Page 1 ID:WAygWhEiEc3AZCGfgs1Cynz311Z-IKx6dUMzQ1LnikJ uRSZMRIMpmYozJ dfNkgBlyxgv_ 0-1-8 H I 1-3.0 I 1 o-11-8 11 2-0-0 1041-8 1 sdile=1:34.1 1.5x3 II 1.5x3 II 1.5x3 = 4x8= 3x5= 3X3 = 3x3 = 3x3= 3x3 = 3x5= 4x8= 1.5x3 = 1 2 3 4 5 8 7 8 9 10 1 1! • h�'. �! 22 •- _4 19 18 17 18 15 14 13 12 3x8= 4x6 = 3x5= 3x3= 1.5x3 II 1.5x3 II 3x3= 3x5= 4x8= 3x8= 1 2-9-0 1 5-3-0 1 7-9-0 1 8-10-0 1 9-10-0 110.10-0 1 11-11-0 1 145-0 1 18-11-0 I 19-8-0 1 2-9-0 2$0 2.60 1-1-0 1-0-0 1-0-0 1-1-0 2-6-0 2.60 2-9-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.58 15-16 >400 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.91 15-16 >255 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.11 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:94 lb FT=20%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 SS(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 20=1062/0-3-8,11=1062/03-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=2722/0,3-4=-4547/0,4-5=-5590/0,5-6=-5860/0,6-7=5590/0,7-8=-4547/0,8-9=2722/0 BOT CHORD 19-20=0/1586,18-19 /3820,17-18 /5238,16-17=0/5860,15.16=0/5860,14-15=0/5860,13-14=0/5238,12-13=0/3820, 11-12=0/1586 WEBS 5-16=-220/251,6-15=-220/251,2-20=-1877/0,2-19=0/1387,3-19=-1340/0,3-18=0/887,4-18=-844/0,4-17=0/599, 5-17=-714/124,9-11=-1877/0,9-12=0/1387,8-12=1340/0,8-13=0/887,7-13=-844/0,7-14-0/599,6-14=714/124 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)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-104(0.131"X 3")nails. Strongbacics to be attached to walls at their outer ends or restrained by other means. ..,•`%%0 P:. •Ni.-. ''. Na 68182 • * . :* 1 Ali% E ' Sri' •F •It/- ti I FL Cert. 6634 July 15,2015 ' A WARNING-Vmtfy design pwwtors and READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE*61-7473 rev.02/162015 BEFORE USE. Design void for use only with Mitek connectors.This design is based only upon parometers shown.and is for on:sdividual building component., Applicabtity of design parameters and proper incorporation of component u responsrbiiy of building designer-not truss designer.Bracing shown is for lateral support of Irsdtvlduol web members only.Additional temporary bracing to insure stabiiy during constnxtion is the responsibility of the erector.Addtioocl permanent brocing of the overall structure Is the responsibiity of the building designer.For general guidance regarding NIA' fabrication,quality control storage.delivery.erection and bracing.consult ANSVT►I1 Ovally Cried°,D511.89 and ICSI guiding Component 8904 Parke East etsd. Safely Information °violable from Truss Mote institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type qty Pty 77248481 150901 F3 FLOOR 1 1 Job Reference(ootional) TlussMart Building Components,LLC, Mklway,GA 7.830 s Jul 9 2015 MtTek Industries,Inc.Wed Jul 15 12:18:08 2015 Pape 1 ID:WAygWhEiEc3AZCGfgs1 Cynz311 Z-EVWUggNbBLTeKuu5S9zovelV1 AtlhnWht1 UDJnyxquz 0-1-8 H I 13-0 I 10-11-8 11 2-0-0 I I 1.630 1 0148 Scale e 1:32.8 1.5x3 II 1.5x3 II 1.5x3 = 4x8= 3x4= 3x3= 3x3= 1.5x3 II 3x5= 3x4 = 4x8= 1.5x3= 1 2 3 4 5 8 7 8 9 10 k4 ° �-�_:: lq .4 4 �4 18 17 18 15 74 13 12 358= 4x8= 3x4= 3x3= 1.5x3 I I 3x4= 3x4= 4x8= 34= I 18-11-8 18-11-8 1 Plate Offsets(X.Y)- 114:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Men L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.52 15 >430 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.81 15 >276 240 BCLL 0.0 Rep Stress Ina YES WB 0.37 Horz(TL) 0.10 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:90 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2(flat) REACTIONS. (Ib/size) 19=1023/0-3-8,11=1023/037 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2606/0,3.4=4320/0,4-5=5250/0,5-6=-5421/0,6-7=-5421/0,7-8=-4308/0, 8-9=-2609/0 BOT CHORD 18-19=0/1526,17-18=0/3647,16-17=0/4963,15-16=0/5421,14-15=0/5421,13-14=0/4949, 12-13=0/3650,11-12=0/1525 WEBS 6-14=265/0,2-19=-1806/0,2-18=0/1318,3-18=-1270/0,3-17=0/822,4-17=-785/0, 4-16=0/543,5-16=-611/195,9.11=-1804/0,9-12=0/1324,8-12=-1271/0,8-13=0/803, 7-13=782/0,7-14=0/893 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)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacics to be , `�� f f 4 gg, ' attached to walls at their outer ends or restrained by other means. ,,``f,aU'N , I ,` OP:•• .zF,,,• N. 68182 i / . _ -=�1 f L,r rte i� � •F "ccl: .#1,,,S/:.'At� 4‘‘‘�•■.• FL Cert. 6634 July 15,2015 • A WARNING-Verify dares pwametan and READ NOTES ON TIMS AND INCLUDED MITER REFERANCE PAGE*81-7473 rev.0246/2015 BEFORE USE. lilt Design valid for use only with Mtfek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicobilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporay bracing to inure stability Wring construction is the resp��of the M-Tek' erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance r fabrication.quality control,storage.deivery,erection and bracing,consult ANSI/111l Ovally Criteria,DS11-89 and ICSI Bulking Component Safety Information available from Truss Plate Institute.781 N.tee Street,Suite 312.Alexandria.VA 22314. 8901 Parke East Blvd. Tampa,FL 33810 r Job Truss Truss Type Qty Ply 150901 F4 FLOOR 2 1 77248482 Job Reference(ootionat) TrussMart Building Components,LLC. Midway,OA 7.830 S Jul 9 2015 MITek Industries,Inc.Wed Jul 15 12:18:09 2015 Page I ID:WAygVVhEiEc3AZCGfgslCynz311Z-ij3s2A0EyebVy2Tl?sUlRSgtUaNRQ19w6hDnFDyxquy 0-1-8 H I 1-3-0 1 1 1-4-0 1 Scab a 1:13.8 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 II 1 2 34= 3 4 5 3x3 = 8 i • 11 ,'1.5x3= ', 12• �S 4 S' 1.5x3 = e e 10 111111.. g 8 3x3 3x3= "7 3x8= 3x8_ I 7-1-0 7-1-0 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(TL) -0.03 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:36 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (1b/size) 10=370/0-6-12,7=370/0-3-7 FORCES. (lb)-Max.Comp./Max.Ten.-AN forces 250(lb)or less except when shown. TOP CHORD 2-3=-718/0,3-4=-718/0,4-55=718/0 BOT CHORD 9-10=0/480,8-9=0/718,7-84/480 WEBS 5-7=-565/0,2-10=565/0,5-8=0/327,2-94/327 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��0% clVIN l VFi \• .. \G •E•NSF••c ".• Na 68182 • • =�' Vii,I CC it/1 /lilt►l►►►►- FL Cert. 6634 July 15,2015 1 6 a WARNING•VaAIy design param•tan and READ NOTES ON MS AND INCLUDED MITER REFERANCE PAGE 611•7473 rev.02116/2015 BEFORE USE Design valid for use only with MTek connectors.The design a based only upon parameters shown.and a for an individual budding component. '" Applcobity of design parameters and proper incorporation of component a responsibiity of building designer-not tens designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability duing construction is the responsibility of the R A Tek• erector.Addtionol permanent bracing d the overall structure Is the responsblity of the budding designer.For general guidance ragordrg fabrication.qualify control storage.delvery.erection and bracing,consult ANSI/TPII Ovally Criteria,DS$-89 and ICSI Bulking Component 5904 Parke East Blvd. Solely Information available from Truss Plate Institute.781 N.Lee Street Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 150901 F5 Floor Supported Gable 1 1 17246483 TnnsMart Budding Components,ILC, Midway,GA Job Reference(ootionall 7.630 s Jul 9 2015 MRek Industries,Int Wed Jul 15 12:18:10 2015 Pape I ID:WAygW1lEiEc3AZCGfgs1Cynz311Z-AvdEFWPsiyjMZC2UZa?G 3N3gzmF9mZ3LLzKngyxqux Ole 0-1K8 Scale=1:40.8 3x3 = 3x8 FP= 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 1 h 42 s OIL e - a e - II �T kw&ra74maramiw4r Aril w,,owrlwAs 0 r7,674 rimy r g;T4ivraTiTaT T i h T T∎4 raT,,wawaysTT•rrT i T 1 T ihw&I ria raw; -A∎,4 ri ram/Br&∎&, imdri 40 39 38 37 36 35 34 33 32 31 30 29 28 27 28 25 24 23 22 21 3x3 = 3x3= 3x8 FP= 3x3= I 23-8-8 23-8-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defi L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code FBC2014JTPI2007 (Matrix) Weight:106 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2(flat) REACTIONS. All bearings 23-8-8. (Pb)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(Pb)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. �,J0,'QV'N+'VF CZ ■ { N 1168182 .y r ._�' i cr � i ' ••F :LU i F tmillo-1 FL Cert. 6634 July 15,2015 • AWARNING-Verify design pararnerre end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE*81-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.Th4 design k based only upon parameters shown.and k for on individual building component.• App9cabiily of design parameters and proper incorporation of component k responsbility of building designer-not truss designer.Bracing shown k for lateral support of individual web members only.Additional temporcry bracing to insure stabiily during construction is the resporssrbillity of the erector.Additional permanent bracing of the overall structure is the resppnbiity of the budding designer.For generol guidance regarding MiTek' lobicotron,quality control.storage,delivery.erection and bracing,consult ANSI/T%1 Quality Criteria.058.89 and SCSI Building Component Safety Intormallon avoloble from Truss Rote Institute.781 N.Lee Sheet.Suite 312.Alexandria.VA 22314. 8904 Parke East Blvd. Tampa,Fl 33810 Job Truss Truss Type Qty Ply 77246484 150901 Fe Floor 5 1 TsussMad Buldkg Componenb,LLC, Midway,GA Job Reference(optional) 7.630 s Jul 9 2015 MITek Industries,Inc.Wed Jul 15 12:16:12 2015 Page 1 ID:WAygWhEiEc3AZCGfgs1Cynz311Z-81k?gCQ6EZz4pVBth 2k3USBynEzdauMOfsRsYyxquv 0-1-8 H I 1-3-0 1 018 1 2-0-0 0• S•4k=1:41.2 1.5x3 II 3x3 = 1.5x3 II 1.5x3 = 4x6= 3x3= 34= 3x3= 34 FP= 4x6= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 /27 il,-- -,�----�i I ll - ,-",II 28 26 25 24 23 22 21 20 19 18 17 16 15 14 3x6 = 34 FP= 3x3= 1.5x3 11 1.5x3 II 3x3= 4x8= 3x6 = 1.5x4 SP= 4x8= 11-10-4 135-8 I 2-9-0 1 5-3-0 I 7-9-0 I 10-3-0 1101 112.10-4 I 1 15-114 1 1844 1 20-114 1 23.8.8 1 2-9-0 2-6-0 2-6-0 2-6-0 0-7-4 1-0-0 1-0.0 7i 24-0 2-6-0 2.6.0 2-9-0 Plate Offsets(X.Y)- f6:0-1-8,Edoe),f7:0-1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.62 19-20 >455 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(LL) -0.97 19-20 >291 240 BCLL 0.0 Rep Stress Ina YES WB 0.41 Horz(l.) 0.15 14 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:122 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-9:2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2(flat)'Except' 2-2-0 oc bracing:23.25. 14-24:2x4 SP SS(flat) WEBS 2x4 SP No.2(flat) REACTIONS. (lb/size) 26=1284/0-3-8,14=1284/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 23=2460/0,3-4=-4244/0,45=5454/0,5-6=-6124/0,6-7=6215/0,7-8=-6125/0, 8-9=-5453/0,9-10=5453/0,10-11=-4244/0,11-12=2459/0 BOT CHORD 25-26=0/1405,24-25=0/3484,23-24=0/3484,22-23=0/4981,21-22=0/5899,20-21=0/6215, 19-20=0/6215,18-19=0/6215,17-18 /5899,16-17=0/4980,15-16=0/3484, 14-15=0/1405 WEBS 6-20=385/407,7-19=-385/407,2-26=-1868/0,2-25=0/1467,3-25=-1424/0,3-23=0/1057, 4-23=1025/0,4-22 )/657,5-22=-620/0,5-21=28/577,6-21=722/339,12-14=-1868/0, 12-15=0/1466,11-15=-1425/0,11-16=0/1057,10-16=1024/0,10-17=0/657, 8-17=621/0,8-18=-28/578,7-18=722/340 NOTES- ,`` 111111111111, 1)Unbalanced floor live loads have been considered for this design. �� Qv N i/ �/� 2)All plates are 4x4 MT20 unless otherwise indicated. `�� P •........`� �j 3)The Fabrication Tolerance at pint 24=11% • •U..•• \C E N S+-•F��i.•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 N I 681 82 be attached to walls at their outer ends or restrained by other means. = *:•' — . rill / ... \ ,.'• �A��j■•� 11►1111111t, I FL Cert. 6634 July 15,2015 4 A WARNING•Val/y design paranselera and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02H6N2015 BEFORE USE. la Design valid for use only with MTek connectors.This design is based only upon parameters shown,and Is for an indvidual building component. Applicabi ty of design parameters and proper Incorporation of component is responsbiiy of bvildng designer-not truss designer.&acing shown is for lateral support of indvidud web members only.Additional temporary bracing to insure stabilty during construction is the responsibility of the MiTek' erector.Additional pemmonent bracing of the overol stnscture is the responslblity of the baling designer.Fa general guidance regordng fabrication.quality control storage.delivery.erection and bracig.consult ANSI/TPII Qua1y Cdfafb,DS8.89 and SCSI Building Component Safely Mlormalion available from Truss Plate Institute.781 N.lee Street.Suite 312.Alexandria.VA 22314. 6904 Parke East&W. Tampa,FL 33810 Job Truss Truss Type Qty Ply 150901 F7 Floor 4 1 T7248485 TnrssMart Building Components,LLC, Midway,GA - Job Reference footlonal) 7.830 s Jul 9 2015 MRek Industries,Inc.Wed Jul 15 12:18:13 2015 Page 1 ID:WAygWhEiEc3AZCGfgslCynz311Z-aUINtYRk 7t5wQfm3EiZzci7SkBZ2M4eW1J8 Oyxquu 0-1-8 H I 144) I 10.7-4 II 2-0-0 I lo-7-4 I 0-t8 Scale=1:28.5 1.5x3 I I 1.5x3 II 1.5x3 = 3x5= 1.5x3 II 1.54 II 3x5 = 1.5x3 = 1 2 3 4 5 8 7 8 9 10 -19 r�■ Laa a, �e• •• �� zo u� ��-aa�N ,II 17 18 15 14 13 12 ∎ 306= 3x5= 3x5 = 34= I 2-9-0 I 5.3.0 I 7-1-4 7.4-12 8.2.12 I 9.2.12 9+4 11-2.8 I 13-8-8 I 16-5-8 2-9-0 2-0-0 1-10-4 0-'l8 1-0-0 1-0-0 4 1-10-4 2.8-0 2-9-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.17 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.27 14-15 >710 240 BCLL 0.0 Rep Stress Ina YES WB 0.25 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:86 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=885/0-3-8,11=885/0.3.8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1598/0,3-4=-2554/0,4-5=-2954/0,5-6=-2954/0,6-7=-2954/0,7-8=-2554/0,8-9=-1598/0 BOT CHORD 17-18=0/953,16-17=0/2214,15-1600/2873,14-15=0/2954,13-14=0/2873,12-13 /2214,11-12 /953 WEBS 5-15=-358/79,6-14=-358/79,2-18=-1265/0,2-17=0/898,317=-857/0,3-16=0/473,4-16=-446/0,4-15=-157/520, 9-11-1265/0,9-12=0/898,8-12-857/0,8-13=0/473,7-13=-446/0,7-14=-157/520 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. .` OP•• •ZF ,. N• 68182 _ *•• ► •* "•'•�'SS.• A��`%%• FL Cert. 6634 July 15,2015 $ i A WARNING-Verify design personator*and READ NOTES ON THIS AND INCLUDED MfTSR REFERANCE PAGE*61.7473 ray.02/1692015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and,s for on Individual bv*dirg component., Apdicabi6ty of design parameters and proper incorporation of component k responsbiity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsidTity of the erector.Additional permanent bracing of the overall structure is the resporebiity of the building designer.For general guidance regarding MiTe IC- fabrication.quality control.storage.delivery.erection and bracing.consult ANSI/TRI Quality Criteria,051.89 and BCSI Building Component 8904 Parke East Blvd. Safety Information avaiable from Truss Rate Institute,781 N.Lee Street,Suite 312.Alexandria.vA 22314. Tampa,FL 33810 Job Truss Truss Type Qty ply 17248488 150901 F9 Floor 7 1 b Reference Tr ssMan Bolding Components.LLC, Niftily.GA 7830 s Jul 2015 MITek Industries,Inc.Wed Jul 1512:18:14 2015 Pape 1 ID:WAygWttElEc3AZCGfgsl Cynz311 Z-2gs15uSMmBDn2pLFoP4C8vXaGbxnsVY fGzxYwRyxqut 0-1-8 H I 1-3.0 1 I 1-3-8 I I 2-0-0 ii 1-3-8 I ake Scale=1:35.3 1.5x3 II 3x4= 1.5x3 II 1.5x3 = 4x5= 3x4= 3s3= 3x3 = 3x3 = 3x3= 3x8 FP= 4x5= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 13_ T 3 II�------ •-•a LN I�,II 24 0 0 22 21 20 19 18 17 18 15 14 13 12 3x8= 4x5= 3x8 FP= 3x3= 1.5x3 I I 1.5x3 II 3x3= 3x4 = 4x5= 3x8= 1.5x3 SP= 3x4= I 2-9-0 1 5-3-0 I 7-9-0 I 9-2-0 110-2-0 111-2-0 1 12-7-0 1 15-1-0 I 17-7-0 I 20-4-0 I 2-9-0 2-6-0 2-6-0 1-5-0 1-04 1-0-0 1-5-0 2-6-0 2-6-0 2-9-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.36 16-17 >672 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.56 16-17 >429 240 BCLL 0.0 Rep Stress Ina YES WB 0.34 Horz(TL) 0.09 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:104 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat)'Except' end verticals. 12-20:2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2(flat) REACTIONS. (lb/size) 22=1098/0-3-8,12=1098/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2058/0,3-4=-3461/0,45=4283/0,5-6=-4562/0,0.7=4283/0,7-8=3461/0, 8-9=3481/0,9-10=-2057/0 BOT CHORD 21-22=0/1195,20.21=0/2890,19-20=0/2890,18-19=0/4006,17-18=0/4562,16-17=0/4562, 15-16 /4562,14-15=0/4006,13-14=0/2891,12-13=0/1195 WEBS 2-22=1589/0,2-21=0/1200,3-21=-1158/0,3-19 /793,4-19=-759/0,418=0/508, 5-18=-676/68,10-12=-1589/0,10.13=0/1199,9-13=-1159/0,0.14=0/794,7-14=-758/0, 7-15=0/508,6-15=877/68 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)The Fabrication Tolerance at joint 20=11% 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ``% W 1 i�, 4)be Recommend attached to w0-Is strongbacks,on edge,spaced at at their outer ends or restrained by other eansstened to each truss with 3-10d(0.131"X 3")nails. SUongbacks to ,,S p.0. N It'ii, N168182 z-0� //I / ;�" ?�: CIA e :tiJ 4100 FL Cert. 6634 July 15,2015 A WARNING-Verify daafgn parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE MII.7473 rev.02/15/2015 BEFORE USE. -- Desgn valid for use only with Mirek connectors.This design is based only upon parameters shown.and is for on individual baking component., Applicabatty of design parameters and proper incorporation of component is responsibility of building designer-not trust designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall stnictae Is the responsbS ty of the balding designer.For general guidance regardrg Mire** e fabrication.aurally control,storage.detvery.erection and bracing.consul ANSI/TPI1 Goal),Creeds,DS8.89 and SCSI Seeding Component 8904 Parke East Blvd. Safely Inlormalon available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33810 Job Truss Truss Type Qty Ply 1 150901 F10 FLOOR 1 1 77248487 JobReference(optional) TrussMan guiding Components.LLC, Midway.GA 7630 5 Jul 9 2015 MITek Industries,Inc.Wed Jul 15 12:18:00 2015 Page 1 ID:WAygW1EiEc3AZCGfgs1Cynz311Z-T OS95Ha3tTmMfHZ_TgwayyBFx9zg6Db2oYoRFyxgv5 0-1-8 HI 1-9•4 1 10.7.01 130 1 1 2-0-0 I Fi12-1 1-1-4 II 1 Salle:3/8-my 3x8 I I 1.5x3 = 6x12= 4x5= 3x5= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 Pratilg iim ilkoAl&Ilrairlir 11.1r/ r•Alhl■ 21 �� 19 18 17 18 15 14 13 5510= 4x5=5x5= 4x5= 355= 1.5x3 II 1 2-0-0 2-1.112 18-3-12 1 2-0-0 0-1-12 16-2-0 g Plate Offsets(XY)- 121:Edge,0-1-81,122:0-1-8.0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.17 18-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.23 14-15 >855 240 BCLL 0.0 Rep Stress Ina NO WB 0.59 Horz(TL) -0.03 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:103 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP SS(flat)"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 1-3:2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2(flat) REACTIONS. (lb/size) 12=614/0-1-12,20=3498/0-3-8 Max Uplift 12=30(LC 3) Max Gray 12=624{LC 4),20=3498(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 21-22=-2135/0,1-22=2132/0,2-3=0/3335,3-4=0/3344,4-5=0/2375,5-6=-435/1583, 6-7=-1177/1011,7-8=-1177/1011,8-9=-1439/391,9-10=-951/140 BOT CHORD 20-21=-3455/0,19-20=3715/0,18-19=-2805/0,17-18=1995/0,16-17=1011/1177, 15-16=-1011/1177,14-15=-657/1440,13-14=-245/1327,12-13=14/565 WEBS 6-16=0/401,7-151/408,2-20=3423/0,2-21 /4158,6.17=1223/0,5-17=0/909, 5-18=1094/0,4-18=0/1164,4-19=-1559/0,2-19=0/1288,10-13=-132/537, 9-13=522/148,8-14=1/370,8-15=830/0,10-12=-813/64 NOTES- �„WWI/gill. 1)Unbalanced floor live loads have been considered for this design. %� 2)All plates are 3x3 MT20 unless otherwise indicated. �0 QU I N VF ,. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. �..s O • •E N•• "AN e 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 12. •� '••')17iiiii6,t818.2F\G S•••.? i 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacics,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �„•be attached to walls at their outer ends or restrained by other means. • *:• ••*7)CAUTION,Do not erect truss backwards. .• / / ••• LOAD CASE(S) Standard -1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) �0•' r'' <C/� Vert:12-21=10,1-11=-100 '. ll 7 t p P:��. Concentrated Loads(Ile) Vert:1=-2125 ',�/ass'• jA`�`.0 IInni10-` I FL Cert. 6634 July 15,2015 • __ A WARNING•Verify design prrsr.tws and READ NOTES ON THIS AND INCLUDED MITEIC REFERANCE PAGE 905-7473 rw.02/11/2015 BEFORE USE. Design valid for use only with MITek connectors.This design k based only upon porameters shown,and k for on k,dviduai building component. APWlcobirrty d design parameters and proper incorporation of component is resporubllty of building designer-not truss designer.&acing shown is for lateral support of indvidual web members only.Additional temporory bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the Wading designer.For genera guidance regardng MITE** fabrication.quarry control,storage.delvery.erection and bracing.consult ANSI/Tell Googly°Rena,DSI.89 and ICSI Bullring Component 8904 Parke East Bind. Salty Mlormalon avolobie from Truss Plate Institute,781 N.Lee Street.Suite 312 Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply 150901 F11 FLOOR 9 1 Job T7240488 TnnsMad Building Components,LLC, Midway.GA 7.830 a Jul Reference 01 S MRek Industries.Inc.Wed Jul 15 12:18:01 2015 Page 1 I D:WAygWhEiEc3AZCGfgs1 Cynz311 Z-MagMR ICgl3bd_prD(B L98AVMvLVOZYSIGSH M_hyxgv4 0-1-8 H I 1-cm 1 19-7401 1-3-0 I 1 2-0-0 1 10.8.121 Scale:3/8'0' axe II 1.5x3 = 8x12= 4x5= 3x5 = 1.5x3 II 1.5x3 II 1 2 3 4 5 6 jJj 9 an■w■ I..iiii is 11% ter n .ri �4 ,v 21 i4 19 18 17 18 15 14 13 0 5x10= 4x5=5x5= 4x5= 3x5= 1.5x3 II 1 2-0-0 2-1-i2 2-0-0 0.1-R2 16-12{ Plate Offsets(X,Y)- f21:Edge,0-1-81.122:0-1-8,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.14 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) 0.28 16-17 >698 240 BCLL 0.0 Rep Stress Ina NO WB 0.59 Horz(TL) -0.04 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:103 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP SS(flat)-Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-3:2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2(flat) REACTIONS. (lb/size) 20=3503/0-3-8,12=625/0-3-8 Max Uplift 12=-25(LC 3) Max Gray 20=3503(LC 1),12=634(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 21-22=-2135/0,1-22=2132/0,2-3=0/3335,3-4=0/3344,4-5=0/2375,5-6=-462/1585, 6-7=1214/1012,7-8=1214/1012,8-9=-1491/393,9-10=1015/142 BOT CHORD 20.21=-3455/0,19-20=-3716/0,18-19=-2806/0,17-18=-1996/0,16-17=1012/1214, 15-16=1012/1214,14-15=-659/1485,13-14=-247/1385,12-13=48/634 WEBS 6-16=0/406,7-15=0/415,2-20=-3428/0,2-21=0/4156,6-17=-1234/0,5-17=0/916, 5-18=1101/0,4.18=0/1171,4-19=-1568/0,2-19=0/1274,10-12=-862/65, 10-13=-131/530,9-13=-514/146,8-14=0/369,8-15=-841/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. ,`%%' t N 1 j //// , 2)All plates are 3x3 MT20 unless otherwise indicated. / 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 lb uplift at joint 12. ♦♦•O V•••(`Iii 4)"Semi-rigid pitchbreaks including heels"Member end ffxiy model was used in the analysis and design of this truss. ;• ,••.•\C'E•N . Z(‘ � .• 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 - 1 be attached to walls at their outer ends or restrained by other means. N• 6 8182 6)CAUTION,Do not erect truss backwards. = *: '.* = LOAD CASE(S) Standard f. / . .., 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 *'O • �� y Uniform Loads(pit) rlq- t]F [(/ Vert:12-21=`1;1-11=-100 =° • 11 b. .�� Concentrated Loads lb i Vert:1=-2125 If �•••• \ / /11111llo- FL Cert. 6634 July 15,2015 • A WARNING•VMfy design pre nHw and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI-7473 rev.021111201$BEFORE USE m.o Design valid for use only with Mnek connectors.This design Is based only upon parameters shown,and is for an individual building component. Applicability d incorporation design parameters and proper inco of component b resporublity of building designer-not truss designer.Bracing shown 1, is for lateral support of individual web members only.Addttlonal temporay bracing to insure stobilty during construction is the respaulbiiy of the erector.Additional permanent bracing of the overall structure is the responsibility of the bulling designer.For general guidance regordng iwiTeiC- fabrication,quality control,storage.delivery,erection and bracing,consult ANSUI%t Ovally Colada.051-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.AlexoWria,VA 22314. Tampa,FL 33610 4 r Job Truss Truss Type Qty Pty 77248489 150901 F12 GABLE 1 1 Job Reference(optional) Tms1Mad Binding Components.LLC, Midway.GA 7.630 s Jul 9 2015 MiTek Industries,Inc.Wed Jul 15 12:16:03 2015 Page 1 ID:WAygWhE1Ec3AZCGfgs1 Cynz311 Z-t7bn7JTMortE7?8(bNdCbanJ9M11Xv1 klmS2Zyxgv2 04-12 I 14-5-12 I 1-2-8 0.1118 O- Stale 9,1r8 1:31.5 3x3 11 4x4= 3x3= 3x3= 1 2 3 4 5 8 7 8 9 10 11 12 13 32 14 15 q • a a a a e e a a a co. • Y e \�/ ,Q 31 e a e e a e e e a - e 011 MNI 7■7 N1M 4 .%I■74VA 7411267∎7∎1&!A747∎7474!7∎7 e7417∎74IIraTar∎∎∎7 A!aTa7∎1 I∎era 0IMAre,'�Ta 7.Z�∎7a 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x3 I I 3x4 I I 3x5= 3x3= 3x3 = I 1-4-0 1 2-8-0 1 4.0-0 1 5-4-0 1 8-8-0 i 8-0-0 1 9-4-0 1 10-8-0 i 12-0-0 I 13-4-0 1 14-8-0 I 16-0-0 I 17-4-0 I 18-5-8 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-1-8 Plate Offsets(X.Y)- I12:0-1-8.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:89 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SP No.2(flat) 6-0-0 oc bracing:17-18,16-17. REACTIONS. All bearings 16-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)except 19=958(LC 4) Max Gray All reactions 250 lb or less at joint(s)30,29,28,27,26,25,24,23,22,21,20 except 18=1853(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 12-13=0/1059,13-32=0/1059,14-32=0/1059,14-15=0/316 BOT CHORD 17-18=-316/0 WEBS 12-19=0/954,14-17=0/399,12-18=-1430/0,15-17=515/0,14-18=-1004/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). `+�11111/111' 4)Gable studs spaced at 1-4-0 oc. %t I� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 958 lb uplift at joint 19. s' Qv... .. IIii gyp. ••........ �F . 6)Non Standard bearing condition. Review required. ,% C E N ��•7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. : ,•••N.,\ `s$s. • 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,• be attached to walls at their outer ends or restrained by other means. N.1168182 • 9)CAUTION,Do not erect truss backwards. .. * : ' . LOAD CASE(S) Standard / 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 g.1' •/ :cc �fi •F ..*,..141:= Uniform Loads(Of) . Vert:16.30=10,1-32=100,15-32=224 . 1 • .( Concentrated Loads(lb) �e' . ter '1 0 P. \.4./s:.• Vert:15=-321 °d' ss .. +..• \C?%. 11,,/•111A l```` FL Cert. 6634 July 15,2015 11 A WARNING•Molly design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rw.02/16/2015 BEFORE USE. Design valid for use orlty with MTek connectors.This design is based only upon parameters shown and is for on individual bolding component. Applicabity of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mit is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overal structure is the responsiblily of the bulking designer.For general guidance regarding fabrication.quality control.storage,delivery.erection and bracing.consult ANS1/TPI1 Dually Gloria.DS11-89 and SCSI Building Component 6904 Parke East Bind. Solely Inlormallon available from Truss Plate Institute.781 N.lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 I 6 r Job Truss Truss Type Qty Ply 77248490 150901 F13 Floor Supported Gable 1 1 Job Reference(ootionall TnrssMart Guiding Components,LLC, Midway,GA 7.830 s Jul 9 2015 MRek lndusldes,Inc.Wed Jal 1512:18:04 2015 Page l ID:WAygWhEiEc3AZCGfgs1Cynz311Z-UFz TK576zCrHaKDJtlsko72J4m124BzPW0a0yxgvl 0*8 °r Scale=1:40.7 3x3 = 3x8 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 i1 'a 9 9 0 9 t 9 9 - 4 _ a 0 a _ 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 28 25 24 23 22 3x3= 3x3= 3x8 FP= 1 24.8.0 - 20 a4 24-6-0 4� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 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 0.02 Horz(TL) 0.00 40 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:109 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.2(flat) REACTIONS. All bearings 24-6-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)22 Max Gray All reactions 250 lb or less at joint(s)42,41,40,39,38,37,36,35,33,32,31,30,29,28,27, 26,25,24,23,22 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)22. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 1% 1111)n/� be attached to walls at their outer ends or restrained by other means. ,` ■%∎Qu IN I'I, Na 68182 / / :Iii 1 x r 7.13 Ari- •F :GUZ F c•, s ;, , . ,es � Vi ■ % i,,/• n l- 0% , / i FL Cert. 6634 July 15,2015 • A WARNING•Vedly daaign param.Wa and READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE WI-7473 retr.02/1912015 BEFORE USE. IMMO• Design solid for use only with Wilk connectors.This design 4 based only upon barometers shown.and is for on Individual buildig component. Applicabily of design parameters and proper incorporation of component is responsbaity of buildrig designer-not trans designer.Bracing shown MI is for lateral support of individual web members only.Adddional temporary booing to Insure std during c g fruc e guidance regarding of the [AMA' erector.Ad.:Monol permanent brocing of the overal structure is the responsibllty of the bold designer.ner.For general fobrication.quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Cdteda.053.89 and SCSI Bolding Component 6904 Parke East 81s4. Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 150901 F14 Floor s 1 77246491 Job Reference(optional) TrussMart Building Components,LLC, Midway,GA 7.830 s Jul 9 2015 MRek Industries,Inc.Wed Jul 15 12:18:05 2015 Page I I D:WAyq WhEi Ec3AZCGfgs1 Cynz311 Z-pypLCpLjuQ53TQ9Wn10P5H0g0Kyg6VPmKB3FZ7SyxgvO 0-1-8 H I 1-3.0 I 1 1-0-8 11 2.0-0 111.0.8 1 o-tra s.. .1:43.2 1.5x3 II 4x5 = 1.5x3 II 1.5x3 = 4x6 = 4x5 = 3x4= 3x3= 3x3= 3x3= 3x3 = 3x4 = 3x6 FP= 4x6= 1.5x3= 1 2 3 4 5 8 7 8 9 10 11 12 13 4 27 1115' -„--_-_ 110 orA28 WA I I L B i. In C. 26 25 24 23 n 21 20 19 18 17 18 15 14 4x8 = 4 x 6 = 3 x 6 FP= 3 x 4= 3x3=1.5x3 I I 1.5x3 I 1 3x3 = 3x4 = 4x5 = 4x6= 4x6= 3x5 SP= 4x5 = I 2-9-0 i 5.3-0 I 7-9-0 I 10-3-0 1 11 -5-0 112-5-0113-5.01 14-7-0 i 17-1-0 I 19-7 -0 1 22-1-0 1 24-10-0 1 2-9-0 2.8.0 24-0 2-6-0 1-2-0 1-0-0 1-0-0 1-2-0 2-6-0 2-6-0 2-6-0 2-9-0 Plate Offsets(X,Y)-- 114:Edae.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.74 19-20 >401 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -1.15 19-20 >256 240 BCLL 0.0 Rep Stress Ina YES WB 0.44 Horz(TL) 0.17 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:126 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat)"Except" TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except 10-13:2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.1(flat)'Except' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 14-24:2x4 SP SS(flat) 2-2-0 oc bracing:20-21,19-20,18-19. WEBS 2x4 SP No.2(flat) REACTIONS. (lb/size) 26=1346/038,14=1346/0-3-8 FORCES. (lb)-Max.Comp./Mak.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2594/0,3-4=-4505/0,4-5=5846/0,5-6=6621/0,6-7=-6835/0,7-8=-6621/0, 8-9=-5846/0,9-10=4505/0,10-11=4505/0,11-12=2593/0 BOT CHORD 25.26=0/1475,24-25 /3682,23-24=0/3682,22-23=0/5304,21-22 /6361,20-21=0/6835, 19-20=0/6835,18-19=0/6835,17-18=0/6361,16-17=0/5304,15.16=0/3682, 14-15=0/1475 WEBS 6-20=269/300,7-19=-269/300,2-26=1961/0,2-25=0/1555,3-25=1514/0,3-23=0/1145, 4-23=1111/0,4-22=0/753,5-22=716/0,5-21=0/586,6-21=-747/221,12-14=-1962/0, 12-15=0/1554,11-15=1514/0,11-16=0/1145,9-16=1111/0,9-17=0/754,8-17=716/0, 8-18=0/586,7-18=747/221 NOTES- ,`�11►11111/ 1 I, 1)Unbalanced floor live loads have been considered for this design. SS 1).•Qv N �/' �/� 2)The Fabrication Tolerance at joint 24=11% `. .•-•.,.•P •••••• . L.�i.. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .".•�i ,\G E N S'�•%� �. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacics to be attached to walls at their outer ends or restrained by other means. = N. 68182 *• .* r 7•••'Zi' 4solfti 1 :X.: / iY ifi •F '4l: • 11111 '" / FL Cert. 6634 • July 15,2015 1 A WARNING-Verify datign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI.7473 rev.0211612015 BEFORE USE, Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for on individual bold component. APplicabilty of g shown El, design parameters and proper Incorporation of component is resPorssbA'ity of building designer-not truss designer.Bracing shown is for lateral support of individual web memben only.Additional temporary bracing to inure stability during construction is the responsblity of the erector.Additional permanent bracing of the overall structsxe is the responsibility of the busking designer.For general guidance regarding MiTek♦ fabrication.oucfily control,storage.deAvery.erection and bracing.consult ANSI/TM Quality CrltMa,DSB-89 and ICS!Belding Component 8904 Parke East Blvd Solely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria-VA 22314. Tampa,FL 33610 4 s Job Truss Truss Type Qty Ply 17248492 150901 F15 Floor 4 1 Job Reference(ootionall TrussMart Building Components,LLC, Mkhvay,GA 7.830 s Jul 9 2015 MITek Industries,Inc.Wed Jul 15 12:18:06 2015 Page 1 ID:WAygWhEiEc3AZCG fgs1Cynz311Z-H8NjP9MIADwSakpOo KpDCERM9mEssUQj?7fuyxgv? 0-1-8 HI 1-34) I r 1-08 1 2.9-0 I IH 0-k8 se IS=1:38.8 1.5x3 II 3x3= 1.5x3 II 1.5x3 = 4x5= 4x4 = 3x4= 353= 3x3= 3x3 = 358 FP= 4x4= 4x5 = 1.553= 1 2 3 4 5 8 7 8 9 10 11 12 I I 726 �- -- ----- ,�-t%,1i 26 _4 24 23 22 21 20 19 18 17 18 15 14 13 3x6= 3x8 FP= 4x4= 3x4= 1.553 I I 1.5x3 I I 3x3 = 353= 4x4= 4x5= 3x6= 4x5 = I 2-9-0 f 5-3-0 i 7-9-0 1 8-11-0 19.11-0 110.11-0 1 12-1-0 1 14-7-0 I 17-1-0 f 19-7-0 1 22-4-0 I 2-9-0 2-6-0 2-6-0 1-2-0 1-0-0 1.0.0 1-2-0 2-6-0 2-6-0 2-6-0 2-9-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.51 17-18 >519 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.80 17-18 >332 240 BCLL 0.0 Rep Stress Ina YES WB 0.38 Horz(TL) 0.12 13 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:114 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)"Except" TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins, except 1-9:2x4 SP SS(flat) end verticals. BOT CHORD 2x4 SP No.2(flat)'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 13-23:2x4 SP SS(flat) 1-4-12 oc bracing:18-19 WEBS 2x4 SP No.2(flat) 2-2-0 oc bracing:17-18. REACTIONS. fib/size) 24=1208/0-3-8,13=1208/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2297/0,34=3922/0,4-5=4990/0,5-6=-5441/0,6-7=-5465/0,7-8=-4984/0, 8-9=-3924/0,9-10=-3924/0,10-11=2296/0 BOT CHORD 23-24=0/1317,22-23=0/1317,21-22=0/3248,20-21=0/4562,19-20=0/5441,18-19=0/5441, 17-18=0/5441,16-17=0/5371,15-16=0/4578,14-15=0/3244,13-14=0/1319 WEBS 5-19=114/375,6.18=346/143,2-24=1751/0,2-22=0/1362,3-22=1324/0,3-21=0/937, 4-21=-890/0,4-20=0/711,5-20=-921/0,11-13=-1754/0,11-14=0/1358,10-14=1318/0, 10.15=0/946,8-15=910/0,8-16=0/564,7-16=539/0,7-17=-101/399,6-17=450/397 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. ,�1111111i 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. Strongbacics to ♦%% v 1 N ��4 be attached to walls at their outer ends or restrained by other means. ♦s•%1 ,-,11",Q �/4 I, ■ N. 68182 — . r / / : - :13.. I. �F ::IQ z: itillitio- I FL Cert. 6634 July 15,2015 4 _ A WARNING•Verify design parameters end READ NOTES ON Tr OS AND INCLUDED M/TEK REFERANCE PAGE 61157473'vv.02/162015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an indrviduol buldkg component. Applicability of design parameters and proper incorporation of component is responsbiity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabiity during construction is the responsibility of the MiT®k' erector.Additional permanent bracing of the overal structure Is the responsbiity of the building designer.For general guidance regarding fabrication.quality control storage.delivery.erection and bracing.consult ANSI/MI Quay Criteria,058-89 and BCSI Bulking Component 15904 Parke East Blvd. Safety Information avaibble from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 223t4. Tampa,FL 33610 t Job Truss Truss Type Qty Ply 150801 F16 FLOOR 1 1 17246493 rruseMaA Building Components, Job Reference(ootionalt kg porents,LLC,Midway,GA 7.820 a Apr 30 2015 MITek Industries,Inc.Wed Jul 1513:07:45 2015 Page 1 ID:WAygWhE iEc3AZCGYgs1 Cynz311 Z-DNgJS INr6bkXmorAav889B50eD28jF t zRi7FikyxgAS 0-1-8 H I 1-3-0 I )—� Scale=1:13.7 1.5x3 II 1.5x3 II 1.5x3 II 1 23x3 = 3 4 3x3 = 53x3 = 6 i 4- . N._12 I z 1.5x3= q 4 9 83x3 = �' 10 3x3= 1.5x3 II 7 3x6 = 3x3= I 7-4-10 7-4-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lac) 1/def1 L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.02 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.34 Vert(TL) -0.02 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:42 lb FT=20%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.2(flat) SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=390/0-3-7,7=396/0-1-8 FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2388/0,3-4=588/0,4-5=-513/0 BOT CHORD 10-11=0/376,9-10 /588,8-9=0/588,7-8=0/389 WEBS 5-7=-529/0,2-11=-497/0,2-10=0/297 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x8 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. N. 68182 :1-1 3 1 Pi/ :cc::-. ,9 9 •F :4/Z. 4010 FL Cert. 6634 July 15,2015 • A WARNING-Welty d slgrr prarn•ters and READ NOTES ON TINS AND INCLUDED NITER REFERANCE PAGE*61-7473 rev.02/11•2015 BEFORE USE Design valid for use only with MiTek connectors.The design is based only upon parameters shown.and Is for an individual bui Applicobilty at design parameters and proper incorporation of component B res dine component.shown 1, is for lateral support of individual web members only.Additional temporary bracing insure of building desgner.not truss designer.Bracing sof the =r erector.Add,ional rospo bracino It 4uura sng des gner. r general construction Is the res of Me Mire**I*e * permanent bracing 04 the overall shucture k the responsibility of the bulldog designer.For general guidance regarding tobricotion.quality control storage.delivery.erection and bracing.consult ANSI/TPII Quality Criteria.051.89 and*CSI Building Component 8904 Parke East BNW. Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply 150901 FT1 FLAT GIRDER 1 772/8494 2 Job Reference(optional) TnusMan Building Components,LLC, Mldway,GA 7.630 s Jul 9 2015 MITek Industries,Inc.Wed Jul 15 12:18:15 2015 Page 1 ID:13-4-0 EiEc3AZCGigsl5.8-9 1Z-VVQ71DT XUMegzwRM7bRh74jn_LBgtBOUdg5Styxqus i-1-0-0 I 2.10-0 I 8-4-0 I 9-10-0 I 13-4-0 I 15-8-9 i 17-11-7 I 20-4-0 1 140-0 2-10-0 3-6-0 3-6-0 3-6-0 2-4-9 2-2-13 2-4-9 Scale=1:37.0 1.5x4 II 5x8= 1.5x4 II 4x8 = 1.5x4 II 3x8= 3x4= 4x10= 1.5x4 II 1 2 3 4 20 5 8 7 8 9 10 ME i•�' • w • tttttttir tV ii, M aY Y Y 19 18 16 15 14 13 12 19 21 17 22 23 24 25 28 11 3x4 II 5x12= 8x8= 2x4 II 3x8= 2x4 II 4x10= 2x4 II 4x4 = 2-10-0 I 10-8- I I 2-10-0 I 6-4-0 I 9.10-0 I 13.4-0 i 158-9 1 17-11-7 1 20.4-0 I 2-10.0 36-0 3-6-0 3-6-0 2-4-9 2-2-13 2-4-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.21 15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.51 15 >475 180 BCLL 0.0 • Rep Stress Ina NO WB 0.70 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 Code FBC2014JTPI2007 (Matrix) Weight:248 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins, except BOT CHORD 2x6 SP SS end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 19=3162/0-3-8,11=2497/0-3-8 Max Horz 19=50(LC 6) Max Uplift 19=644(LC 8),11=538(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-19=-2986/622,2-3=-4957/970,3.4=-4957/970,420=-10581/2065,5-20=-10581/2065, 5-6=-10581/2065,6-7=-5892/1208,7-8=5892/1208,8-9=-5892/1208 BOT CHORD 17-18=1898/9783,16-17=-1898/9783,16-22=1898/9783,15-22=1898/9783, 15.23=1771/8913,14-23=-1771/8913,14-24=1771/8913,13-24=-1771/8913, 13-25=-686/3239,12-25=686/3239,12-26=686/3239,11-26=-686/3239 WEBS 2-18=-1087/5682,3-18=-647/151,4-18=-5363/1032,4-16=63/339,4-15=-194/880, 5-15=1367/252,6-15=324/2057,6-14=77/591,6-13=-3676/682,9-13=-646/3280, 9-11=3923/829 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: t,i y l l l/l g Top chords connected as follows:2x4-1 row at 0-7-0 oc. ,st II/I Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. % Q..N * I∎j' Webs connected as follows:2x4-1 row at 0-9-0 oc. ��QP .•"•• �� • 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 .∎. -•••, \G E N u •• �1•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=107 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; N.268182 MWFRS(envelope);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 : *:• ":* 4)Provide adequate drainage to prevent water pending. / 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. l ' : 6) •This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will , A � . C,Z. fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 644 lb uplift at joint 19 and 538 lb uplift at joint t1. ��0 • 1f 1 O P;•'\ 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 61•.. "`G 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)39 lb down and 215 lb up at 0-1-12 ��j k9/1 SAL``,��, on top chord,and 65 lb down and 48 Ib up at 2-0-12,264 Ib down at 2-11-8,65 lb down and 48 lb up at 4-0-12,65 lb down and 48 lb I / \�� up at 6-0-12,65 lb down and 48 lb up at 8-0-12,65 lb down and 48 lb up at 10-0-12,65 lb clown and 48 lb up at 12-0-12,264 lb down at 13-2-8,65 lb down and 48 lb up at 14.0-12,65 lb down and 48 lb up at 16-0-12,and 65 lb down and 48 lb up at 18-0-12,and 65 lb I down and 48 lb up at 19-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. FL Cert. 6634 LOAD CASE(S) Standard July 15,2015 Continued on page 2 tar A WARNING-Verify design parameters and READ NOTES ON MS AND INCLUDED MITEK REFERANCE PAGE WF7473 rev.0211112016 BEFORE USE. Design vend for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applcabilty of design parameters and proper incorporation of component is responsb8ty of buidng designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability cluing construction Is the responsibility of the MiTek- erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding fabrication,quality contra,storage.delivery.erection and bracing.consult ANSI/1911 Qualify CsIteda,DS8.89 and SCSI Sulking Component 6904 Parke East Blvd. Solely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33810 Job Truss Truss Type qty Ply 150901 FT1 FLAT GIRDER 1 T7246494 2 Job Reference(optional) TrussMart Builkng Components,LLC. Mdway,GA 7.630 s Jul 9 2015 MITek Industries,Ine.Wed Jul 15 1211:15 2015 Page 2 ID:WAygWnEiEc3AZCGfgs1 Cynz311 Z-73_V WZTdloUVH7Vewg6gDKduXOhNZKRyjHOe 9Jyxqur LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,3-4=-350,4-20=-497,6-20=-350,6-10=-60,11-19=-20 Concentrated Loads(lb) Vert:2=88 17=-65(F)18=-62(B)16=-65(F)15=-65(F)14=-62(B)12=-65(F)21=-65(F)22=-65(F)23=-65(F)24=-65(F)25=-65(F)26=-65(F) t � A WARNING•Verify design pomadwa and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII•7473 rev.02/16/2015 BEFORE USE. Design solid for use only with MiTek connecton.This design is based only upon parameters shown,and is for an individual building component. Appicabilly of design parameters and proper incorporation d component is responsibility of building designer-not truss designer.Bracing shown 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporssibillity of the MiTek. erector.Additional permanent bracing of the overal structure is the responsibility of the buidi di rg designer.For general guidance regarding fabrication,quoity control storage.delvery.erection and bracing,consult ANSI/TPII Quoly CrIteda,DSB-89 and BCSI Building Component 8904 Parke East Blvd. Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33810 g t I Job Truss Truss Type Qty ,Ply 150901 FT2 FLOOR 1 77246495 3 Job Reference footionall TnassMart Building Components,LLC, Midway,GA 7.630 s Jul 9 2015 MITek Industries,Inc.Wed Jul 1512:18:18 2015 Page 1 ID:WAygWhEiEc3AZCGfgslCynz3112- VWZTdIoUVH7Vewg6gDKdwUObLZNxyjHQe 7Jyxqur I 2-0.0 i2-10• 1 6-4-0 I 9-10-0 I 13-4-0 ?4-0-Oi 16-0-0 1 18-0.0 I 20-4-0 1 2-0-0 0-10-0 3-6-0 3-6-0 3-6-0 0-8-0 2-0-0 2-0-0 2-4-0 Scale=1:35.3 3x4= 3x4 II 4x7= 4x5= 1.5x4 11 4x8= 1.5x4 11 6x8 = 3x8= 3x4 II 1 q .. 2 3 7 8 9 10 L 4 5 8 `` ■L4 0 0 ,4 19 18 17 16 15 14 13 12 4x5= 4x8= 64= 4x10= 2x4 11 4x8=4x4= 2x4 11 3x8= 4x6= This truss is NOT symmetric. Proper orientation is essential, I 2-10-0 I 6-4-0 I S-10-0 i 13-4-0 114-0.01 16-0-0 1 18.00 1 20-0-0 24t0 2-10-0 3-8-0 3-8-0 38.0 0-8-0 2-0-0 2.0-0 2-0-0 d.4.(1 Plate Offsets(X.Y)- 19:0-3-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) 1/defi Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.37 15-16 >653 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.90 15-16 >268 240 BCLL 0.0 Rep Stress Ina NO WB 0.47 Horz(TL) 0.10 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:340 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except 1-8:2x4 SP SS end verticals. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 20=4650/0-0-8,11=5216/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-20=-427/0,1-2=397/0,2-3=11457/0,3-4=15670/0,4-5=-15670/0,5-6=-21211/0, 6-7-21211/0,7-8=20490/0,8-9=-9385/0,9-10=562/0,10-11=792/0 BOT CHORD 19-20=0/8157,18-19=0/11457,17-18=0/11457,16-17=0/20166,15-16=0/20166, 14-15=0/20490,13-14=0/16744,12-13=0/16744,11-12=0/9385 WEBS 2-20=-8735/0,2-19=0/5029,3-19=-1851/0,3-17=0/4368,5-17=-4662/0,5-16=0/472, 5-15=0/1084,7-15=0/1264,7-14=1661/0,8-14=0/4153,8-13=0/485,8-12=-8161/0, 9-12=0/2893,9-11=9632/0 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x31 nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. ` ,1111111///!./1 Bottom chords connected as follows:2x6-3 rows staggered at 0-5-0 oc. ,,�f,av'N , Webs connected as follows:2x4-1 row at 0-9-0 oc. `• P` •........VFW '� 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 e. ,O C E N .• C �i� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �_••• ,••.• x SF••? 3)The Fabrication Tolerance at joint 18=20% • i 4)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. N• 681 82 • 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 .:,7 *i • * 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)1902 lb down at 2-11-8,and 1902 '" • / lb down at 13-2-8 on bottom chord. The design/selection of such connection device(s)Is the responsibility of others. �' PA •F ' LOAD CASE(S) Standard O �� Q- �4/ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ♦ s. i I -Ili Ia O••• \ • Uniform Loads(plf) "0 •`G •♦, Concentrated Lo=-2 1-3=-224,3-6=-100,6-10=224,11-20=10 I/i, /•'I'A'``°S Vert:10=-420 2=486 19=1902(F)15=1902(F)7=-486 8=643 9=-643 FL Cert. 6634 July 15,2015 4 � A WARNING•Verify design pramatwa and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02111/2015 BEFORE USE. • Design valid for use only with M9ek connectors.This design is based only upon parameters shown,and is lor an individual buidng component. Applicabilty of design parameters and Proper incorporation of component is responsibity of building designer-not truss designer.Bracing shown E1 is for lateral support of individual web members only.Additional temporary bracing to inure stabirity during construction is the responsibility of the erector.Addtional permanent bracing of the overall structure is the responsbiity of the building designer.For general guidance regardng MITek• fabrication,quality control,storage.delvery.erection and brociig.consult ANSI/TPI1 Quality Cderb,DS$-89 and SCSI Bolding Component 8904 Parke East BMW. Safety Information avaloble from Truss Plate Institute.781 N.lee Street.Suite 312 Alexandria.VA 22314. Tampa,FL 33870 F Job Truss Truss Type Qty Ply 150901 FT3 FLOOR 2 T7246498 2_Job Reference(optional) TrussMart Building Components,LLC, Midway,GA 7.630 s Jul 9 2015 MTek Industries,Inc.Wed J0115 12:18:17 2015 Page 1 I D:WAygWhEiEc3AZCGfgs1 Cynz311 Z-TFYtjvU F36cMvG4gTYdvmY9GKo9?Ixa5yx9CXmyxquq r -- -- 1-6-0 ) 1-6-0 1 3x4 = 2 1.5x4 II Scale=1:9.7 II EN WI ■■ P ■M 4x5= 4 3 2x4 I I I 1$-0 I 1S0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) 0.00 4 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.00 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:18 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=278/Mechanical,3=1909/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-272/0,2-3=-1903/0 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. I Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 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)Refer to girder(s)for truss to truss connections. 4)Girder carries tie-in span(s):10-6-0 from 0-0-0 to 1-6-0 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"x3")nails. Strongbacks to ,',1111111//` be attached to walls at their outer ends or restrained by other means. ```fir,Ov IN Vt�////' LOAD CASE(S) Standard ,s�OP . `�(N/.� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ;� ,.. \.-�\G•E•N S�•.•� '. Uniform Loads(plf) Vert:1-2=-449,3-4=-10 = N•68182 �_ Concentrated Loads(Ib) ti * : •. * Vert:2=-1631 / ...-33 A�1 •F :1U . n - 1 0 . \ . 1♦ /11111111 FL Cert. 6634 July 15,2015 8 A WARNING-Verify design pleannfers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 my.02/16/2015 BEFORE USE. ICI Design valid for use only with M1ek connectors.The design is based on ly upon parameters shown,and is for an individual not truss desi ine.component.ishown 1 Applicability of design aerometers and proper irKOrppatiOn of component is responsbiliy of building designer-not Inns designer.Bracing shavn �� is for lateral support of individual web members only.Additional temporary bracing to insure stobility during construction is the rosponsibillity of we erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M ITe k fabrication,qualify control.storage.deivery.erection and bracing.consult ANSI/TPIt Ouolty Criteria.DS1489 and SCSI Building Component 8904 Parke East Blvd Safety Information evodoble horn Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.vA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 17246497 150901 G MONOPITCH SUPPORTED 1 1 Jo2Refereace footionall Trus9Mart Building Components,LLC, Midway,GA 7.630 s Jul 9 2015 MiTek Industries.Inc.Wed Jul 15 12:18:17 2015 Page 1 ID:W iEc3AZCGfgs1Cynz311Z-TFYtjvUF36dutvG4gTYdvmY9D o71Ix85yx9CXmyxquq I -2-0-0 I 11.0-0 11-0-0 2.0.0 11-0-0 Scab=1:21.4 7 8 I IIII 3.50 12 5 A Ill 4 I :v II 3x4 3 r d 2 • II I I Ill 3x4= 4x8 II 11 10 9 8 I 11-0-0 11-0-0 Plate Offsets(KY)- (2:0-3-8,Edgel.12:0-5-10.Edeel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) 0.01 1 n/r 120 BCLL 0.0 • Rep Stress Ina YES WB 0.03 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:50 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 1 ROT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-0-0. (Ib)- Max Horz 2=189(LC 4) Max Uplift All uplift 100 lb or less at joint(s)8,9,10 except 2=179(LC 4),11=110(LC 8) Max Gray All reactions 250 lb or less at joint(s)8,9,10 except 2=318(LC 1),11=347(LC 1) 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�.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone;porch left and right exposed;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)All plates are 1.5x4 MT20 unless otherwise indicated. ,`„►1 tills/i . 4)Gable requires continuous bottom chord bearing. ,,�%■Qv'N V I1•, 5)Gable studs spaced at 2-0-0 oc. F • • 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ```�,O. C E•N S•. ♦♦♦ 7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .' \-- r'•'• ♦ fit between the bottom chord and any other members. • i 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,9,10 except(jt=lb) * N a�68182 :: •2=179,11=110. / I 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. - 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. a-0; OA Cr :� Aft- •F w iO•• ,'' P 4/ +l►n r►►►►►t FL Cert. 6634 July 15,2015 t A WARNING-V..9 y design parermtsrs and READ NOTES ON TIM AND INCLUDED MITER REFERANCE PAGE 191-7473 rev.021162015 BEFORE USE. Design valid for use only with Milek connectors.The design a based only upon parameters shown,and is for on ndvllual bolding component. Appicabily of design parameters and proper incorporation of component is responsbiiy of building designer-not truss designer.Bracing shown is for lateral suppod of individual web members only.Additional temporay bracing to insure stability dusrg construction Is the resporsubiltly of the erector.Additional permanent bracing of the overall structure is the responsibility of the bilking designer.For general guidance regotcf g iw iTek' fabrication.quality control storage.delivery.erection and bracing,consult ANSI/TM1 Quay Criteria,DSB-09 and SCSI Bulking Component 6904 Parke East Blvd. Safely Information avalable from Truss Plate Institute.781 N.lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply 150901 GI MONOPITCH SUPPORTED 1 1 17248498 Job ReferencflLoptional) TnnsMarl Building Components,LLC, Midway,GA 7.830 s Jul 9 2015 MiTek Industries,Inc.Wed Jul 15 12:18:18 2015 Page 1 ID:WAygWhEiEc3AZCGfgs1 Cynz311 Z-xS6GwFVtgPk DXQf01 F88JIiOkCS110MFBbvl3Cyxqup -2-0-0 I 9-0-0 2-0-0 9-0-0 I Scale=1:20.7 1.5x4 I I 1.5x4 II 6 3.50 12 5 • 1.5x4 II 4 p • N 3X4 N 3' • 2 . : H H- Of,' Maill11111111111 11 2x4= 4x8 II 9 8 7 1.5x4 I I 1.5x4 I I 1.5x4 I I I 9-0.0 9-0-0 Plate Offsets(X,Y)- [2:0-3-8,Edge1,12:0-6-10,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 • Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:40 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.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 9-0-0. (Ib)- Max Horz 2=159(LC 4) Max Uplift All uplift 100 lb or less at joint(s)7,8 except 2=-186(LC 4),9=-109(LC 8) Max Gray All reactions 250 lb or less at joint(s)7,8 except 2=318(LC 1),9=345(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone;porch left and right exposed;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. 001 1111]/i, 4)Gable studs spaced at 2-0-0 oc. ``` 1 - j N V ",� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� ,rte 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 ;% ,O.•C•E•N s . Vie' fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,8 except(jt=lb) 2 2=186,9=109. • N• 68182 •• 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. ` *; •■ 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ / i ; _-0 ..it �' e LNIA 1-.Y • -"�` /trllllito. FL Cert. 6634 July 15,2015 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7479 rev.02/18/2015 BEFORE USE. • Design vdid for use only with MITek connectors.This design is based only upon parameters shown.and is for an individual building component. Appticobirity of design parameters and proper incorporation of component is responsibility of bukding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the responsibillity of the MiTek• erector.Adc9tionol permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage.delivery.erection and bracing.consult ANSI/TPI1 Qualify Craeda,056.89 and 8CSI Spading Component 6904 Parke Easl Blvd Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 . ' 4 • • Job Truss Truss Type Qty Ply 150901 M Monopitch 10 1 77246499 TnsssMart Bulling Components,LLC, M1Avay,GA Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Ina.Wed Jul 15 12:15:19 2015 Page 1 ID:WAygWhEIEc3AZCGfgs1 Cynz3ll Z-Pefe8bW Vbjs48aEDbygNrzFYCdNmr4OPFeJbeyxquo 1 5-9-0 I 5-9-0 Sale=1:14.1 2 x 4 I I 2 3.50 12 . El 1 m r a 1 2.74 2x4= 2x4 = V V 3 4 3x4 I I I 2-0-0 2-11-1 5-9-0 I 2-0-0 0.1-i2 3-7-4 Plate Offsets(KY)— f1:0-0-9,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 IC 0.36 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.71 Vert(TL) 0.03 3-4 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=85/Mechanical,4=363/0-3-8 Max Horz 4=60(LC 4) Max Uplift3=-28(LC 8),4=111(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l3omph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope);cantilever left exposed;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. , .1111111 111 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) `lk� t3 N V 44, 4=111. ,,N% tk ........FZ E,I,' 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `,� ,�.�'G E N S�•�� = N.�68182 ti / I I)'.it,,.`, •F :tii; i► . ,o, \ . �JJittlitf,,,l- FL Cert. 6634 July 15,2015 MIME A WARNING•Verify design parameter.and READ NOTES ON TINS AND INCLUDED MITEK REFERANCE PAGE*11-7473 rev.031112015 BEFORE USE Design yak:for use only with WO connectors.This design is based only upon parameters shown.and is for an individual bukli g component. Applicobitiity of design parameters and proper incorporation of component is responsibility of building designer.not truss designer.Bracing shown t• is for lateral support of individual web member only.Additional temporary bracing to Insure stabilty during construction is the responsibility of the erector.Additional permanent bracing of the overall structue is the responsibility of the building designer.Fa A Tek•general guidance regarding i fabrication.quality control.storage,delivery.erection and bracig.consult ANSUT911 Qually Criteria,DSII.89 and SCSI Seeding Component Safety Inlormallon avolable from Truss Plate Institute.781 N.Lee Skeet Suite 312.Alexondrla,VA 22314. 8904 Parke 3361 Blsd. Tampa.FL 33610 • I Job Truss Truss Type Qty Ply 150901 M1 MONOPITCH 8 1 77246500 Job Reference lootionall Tn,ssMart Building Components,LLC, Midway,GA 7.630 0 Jul 9 2015 MiTek Industries.Inc Wed Jul 1512:18:19 2015 Page 1 I D:WAygWhElEc3AZCGfgs1 Cynz311 Z-Pefe8bW Vbjs48aEDbygNrzFYgdvmmlOPFeJbeyxquo I -2-0-0 1 5-9-13 I 11-0-0 I 2-0-0 5-9-13 5-2-3 Scale:1/2'0' 1.5x4 II 4 A r 3.50 I 12 3x4 3 i elell 2 3x4= 1.5x4 II 354 I 5-9-13 I 11-0-0 I 5-9-13 5-2-3 Plate Offsets(X,Y)-- 12:0-3-5,Edgel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) 0.05 2-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.09 2-6 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.37 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:51 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=415/Mechanical,2=570/0-3-8 Max Horz 2=146(LC 4) Max Uplift5=206(LC 4),2=-280(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-822/299 BOT CHORD 2.6=381/741,5-6=-361/741 WEBS 35=762/370 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This 3)•This truss ss has been designed for 10.0 ve load of 20.Opsf on the bottom chord rin all areas nwhere allredangle 3-6-0 tall by 2-0-0 wide will s011e-1V 1 N I III1�,, fit between the bottom chord and any other members. ,,�%OP,Q......... #P 4)Refer to girder(s)for truss to truss connections. `. ' .••\C E •. �,., 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)5=206, , \. F•••, - 2=280. : N•• 6)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. • 681 82 _ ,— : / / : — ,e, s • ( ,? % ,, s . A �` IIIii;II11" FL Cert. 6634 July 15,2015 • • A WARNING•VwMy despn parameters and READ NOTES ON T16S AND INCLUDED MITER REFERANCE PAGE*61-7473 rev.02/1612015 BEFORE USE. Design ward for use only with MiTek connectors.This design 4 based only upon parameters shown.and 4 for on individual building component.• Appakabitty of design parameters and proper incorporation of component is responsibiity of bolding designer•not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temparory bracing to insure stabilfy doing construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding M iT®k• fabrication.c uaity control storage,delivery,erection and!wooing.consult ANSVtMI Qualify Cr6edo.059.89 and SCSI Bulking Component 6904 Sabfy InformaMon available from Truss Plate Institute.781 N.Lee Sheet. Tempe,Suite 312.Alexandria.VA 22314. Parke 3361m pa,FL 33610 0 Job Truss Truss Type Qty Ply 17248501 150801 MG GABLE 1 1 Job Reference(optional) TrussMart Bolding Components,LLC, Midway.GA 7.830 s Jul 9 2015 MiTek Industries,Inc.Wed Jul 15 12:18:20 2015 Page 1 ID:WAygWhEiEc3AZCGfgs1Cynz311Z-tgD0LxX7M1 xmkoP9gBcOAnkp 76SVHpYevOs84yxqun I 5-9-0 1 5-9-0 Scale=1:12.4 2x4 11 3 3.50 12 . 1.5x4 11 I 2 2x4 s 5 4 1.5x4 11 2x4 II 11 1 2-0-0 1 Sao 1 2-0-0 3-9-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLI 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Inc( YES WB 0.03 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 0 OTHERS 2x4 SP No.2 MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=95/3-9-0,5=467/3-9-0 Max Horz 5=49(LC 4) Max Uplift4=-95(LC 1),5=-54(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-286/81 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope);cantilever left exposed;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 2-0-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,fit 1111l11 Jii. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `0% 4MIN vF le,, fit between the bottom chord and any other members. ,0 P. `Z ••6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5. `. V.* \C E Ns:',-.��j- 7)Non Standard bearing condition. Review required. ♦ .' \. •. - 8)"Semi-rigid pitchbreaks including heels"Member end ffxiy model was used in the analysis and design of this truss. N e 68182 • ?, ��lr •F .'�U , ..0S .. • • 1' , L' '%'' / As iunlio%- FL Cert. 6634 July 15,2015 i A WARNING-Verify design pramefers rid READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE WI-7473 nw.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design Is based only upon parameters shown and is for an individual buldhg component. Applicability of design parameters and proper incorporation of component is responsibety of busing designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabilty during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the bolding designer.For generol guidance regarding MITek- fabrication.quality control.storage.de very.erection and bracing.consult ANSI/T911 Quality Cmeda.058-89 and SCSI Sulking Component 8904 Parka East Slsd. Slaty Information avalable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33810 . ' Job Truss Truss Type Qty Ply T7246502 150901 P Ppgyback 2 1 Job Reference(notional) Truman(Building Components,LLC, Midway,GA 7.830 s Jul 9 2015 MiTek Industries,Inc.Wed Jul 15 12:18:20 2015 Page 1 ID:WAy0MiEiEc3AZCGfgslCynz311Z-tgDOLxX7M1 xmkoP9gBcOAnom?AAVHSYevOs84yxqun I 4-0.0 I 4�0-o I Scale=1:18.9 3x4= 4 >.sx: iIu4lI II • 5( •---••----••--��•�•�-�.�-�•�•�-�•�•�-�-�-�-�-� is 9 8 2x4= 1.5x4 II 1.5x4 II 2x4= I 800 I Plate Offsets(X,Y)— 14:0-2-0,Edoel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(LL) 0.00 7 n/r 120 BCLL 0.0 • Rep Stress Ina YES WB 0.01 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:28 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. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing • be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 6-4-2. (lb)- Max Horz 2=57(LC 7) Max Uplift All uplift 100 lb or less at joint(s)9,8 Max Gray All reactions 250 lb or less at joint(s)2,6,9,8 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=101 mph;TCDL�.Opsf;BCDL=B.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)fit between the bottom cfgiord and any other load�on2 sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,```' 01 N1 11V PI/III 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,8. ,,s O'.� •.... FZ�II•7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `s , ,• \C E N g'•. Iii 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building ♦ .' \. F '• i designer. ■* . Ne�68182 :..k. r — : / / • _ ice•• rr r .* : ,i • It . ,pP. \ `, • 14 At-111111111�1i+` FL Cert. 6634 July 15,2015 • • A WARNING-Vully design parameters rud READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 911-7473 rev.02/1&'2015 BEFORE USE Design valid for use only with MTek connectors.The design k based only upon parameters shown.and is for on individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabity rising construction is the resporniblty of the erector.Additional permanent bracing of the overoN structure is the responsbliy of the budding designer.For general guidance regarding M iTek• fabrication,qualy control storage.delvery.erection and bracing.consult ANSI/711 Ovally Cdterla,DSI.89 and ICSI/Wing COmponanl Safety klformadbn available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. 6904 Padre FL 3361381 a 0 Tempe,FL 30 • I • Job Truss Truss Type Oty Ply 150901 P1 Ppybed gt 19 1 172/8503 Job Reference(ootionall TrussMart Bolding Components,LW, Midway,GA 7.830 s Jul 9 2015 MITek Industries,Inc.Wed Jul 15 12:18:21 2015 Page 1 I D:WAygWhEiEc3AZCGfgs1 Cynz311 Z-L1 nOZHX17K6oOuNbiNirwOKxVPVN EkFhtZ7PgXyxqum 4-0-0 8-0-0 I 4-0-0 f 4-0-0 I Scale=1:18.9 4x4= 3 7.00 12 r,iiiiiiiiiih... 4 2 II 5 1 „,_•., 11 6 2x4= 1.5x4 II 2x4= I 8-0-0 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) 0.01 5 n/r 120 BCLL 0.0 • Rep Stress Ina' YES WB 0.02 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 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. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer • Installation guide. REACTIONS. (lb/size) 2=163/6-4-2,4=163/6-4-2,6=239/6-4-2 Max Horz 2=57(LC 6) Max Uplift2=37(LC 8),4=43(LC 9) 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=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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)2,4. ,��f l III// 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �� Qv N V //// 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building `- I- .,.... FC I,•designer. :,•° ,0.\'\C E N S+�•:��,i• N. 68182 / i / . _ ::-0' 400a :cc..: il/' 'I11111 o- FL Cert. 6634 July 15,2015 0 WARNING-VMry daslgn parwnalwa and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE INF7473 rev.02/16/2015 BEFORE USE Design valid for use only with Mlek connectors.This design's based only upon parameters shown.and is for on individual bulWg component., Applicabity of design parameters and proper incorporation of component k responsbllty of building designer-not truss designer.&acing shown is for lateral support of Irxllvldual web members only.Additional temporc y bracing to insure stobity during construction is the responsibility of the erector.Additional permanent bracing of the overal involute is the responsbity of the bolding designer.For general guidance regarding MiTek. fabrication.quality control.storage,detvery,erection and bracing.consult ANSI/11111 Qually Craerlo,DS11-89 and SCSI{Wring Component Safely Information volable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. 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O IS A TRUSS PLACEMENT DIAMI OMLY.TMs bua..a.n as Customer.Springfield Builders '' °"'an1nvntli"1pi1er'�'°"o°"'""`eb"^�°'P°n"° R iiiilmtr... Er *00oaLRI Tl.I. 400.0of I0 hubby.to,is roor area".a.n Wa1.br 15..naaaq"wMbaen Bo Nr pbamsM 0010.1.Taa s on of o.p,"r b r00 510.E4 br 4,400 0.M P.Im.ns. asap el01 roo1.M Ibor 00.54.%o br U oanE.YU,,nrlr ngelMWwnt,not WvWniMW..MMS0.Mon". ...MabmnY Trss Plan Ito4of. Job:Carpenter-Kenney .„ For gown,:al.../pent, .q,as w'a.v P of wea Nave..bas from m.Tray Plan war. BUILDING COMPONENTS Model:Two-Stony Residence 170 Elan Court —731 Paradise Lane Atlantic Beach FL Shop Drawing Approval Designer:US THIS LAYOUTS THE SOLE SOURCE FOR FABRICATION OF TRUSSES N10 VOIDS ALL PREVIOUS ARCHITECTURAL OR Midway,GA 31320 .OTHER TRUSS LAYOUTS.REVIEW...BD APPROVAL OF THIS LAYOUT MUST BE RECENE0 BEFORE NOV TRUSSES HILL 8E Loading:20/10/0/10&40/10/0/5 BUILT.VERIFY ALL CO M TIONS TO INSURE AGAINST CHANGES TINT WILL RESULT N EXTRA CHARGES TO YOU. Office: (912)884-4094 Spacing:24"o.c. Toll Free:(888)789-8165 •uote#: Date: Approved By: Fax:(912)8849506 •rder#:150901 i