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1201 Gladiola Street TRUSS •mile Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 15-081199- Property Residence MiTek USA, Inc. Site Information: a ,FL East Blvd. T Customer Info: Property Residence Project Name: Rady Property Model: Tamm pa,FL 33610-0115 Lot/Block: Subdivision: N. Plaza & Gladiola Address: Corner of N. Plaza&Gladiola Street OFFICE C 0 PY 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 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 34 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 17366153 A-1 8/25/015 18 17366170 CJ2 8/25/015 2 177366154 A-2 8/25/015 119 17366171 I CJ3 8/25/015 3 17366155 A-3 8/25/015 120 17366172 1 CJ4 8/25/015 4 17366156 A-4 8/25/015 f 21 17366173 1D-1 8/25/015 5 17366157 A-5 8/25/015122 17366174 E-1 8/25/015 6 17366158 A-6 8/25/015123 T7366175 E-2 8/25/015 7 17366159 B-1 8/25/015124 17366176 E-3 8/25/015 8 17366160 B-2 8/25/015125 17366177 E-4 8/25/015 9 17366161 8-3 8/25/015126 T7366178 F-1 8/25/015 10 17366162 B-4 8/25/015127 17366179 F-2 8/25/015 11 17366163 B-5 8/25/015128 17366180 F-3 8/25/015 12 17366164 B-6 8/25/015129 17366181 F-4 8/25/015 13 17366165 B-7 8/25/015 130 17366182 I HJ-1 8/25/015 14 17366166 B-8 8/25/015 131 17366183 HJ-2 8/25/015 15 T7366167 B-9 8/25/015 132 17366184 1J-1 8/25/015 16 17366168 C-1 8/25/015 133 17366185 1 J-2 8/25/015 17 17366169 CJ1 8/25/015 134 17366186 1S-1 8/25/015 The truss drawing(s)referenced above have been prepared by MiTek ���%`QU l N t "/,,� Industries,Inc.under my direct supervision based on the parameters .•pP•........ <c e,� provided by TrussMart Bldg Compts,LLC. :. •.�\G E N '• Truss Design Engineer's Name: Velez, Joaquin P, „ 68182 My license renewal date for the state of Florida is February 28,2017. _ *: ri,,I * IMPORTANT NOTE:Truss Engineers responsibility is solely for - 9 P tY Y ��; �� STATE OF : �/� design of individual trusses based upon design parameters shown O�.••,c P•,: <v on referenced truss drawings. Parameters have not been verified .. •• O R \v•••(-"•. as appropriate for any use. Any location identification specified is i,/s`S/ON At-E�.•% for file reference only and has not been used in preparing design. -isii„ illo•� Suitability of truss designs for any particular building is the Joaquin Velez PENo.68182 responsibility of the building designer, not the Truss Engineer, MiTek USA,Inc.FLCert 6634 P tY 9 g g 6904 Parke East Blvd.Tampa FL 33610 per ANSI/TPI-1, Chapter 2. Date: August 25,2015 Velez,Joaquin 1 of I ' Job Trues Truss Type Qty Ply 1 Propedy Residence 17366153 15-061199 A-1 Roar Special 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630 S Jul 28 2015 M,Tek Industries,Inc.Tue Aug 25 14:45:19 2015 Page 1 ID:u4Ba0heYOMRbR8BYRQTbooykMCv-1+2DJMxP8HB9KZZBHNcvdRT1gFy?gcN)(vB?yGHYykHv_ 6-4-0 13.6-0 208-0 27-100 3640 326-0 3853 414-0 2 r14-5 1.4.0 6-4-0 I 7-2.0 I 7-2-0 1 7-2-0 1 2-2-0 1 26-0 I 4-0-3 I 4-5-13 �14- I0 scab=1:75.7 54= 5x8= 5,8 1.5x4 II 3x6= 5,8 = 6 t 9 7.00 12 3 4 3x8 = f su r as rm ea ea a e - 15,2 ea ee "� i O 51x0 5 in d 29 2 26 27 28 i/-. WI +.. 11 ..\ { 19 18 17 16 75 14 13 3x6= 1.5x4 II 3x10= 388= 3x4= 3x8= 3x10= 3x4 = 388= I 6"4-0 I _--13-6-0 I_. _ 22-04 1 27-10-0 130-0-0 1 326-0 41-0-0 I 6-4-0 7-2-0 _ 854 5-9-12 2-2-0 2-6-0 8-6-0 Plate Offsets(X,Y)- 12:0-3-3,0-1-81,[3:0-3-0,0-1-121,[8:0-3-0,0-1-121,19:0.6-0.0-2.41.111:03.3.0.1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.09 13-25 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.24 13-25 >958 180 BCLL 0.0 • Rep Stress Incr YES WB 0.51 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:215 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-11 oc purlins,except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins(5-5-3 max.):3-7,8-9. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:16-18. WEBS 1 Row at midpt 3-18,7-16 MiTek recommends that Stabilizers and required Boss bracing be installed during truss erection,in accordance with Stabilizer Instalalion guide. REACTIONS. (lb/size) 2=825/0-5-8,16=1936/0-3-8,11=679/0-5-8 Max Horz 2=-192(LC 10) Max Uplift2=-309(LC 12),16=-596(LC 12),11=-227(LC 13) Max Gray 2=837(LC 25),16=1936(LC 1),11=679(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-26=1212/398,26-27=1047/318,3-27=1025/339,3-28=-8321350,4-28=-832/350, 4-5=432/350,5-6=-832/350,6-7=224/857,7-8=-572/223.8 9=474/208, 9-10=-690/222,10.29=-895/303,11-29=-983/282 BOT CHORD 2-19=714/1711,18-19=-265/825,17-18=557/216,16-17=557/216,13-14=0/447, 11-13-163/1174 `111111111///,t WEBS 271/81,9- =-65/318 813 01 09 8 0426 6-16=-1213/544,7-16=13951408, •%%O.' •QUIN I'- 9-14 ",, �♦` .••�GENS•• 1 .� NOTES- ' V �•••. `;•1)Unbalanced roof live loads have been considered for this design. No O 681 82•2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCOL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; •• *�• ' MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-0 to 2-9-3,Interior(1)2-9-3 to 6-4-0,Exterior(2)6-4-0 to 10-5-3,Interior(1) 27-10-0 to 30-0-0,Exterior(2)32-6-0 to 36-7-15 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for • i members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ='3 r CC 3)Provide adequate drainage to prevent water ponding. i %.,...,•. 2 '. • E OF .• 41 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 .. ••if • O R,Q N'..**.C♦ fit between the bottom chord and any other members. ej ........ `( 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=309, 1/ �``♦` 16=596.11=227. �0I,,�O N Al-11,.. 7)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 8)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Joaquin Velez PE No.68182 MRek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa R 33610 Date: August 25,2015 A WARNING-Verify design parameters and READ NOTES ON THIS MID INCLUDED WTEK REFERANCE PAGE 11•7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mifek connectors.The design is based only upon parameters shown.and is for on individual buidig component. a Applicability of design parameters and proper incorporation of components responsbiity of buildrmg designer-not tens designer.tracing shown is for lateral support of individual web members only.Additional temporay bracing to insure stability during construction a the responsibillity of the M iTek• erector.Additional permanent bracing ot the overol structure s the responsibility of the building designer.For general guidance regarding lab ri ation.quality control.storage.delivery.erection and bracig,consult ANSI/Tall Qualy CtReda,056-39 and ICSI Building Component 6904 page East Bled. Sa ely Inlamtallon available from Truss Plate institute.781 N.Lee Street.Salts 312.Alexandria VA 22314. Tamps,FL 33810 , • Job Truss Truss Type Qty Ply Property Residence T7368154 15-081199 A-2 Root Special 1 1 Job Reference Iopttio_a) TRUSSMART BUILDING COMPONENTS, Mick/ay,GA,31320 7.830 s Jul 28 2015 MTek Industries,Inc.Toe Mg 2514:4520 2015 Pape 1 ID:u4BaOheYOMRbR8BYRQ1booykMCv-OEnhaGQm2VHBA7mUxKQs haskMLbLq72Ql ppykHuz 1 4-4-13 8.40 1560 22-8-0 29.100 13-0 3510-11 41.0-0 2 )1� 4-4-13 I 3-113 I 7-2-0 ( 7-2-0 I 7-2-0 �5-0 i 4-7-11 ) 5-1-5 t Scale=1:75.7 5x8= SsB= 3x10= 3x8= 3x4= 9 28 till 4 7 5 7 8 !i 7.00 12 ea o as as rsa at are as ® ee �._ 1.5x4 II 1.5x4 Q 10 0 29 a' yl1 3 u, t! m :\ Ili 6d 19 78 17 18 15 14 13 3x10 = 308= 3x4 = 318= 3x10= 3x4= 3x6 308— 1.5x4 II F— _ 8-4-0__ i_ 15-6-0 I 22-0-4 I 29.10-0 I 35-10-11 I 41.0-0 I 8-4-0 7-2-0 6-6-4 7-9-12 6-011 5-1-5 Plate Offsets(X.Y)- f2:0-3-3,0-1-81 14:0-3-0,0-1-121.j11:0-33.0-1-81 _ LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.06 14-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.17 19-22 >999 180 BCLL 0.0 " Rep Stress In YES WB 0.50 Horz(TL) 0.03 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:225 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc purlins,except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins(5-8-13 max.):4-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-18 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installationguide,__ REACTIONS. (lb/size) 2=802/0-5-8,16=1981/0-3-8,11=656/0-5-8 Max Horz 2=216(LC 10) Max Uplift2=291(LC 12),16—635(LC 12),11=-244(LC 13) Max Gray 2=820(LC 25),16=1981(LC 1),11=676(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-28=1211/392,3-26=-1153/413,3-4=-951/338,427=-809/345,5-27=-809/345, 56=146/723,6-7=-146/723,7-8=412/220,8-9=-533/272,9-28=1007/440, 10-28=1072/415,10-29=902/286,11-29=960/251 BOT CHORD 2-19=-385/1159,18-19=-109/407,17-18=109/407,16-17=109/407,15-16=-709/267, 14-15=709/287,13-14=0/293,11-13=284/1111 WEBS 3-19=-363/219,5-19=126/470,5-17=0/261,5-16=-1419/486,7-16=-1163/430, \ 1111111/ii 7-14=-240/1176,8-14=-520/258,9-13=296/727,10-13=-457/291 ,‘0% QU I N V - �i i NOTES- � , ••••LENS'• c"%. �i�• 1)Unbalanced roof live loads have been considered for this design. .. V ,..••% 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 O.18; ' N O 681 82 MINERS(envelope)automatic zone and C-C Exterior(2)-1-4-0 to 2-9-3,Interior(1)2-9-3 to 8-4-0,Exterior(2)8-4-0 to 12-5-3,Interior(1) = * / 29-10-0 to 42-4-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MINERS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. '13 ' / ;CC 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4 •II • • E 0 F 41 Z. 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 ) 4/; fit between the bottom chord and any other members. °e • 4 Q I.•` t-�,; 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except(jt=1b)2=291, �� R, ``!;J % 16=635,11=244. •r/ •i..••\` �N • 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ��leg, N A;,,,��� 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 MTTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 A WARNING-Verily design pamurers and READ NOTES ON THIS AND INCLUDED MITES(REFERANCE PAGE 111-1473 rev.O2H6/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual bolding component. Applicability of design parameters and proper incorporation of component is responsbiity of building designer-not truss designer.Bracing shown IIII is for lateral support of individual web members only.Additional temporary b rocing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responobiiN of the buidng designer.For general guidance regarding M iTek. fabrication.quality control.storage.deiven.erection and bracing.consult ANSI/IM1 Quality CAe la.DS$$9 and KSI Sulking Component 8904 Parke East BIW. Safely Nlamaaon avoiable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 ' Job n Truss Truss Type Qty Ply Property Residence T7366155 15-081199 M3 Hip 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS. Midway,GA.31320 7.630 s Jul 28 2015 MiTek Industries.Inc.Tue Aug 2514:521 2015 Pape 1 ID:u4BaOheYOMRbR8BYRQTbooykMCv-sRL3ncROpoP2oHLgUlx5Xu62gmiQ4COCfJRNLQykHuy 11i-0I 5.4-13 t 10.4-0 17.15 I 23.1411 1 30-8-0 I 357-3 I 41-0-0 112.41 1-4-0 5-4-13 4-11-3 6.9.5 695 8-95 4-11-3 54.13 1-4-0 Scale=1:73.1 5x8 = _ 3x4_ 3:(6 3x4 _ 5x8= 4 ea ea ear 5 se ea 29 ea 6 se 7 ea ee 8 7.00 12 '� r°s 3x6�- 3x6 9 27 3 31 1 2 9 .. IP 1011 /:t: 19 18 33 17 16 15 34 14 35 13 12 ..\ 37B_ 1.5x4 II 3x4= 3x6 3x4= 3x4 = 3x8= = 3x10= 1.5x4 II I 5-4-13 i 10-4-0 I 17-1-5 1 22.0.4 I 30450 I 35-73 I 41.0.0 I 54-13 4-11-3 69.5_ 4.10.15 8-7-12 4-11-3 5.4-13 Plate Offsets(X,Y)- 12:033.0-1-81.14:0.6-0.0-2-41,18:030,0-1-12j,(1.0:033,0-18j LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.12 13-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.29 13-15 >796 180 BCLL 0.0 • Rep Stress Ina YES WB 0.81 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight.229 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins.except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins(6-0-0 max.):4-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:13-15. WEBS 1 Row at midpt 4-16,5-15 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection,in accordance with Stabdizer Installation guide. REACTIONS. (lb/size) 2=794/0-5-8,15=2001/0-3-8,1045/0-5-8 Max Horz 2=228(LC 10) Max Uplift2=298(LC 12),15=-430(LC 12),10=-284(LC 13) Max Gray 2=818(LC 25),15=2001(LC 1),10 673(LC 26) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-26=1252/354,26-27=1193/355,3-27=1140/370,3-4=832/315,5-29=-77/658, 6-29=-77/658,6-7-77/658,7-30=-388/302,830=388/302,8-9=-475/285, 9-31=775/349,3132=829/333,10-32=-887/333 BOT CHORD 2-19=-439/1272,18-19=340/984,1833=201/580,17-33=-201/580,16-17=-201/580, 1534=510/228,1434=510/228,14-35=-510/228,13-35=510/228,12-13=168/679, 111111111/ 1 ♦ I.. V� WEBS 318=550/244,418-54/496,4-16=725/174,5-16=53/577,5-15=1306/425, ♦♦♦Q ` ..• •Z '4,•7-15=-1138/416,7-13=-183/953,9-13=-548/253 .•• ( ENS •• ' • \ .• NOTES- No 68182•1)Unbalanced roof live loads have been considered for this design. = *�� ' 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; = . MWFRS(envelope)automatic zone and C-C Extenor(2)-1-4-0 to 2-9-3,Interior(1)2-9-3 to 10-4-0,Exterior(2)10-4-0 to 36-5-9, Interior(1)36-5-9 to 42-4-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& :,-V / I Cr MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 • 11.• • E 0 F •;�£C/ 3)Provide adequate drainage to prevent water ponding. / 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. .i ••15- Q Q:•••:■ 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 4", R,• `Q) • fit between the bottom chord and any other members,with BCDL=10.0psf. '� , ` ♦ G 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=298, /.,��N Al';t♦♦♦ 15=430,10=284. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.88182 8)Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 1 / A WARNING-very design parameters and READ NOTES ON TIBS AND INCLUDED MITER REFERANCE PAGE J-7473 rev.02/16/2015 BEFORE USE. ��• Design valid for use only with MTek connectors.This design b based only upon parameters shown.and is for on individual building component. ApptcabdIy at design parameters and proper incorporation d component is resporslbiity of buildrg designer-not truss designer.Bracing shown I 11/1 is foe lateral support of individuol web members only.Addaiond temporay boxing to insure stobity during construction is the responsib ity of the M Ma k' erector.Addtionol permanent bracing of the overall struck',k the responsibility of the building designer.For general guidance regadng fabrication.quality control.storage.deivery.erection and bracing,consult ANSI/1611 Quay Creole.DS$-89 and ICSI Bulding Component 8904 Parke East Solely Infurmallon iable from Truss Pate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. W. Tamps,FL 33836 10 0 • Job Truss Truss Type Qty Ph' Properly Residence 17388156 15-081199 A-4 Hip 1 1 Job Reference(optional) TRUSSMART BUIDING COMPONENTS. eadway.GA.31320 7.830 s Jul 28 2015 MiTek Industries.Inc.Tue Aug 25 14:4522 2015 Page I ID:u4BeOheYOMRbR8BYRQTbooykMCv-K IvR7yS1a6XvQRws2kSK361FKA_epiVLuzAwttykHux 11401 8+13 12-4-0 17-3-0 17915 22-0-4 2.13-2-11 285-0 I 347-3 41-0-0 112-4-9 1-4-0 6-4-13 5-11-3 4-11-0 0-6-5 4-2-15 1-2-7 5-5-5 5-11-3 6-4-13 1-4-0 Scab=1:73.1 5x6= 3x4= 3x4= 3x8 5x8= 4 6a ea 5 e»6 6a 27 6.6 28. aat7 as 8 7.00 12 3x8 i 3x6 3 9 0 I L( j r 25 2 • �"� mn ID( '' ♦ ::\01.1 1 /:. 18 17 18 31 15 14 13 12 1.5x4 II 3x10= 3x6= 3x4= 3x6= 3x10 = 1.5x4 II 3x6 303= I 6+13 I 12-4-0 I 22-0-4 I 2840 i 34-7-3 I 41-06 I 6-4-13 5-11-3 9-8-4 6-7-12 5-11-3 6-4-13 Plate Offsets(X.Y)- 12:0.3.3.0.1$1.14:0-3-0.0-1-121.18:03-0.0-1-121.110:03-3.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.25 15-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.50 15-17 >525 180 BCLL 0.0 • Rep Stress Ina YES WB 0.62 Hoa(fl.) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:233 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc puffins,except BOT CHORD 2x4 SP No.2 2-0-0 oc puffins(6-0-0 max.):4-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-15,5-15 MiTek recommends that Stablizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=787/0-5-8,15=2016/0-3-8,10137/0-5-8 Max Hors 2=-267(LC 10) Max Uplift2=-294(LC 12),15=-430(LC 12),10=-295(LC 13) Max Gray 2=818(LC 25),15=2016(LC 1),10=679(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-Al forces 250(Ib)or less except when shown. TOP CHORD 2-25=-1172/327,3.25=1038/349,3-4=667/269,4-5=548/296,5-26=-7/529, 26-27=-7/529,6-27=-7/529,6-28=221/306,7-28=221/306,7-8=-221/306, 8-9=283/279,9-29=-683/346,10-29-1002/324 BOT CHORD 2-18=557/1581,17-18=332/900,14-15=-749/299,13-14=-749/299,12-13=-149/598, 10-12=-446/1436 WEBS 3-17=669/312,8-13=320/124,9-13=714/297,9.12=0254.6-15=1191/422• `,,111111111/,1, 6-13=-254/1073,5-17=-162/805,515=1132/391 ```li QU t N• V/€<",,,•NOTES- �= ,,•• �C E Ns• .i 1)Unbalanced roof live loads have been considered for this design. 4 • V F i 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL�.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi O.18; No 68182 • MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-0 to 2-9-3,Interior(1)2-9-3 to 12-4-0,Exterior(2)12.4-0 to 34-7-3, = •*.• ' Interior(1)34-7-3 to 42-4-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& • , / * . ,,. MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 7 3)Provide adequate drainage to prevent water pondIng. V T3/11/ :CC 4)The solid section of the plate is required to be placed over the splice line at joint(s)16. : a •,'/. • E OF •�� 5)Plate(s)at joint(s)16 checked fora plus or minus 5 degree rotation about its center. - O . 4/ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with •any other ive loads. �i •�4r v•••(-...\l'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 is . ,,•0 R'.• \ s• fit between the bottom chord and any other members,with BCDL=10.0psf. l r;/ �` ,`• 8)Provide mechanical connection others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)2=294, phi• Q N AL tO 15=430,1(=295. (by ) I�/111111111 9)-Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 10)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. MITek USA,Inc.FL Ceti 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 1 1 A WARNING-Verify design pra totes and READ NOTES ON TINS AND INCLUDED UREA REFatANCE PAGE ap-7473 rev.07/1x2015 BEFORE USE la Design yard for use only with MiTek connectors.This design is based only upon parameters shown and Is for on kndnidud buidrg component. App*cabity of design parameters and proper incorporation of component's responvbOty of buildrg designer-not truss designer.Bracing shown is for lateral support of i drVidual web members only.Addliond temporary bracing to insure stabity dining construction's the responsibility of the M'Tel('erector.Adcieonal permanent bracing of the overall structore is the responsibl8 bulking ty of the bking designer.For general guidance regarding fabrication.quality control,storage.deivery.erection and tracing.consult ANSI/1M1 Godly Criers.DSM89 and SCSI Sulking Component 8904 Parke East Bed. Safety kilsrrndlon avalable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33810 • ' Job 'Truss Truss Type Qv/ Ply Property Residence 17366157 15-081199 A-5 Hip 1 1 Job Reference(optional) TRUSS/MAT BUILDING COMPONENTS, Midway,GA.31320 7.8305 Jul 28 2015 MtTek Industries.Inc.Tue Aug 25 14:4523 2015 Page 1 ID:u4Ba0heY0MRbR8BYRQTbooykMCv-opSgCIS LQfm1bV3cSzZcJCOyaNzYA5V6dwTPJykHuw 11-4-01 7-4-13 i 14-4-0 i 20-8-0 1 28$-0 1 33.7-3 1 41-0-0 42-4.OI 4 14 7-4-13 6-11-3 8-2-0 8.2-0 6-11-3 7-4-13 1-4.0 Scale n 1:74.2 5x8= 5x8= 7.00 12 3x4= 5/EF. rsa sa 6 2/„?..,8 na ® 7 Ri 28 4 8 29 3 9 0_ • i 25 30 1[1/.:l'. 16 17 16 31 32 75 33 14 13 12 1.5x4 II 3x10= 3x4 3x4= 1.5x4 II I 7-4-13 I 14-4-0 I 22-0.4 I 26-8-0 I 337-3 I 41-0-0 I 7413 6-11-3 7-8-4 4-7-12 6-11-3 7-4-13 Plate Offsets(X.Y)— 12:0.3.3.0-1$1.15:0-3-0.0-1-121.17:050.0-2-41.110:03-3.0-1-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.67 Vert(LL) -0.11 15-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.21 15-17 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.54 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:235 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purins,except BOT CHORD 2x4 SP No.2 2-0-0 oc purins(6-0-0 max):5-7. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-17,5-17,6-15,7-15,9-13 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=767/0-5-8,15=2062/0-3-8,1011/0-5-8 Max Horz 2=-306(LC 10) Max Uplift2=-283(LC 12),15=-443(LC 12),10=-281(LC 13) Max Gray 2=812(LC 25),15=2062(LC 1),10=667(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-Al forces 250(b)or less except when shown. TOP CHORD 2-25=1344/378,3-25=-898/305,3-26=-423/181,426=394/187,4-5=-324/219, 5-27=-329/264,6-27=329/264,6-284.1/554,7-28 /554,7-8=-35/275,9-30=547/298, 10-30=-12041352 BOT CHORD 2-18=744/1913,17-18=-303/817,16-17=-572/313,16-3172/313,3132=-572/313, 15-32=-572/313,15-33=288/232,14-33=-288/232,13-14=288/232,12-13=-91/503, 10.12=593/1806 `,`/1111111/,,,' WEBS 7-15 71/299,78316/571,9-13=-844/351,9 1 6-17=-290/1086, x/304 6-15=-1313/431, ,,.•b. UIN. V:- 4 1d' .`� ••'\LENS'• '4. NOTES- ■ •• \.• •F•�'. �i 1)Unbalanced roof live loads have been considered for this design. No O 68182 82 II 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL�.Opsf;BCDL3.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; *�• ' •,• MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-0 to 2-9-3,Interior(1)2-9-3 to 14-4-0,Exterior(2)14-4-0 to 32-5-9, Interior(1)32-5-9 to 42-4-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 :'0/ r •CC 3)Provide adequate drainage to prevent water ponding. a 1. • E OF :111 Z 4)All plates are 3x6 MT20 unless otherwise indicated. O•':/ �� 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. °i ••if O Q:• �∎ 6)•This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 350 tall by 2-0-0 wide will �j R ``� •` fit between the bottom chord and any other members,with BCDL=10.0psf. , ;/ ••• •G\ �• 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=283, ��,,,�N''1`,1s�� 15=443,10=281. 8)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA,Inc.FL Cell 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 1 1 A WARNING-%ferry design parameters and READ NOTES ON THIS AND INCLUDED NITS(REFERANCE PAGE 1.11•7473 rev.ON1a4015 BEFORE USE. • Design valid r use only with M7ek connectors.This design is based only upon parameters shown.and is an Individual buidng component. &1 Applicability of design parameters and proper ncaporatlon of component 6 responsblty of buidi g designer-not inns designer.Bracing shown II I IT is for lateral support of Individual web members only.Adcdtiard temporary bracing to insure stabs ly during construction is the resparuibity of the M iTek- erector.Additional n tional perment bracing of the overaa structure is the respansbily of the building desgner for general guidance regarding fabrication.qualify control.storage.delivery.erection and bracing.consult ANSVIP11 QuO Iy COM°,DSI-89 and SCSI Building Component 8904 Parke East Blvd. Sally kdorrnallen avaioble from Truss Plate Institute,781 N.Lee Street.Suite 312 Alexandria.VA 22314. Tempe,FL 33610 . Job Truss Truss Type Qty MY Property Residence 77386158 15-081199 A-6 14p 1 1 Job Reference(0Q90fn81j TRUSSMART BUILDING COMPONENTS, Midway.GA.31320 7.630 s Jul 28 2015 kliTek Industries,Inc.Tue Aug 25 14:4524 2015 Page 1 I D:u4 BaOheYOMRbR8BYR QTbooykMCv-G7GC PeTHB)ndfl4FA9Vo8xkdabcHbFeLHf1 yykHuv 1�-0 5-9-1 11-0.8 18.4-0 208-0 24.8-0 29-114 35-2-15 41.0-0 2-4-0 f 1-4-0 I 5-9-1 I 5-3-8 I 5-3.8 4-2-0 I 4-2-0 I 5-3-8 I 5-3-8 I 5.9.1 1+01 Scab=1:74.2 5x8= _ 3x4 = S ab 7.00 6 MI 29 CO 7 30� 8 r" ;a 3x4 i 3x4 3x6 i 9 31 � 3x8�� 1.5x4 , 4 10 ° 1.5x4// d 3 1t d uJ 27 � i[, 2 sem r■ net 7�1 d3 d ••••00: 27 20 33 34 19 18 35 3 17 18 15 37 38 14 3x4= 3x6= 4x8 = 3x4 3x4= 3x8= 3x4= 308= 3x8= I 8.4.13 I 16-4-0 I 22-0-4 I 24-8-0 I 32-7-3 t 41.0-0 8-4-13 7-114 5-8-4 2-7-12 7-113 8-4-13 Plate Offsets(X.Y)— 12:0-3-3.0-1-81.16:0-3-0.0-1-121.f8:03-0.0-1-121.112:0.3-3.0-1-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.12 18-20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.25 18-20 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.61 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:262 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc puffins,except BOT CHORD 2x4 SP No.2 2-0-0 oc puffins(6-0-0 max.):6-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-18,6-18,7-17,8-17,9-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Instalation guide. REACTIONS. (lb/size) 2=748/0-5-8,17=2103/0-3-8,12=589/05.8 Max Horz 2=345(LC 10) Max Uplift2=-259(LC 12),17=-481(LC 12),12=-258(LC 13) Max Gray 2=803(LC 25),17=2103(LC 1),12=656(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-27=1145/290,3-27=-1082/308,3-4=948/279.4-28=-826/296,5-28=-812/299• 7-30 /569,830=0/569,8-9=-26/427,9-31=-397/299,1031=411/296,10-11=-533/279, 1132=-669/308,12-32=954/291 BOT CHORD 2-20=444/1446,20-33=240/554,33-34=-240/554,19-34=240/554,18-19=240/554, 18-35=-639/376,3536=-639/376,17-36=-639/376,16-17=-522/316,12-14=263/1346 WEBS 3-20=422/265,5-20=116/605,5-18---836/365,6-18=-257/96,7-18=309/1214, ,%11111111/,,,_ 11'14'428//266'8-17=-1306/311,8-16=-207/797,9-16=-831/364,9-14=-118/613, ��`,�OP�G E N.. .��� NOTES- , • \- • �•�'• i • Job Thus Truss Type Qty Ply Propeny Residence 17366159 15-081199 B-1 Half Hip Girder 1 1 Job Reference(optional) TRUSSMART BUILDING COMPOeENTS, Midway,GA,31320 7.630 s AN 28 2015 MiTek Industries.Inc.Tue Aug 25 14:4525 2015 Page 1 ID:u4BaOheYOMRbR8BYRQTbooykMCv-kCaad_Uvt1 vUHufRjtO1 hkH12N6x030naxPaUCykHuu 1 -1-4-0 1 3-4-8 1 6-0-0 1 11-0-13 1 16-1-11 I 2150 1 1-4-0 3-4-8 2-7-8 5-0-13 5-0-13 5-4-5 Scale=1:39.4 5x6= 3x4= 3x4= 3x4= 4 15t3 ES113 5 [Rig 1 6 rsz 22 23 EI O Ems] 7.00 12 336 3 a ......., 2 InflNiii IS 0 8 � 4 14 13 12 24 25 11 26 27 ►4 28 9 29 8 = 10 3x4= 2x4 II 3x4= 4x8 3x4 = 8x6= 3x4 = 2x4 II I 3.443__ - 1 8.00 1 11-0-13 1 14-14 1 17-10-14 1 21-6-0 2'1i-WO 3-4-8 2-7.8 5-0-13 3-6-7 3-3-10 3-7-2 0-3-0 Plate Offsets(X,Y)— 14:0-3-0,0-1-12] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.63 Vert(LL) 0.03 13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.06 11-13 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.55 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:140 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals,and 2-0-0 oc puffins(6-0-0 max.):4-7. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:9-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer • • Installation_guide. • REACTIONS. (Ib/size) 8=177/0-3-0,2=813/0-5-8,10=1815/0-5-8 Max Horz 2=196(LC 20) Max Upliift8=-113(LC 4),2=-349(LC 8),10=-831(LC 8) Max Grav8=187(LC 31),2=813(LC 1),10=1815(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1203/520,3-4=-1044/499,4-17=-461/269,17-18=-461/269,518=-461/269, 5-19=-234/473,19-20=-234/473,20-21=-234/473,6-21=-234/473 BOT CHORD 2-14=-475/1065,13-14=-475/1065,12-13=-437/883,12-24=-437/883,24-25=437/883, 11-25=-437/883,11-26=-280/461,26-27=-280/461,10-27=-280/461 WEBS 3-13=-253/173,4-13=-93/494,4-11=-529/238,5-11=-22/503,5-10=-1310/658, 6-10=-789/455,6-9=0/285 ``11111111///I,� 0 IN 0 •NOTES- 01)% V46' 'i 1)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.,GCpi=0.18; • 'S •••\,C E N rS•• '.,• MWFRS(envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip : •• � F•••• DOL=1.60 No 68182 1. 2)Provide adequate drainage to prevent water ponding. * ••' • * ► 3) •This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • / 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • fit between the bottom chord and any other members. -o r :CC Z 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ut=lb)8=113, / ••'/, E OF • it/ 2=349,10=831. (' / 4/` 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. °i ••q' Q.•• ,� 7)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �� •........RIO`__``0 • 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)143 lb down and 131 lb up at 6-0-0, •1' E- ‘ •� 143 lb down and 131 lb up at 8-0-12,143 lb down and 131 lb up at 10-0-12,143 lb down and 131 lb up at 12-0-12,143 lb down and �•,,��N Al 1,/``` 131 lb up at 14-0-12,143 lb down and 131 lb up at 16-0-12,and 143 lb down and 131 lb up at 18-0-12.and 143 lb down and 131 lb up at 20-0-12 on top chord,and 214 lb down and 101 lb up at 6-0-0,52 lb down at 8-0-12,52 lb down at 10-0-12,52 lb down at 12-0-12, Joaquin Velez PE No.68182 52 lb down at 14-0-12,52 lb down at 16-0-12,and 52 lb down at 18-0-12,and 52 lb down at 20-0-12 on bottom chord. The MITek USA.Inc.FL Cert 6634 design/selection of such connection device(s)is the responsibility of others. 6904 Parke East Blvd.Tampa FL 33610 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Date: August 25,2015 GAARm/Gi8Et8#ZStandard A WARNING-Verily resign parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERANCE PAGE 5/47473 rev.02H6N2015 BEFORE USE. ��• Design valid for use only with MiTek connecters.This design is based only upon parameters shown.and is for on individual building component. Applicability of design parameters and proper incorporation of component's responsib8ty of buikirig designer-not Inns designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibicity of the erecter.Additional permanent bracing of the overall structure is the responsiblity of the building designer.For general guidance regarding M iTek. fabrication,quality control,storage.deBvery.erection and bracing.consult ANSI/IPI1 Quality Criteria.DSB-89 and BCD Building Component 8904 Parke East Blvd. Safely Inlonrwllon ovaiable from Tress Plate Institute.781 N.Lee Skeet,Suite 312.Alexorxria,VA 22314. Tampa,Fl,33610 b ',Truss ---_...._ TRW Type Qty Ply Propwly Residence T7366159 •1.15-081199 'B-1 FynHip Eater 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONE NTS,- Midway,GA,31320 7.630 sJd 282015 MiTek Industries,Inc.Tue Aug 2514.45252015 Page 2 ID:u4Ba0F1eYOMRbR8BYRQTbooykMCv-kC aad_Uvt1 vUHufRjt011#112NBxO3OnaxPaUCykHuu LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-60.4-7=-60,2-8=-20 Concentrated Loads(lb) Vert:13=-194(F)4=-74(F)6=-74(F)9=-33(F)17=-74(F)18=-74(F)19=-74(F)21=-74(F)22=-74(F)23=-74(F)24=-33(F)25=-33(F)26=-33(F)27=-33(F)28=-33(F) 29=-33(F) 1 l A WARNING-Verify design prrneWS and READ NOTES ON MS AND INCLUDED YITEK REFERANCE PAGE*II-7473 rev.O2/IN2015 BEFORE USE. - Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and h for an individual building component. Applicability ot design parameters and proper Incorporation of component is responsbfity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary!racing to insure stability Wring construction is the responsibility ot the MiTek' erector.Additional permanent bracing of the overat structure is the responsblity of the buiding designer.For general guidance regarding fabrication.quality control storage.deivery.erection and tracing.consult ANSI/TPI1 Gunny Criteria.DSB-89 and SCSI Suiting Component 8904 Parke East Blvd. Solely Niormdlon available Irons Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tans.FL 33610 • Job Truss Truss Type Qty Ply Propwty Residence 17366160 15-081199 8-2 Half Hip 1 I .Job Reference(o0tionall TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630 3 Jul 28 2015 MITek Industries,Inc.Tue Aug 2514:4526 2015 Page 1 ID:u4Be0heYOMRbR8BYRQTbooykMCv-CO8ygKVXeK1Lv2EeHaXGEyqugnPdb3xpb880eykHut I -14-0 I 8-0-0 I 12-11-0 I 18.1-8 I 19-11-15 I 1-4-0 8-0-0 4-11-0 5-2-8 1-10-7 Scale-1:36.9 546= 1.5x4 I I 54= 3 18 4 1l 6I 7.00 12 'I 17 i 18 0 3x4 = 1►Q 15 iis if 1 ►_ ►� 10 9 a 7 3x6% 1.5x4 I I 3x4 3x10= 1.5x4 II I 8-04) I 12-11-0 I 18-1-8 I 8-0-0 4-11-0 5-2-8 Plate Offsets(X.Y1- 12:0-2-3.0-1-81.13:0-3-0.0-1-121.15:0-1-8.0-3-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lies) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.06 10-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.18 10-14 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.20 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:105 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purtins, except BOT CHORD 2x4 SP No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-6. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MTek recommends that Stabilizers and required aoss bracing be installed during truss erection,in accordance with Stabilizer Instalation guide. REACTIONS. (lb/size) 2=818/0-5-8,15=816/038 Max Horz 2=258(LC 12) Max Uplifl2=217(LC 12),15=-357(LC 9) FORCES. (lb)-Max.Comp/Max.Ten.-Al forces 250(b)or less except when shown. TOP CHORD 2-16=-1782/572,16-17--856/164,3-17=-834/189,3-18=594/177,4-18.594/177, 4-5=594/177 BOT CHORD 2-10=1193/2796,9-10=249/793,8-9=-249/793 WEBS 3-104/266,3-8=252/122,4-8=-280/232,5-8=225/755 NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-010 1-8-0,Interior(1)1-8-0 to 8-0-0,Exterior(2)8-0-0 to 12-2-15 zone; `,��1111111194j4, cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ,`0 PQU IN VFW 0,, Lumber DOL=1.60 plate grip DOL=1.60 10 2)Provide adequate drainage to prevent water pending. `� , .••�G•E N S'•�' #0 . 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. . •• \., F•••, 4)•This truss has been designed fora five load of 20.0psf 041 the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will No 68182 fit between the bottom diced and any other members. �, • I 5)Bearing at joint(s)15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity • of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=217, ='13; 1 I :CC r. 15=357. i s .21 • E OF : IQ 7)"Semi-rigid pitdtbreaks including heels"Member end fixity model was used in the analysis and design of this truss. °,,C): j 4/: 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. •ail () RIO.* v.-...*•' �, 1/11 ON A'!‘..4 %‘• G` Joaquin Velez PE No.68182 MITek USA Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 • • AWARNING-Verify dwgs Pena..and REAR NOTES ON T16$MO INCLUDED WTr3(REFERANCE PAGE*/.7473 rev.07119.0015 BEFORE LASE. MI Design valid for use only with Weir connectors.This design is based only upon parameters shown.and is for an individual bolding g component. APWicabSty of design parameters and proper incorporation of component b responsbllity of building designer-not buss designer.Bracing shown T is for lateral support of idvidud web members only.Additional temporary bracing to insure stability during construction a the respanbilily of the M iTek• erector.Additional permanent bracing of the overall structure is the resporsbity of the building designer.For general guidance regarding fabrication quality control,stooge,delivery.erection and bracing,consult ANSI/R11 Goodly Csieia.038.89 and SCSI biding Component 8904 Parke East Bbd. Safety YJonnaion available from'Miss Plate Institute.781 N.Lee Skeet.Sulte 312.Alexandria,VA 22314. Tampa,Ft.33810 1 Job Truss Truss Type Qty Ply Property Residence 17366161 15-081199 B3 Hal Hip 1 1 _Job Reference1901041) TRUSSMART BUILDING COMPONENTS. Midway,GA,31320 7.630 s Jul 28 2015 MTek Industries.Inc.Tue Aug 25 14:4528 2015 Page 1 ID:u4BaOheYOMRbR8BYRQTbooykMCv-CO8ygKVXeK1Lv2EeHaXGEyq_CnL_Mlxpb880eykHut I -1-4-0 I 5-2-13 I 10-0-0 I 13-11-0 I 18-1-8 I 19-11-15 I 1-4-0 5-2-13 4-9-3 3-11-0 4-2-8 1-10-7 Scale=1:39.6 5x8 3x4= 608 II 4 erl ►�8 3� C■ 7 f. II 7.00 I t2 • 1.5x4 J 17 3 7 6 18 IF= 3= t.• 15 in 1:-' 2 CA-' 10 9 19 20 8 3,6= 3x10= 3x4— 3x8= I 10-0-0 I 18-1-8 I 10¢0 8-1-8 Plate Offsets(X,Y)- f2:0-2-9,EdQel.14:0-3-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.13 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.32 10-14 >666 180 BCLL 0.0 • Rep Stress Ina YES WB 0.61 Horz(TL) 0.01 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:1131b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals,and 2-0-0 oc puffins(6-0-0 max.):4-7. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-0 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=807/0-5-8,15=827/0-3-8 Max Horz 2=318(LC 12) Max Uplift2=-208(LC 12),15=-351(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=1189/227,3-16=-1084/252,3-17=454/143,4-17=785/170,4-5=713/194, 8-11=-172/710,6-11=172/710 BOT CHORD 2-10=415/1510,9-10=-153/465,9-19=153/465,19-20=153/465,8-20=153/465 WEBS 3-10=4741293,5-10=128/474,5-8=-721/250 NOTES- 1)Wind:ASCE 7-10;Vutt=13Omph(3-second gust)Vasd=101mph;TCDL 6.Opsf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;End.,GCpi=0.18; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1S0 to 10-0-0,Exterior(2)10-0-0 to 14-2-15 zone; `,1111111111//,,, cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ,�% QU N V Lumber DOL=1.60 plate grip DOL=1.60 ,%.•%%,0% � QP` 4 •1111•� 2)Provide adequate drainage to prevent water ponding. s , .•• G E N d'•• . 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• � F •• 4)'This truss has been designed fora 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 O 68182 fit between the bottom chord and any other members,with BCDL=10.0psf. * ••' • 5)Bearing at joint(s)15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. = : / / * • .. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=Ib)2=208, :'0;1 CC Z 15=351. :••• s .. . • E OF :L 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 / 4/Z 8)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 1. •� it f O R V"..•• :••\`'�',��• 111 Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 4 • A WARNING-Verify*dm patamenrs and READ NOTES ON 710$AND INCLUDED NM REFERANCE PAGE MIL7473 rev.67/1612015 BEFORE USE Design valid for use only with MOek connectors.This designs m based only upon parameters shown.and is for an individual baiting component. 11111 Applicobity 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 inure slab5ty cluing construction is the responsibility of the M iTe k' erector.Addtiorwi permanent bracing of the overall structure is the responsblity of the building designer.For genera guidance regarding fabrication quality control.storage.delmery.erection and bracing.consult ANSI/TPI1 Quality Criteria.058.89 and SCSI Sulking Component 6904 Parke East 81sa. Sally We mdbn ovaiable from Teas Plate Institute.781 N.lee Street.Suite 312.Alexandria.VA 22314. Tempe,FL 33610 Job Truss Truss Type all Ply Pmpeily Residence 17366162 15-061199 8-4 Nall HD 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS. Midway,GA.31320 7.630 5 Jul 28 2015 Mira Industries.Inc.Tue Aug 25 14:4527 2015 Page 1 ID:u48aOheYOMRbR8BYROTbooykMCv-haiK2gV9Pe9CWCogr12Vm9MBXBnbU_W41 FuhY4ykHus 1 -140 1 6-2-13 I 12-0-0 I 18-1-0 I 19-11-15 I 1-4-0 8.2-13 5-9-3 8.1.8 1-10-7 558 = 6x8 I I Scab r 1:44.8 4 6 T5' 5 TS 8 no iii_ PIM III 17 356 G 3 SS 354= q ..c% �i T r 16 ES 354= gillIllIlll 2 r " 1r. 15 ICA 10 9 8 19 7 354 = 1.554 II 354 354= 356= I 6-2-13 I 12-0-0 I 16.14 I 8-2-13 5-9-3 6-1-8 Plate Offsets(X.Y)— 14:030,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.04 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.10 7-8 >999 180 BCLL 0.0 • Rep Stress In YES WB 0.51 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purfins, except BOT CHORD 2x4 SP No.2 end verticals,and 2-0-0 oc pudins(6-0-0 max.):4-6. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-4-4 oc bracing. OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=806/0-5-8,15=828/0-3-8 Max Horz 2=379(LC 12) Max Uplift2=-208(LC 12),15=-333(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-Al forces 250(Ib)or less except when shown. TOP CHORD 2-16=1179/259,3-16=-1049/183,3-17=682/87,4-17=-600/118,7-11=-159/690, 5.11=159/690 BOT CHORD 2-10=-643/1640,9-10=-391/1136,8-9=391/1136,8-19=174/571,7-19=-174/571 WEBS 38=665/297,4-8=-86/555,4-7=-795/242 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL�.Opsf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; ‘r,11,111111I/. MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)18-0 to 12-0-0,Exterior(2)12-0-0 to 16-2-15 zone; NO% QU I N 1,/ .- ii, cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; •N‘QP` 4� 'j Lumber DOL=1.60 plate grip DOL=1.60 • ••' G E N S•• '�i 2)Provide adequate drainage to prevent water ponding. •' V F•••. ■ 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. , No 68182 4)*This truss has been designed for a Ave load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will = * • fit between the bottom chord and any other members,with BCDL=10.0psf. 5)Bearing at joint(s)15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity = • / * • of bearing surface. "0, r I ;CC r. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=208, • •�'/;1'. • E O F ;i-U 15=333. O /4 • �� 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -,,,o;4� Q:•'. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. °j r•0 R10.• �? . ,iii�ONA�� ```, Joaquin Velez PE No.68182 Mtiek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 4 • A WARNING-Verify design parameters end READ NOTES ON 7511S AND INCLUDED arrer REFH►ANCE PACE 111-7473 rev.02/12016 BEFORE USE. Design valid for use only with MTek connecters.This design is based only upon parameters shown.and a for on Indvidual baking component. . Appicobity of design parameters and proper incorporation of component is revocability of bs4drg designer-not truss designer.Bracing shown ;� is for lateral support of individual web members only.Additional temporary bracig to inure stabily during conshuction Is the responsibdiy of the M I lek- erector.Additional permanent bracing of the avant structure is the respaxbiy of the buldrg designer.For general guidance regarding fabrication,quality conlroL storage.delivery.erection and bracing.consult ANSVI141 Quell,/Crisda,DS649 and SCSI Sulking Component 8904 Parke East Blvd. Safely Information available from Truss Rote Institute,781 N.Lee Sheet.Suite 312.Alexandria,VA 22314. Tampa,Ft.33810 • Job Truss Truss Type Qty Ply Property Residence 17386183 15-081199 B-5 Her Hip 1 1 Job Reference(00ti0na11 TRUSSMART BUILDING COMPONENTS, Midway,GA.31320 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Aug 25 14:4528 2015 Page 1 ID:u4Ba0heY0MRbR88YRQTbooykMCv-9nGjF?W nAyH28MNOP?ZkJNvGHb6mDLLEGvdE5WykHur 1-1-4-0 I 7-2-13 1- 14-0-0 1 184-8 1 1911-15 j 1-4-0 7-2-13 6.9.3 4-1-8 1-10-7 5x6= 6 x 8 I I Sub=1:49.7 7.00 12 4 •�• 5...8 8 I'�� t7 5x8.i 3 [7 3x4= i iiiIP' 3 16 13 3x4= ,315 I' 2 l 10 9 8 7 3x6= 1.5x4 II 3x4 3x4= 3x4= I 7-2-13 I 14-0-0 I 18-1-8 7-2-13 69-3 4-1-8 Plate Offsets(X,Y)— (2:0-3-3.0.1-81,13:04-0.0.3-01.14:03-0,0-1-121 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Men L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.04 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.12 8-10 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.86 Horz(TL) 0.03 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix M) Weight:126 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purtins, except BOT CHORD 2x4 SP No.2 end verticals,and 2-0-0 oc pudins(6-0-0 max.):4-6. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-6 oc bracing. OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide_-- REACTIONS. (lb/size) 2=810/0-5-8,15=824/0-3-8 Max Horz 2=440(LC 12) Max Uplift 2=-198(LC 12),15=314(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=1337/356,3-16=-911/136,3-17=-458/27,4-17=-361/64,7-11=-245/749, 5-11-245/749 BOT CHORD 2-10=-870/2035,9-1(=394/1052,8-9=-394/1052,7-8=-126/373 WEBS 3-10=0/283,3-8=804/344,4-8-118/549,4-7=-786/284 NOTES- 1)Wind:ASCE 7-10;Vult=13Omph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II:Exp C;End.,GCpi=0.18; ,,,111111111111,' MWFRS(envelope)automatic zone and C-C Exterior(2)-14-0 to 1-8-0,Interior(1)1-8-0 to 14-0-0,Exterior(2)14-0-0 to 18-2-15 zone: ,0% c OIN v - 1/0 cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; N• oP` Z 00 Lumber DOL=1.60 plate grip DOL=1.60 �� .•'\GEN9'• c. /0 2)Provide adequate drainage to prevent water ponding. s • V F•.•• 0 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• N O 68182 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will *�' ' fit between the bottom chord and any other members. 5)Bearing at joint(s)15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity / of bearing surface. :'0 f / ; 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ut=lb)2=198, • •.'!y'. • E OF :LU 15=314. 0 It . 4</ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. °• '•if O Q.. 8)Graphical purtin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. •j, r•0 R` (f' ,N� I'1;0NAl Ec�%`% Joaquin Velez PE No.68182 MiTek USA.Inc.ft Cert 6634 6904 Parke East Blvd.Tampa R.33610 Date: August 25,2015 1 s A WARNING-Verify design paramars and READ NOTES ON TINS AND INCLUDED INTO(REFERANCE PAGE 89.7473 rev.02n6/2055 BEFORE USE. . Design volid for use only with MTek connectors.This design is based only upon parameters shown.and is for on individual building component. Applicability of design parameters and proper incorporation of component is respo sbity of bulking designer-not buss designer.Bracing shown is Ion lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector.Addtional permanent bracng d the overall structure is the responsbNty d the buiking designer.For general guidance regarding fabrication,quality control.stooge.deiery erection and bracing.consult ANSI/TPI1 QuaNy Called*.DS$-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inhumation avo[able horn Truss Plate Institute.781 N.Lee Skeet.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Pty Property Residence 77386164 15-081199 B-8 Hag hip 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA.31320 7.830 s Jul 28 2015 MITek Industries,Inc.Tue Aug 25144528 2015 Page 1 ID:u4BaOheYOMRbR8BYRQTbooykMCv-9nGjF?WrtAyH28MN0P?ZidNvCIb45DSFEG WE5WykHur 1-1.4-0 1 8-2-13 1 16.0-0 1 18-1-8 119.11-16 1 1.4.0 8-2-13 7-9-3 2-1-8 1-10-7 5x6= 4x4 I I Scab=1:57.2 4 15 _ 6 7.00 12 r�7 5x8 i 3 i tt i fl 14 y�j 7lI o 6 10 9 8 7: 308 i 1.5x4 II 3x4= 3x4= 4x6= I 8-2-13 { _ 18-0-0 1 18-1-8 1 8-2-13 7.9-3-_---.-- 2-1-8 Plate Offsets(X,Y)-- 12:0-2-3,0-1-8],13:0-4-0,0-3-41,14:0-4-0.0-2-41.15:0-2-0.0-0-81 LOADING(psq SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.06 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.18 10-13 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.42 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:124 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals,and 2-0-0 oc pudins(10-0-0 max.):4-6. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bradng. WEBS 1 Row at midpt 5-7,3-8,4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer lnstallationguide. I REACTIONS. (lb/size) 7=825/0-3-8,2=814/0-5-8 Max Horz 2=495(LC 11) Max Uplift 7=336(LC 9),2=240(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-AN forces 250(lb)or less except when shown. TOP CHORD 2-14=-1601/456,3-14=950/231,3-4=-424/209 BOT CHORD 2-10=965/2460,9-10=-407/1097,8-9=407/1097,7$=182/327 WEBS 3-10=0/327,3-8=-924/392,4-8=-185/684,4-7=-998/289 NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDLn6.Opsf;BCDL�.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi�.18; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 16-0-0,Exterior(2)16-0-0 to 19-11-15 zone; ,,��11 T T 1 /////// cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ,`�� 'QU I N t/F� iio Lumber DOL=1.60 plate grip DOL=1.60 0I• 2)Provide adequate drainage to prevent water ponding. �� ,O'•\G E N S••�� •. 3)The solid section of the plate is required to be placed over the splice line at joint(s)3. •• V F •• 4)Plate(s)at joint(s)3 checked for a plus or minus 3 degree rotation about its center. N O 6$1 82 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. = •*�• I * ► 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • fit between the bottom chord and any other members. .7: / 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=tb)7=336, 7-0; r I 2=240. Ii: • • •• E O F •:4U 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .. Q• 4/ 9)Graphical purtin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. °i ••4r Q Q:' ■, Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 • A WARNING-Verily design prameterx end READ NOTES ON MS AND INCLUDED UTTER REFERANCE PAGE a -7473 rev.02/16/2015 BEFORE USE. Idt Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for on individual building component. Applicability of design parameters and proper incorporation of component 5 resporubiity of building designer-not tens designer.&acing shown is for ioterd support of individual web members only.Additional temporary bracing to ream stability dining construction is the responsibility of the MiTek. erector.Addtiond permanent bracing of the overall structure is the responsibility of the buldng designer.For general guidance regaring fabricotion.quality control.storage.delivery.erection and bracing.consult ANS1/1P11 Quality Cdieda,DS$-89 and SCSI guiding Component 6904 Parke East Blvd. Sagely I nlormdloe available from Truss Plate Institute.781 N.Lee Sheet.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 • Job Truss Truss Type Qty Pty Property Residence 77366165 15.081199 B-7 HALF HIP 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Aug 25 14:4529 2015 Page 1 I D:u4BaOheYOMRbR8BYRQTbooykMCv-dzg5TLXQxFQvmWyCyj4zraRTB_RayuC NVZNodzykHuq 1-1-4.01 6-311 i 12-1-14 I 18-0-0 181-0 1-4-0 6-3-11 5-10-2 5-10-2 0-1-8 Scale=161.7 s Ai'àl in 10 95- y8 16 : 1.5x4 II 3x4 3x4= 5x8 3x4= 1 8311 1 9.1.13 1 12-1.14 t 18-1-8 1 6311 2-10-1 3-0-1 5-11-10 _ Plate Offsets(X,Y)- )2:Edge,0-0-41 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.04 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.10 7-8 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.50 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 (Matrix-M) Weight:114 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purtins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-0 oc bracing. WEBS 1 Row at midpt 6-7,5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation outdo. REACTIONS. (lb/size) 7=706/0-3-8,2=813/0.5-8 Max Horz 2=582(LC 12) Max Uptift7=-406(LC 12),2=143(LC 12) Max Gray 7=845(LC 21),2=826(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-AI forces 250(lb)or less except when shown. TOP CHORD 2-14=1155/271,3-14=1047/47,34=629/0,4-5=497/0 BOT CHORD 2-10=-805/1765,9-10=-473/1168,8-9=473/1168,8-16=250/645,7-16=250/645 WEBS 5-7=984/382,5-8=56/526,3-8=617/263 NOTES- 1)Wind:ASCE 7-10;Vutl=130m (3-second gust)Vasd=101m h;TCDL�. sf;BCDL�.O sf;h=25ft;Cat.II; t%11111111,. Ph( 9 ) P OP P Exp C;End.,GCpi=0.18; ��� I/ MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-13-0 to 17-11-12 zone;cantilever left and right ,s° QU t N t/k- ii, exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip �S QP` 4� e DOL=1.60 .` .•'�GENS•• 1 '., 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. •• \- F•••• 'e 3)•This truss has been designed fora live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will No 68182 fit between the bottom chord and any other members,with BCDL=10.0psf. : *.• ' •,• 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=406, = / 2=143. * .. 5)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. :'O r :CC • .11 E OF : fJ • Q (V its;10NA-; ‘%,`.%% Joaquin Velez PE No.68182 MRek USA,Inc.FL Celt 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 I I A WARNING-17erfy design punsters end READ NOTES ON THIS AND INCLUDED MITER REF iANCE PAGE 6011.7473 rev.OV1&T015 BEFORE USE la Design valid for use only with MiTek connecters.This design is based only upon parameters shown and is for an ildviduol building component. Appscobity of design parameters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown t� is for lateral support of individual web members only.Additional temparory bracing to kuure stabity during constructions the respornbr96y of the M I lek- erector.Additional permanent bracing of the overall structure is the responsibility of the braking designer.For general guidance regarding fabrication.quality control.storage.deivery.erection and timing.consult ANSI/M1 avdiy Cileda,DS$-69 and SCSI W/dng Compon.M 6904 Parke East Bhd. Sally Information available from Truss Pate Institute.781 N.Lee Street,Suite 312.Alexandrks,VA 22314. Tampa.FL 33610 • Job Truss Truss Type Qty Ply Properly Residence 17368186 15-081199 13-0 HALF HIP 1 1 TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 30 s Jul 28 2015 fTek(optional) 7.830 5 Jul 28 2015 MRek Industries.Inc.Tue Aug 25 14:45:30 2015 Page 1 I0:u4BaOheYOMRbR8BYRQTbooykMCv-59NTghY21ZYmNgXPWQCCOo_elOnphLNXjD6L9PykHup (1.4.°1 6311 I 12-1-14 I 18-0-0 18-4-8 1-4-0 6-3-11 5-10-2 5-10-2 0-1-8 2x4 I I 7 Scale=185.4 7.00 t2 6 - 3x6 i 5 i 3x4 i r7 3x8 i11I 0 d 3 1 '1; ul a • 11 10 9 17 8 3x4= 1.5x4 II 3x4= 3x4 _ 6x8= I 6-3-11 1 9-1-13 I 12-1-14 1 18-1-8 I 64.11 2-10-1 3-0-1 5-11-10 Plate Offsets(X.Y)— f2:Edoe,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.04 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.10 8-9 >999 180 BCLL 0.0• Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:117 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc puffins, except SOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. WEBS 1 Row at midpt 6-8,5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation(wide. REACTIONS. (lb/size) 8=833/0-38,2=806/0-5-8 Max Horz 2 334(LC 12) Max Uplift8=-508(LC 12),2=-107(LC 12) Max Grav 8=975(LC 21),2=814(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-Al forces 250(Ib)or less except when shown. TOP CHORD 2-15=-1158/250,3-15=1078/0,34=-659/0,45=-526/0,6-8=-423/316 BOT CHORD 2-11=-816/1747,10-11=-467/1166,9-10=-487/1166,9-17=238/640,8.17=238/640 WEBS 5-8=-976/366,5-9=-60/532,3-9=-623/269 NOTES- 1)Wind:ASCE 7-10;VuI=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL�.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi�.18; ,,``1%%1 �*I/��� MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8.0 to 19-11-15 zone;cantilever left and right ,�� QU N V - 1#� exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip •` OP* ' •j DOL=1.60 �.` .••\GENS•• cN '��• 2)This truss has been designed fora 10.0 psf bottom chord five load nonconcurrent with any other live loads. V 3)•This truss has been designed fora 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 Z N O 68182 fit between the bottom chord and any other members,with BCDL=10.Opsf. - * •: 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=508, _, , 2=107. — : / 5)''Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. :13,0" ' •: • ..',�'�CTE OF ■;•.... I!.*** * '1/47 ':/0 L. ,`,ss Joaquin Velez PE No.68182 MITek USA,Inc.FL Cad 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 I A WARNING-Way dealer parameters and READ NOTES ON THIS AND INCLUDED WIEI<REFERANCE PAGE WI-7473 rev.02/180015 BEFORE USE. Mit Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an ndvidual b uldirg component. Apprrcabify of design parameters and proper incorporation of component is resporssbity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stobity during construction is the responsibility of the M iTek' erector.Additional permanent bracing of the overall structure is o the responsibility of the bulking designer.For general guidance regarding fabrication.quality control.storage,deluery.erection and bracing.consult ANSI/1PD(Nagy Crtedo,059.89 and SCSI Sulking Component 8904 Padre East Blvd. Safely Information avaiatbb from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexancria,VA 22314. Tempe,FL 33610 ' Job Truss Truss Type Qty Pty Property Residence 17386167 15-081199 6-9 HALF HIP 2 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Mieney,GA,31320 7.830 s Jul 28 2015 MTek Industrbs.Inc.Tue Aug 25 14:45:30 2015 Page 1 I D:u4BaOheYOMRDR8BYRQTbooykMCv59NTghY2iZYmNgXPWQcCOo_elOnphLNXjD6L9PykHup f/.4-0 I 6-3-11 I 12-1-14 I 18-0-0 113-11-8 1-4-0 6-3-11 5-10-2 5-10-2 0-1-0 2x4 I I 7 Scale=1:65.4 7.00 12 6 16 3x6% 5 i 3x4 7 3x13 i < t5 3 i 15 t Y 1t 10 9 17 8 3x4= 1.5x4 II 3x4= 3x4 = 6x8= I 6-3-11 I 9-1-13 I 12-1-14 1 18-1-8 I 6.311 2-10-1 3-0-1 5-11-10 Plate Offsets(X.Y)— f2:Edne.0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.04 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.10 8-9 >999 180 BCLL 0.0 • Rep Stress lna YES WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-11 oc bracing. WEBS 1 Row at midpt 6.8,5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=833/0.38,2=806/0-5-8 Max Horz 2*334(LC 12) Max Uplif18=508(LC 12),2=-107(LC 12) Max Gray 8=975(LC 21),2=814(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=1158/250,3-15=-1078/0,3-4=-659/0,4-5=526/0,6-8=-423/316 BOT CHORD 2-11=816/1747,10-11=-467/1166,9-10=467/1166,9-17=238/640,8-17=-238/640 WEBS 5-8=976/366,5-9=-60/532,3-9=-623/269 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL�.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi4).18; `%t,1 i i i i I i a II�� MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 19-11-15 zone;cantilever left and right `��� ctu N V/ is,� exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip •% %./ ••......•. < ' 4"j, DOL=1.60 `.` , .••�GENS"• c 0• 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • V ".•. 5.•3)•This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will No O 68182 82 fit between the bottom chord and any other members,with BCDL=10.0psf. = *.pp 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except(jt=lb)8=508, / 2=107. * 5)"Semi-rigid pitchbreaks induding heels"Member end fixity model was used in the analysis and design of this truss. ="O�/ft Cr: a . • E OF : ` '. • if! ,,i,-...* • • ll, �ONA�E„o- Joaquin Velez PE No.68182 MITek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa A.33610 Date: August 25,2015 4 / A WARNING-Verify design paseetrs and READ NOTES ON MS AND INCLUDED INTER REFBtANCE PAGERS-7413 rw.021812045 BEFORE USE MT Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for on in Widrral bolting component. Appicabity of design parameters and proper incorporation of component is respornb6N of bukrng designer-not hiss designer.Bracing shown is for lalerd support of kxiM4duol web members only.Additional temporary brachg to insure stability dung construction Is the responsibility of the MTek' erector.Additional permanent bracing of the overall o stnxture is the respsbity of the budding designer.For general guidance regarding fabrication qualty control storage,delvery,erection and bracing.consult ANA/1P11 Quality Cd.da.OSI.69 and ICSI guiding Component 8904 Parke East&sal. Safely Information avaioble from Truss Plate Institute.781 N.Lee Street.Suite 312 AlexanOta,VA 22314. Tampa,FL 33610 • Job Truss Truss Type Qty Ply Properly Residence 77386108 15-081199 C-1 IMP Hip Girder 1 1 Job Reference(optional) 7RUSSMART BUILDING COSFOPENTS, Midway,GA.31320 7.630 s Jul 28 2015 MiTek Industries.Inc.Tue Aug 25 14:45:31 2015 Pape 1 ID:u4Ba0he YOMRbR8BYRQTbooykMCv-ZMxrt1YgStgd?p6b477RW'?%g b560pZgytsvnrykHuo 1 -1.4-0 1 4-4-0 I 8.7-12 I 13-1-4 1 17$12 1 22-2-0 I 1-4-0 4-4-0 4-3-12 4-5-8 4-5-8 4-7-4 Scab=1:40.5 5x5= 11.5x4 II 3x10= 3x4= 1.5x4 II 3x10= 7.00 12 3 VC1. DIP 5 L41�j 7 641 �2 23eZ i n i, ® NE= e 2 I • I [� ® • [3 s 1 i Q� 14 13 11 10 24 12 25 26 27 28 29 12S 309 3x4= 2x4 II 3x10 = 4x8 = 2x4 II 5x8= 2x0 II I 4-4-0 1 8.7-12 _ 1 13-1-4 I 17-6-12 22-2-0 I 4-4-0 4-3-12 4-5-8 4-5-8 -- 4-7-4 Plate Offsets(X.Y - (2:0-0-8.Edge1.13:0-3-0.0.1-121 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(TL) 0.16 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.26 11-13 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.44 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:132 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purtins, except BOT CHORD 2x6 SP No.2 end verticals,and 2-0-0 oc purlins(3-4-2 max.):3-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-5 oc tracing. MiTek recommends that Stabilizers and required doss bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1238/0-5-8,2=1299/0-5-8 Max Horz 2=146(LC 5) Max Uplift9=-580(LC 5),2=-606(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-AU forces 250(Ib)or less except when shown. TOP CHORD 2-3=2165/1021,3.17=2606/1217,4-17=2606/1217.4-18=-2606/1217, 18-19=-2606/1217,5-19=-2606/1217,5-20=1757/801,6-20=1757/801,6-7=1757/801, 7-21=1757/801,21-22=-1757/801,22-23=1757/801,8-23=-1757/801,8-9=1145/599 BOT CHORD 2-14=914/1820,14-24=-908/1802,13-24=908/1802,12-13=1250/2620, 12-25=1250/2620,11-25=-1250/2620,11-26=1250/2620,26-27=1250/2620, 10-27=1250/2620 WEBS 3-14=119/330,3-13=-481/931,4-13=-356/307,5-10=991/474,7-10=369/316, 6-10=901/1966 ♦♦OSPQUIN 1 VFW/,i,, NOTES- ♦ O tC ••j 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; `♦♦ , .••%O E Aid*.. •• MWFRS(envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip ` = F •• • DOL=1.60 No 68182 • 2)Provide adequate drainage to prevent water ponding. • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * . if • 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * fit between the bottom chord and any other members. "0 CC 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)9=580, • ••", E OF :��� 2=606. • 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. °i • 1�/ Q p.•� ♦♦�• 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4,• •0 A 1. `O♦♦♦ 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)114 lb down and 95 lb up at 4-4-0, ,, ,r�O N AL _'�♦♦♦ 114 Ib down and 95 lb up at 64-12,114 lb down and 95 Ib up at 8-4-12,114 Ib down and 95 lb up at 10-4-12,114 Ib down and 95 lb ////,,,"",,1 up at 12-412,114 lb down and 95 lb up at 14-4-12,114 lb down and 95 lb up at 16-4-12,114 lb down and 95 Ib up at 18-4-12,and 114 lb down and 95 lb up at 20-4-12,and 114 lb down and 95 lb up at 21-7-12 on top chord,and 167 lb down and 155 lb up at 4-4-0, Joaquin Velez PE No.68182 27 Ib down at 64-12,27 lb down at 8-4-12,27 lb down at 10-4-12,27 lb down at 12-4-12,27 lb down at 14-4-12,27 Ib down at MRek USA,Inc.FL Bert 6634 164-12,27 lb down at 18-4-12,and 27 lb down at 20-4-12,and 27 lb down at 21-7-12 on bottom chord. The design/selection of such 6904 Parke East Blvd.Tampa FL 33610 connection device(s)is the responsibility of others. Date: 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). August 25,2015 Continued on page 2 • 0 WARNING-VerMy design promoters and READ NOTES ON THIS AND INCLUDED INTER REFERANCE PAGE 080.7473 rev.0248/2015 BEFORE USE Design valid for use only with M7ek connectors.This design is bored only upon parameters shown.and is for an indvidud bolding component. - ApplicabiGty of design parameters and proper incorporalion of component 8 responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional femporcry bracing to insure stability during construction is the responsibility of the M iTek- erecto permanent erector.Additionol peanent brocig of the overai structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage,deivery erection and bracisg.consult ANSUTPI1 Quality CsReda.056-89 and SCSI suSdng Component 0904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.lee Skeet.Suite 312,Abx01xbto.VA 22314. Tempe.FL 33610 • • Job Truss Truss Type Qty Ply Property Residence 17386168 15-061190 C-1 Halt Hip Girder 1 1 Job Reference(opsional) TRUSSMART BUILDING COMPONENTS. Midway.GA,31320 7.630 5 Jul 28 2015 MiTek Industries.Inc.Toe Aug 2514:45:31 2015 Pape 2 ID:u4Ba0leYOMRbR8BYRQTbooykMCv-ZMxrt1YgSfgd7p6b477Rv✓7Xq 56(1pZgytsvhrykHuo LOAD CASE(S) Standard 1)Dead+Roof Live(balanoed):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,3.8=60,2-9=20 Concentrated Loads(lb) Vert:6=38(F)12=-19(F)14=167(F)13=-19(F)3=-36(F)4=36(F)17=-36(F)18=-36(F)19=-36(F)20=-36(F)21=-36(F)22=-36(F)23=-36(F)24=-19(F)25=-19(F) 26=19(F)27=-19(F)28=19(F)29=-19(F)30=-19(F) I r I A WARNING-Verify design paremerera end READ NOTES ON TMS AND INCLUDED MITER REFERANCE PAGE MN-7473 mv,07HY1015 BEFORE USE. • Design volid for use only with MTek connectors.This design is based only upon poamoferr shown and is for on individual building component. AppicabiFN of design parameters and lxoper incorporation of component is responsibility of baking 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 M iTek- erector.Additional permanent bracing of the overall structure is the responsibility of the balding designer.For general guidance regarding fabrication.quality control stooge.delivery.erection and bracing.consult ANSI/TPIT QuaNy Coned°,058-09 and RCN BuWng Component 6904 Parke East&vd. Safety Information avaioble from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandra.VA 22314. Tanya.Ft.33610 • Job Truss Truss Type Qty Ply Property Residence 17388189 15-081199 CJ1 Jack-Open 5 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Lidray,GA,31320 7.830 5 Jul 28 2015 MrTeI Industries.Inc.Tue Aug 25 14:45:32 2015 Pape 1 ID:u4BaOheY0MRbR88YR0TbooykMCv-1YVD5NZIDAoUdzhneregTD32ACYg9MjpBXbSEIykHun I -1+0 I 4-0-0 I 1-4.0 40-0 Scale=1:17.9 3 7.00 IT ! 9 2 11 , ,-,4 1 R 2x4= LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.02 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 Na n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 100.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ide. REACTIONS. (lb/size) 3=88/Mechanical,2=271/038,4=36/Mechanical Max Horz 2=154(LC 12) Max Uplift3=-82(LC 12),2=-82(LC 12) Max Gray 3=101(LC 21),2=271(LC 1),4=61(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-AI forces 250(lb)or less except when shown. TOP CHORD 2-9=-440/90 BOT CHORD 2-4s282/731 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 3-11-4 zone;cantilever left and right exposed ;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. tt,1 t 1 111 I1.,,, 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `��%`PpIU 1 N V - "i, fit between the bottom chord and any other members. ♦ Q . F e•• 4)Refer to girder(s)for truss to truss connections. �� C E N S 4i 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. . F•''• •• 6)"Semirigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. : • No 68182 ' / * . ... /,' E OF ::1 i ', O �E � ■ N A �.0 Joaquin Velez PE No.68182 MITek USA,Inc.FL Geri 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 • • 0 WARNING-Mnr fy design prarn.Ms and READ NOTES ON PBS ADD INCLUDED INTER REFERANCE PAGE*/-7473 Am 021111015 BEFORE UISE. id• Design void for use only with MTek connectors.This design is bored only upon parameters shown.and B for an indnidual buideg component. Applicabity of design paometers and proper incorporation of component is responsibily of bulking designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional tempaay bracing to insure stabity during construction is the responsibility of The MiTek* erector.Adddiond permanent bracing of the overal structure is the responsibility of the bkAdrg designer.For general guidance regarding fabrication.ovally control.storage.delved.erection and boding.consult ANS01PI1 Qurly CdMda,055.59 and SCSI lu*dng Componad 6941 Parke East BIM. Sd.ty InlomwMon avaiable from Truss Plate Institute.761 N.lee Sheet.Suite 312.Alexaxila,VA 22314. Tampa.FL 33810 JOb Truss Truss Type Qty Ply Property Residence T738e170 15-061199 CJ2 Jack-Open 7 1 Job Reference[optional) TRUSSMART BUILDING COMPONENTS. Midway.GA,31320 7.830 5 Ai 28 2015 MITek Industries,Inc.Tue Aug 25 14:45:32 2015 Pape 1 ID:u4Ba0heY0MRbR88YRQTb00ykMCv-1YVD5NZIDA0Udz neregTD332CZx9MOBXDSEIytcHun -1-4-o 2.0'0 I I 1-4-0 I 2.0-0 Scale.1"=1' 3 , , 77.00 I 1 I 2-0-0 I 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:9 l FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=39/Mechanical,2=184/038,4=16/Mechanical Max Horz 2=95(LC 12) Max Uplift3=36(LC 12),2=-68(LC 12) Max Grail 3=46(LC 21),2=184(LC 1),4=30(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-Al forces 250(b)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=251t;Cat.11;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1.8.0 to 1-11-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,,,T11111 l l i gii1, 4)Refer to girder(s)for truss to truss connections. 0 0U IN VF ♦♦♦♦ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)3,2. •%S OP` 4�J 6)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. �� , ... G ENS''•.' ' . % ' V� F i No 68182 *: .* - .: : r / / * • _ I�. . • E OF ot '♦♦••4r OR, \ 0 Joaquin Velez PE No.68182 MITek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 I t Q WARNNVG-Wady design parameters and READ NOTES ON THIS AND INCLUDED aWTEK REFERANCE PAGE afI-7473 rev.WWWW0$BEFORE 115E Id Design valid for use only with MTek connectors.This design is based only upon parameters shown and it for an indvidud building component. Applicabity of design parameters and proper incorporation at component's resparsbEN of buidrg 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 responsibility of the Miff**erector.Addttond bracing of the overall structure is the responsbYN rg of the buic designer.For general guidance regarding fabrication.Quo6tY control.storage,delvery.erection and bracing.consult ANSVT►11 Cleanly Clods,DSN-69 and SCSI Waring Component 8904 Parke East Blvd. Solely Informal= avcl ble from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexascib.VA 22314. Tampa.Fl 33610 • Job Truss Truss Type Qty Ply Progeny Residence 17366171 15-061199 CJ3 JackOpen 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA.31320 7.630 5 Jul 28 2015 MITek Industries.Inc.Tue Aug 2514:45:33 2015 Page 1 ID:u48a0heY0MRbR88YRQTbooykMCv-Vk3djaw_UviLE7G BY9v00c0Fct3upa0AL7mkykHum I 3.9.8 I 3$8 Scale=1:16.8 2 fI 7.00 12 7 N 1 1 3 ►/ 2sr4= I 3-9.8 i 31}8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udefl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.03 3-6 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Hoa(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:12 b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=149/0-5-8,2=99/Mechanical,3=50/Mechanical Max Hors 1=113(LC 12) Max Uplift 1=14(LC 12),2=-90(LC 12) Max Gray 1=149(LC 1),2=114(LC 21),3=70(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-Al forces 250(b)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3.0-0,Interior(1)3-0-0 to 3-8-12 zone;cantilever left and right exposed end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a five load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,1111111II/, 4)fit between girdbeer(ss)bottom truuss of wssnconne�aions. ��`''IQU IN VF hh#' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. �� OP �(C` Iii 6)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. �� , .••••Ci E N$•••? '� ' \. F 'i No 68182 ' - : / t * • _ 7. .'/.. E OF :�•' O• 4'.0'. . ,, OR1n.•Q\% % •. e 'it,1%pNAt- l so • -1111111111111 Joaquin Velez PE No.68182 M(Tek USA,Inc.FL CO 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 • I A WARNING-Verify design parrnNrs and READ NOTES ON TINS AND INCLUDED WTe(REFERANCE PAGE 91.7413 rev.021162015 BEFORE USE • Design veld for use only with MITek connect s.this design is only upon parameters shown,and a for on individual buldkg component. a Appicabilty of design parameters and proper incorporation of component is responsibity of building designer-not truss designer.&adng shown Ell is for lateral support of individual web members only.Additional temperay tracing to insure stability during construction is the respornibiy of the Milt**erector.Additional permanent bracing of the overd structure Is the respasibity of the building designer.For general guidance regarding fabrication.quality control storage.delivery.erection and bracing.consult AllSVRt1 Qoory Cdl040.D38-89 and SCSI Msidsg Canpoeent 6904 Parke East Blvd. Safety Inioarsa ton available from'Miss Plate Institute.781 N.lee Street.Suite 312.Alexandria.VA 22314. Taupe,FL 33610 Job Truss Truss Type Qty Ply Property Residence 17388172 15-081199 CJ4 Jack-Open 1 1 Job Reference(opbona0 TRUSSMART BUILDING COMPONENTS, Midway.GA,31320 7.830 s Jul 28 2015 IhTek Industries,Inc.Tee Aug 2514:45:33 2015 Page 1 ID:u4BaOheYOMRbR8BYRQTbooykMCv-Vk3djaw UWLE7G BY9S000GCcv9upzzQAL?mkykHum I 1-9-8 I 1-9-8 Scale=1:10.7 2 r 7.00 riy 014,i 1 � 3 2x4 = 1-9-8 1-9-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) 0.00 6 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Inc( YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight..6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-8 oc purins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=71/0-2-11,2=46/Mechanical,3=25/Mechanical Max Horz 1=54(LC 12) Max Uplift 1=-4(LC 12),2--43(LC 12),3=-3(LC 12) Max Gray 1=71(LC 1),2=54(LC 21),3=33(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nanconcurrent 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. ,,`1111111111,,,, 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. `%s QU�N v - 1 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2,3. ``� P` �� �j� 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ♦♦� ,�.• Ci E N s••q• • • No 68182 y I I * :c `fit = E OF (lf •°,;.�/ 9 R\?. c ,♦ ♦ 1 Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 1 t A WARNING-dandy design prranrs and READ NOTES ON TIBS AND INCLUDED MITER REFERANCE PAGE INI.7473 rsv.02116/2015 BEFORE USE. Design valid for use only with MTeli connectors.This design is based arty upon parameters shown.and is for an individual bolding component. Appicabiity of design parameters and proper incorporation of component is responsbiity of bolding designer-not truss designer.Bracing shown Is for Lateral support of individual web members onty.Addtional temporary brocing to insure stability during construction is the responsibility of the MiTek* erector.Addtionol permanent bracing of the overall structure is the resporubiity of the bulking designer.For general guidance regarding fabrication.quality control storage.delivery.erection and tracing.consult ANSI/M11 Quality Gloria,058-89 and BCSI tuldng Component 8904 Parke East Blvd. Safely Inlormdlon available from Truss Fiore Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tempe,FL 33810 Job Truss Truss Type Qty Fly Property Residence 17366173 15-061199 0-1 Hip Girder 1 I Job Reference(optional) "TRUSS/MKT"BUILDING COMPONENTS, Midway,GA,31320 7.630 s Jul 28 2015 MRek Industries,Inc.Tue Aug 2514:4534 2015 Page 1 ID:u4BaOheYOMRbR8BYRQT 00ykMCv-zxd W3BYlo2CSHrAIGg8Ye91o77NdE78eg4ZIAykHul I 3-2-0 5.9-8 I 9-8-8 I 13-3-8 I 15.11-0 19-3-8 1 20-7-8 I 3-2-0 2-7-8 3-9-0 3-9-0 2-7-8 3-4-8 140 Scale a 1:35.5 5x6= 1.5x4 II 5x8= 2 I57/ 8;:l 14 :1 4 7.00 d 7, 1 5 PriliMI ►. ►/ 9 17 8 18 7 �� 3x8= 3,13- 2x4 II 700= 2x4 11 H-_-_ 3-2.0 i 5-9-8 I 988 i 133-8 I 15-11-0 I 19-3-8 I 3-2-0 2-7-8 3-9-0 3-9-0 2-7-8 3-4-8 Plate Offsets(X,Y)- 11:0-2-12,0-1-81.12:03-0,0-1-121,14:03-0.0-1-121.15:0.3-4.Edoel 18:0-5-0,0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.53 Vert(LL) 0.08 8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.13 8 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.14 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:107 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc purlins,except BOT CHORD 2x6 SP No.2 2-0-0 oc purlins(4-0-8 max.):2-4. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1213/0-5-8,5=1283/0-343 Max Horz 1=134(LC 4) Max Uplift 1=536(LC 8),5=-566(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-AN forces 250(lb)or less except when shown. TOP CHORD 1-2=1972/904,2-15=1919/963,3-15=1919/963,3-16=-1919/963,4-16=-1919/963, 4-5=-2047/926 BOT CHORD 1-9=757/1659,9-17=715/1644,8-17=-715/1644,8-18=-705/1678,7-18=-705/1678, 5-7=707/1694 WEBS 2-9=-46/395,2-8=-322/498,3-8=-414/383.4-8=-278/417,4-7=-75/456 NOTES- 1)Unbalanced roof live loads have been considered for this design. ,,�‘011I1114.11., 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.,GCpi=0.18; 0% QUA N V I,� MWFRS(envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip ,`‘N OP'• 4 'jam DOL=1.60 �•4 J •••\CENs•• ■ ., 3)Provide adequate drainage to prevent water ponding. •• V �•••• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No O 681 82 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)except(jt=1b)1=536, = / * 5=566. :13/ r CC Z 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i • •f. • E OF 8)Graphical purtin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. ° Q •• �: 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)143 lb down and 131 lb up at 5-9-8, �i 4� Q Q;•• ��� 143 lb down and 131 lb up at 7-10-4,143 lb down and 131 lb up at 9-7-12,and 143 lb down and 131 lb up at 11-2-12,and 239 lb down i�• • r•........R` `� % and 234 lb up at 13-3-8 on top chord,and 214 lb down and 101 lb up at 5-9-8,52 lb down at 7-10-4.52 lb down at 9-7-12,and 52 lb ��� ` �� down at 11-2-12,and 214 lb down and 101 lb up at 13-2-12 on bottom chord. The design/selection of such connection device(s)is the ,I.,'0 N At,`,,.• responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Joaquin Velez PE No.68182 MIT*USA,Inc.FL Cart 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 Continued on page 2 A WARNING•Verify design paraewrrs.,d READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE 9147473 rev.0211&2015 BEFORE USE. • Design valid for use only with Mitek connectors.This designs W based only upon parameters shown.and is for on i dividuol building component. Applicabity of design parameters and(roper incorporation of component is responsibility of building designer-not etas designer.Bracing shown Dill is for lateral support of individual web members ordy.Additional temporary!racing to inure stability during construction is the responsbiity of the M iTek' erector.Addt bracing onat permanent acing of the overall structure is the response:41y of the building designer.For general guidance regardng fob'cation,quality control.storage.delivery.erection and bracing.consult ANSI/71I1 Quality Criteria,DS6-89 and SCSI auadng Component 6904 Parke East BM. Safety Inrorma fon available from Truss Plate Institute.781 N.lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 • Job Truss Truss Type Oty Ply ROPaty Residence 17388173 15.061199 D-1 Hip Girder 1 Job R eference(optional).___ TRUSSMART BUILDING COMPONENTS. Midway,GA,31320 7.830 s Jul 28 2015 MiTek Industries.Inc.Tue Aug 25 14:4534 2015 Page 2 I D:u4BaOheYOMRbR8BYR OTbooykMCv-Zxd_W3bYIo2CsHrAIGg8Ye910 77NdE76eg4ZIAykHul LOAD CASE(S) Standard 1)Dead t Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plt) Vert:1-2=-60,2-4=-60,4-6=-60,5-10=-20 Concentrated Loads(lb) Vert:4=-89(F)9=-194(F)8=33(F)2=-74(F)3=-74(F)7=-194(F)15=-74(F)16=-74(F)17=-33(F)18=-33(F) 1 � a WARNING-Verify design parameters ssd READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mr1-7473 rev.02/1612015 BEFORE USE Design votid for use only with MTek connectors.This design is based only upon parorneters shown.and is for an individual budding component. Applicabifty of design parameters and proper incorporation of component is responsibiify of budding designer-not inns designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabriity during constriction is the responsibility of the Mire erector.Additional permanent bracing of the overall structure is the responsibility of the bullring designer.For general guidance regarding fabrication.quality control storage.delivery.erection and bracing-consult ANSI/TPIl Qually Ganda,055.89 and SCSI Bulking Component 6904 Parke East Bhd Safely Inlormdlon available from Truss Plate Institute.781 N.Lee Skeet,Suite 312.Alexandria.VA 22314. Tempe,FL 33610 Job Truss Truss Type air NY Property Residence 77366174 15.081199 E-1 Common Supported Gable 1 1 Job Reference(optional) . TRUSSMART BUILDING COMPONENTS. midway,GA,31320 7.630 s Jul 28 2015 MITek Industries.Inc.Tue Aug 25 14:45:35 2015 Page 1 ID:u4BaOheY0MRbR8BYROTbooykMCvS7BMjPCAW5A3UROMJzBN5rhZkPZsMitGtUg6geykHuk -14-0 1 9-9-0 1 1980 120.10.0 1 1-4-0 9-9-0 9-9-0 1-4-0 Scale=1:40.6 4x4= 7 6 5 •r 10 3x4 4 3x4 J 7.00 .Iii 3 2 �! • rw � 12 is r•_A:O:o:�MPWO:�:O:�:o o:4:∎o:�:O:�:•:M:OW4 rOrMi:o:e:•:O�:�:O:�:� M W:�:4:O:ra:in•:W r lli _ 13 li 4x8 II 20 19 18 17 16 15 14 4x8 II 3x4_ 3x4= 5x8= I 1980 I 1980 _ __- Plate Offsets(X,Y)-- [2:0-3-8,Edge],[2:0-1-9,EdQel.112:0-1-9,EdozeL 112:0-3-8.Edae],117:03-0,03-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 12 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.09 Vert(TL) 0.00 13 n/r 120 BCLL 0.0 • Rep Stress Inc( YES WB 0.08 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:106 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purist. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bradng be installed during truss erection,in accordance with Stabilizer REACTIONS. All bearings 19-6-0. (lb)- Max Horz 2=204(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,18,19,16,15,12 except 20=-121(LC 12),14=-126(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,17,18,19,16,15,12 except 20=282(LC 21),14=289(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 4-20=-301/159,10-14=-300/164 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l3omph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCp1 0,18; MWFRS(envelope)automatic zone and C-C Comer(3)-1-4-0 to 1-8-0,Exterior(2)1-8-0 to 9-9-0,Comer(3)9-9-0 to 12-9-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 iollI I l l IIII, 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 %..01 O:U I N I, ,,,,„ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ,% OP` <� ,e, 4)All plates are 1.5x4 MT20 unless otherwise indicated. ,�' , .•••G ENS••.c •, 5)Gable requires continuous bottom chord bearing. : •• F • 6)Gable studs spaced at 2-0-0 oc. N o 68182 •7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *�• ' 8)'This truss has been designed for a live load of 20.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. r 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,18,19,16,15,12 -0;00 r •CC except(jt=lb)20=121,14=126. ...1 • • ,.: - E OF : 4i 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .. O �: -,• •;r • 0 R,v.•c.1. 1,,'�pNAl E' ' Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 A WARNING-V'My design parameters end READ NOTES ON THIS AND INCLUDED ANTES REFERANCE PAGE MI-7473 rev.0216/t015 BEFORE USE Design valid for see ody with MiTek connectors.This design is based only upon perometers shown.and is for on individual building component. 1111 Appicabiity of design parameters and proper incorporation of component is resporsb8ty of building designer-not truss designer.&acing shown is for lateral support of individual web member only.Addifiond temporay bracing to insure stability during constriction is the responsibirdy of the MiTek' erector.Addtioral permanent bracing of the overall structure is the responsbiity of the building designer.For general guidance regarding fobricotion.quality control stooge.delivery.erection and bracing.consult ANSI/1191 Dually Ciltarla.D$5-89 and BCSI Building Component 6904 Parke East Blvd. Softly Informollon avaiable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Property Residence 17366175 15.081199 E-2 Common 8 1 Job R@le!7ce_(ootionall TRUSSMART BUILDING COMPONENTS. Midway,GA.31320 7.830 5..1u128 2015 MRek Industries.Inc.Tue Aug 25 14:4536 2015 Page 1 I D:u4BaOheYOMRbR8BYR QTbooyk MCv-wJIkxlcpH PIW 5b_Zthicd3EYVpIr55oP68Z9N3ykHuj 1 -1-4-0 1 __- 5.1-5 913 9-9-0 1 13-9-0 _ 1 1 19-6-0____- 120.10-0 1-4-0 5-1-5 d7-ii 4-0-0 4-0-0 d-7-11 5-1-5 1-4-0 Scale=1:41.3 4x6= 5 3x10 i 0 3x10 4 '�_ 6 "0 12 21 13 g 1.5x4 II 22 3 7 i 20 3 8-QO 8 2 14� �`' 9 a �• 12 24 11 25 10 ■ 3x10 1.5x4 11 axe= 1.5x4 II 3x10 I 5-9-0 I 9-9-0 I 13.9-0 I -- 19-6-Q I 54-0 4-0-0 .-._4.0.0 5-9-0 Plate Offsets(X,V)— 12:0-2-3,0.1-81.f8:0-2-3.0-1-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.29 10-12 >814 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.79 10-12 >297 180 BCLL 0.0 * Rep Stress Inc( YES WB 0.38 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:94 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-4,6-7:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer WEDGE stallation guide. Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 2=921/0-3-8,8=919/0-3-8 Max Horz 2=-216(LC 10) Max Uplift2=199(LC 12),8=-200(LC 13) Max Grav2=973(LC 21),8=969(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=1994/635,3-20=-1413/112,3-21=1233/187,4-21=1181/199,4-5=-13/545, 5-0=15/544,6-22=-1183/199,7-22=-1234/186,7-23=14121112,8-23=1973/624 BOT CHORD 2-12=-1042/2734,12-24=-23/1152,11-24=23/1152,11-25=-23/1152,10-25=-23/1152, 8-10=947/2724 WEBS 3-12=0/365,7-103/363,4-13=1953/207,6-13=1953/207 ,IIIIIIIII/,I NOTES- ,`%�% 1 VFt..1 1)Unbalanced roof live loads have been considered for this design. ,� OQ. ,�. • 2)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; �� , ..G E N ' '. MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 9-9-0,Exterior(2)9-9-0 to 12-9-0 zone; .. \,\ S(•..• ..• cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • No 68182 3)120.OIb AC unit load placed on the bottom chord.9-9-0 from left end,supported at two points,5-0-0 apart. *; ' * 4)The solid section of the plate is required to be placed over the splice line at joint(s)11. / I 5)Plate(s)at joint(s)11 checked for a plus or minus 5 degree rotation about its center. -p r :CC r. 6)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. O.' . • E O F �(/ 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 i fit between the bottom chord and any other members,with BCDL=10.0psf. Q , 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=199, �,�•4r r•0 R1 %,.••c, ' 8=200. i� �� ,,� 9)"Semi-rigid pstchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �,,,,�N A;1��,`` Joaquin Velez PE No.68182 MRek USA,Inc.FL Celt 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 A WARNING-daffy design parameters and READ NOTES ON THIS AND INCLUDED NUTS(REFERANCE PAGE*11-7473 rev.02/1V2015 BEFORE USE. ��• Design volid for use only with Wet connectors.This design is based only upon porometers shown.and is for an isdvidual building component. Apptcabifty of design parameters and proper iscorparalbn of component is responsibility of bolding 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 resporusbeity of the M ii i - erector.Additional permanent bracing of the overal shucture is the responsibility of the budding designer.For general guidance regordng fabrication,quality control storage.delivery.erection and boci g.consult ANSUTPII Ovally Cdada,058-89 and 6CSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 • Job Truss Truss Type DV Ply Property Residence 17368178 15-081199 E-3 Cormton 7 1 Job Refef_nre(ootiorlai) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630 s Jul 28 2015 MiTek Industries,in Tue Mg 2514:45:37 2015 Page 1 ID:u4BaO heYOMRbRBBYROTbooykMCv-OWJ684dR2janjk21QOErAGMVD5 4gaDYKoJDvVykHui I 5-1-5 I 9-9-0 I 14.4•11 I 198-0 1 20.10-0 I 5-1-5 4-7-11 4-7-11 5-1-5 1-4-0 Scale a 1:40.0 4x4 • 3 7.00 12 18 15 1.5x4 1.5x4%% 4 2 14 17 � 1 5 ( 7 it: 3x3 = 5x8 = 3M= I 9-9-0 I 196.0 - I 9-9-0 9-90 -- - Plate Offsets(X,YI— 11:0-2-9,Ednel.15:0-2-9.Ednel 17:0-4-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.11 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.30 7-10 >773 180 BCLL 0.0' Rep Stress Inc( YES WB 0.24 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:89 b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9.11 cc puriins. SOT 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 Jn;italleliooLSUuide_ . REACTIONS. (lb/size) 1=779/0-3-8,5=86110-3-8 Max Horz 1=-207(LC 10) Max Uplift 1=-203(LC 12),5=-247(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-Al forces 250(lb)or less except when shown. TOP CHORD 1-14=1404/328,2-14=-1302/342,2-15=1078/254,3-15=-1012/272,3-16=-1012/267, 4-16=1077/249,4-17=-1352/334,5-17=1403/310 BOT CHORD 1-7=-30611538,5-7=-188/1509 WEBS 3-7=110/666,4-7=-450/284,2-7=-452/286 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=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(I)3-0-0 to 9-9-0,Exterior(2)9-9-0 to 12-9-0 zone; ``�t111111111111' cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ,`•% Pp,U I N ii,/,/,_ Lumber DOL=1.60 plate grip DOL=1.60 O •• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `.." , .•*\C E N S � ■ 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 : F•.•. • fit between the bottom chord and any other members. % • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=203, No 68182 5=247. *'• ' 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r. / / * • % °�It. . E OF o, • if ill ,-,P..** its ',ONA1-r- ``��.• -111//ilits%%•1 Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 ■ A WARNING-Verify design parameters and READ NOTES ON TiRS AND INCLUDED 1N7EK REFERANCE PAGE MiF7473 rev.02H6/2015 BEFORE USE. ig• Design valid for use only with Mtrek connectors.This design is based only upon poraneters shown.and is for an individual building component. Applicabifty of design parameters and proper incorporation of component is resporsibiity of buldig designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to inure stability cluing construction is the responsibility of the MiTek.erector.Additional permanent tional pe bra sib bracing of the overal structure is the responiiH of the buidng designer.For general guidance regarding fabrication.crudity control,storage.deivery.erection and bracing.consult AN WWII Gually COMM D51-89 and SCSI aua3rg Component 6904 Parke East BNd. Safely Inlonnallon available from Taus Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I __ • Job Truss Truss Type Qty Ply I Properly Residence 1 T7388177 mm 15-081199 E-4 Coon Supported Gable 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA.31320 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Aug 2514:4535 2015 Page 1 ID:u4Ba0heY0MRbR8BYROTbooykMCv-sisVLOe3p0YeLu8x 614jUJ4rdbV230i2S2mPorykHuh 1.40 9-9-0 _19-6-0 (20.10.0 1-4-0 I 9-9-0 9-9-0 1-4-0 SCAM=1:39.7 454 = 8 5 7 ■ 8 4 9 7.00 12 3.4 4 3 3x4 10 2 1 ...111111k1 n , 11 if 19. . a dVVVVer■V V V V V V V V•VV VV Ver V V.w 1.1 V V V a■V V V V Meta.gel mVI V■V V V V■V V■V V V V 4' 12 4x8 II 19 18 17 18 15 14 13 4x8 II 3x4= 3x4= 5x8= I 1&6-0 I 194-0 Plate Offsets(X,Y)— f1:0-3-8,Edgel,(1:0.1-9,Edge],f 11:0-1-9.EdQel.f11:0-3-8,EdQel.f16:0-3-0.0301 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 11 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.00 12 n/r 120 BCLL 0.0 ' Rep Stress Ina YES VV 0.08 Horz(TL) 0.01 11 n/a n/a BCOL 10.0 Code FBC2014tITPI2007 (Matrix) Weight:103 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 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 19-6-0. (Ib)- Max Horz 1=-196(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,17,18,15,14,11 except 19=-139(LC 12),13=-126(LC 13) Max Gray All reactions 250 lb or less at joint(s)1,16,17,18,15,14,11 except 19=306(LC 21),13=289(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-19=-307/175,9-13=-299/164 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;Vutt=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)automatic zone and C-C Comer(3)0-0-0 to 3-0-0,Exterior(2)3-0-0 to 9-9-0,Comer(3)9-9-0 to 12-9-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,`‘10111118/„ ,, 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry `s S QU IN ii . j,� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. •N QP` 46- ', 4)All plates are 1.5x4 MT20 unless otherwise indicated. � , \ .E N s•• �.• 5)Gable requires continuous bottom chord bearing. % • N' •••••• i Job Truss Truss Type GUY Ply Property RBS10ence 77389178 I 15-061199 F-1 Fbor Supported Gable 1 1 Job Reference( 1004g)a TRUSSMART BUILDING COMPONENTS, Medway,GA,31320 7.630 s Jul 28 2015 Wok Industries,Inc.Tue Aug 2514:45:39 2015 Page 1 ID:u4Ba0heYOMRbR8BYRQTbooykMCv-KuOOnfhaK9Vy21n'pGJFhsGAOyyIXAro8o1(OykHug 0-x.18 01148 Scale=1:33.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 a % a a a % t % e . is a e■ rrl 34 Q 1 I II - ■ - - - - - - - - - II I . _ • Ci 32 31 30 29 28 27 28 25 24 23 22 21 20 19 18 17 3x3= 3x3= I 19-6-0 I 198-0 Plate Offsets(X,Y)— f1:Edge,0-0-121.133:0-1-8,0-0-121,134:0.1-8,0.0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ioc) Udefl 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 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc( YES WB 0.02 Horz(fL) 0.00 17 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:861b 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 puffins, 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 19-6-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)32,17,31,30,29,28,27,26,25,24,23,22,21,20,19, 18 FORCES. (Ib)-Max.Comp./Max.Ten.-AN forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x4 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. tt1y 1111111ill_ I`�0� PQ,U I N VFW /i�, • No 68182 1 = * ;;lit O /. E OF • LJ ill :44/: //1140'O ,�``s NA Joaquin Velez PE No.68182 MfTek USA,Inc.FL Cent 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 • AWARNING-1AuYy design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE MW-7473 rev.02/16'2016 BEFORE USE. III Design void for use only with Weir connectors.11*design is bated only upon parameters shown.and is for an individual buldrsg component. ApplicalsiNy of design parameters and proper incorporation of component is responsbity of butcFsg designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional terrporay bracing to insure stobaly during construction is the responsibility of the M Tek• erector.AddBbrsd pamnanent bracing of the overall stnscture k the responsb8ty of the buildrsg designer.For general guidance regarding fabricat ion.qualify control storage.delivery.erection and bracing.consult ANSUTPI1 Quality CAerlo,058.89 and SCSI Building Component 8904 Paste East mind. Sw sty Irdomnneae amiable from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tanpa,FL 33810 i Job Truss Truss Type Oty Ply Progeny Residence 17366179 15-061199 F-2 Floor 11 1 Job Reference(ootianall TRUSSMART BUILDING COMPONENTS. Midway.GA,31320 7.630 S Jul 28 2015 MiTek Industries.Inc.Tue Aug 25 14:45:40 2015 Page I ID:u4Ba0heYOMRbR8BYROTbooykk4Cvo 4_Fm6ULeoMaCIK6WhYovPIb04Ntwj 41mXtWgykHuf 0.1-8 H{ 130 I I 130 I Scald=1:33.7 1.5x4 II 1.5x4 II 1.5x4 = 456= 354 = 353= 3x3= 3x3= 353= 354= 4x8= 1.5x4 = 1 2 3 4 5 8 7 8 9 10 i. 31 111. -era-..-• kk _-- -I.I 22 Y k. . 19 18 17 18 15 14 13 12 3x8= 4x8= 354 = 3x3= 1.5x4 11 1.5x4 11 3x3= 3x4 = 458= 3,6= I 2-9-0 I 5-3-0 I 7-9-0 1 11-9-0 I 14-3-0 I 16-9-0 I 19-6-0 I 2-9.0 2-6-0 2-6-0 4-0-0 2-6-0 2-6-0 24-0 Plate Offsets(X,Y)— 11:Edoe.0.0-121.121:0-1-8 0-0-121.122:0-1.8.0 121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 IC 0.68 Vert(LL) -0.32 15-16 >726 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.50 15-16 >464 240 BCLL 0.0 Rep Stress Ina YES WB 0.32 Hoa(TL) 0.09 11 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 5-1-1 oc purlins, except BOT CHORD 2x4 SP No.1(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=1053/0-3-8,11=1053/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-AN forces 250(lb)or less except when shown. TOP CHORD 2-0=1958/0,3-4=3268/0.4-5=-3994/0,5-6=4210/0,6.7=-3994/0,7-8=-0288/0. 8-9=1958/0 BOT CHORD 19.20=0/1143,18-19 /2744,17-18 /3767,16-17 0/4210,15-161/4210,14-15=0/4210, 13-14=9/3767,12-13=0/2744,11-124/1143 WEBS 9-11=1520/0,2-20=-1520/0,9-121/1133,2-19-41/1133,8-12=1093/0,3-19=1093/0, 8-13=0/729,3-18 /729,7-13=694/0,4-18=-694/0,7-14 /440,4-17 /440, 6-14=542/91,5-17=542/91 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 ,``%%t I i l 11,,t�, be attached to walls at their outer ends or restrained by other means. ,,%O t&I N VF4 %ie,� % �O ••GENs c•i• No 68182 :-..0 i / / * _ • E OF •�/ � . 1,/,,.O N Al-%to Joaquin Velez PE No.68182 MRek USA.Inc.FL Cart 6634 6904 Parke East Blvd.Tampa Ft.33610 Date: August 25,2015 ' QWAMMN(.-Welly d■■Iprprarrr■hr■and READ NOTES ON 7045 AND rNC1UDED NITER REFHtAIVCE PAOEa67473 rev.02111/2015 BEFORE USE. la Design valid for use only with Mifek connectors.This design is based only upon aerometers shown,and is for an indNIdual building component. AppicabiH of design parameters and Propel incorporation of component is responsibility of Wnirfrg designer-not buss designer.Bracing shown is for lateral support of individual web members only.Additional temparory brocisg to inure stability cluing construction is the responsibility of the M ITe k- erector.Addtiond permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarcYg fabrication.wally control.storage,delvery.erection and fxocig.consult ANSI/Tilt Gaddy Cibrb.1)511-89 and SCSI Mang Component 8904 Parke East Blvd. Salety Sdorrnallon avalabte from Tuns Rate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,R.33810 , R I • Job Truss Truss Type Qty 'Ply Propeny Residence 77368162 1111 I '15-081199 N.2/1 Diagonal Hip Girder 3 1 Job Reference(optional)_ TRUSSMART BUILDING COMPONENTS, M itiMay.GA,31320 7.830 5 Ju1 28 2015 M1Tek Industries.Inc.Tue Aug 2514:45:41 2015 Page 1 ID:u4BaOhe YOMRbR8BYRQTbaoykMCv-GHYd_Sgx6xwCCMIVNEInKBx2rgW NmCISBFQNQ2GykHue 8-44 � 1-10 10 I I 4-0-5 i 1-10-10 sa116=122.9 4 '� 11 4.95 12 1.5x4 zzi- 3 1+ 10 2 Y '+ 1 �/ 12 13 8 1 a 354 =5 2x8= 8-2-13 3-8-13 { 3-1-9 I 1.4-8 0- Plate Offsets(X,Y)— 12:04-6,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.09 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.24 6-9 >420 180 BCLL 0.0 • Rep Stress Ina NO WB 0.10 Horz(TL) 0.00 6 n/a n/a Weight:35 lb FT_20% BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) 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 DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer taflation guide. REACTIONS. (lb/size) 4=100/Mechanical,2=394/0-4-9,6=190/Mechanical Max Horz 2=213(LC 8) Max Uplift4=-95(LC 8),2=-150(LC 4),6=-81(LC 8) Max Gray 4=100(LC 1),2=394(LC 1),6=199(LC 32) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-1010/201,3-10=-292/186 BOT CHORD 2-12=252/647,12-13=252/269,6-13=-252/269 WEBS 3-6=-297/278 NOTES- 1)Wad: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; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip ,t‘11111111/iii., DOLL u60 ```��OPQVIN VF���,,i 2)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `� , .• \G E N S • °0• fit between the bottom chord and any other members. ■ •• V 5)Refer to girders)for truss to truss connections. No 68182 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 lb uplift at joint 4,150 lb uplift at joint 2 • *.••/ and 81 lb uplift at joint 6. / 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 7. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)92 lb down and 53 lb up at 2-11-0, :'0/ r 'CC 7. 92 lb down and 53 lb up at 2-11-0,and 125 lb down and 99 lb up at 5-8-15,and 125 lb down and 99 lb up at 5-8-15 on top chord,and 4 • • , E OF ;��� lb down and 27 lb up at 2-11-0,4 lb down and 27 lb up at 2-11-0,and 20 lb down and 9 lb up at 5-8-15,and 20 lb down and 9 lb up at - 0 5-8-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. �' '•4� Q R vs...(-.4 .. , 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). "4 . • r•.......•• ‘..a I,��Ip N Al E��%%` LOAD CASE(S) Standard 1)Dead>Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Joaquin Velez PE No.68182 Verrt Uniform et:1 1(pl-4=-0 MfTek USA,Inc.FL Celt 6634 V0,5-7=-20 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 Continued on page 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED bran REFERANCE PAGE 481-7473 rev.02/1612015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsbity of bsn Wing designer-not truss designer.Bracing sho vn leill is for lateral support of individual web members only.Addiitond temporary bracing to inure stability cluing construction is the responsibility of the M iTe k erector.Addhat on permanent bracing of the overail structure is the responsbiity of the buidrg designer.For general guidance regarding fabrication.quality control.storage.delivery.erection and bracing.consult ANSI/f%I Quay C°Reda,056-89 and 11051 lading Component 8904 Parke East Blvd. Slaty Inlormarlon avaiable from Tuns Plate Institute.781 N.Lee Street.Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Property Residence 77386102 15-061199 NJ-I Diagonal Nip Girder 3 1 Job Reference(optional) 7RUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.830 s Jul 28 2015 MiTek Industries.Inc.Tue Aug 2514:45:42 2015 Page 2 ID:u4BaOheYOMRbR88YROTbooy k MCv-kT67 BohZtF23pWSIDxpOIKUkkb&CV911U40_aiykHud LOAD CASE(S) Standard Concentrated Loads(lb) Vert:10=92(F=46,8=46)11=-6(F=-3,B=3)12=25(F=13,8=13)13=-16(F=-8,8=-8) 4 AWARNING-Verify design parameters and READ NOTES ON 71ls AND INCLUDED MITO1 REFERANCE PAGE SW-7473 rev.02H62015 BEFORE USE. • Design valid tor use only with MTek connector.This design is based only upon parameters shown.and is for on individual building component. Applicability of design parameters and proper incorporotion of component is responsibility of balding designer-not truss designer.Bracing shown is for lateral support of indrviduol web members only.Add9onal temporary bracing to inure itobilty during construction is the resporsibillity of the is A iTe k erector.Addtionol permanent bracing of the overall structure is the responsibility g ity of the burg designer.For general guidance regarding fabrication.quality control storage.delivery,erection and brocig,consult ANSI/mi Qu y Craeda.DSs-89 and SCSI Bolding Component 8904 Parke East Blvd Safety Infamdion available from Truss Plate InsMute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33810 Job Truss Truss Type - - DIY PIY P,Openy Residence 77386183 15-081190 H.1-2 Diagonal Hip Girder 1 1 Job Reference(ootional) TRUSSMART BUILDING COMPONENTS, Midway.GA.31320 7.030 a Jul 28 2015 Welt Industries.xse.Tue Aug 25 14:45A2 2015 Page 1 I0:u4BaOheYOMRbR88YRQTbooykk4Cv-kT6?BortZIF23p1NSiDxp08CU15EwvVtlIU40 aiykHud 1 -1-10-10 I 3-1-14 1 28-02 I 1-10-10 3-1-14 (3)-16d(0.131x3.5")toenails , Scale=1:18.6 4 1.5x4 4.95 12 3 4+ 1 2 M 10 8 1 ► 5 2x8_ 3x4 I 6.0-1 I 6-0-1 Plate Offsets(XY)- 12:0-4-6.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.02 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.04 6-9 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.06 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:26 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. (lb/size) 2=301/0-7-6,6=176/Mechanical Max Horz 2=155(LC 8) Max Uplft2=112(LC 4),6=-117(LC 5) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-386/202 BOT CHORD 2-10=288/390,6-10=-288/285 WEBS 3-6=-3191322 NOTES- 1)Wind:ASCE 7-10;Vult=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;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 1111111/// 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,111 //,, 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `‘� CtU IN V/ - I,, fit between the bottom chord and any other members. ♦��,,OP•........ C���i 4)Refer to girder(s)for truss to truss connections. s"" • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 lb uplift at joint 2 and 117 lb uplift at : ." F""". • joints. No 68182 • :" ' 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. � *" •"��. • 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)92 lb down and 53 lb up at 2-11-0, and 92 lb down and 53 lb up at 2-11-0 on top chord,and 4 lb down and 27 lb up at 2-11-0,and 41b down and 27 lb up at 2-11-0 on • / I :• = bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4 •. E OF ♦ - o LOAD CASE(S) Standard ,o • ifif O A 1.0.•'" ��:♦ 1)Uniform Load(p1(balanced):) Olumber Increase=1.25,Plate Increase=1.25 ',•��, �O N AI� �,, Concentrated Loads(Ib) Vert:3=92(F=46,B=46)10=25(F=13,B=13) Joaquin Velez PE No.68182 MITf1k USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 1 • A WARNING-Verily design parameters end READ NOTES ON 7MS AND INCLUDED INTER REFERANCE PAGE MF7473 rev.0N1Vt015 BEFORE USE. Design valid tor use only with MTek connectors.This design is based only upon paometers shown.and is for an irsdividuol building component. Applicability of design parameters and proper'vscaporation 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 inure stability during constructions the responsidlfity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regoding fabrication.quality control storage.deivery.erection and bracing.consult ANSI/FPI%Quality Cdteda,DS11-$9 and SCSI Soaring Component 6904 Parke East BNd. Safety Informdlon avolabie from Tans Plate Institute.781 N.Lee Street.Suite 312 Alexandria.VA 22314. Thrive,FL 39610 L Job Truss Truss Type Qty PlY Property Residence T7388181 15.081190 J-1 Jack-Open 13 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS. Midway.GA.31320 7.830 s Jul 28 2015 MiTek Industries.Inc.Tue Aug 25 14:45:43 2015 Page 1 ID:u4BaOheYOMRbR88YROTbooykMCv-DfgNP8ICeZAwRf1 vMKFOXI sHeFAEKSRjkmX79ykHuc 14-0 I 6-0-0 I I 1-4-0 8-0-0 Scale=1:23.7 3 II i 7.00 12 74 8 V 2 II 1 0 4 3x1= I 8-0-0 I 8-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.03 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(L) -0.09 4-7 >795 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6.10 oc purfins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=134/Mechanical,2=368/0-3-8,4=53/Mechanical Max Horz 2=215(LC 12) Max Uplift3—126(LC 12),2=-103(LC 12) Max Gray 3=154(LC 21),2=369(LC 21),4=92(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-AN forces 250(Ib)or less except when shown. TOP CHORD 2-8=1020/305 BOT CHORD 2.4=728/1723 NOTES- 1)Wind:ASCE 7-10;VuN=130mph(3-second gust)Vasd=101 mph;TCDL�.Opsf;BCDL 6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi O.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 5-11-4 zone;cantilever left and right exposed end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ``%4rt 111 11 i iii_QuIN 3)fit between the bottom designed for a live load of chord and any other members. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `,,%SJOP.. E N... °• 4)Refer to girder(s)for truss to truss connections. • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 126 lb uplift at joint 3 and 103 lb uplift at ••. e • joint 2. • No 68182 6)''Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. " * • ' = ti E OF "1/� O• '■r',"•�� , OR1v.••c1 • ii,;�O N A� so%` Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 4 A WARNING-YWIY*sign parm»tws are READ NOTES ON TIES AND INCLUDED WTI(REFHOANCE PAGE IN-7473 rev.O2,111.2■1S BEFORE USE MIN Design yard for use only with MiTek connectors.ihis design is based only upon parameters shown.and is for on indv dual barring component. ApptCObity of design pararnefe s and proper Incorporation of component is responsbity of buldrg designer-not truss designer.Bracing shown Is for sterol support of Indtidud web members only.AddMbnd temrsoray bracing to insure stability during construction's the responsibility of the MiTek' erector.Addtlond permanent bracing of the overdl structure is the responsbliN of the buldrg designer.For generol guidance regarding fabrication quaay cordrol.storage.delvery.erection and bracing.consult ANSVTMI QuaMy Crieda,DS11-89 and SCSI Irddng Component 8904 Parke East Blvd. Solely Iolommion available from Teas Plate Institute.781 N.Lee Street.Suite 312.Alexandria VA 22314. Tampa,FL 33810 • Job Truss Truss Type Qty Ply Property Residence 17366185 15-081199 J2 Jack-Open 10 1 Job Reference looti_o(1 I) TRUSSMART BUILDING COMPONENTS. Midway,GA,31320 7.630 s Jul 28 2015 MiTelt Industries.Inc Tue Aug 25 14:45:43 2015 Pape 1 ID:u4BaOheY0MRbR8BYROTbooykMCv-DfgNP&CeZAwRH vnIKFQXIwgeHSEKSRjkmX79ykHuc 1-4-0 l 4.4.0 I I 1-4-0 4-4-0 Scale=1:18.9 3 11 fl 7.00 Fir - 0 B i N 2 call , 4 1 -, 2x4= I 4'4-0 I 4'4-0 Plate Offsets(X,Y)— 12:0-1-7,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.02 4-7 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 nla n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:16th FT=2096 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabiizers and required cross bracing be installed during truss erection,in accordance with Stabilizer installation guide. REACTIONS. (Ib/size) 3=96/Mechanical,2=287/0-5-8,4=39/Mechanical Max Horz 2=165(LC 12) Max Uplift3=89(LC 12),2=-86(LC 12) Max Grav 3=110(LC 21),2=287(LC 1),4=66(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=515/123 BOT CHORD 24=351/859 NOTES- 1)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; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 4-3-4 zone;cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,1„i i"l, 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,t‘ i��� 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `%% Qv IN �/� I,, fit between the bottom chord and any other members. •% o ' <F . 4)Refer to girder(s)for truss to truss connections. `� .• \G E N s•". •�. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 89 lb uplift at joint 3 and 86 lb uplift at joint • 2. No 68182 '• 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. * • �• •.•* =/ / * . E OF :�4/� enif Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cell 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 0 WARNING-Vedfy design parameters and READ NOTES ON TIOS AND INCLUDED UREA REFERANCE PAGE M8.7473 rev.02/1612015 BEFORE USE. Design valid for use only with M7ek parameters connectors.This design based only upon paramete shown,and is for an FrWidial building component. . Appicabiy of design parameters and proper incorporation of component es responsibility of building designer-not truss designer./wooing shown is for lateral support of individual web members only.Addfioral temporary bracng to insure stabikty during construction is the responsibility of the MiTek. erector.Additional permanent itional pe brocng of the overall structure is the responsibily of the building designer.For general guidance regarding fabrication quality control storage.delver,.erection and tracing,consult ANSURIt Qualify Creeds.0S6-69 and SCSI Bulking Component 8904 Parke East Bind. Safety Information available from Tans Plate Institute.781 N.Lee Street.Suite 312 Alexandria.VA 22314. Tampa,FL 33610 , Job TNSS Truss Type QIy Ply Property Resbence 17386188 15-061199 S-1 Hip 2 1 Job Reference joptional) TRUSSMART BUILDING COMPONENTS. M irtway.GA.31329 7.830 s Jul 28 2015 MiTek Industries,Inc.Tue Aug 25 14:45:44 2015 Page 1 ID:u4BaOheYOMRbR88YROTbooykMCv-hsEmcUjgPsln3pc5LMsUyIZ_M1 XE4MaxOVSlbyktiub I 6.11.12 I 13-60 I 16-0-0 1 19-6-0 1 6-11-12 6-8-4 2-4-0 3-6-0 5 = 444_ Scab=1:71.4 3 4 14 ri■ +� 7.00 12 5 ii b 12 I li 1 B 7 1.5x4 II t 1 5� 3x10= 3x6 i 1 n '- 9 r` 303 4 7.00 12 10 2x4 11 I 6-11-12 I 13-3-9 1 16-0-0 1 1950 1 6-11-12 6-3-13 2-8-7 3-6-0 Plate Offsets(X,Y)— 13:0-3-0.0-1-121 - -- - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.07 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.18 9-10 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.28 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:123 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals,and 2-0-0 oc puffins(6-0-0 max.):3-4. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation_guide. REACTIONS. (lb/size) 10=768/0-5-8,6=788/0.3-8 Max Horz 10=400(LC 9) Max Uplift 10=155(LC 12),6=-284(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-990/348,1-11=-1572/476,2-11=1496/500,2-12=1387/459,3-12=1289/495, 3-13=752/324,4-13=752/324,4-14=-795/328,5-14=-872/318,5-6=-999/382 DOT CHORD 9-10=-490/534,8-9=774/1731,7-8=-428/1071 WEBS 1-9=333/1151,2-9=521/288,2-8=333/267,3-8=339/953,3-7=715/319, 47=126/254,5-7=-291/811 NOTES- 1)Unbalanced roof live loads have been considered for this design. �% %%t t t t t 11',/t 2)Wind:ASCE 7-10;Vutt=13Omph(3 second gust)Vasd=101 mph;TCDL 6.Opsf:BCDL=B.Opsf h=25$Cat.II;Exp C;End.,GCpil.18; `�% QU.N i/� i,�, MWFRS(envelope)automatic zone and C-C Exterior(2)0-1-12 to 3-1-12,Interlor(1)3-1-12 to 13-8-0,Exterior(2)13-8-0 to 16-0-0 zone; �� OP` .......��r ,� cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; `.. ' .••s, ' .• Lumber DOL=1.60 plate grip DOL=1.60 •••' • 3)Provide adequate drainage to prevent water ponding. • No 68182 4)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. * . 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. • / / * . ,., 6)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 7"0 ' •;• of bearing surface. 1:•• s_„,_•.'�� • E OF 141 Z: 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 155 lb uplift at joint 10 and 284 lb uplift at � joint 6. 'ei••4��1,........R 1 c- •. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •, . 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. lI��'0 N A;;— %s Joaquin Velez PE No.68182 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 If A WARNING-vaay design parameters end READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE*599-7473 rev.02/162015 BEFORE USE -- Design vdid for use only with Mlek connectors.This design k based only upon parameters shown ands for on'vndividud building component. i Applicability of design parameters and proper incorporation of component is respcnsbily of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporay bracig to Insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overal structure h the responsibility of the building designer.For generol guidance regarding fabrication.quality control storage,delvery.erection and bracing.consult ANSI/TPI1 Quality Cdteda,056-69 and SCSI Bolding Component 8904 Parke East&v0 Safety Information available from Truss Plate Institute.761 N.Lee Skeet.Suite 312,Alexandria VA 22314. Tampa,FL 33810 1 ccI° Z = Ap rn D CA Nco cnc i D m - D °H D Kai r. N !T• , -� m I w V ii - n O O D °-a5 r.at_-2- ° z 0 a z LA —m5� o a m �nQ�QN 3� QCa j0 6a , �0�.3 II °� ao-o * c,...� c co Ell n ° ��• ,n < N ''G m X 2-Z3 wm onQ-o9 m - � a. co Q • �m D � V, 3 -o 0a0 o Q,,, ,�aoaa Oj'o7 anti 3� v, '= m 'C^ a -1 3mma ° � a0 0 m ° ,' m ° m °f° Q �o�a oz-00 .5 ° ��� O n ° g � �3 am � CAQ �m z 2 °-••Nco°° 0• Doo ° 06� Z ° � 33 -- 000_ oo mgoma3 D 12 K � commna0 � mj• OD cr0.0- (DQpD ^ 3Q po a0' Qp. °��� � o' O5''0 °go o 3m � c - — m � a' z 5 n m A0' n- 2(Q Q , 5 m 3 0 a m 3 o O 0 n •5-...22.7 te 3 -.0 O 0 R 5NO �O m co o o a-0 - Q m co N Cr CI m 7 n.Q m -c C. OTa Q To n A c= mXI0 TOP CHORD j Od to v∎ 0 m AO Tz'n m (0 V A n H H •• 0 D n C 7 r D O T' m '-� m m P m A(mi, -° n r'O ° q N _. A 3 N� N Oo % * ,m O CO CD CT Xi m N N D N HD XI O n D N x.r V ® N 7 A 7O p A c 3 > O a ,/��• CD III■II © W�.pp O Z 3 n [P N �{ co 0 v, • N vOD D T Dm 2 -MIMI co H o a) n (..) < y n m x 3 N y PA O m I, 7 m m H NO m I !Y co co m TOP CHORD a _ -O 2 V P N A (J N — 0 T 10>p :O OD V P U A w N O • 0 >o »o7) amc 5 0 n R $ vo vac aA omn C7 . 5-m n°-o c gov oc R-3 g.2 oa 3 C. 3 m D. D o O a o O m y O O s a N - a °3- a oo 3 m 0 o= om 3"3 mm gN ?m' o a- Pro nom mo 0 m Q O.N 3 - Om 3 a 5' v o (D -ao 2°o --mo a gn n �: ion avc at, RQ9. 50 ms o.0 2,a° 3 3- ^ ° . °�. � ° g ((DD O OC amp c2Pm a o 3 ° 2 9.a nm 20 RHO mm nm 33 332 m �mv° g.m omvm R -n Sip 3 0 ° Q Na r 3 w a m ° m c xo o m '-o 30 o oR ° m,a n3 mN o 03 m m � mm 6o m2m csa S6o3 0- 0 ~0O mS. a 0= 0 °C m0 3° ° 0 °z 2.0 3 2a' 0 moO 0 - o07F. o.• '7 3 ` `3m ma av .2 °= a.s a ao -33 52 c2•o m a3 a. mam; °? 0 0 3 3 moo m >> mo moo g.. • He om gv 3m o ° 2...t n oc Sa 3maQ 0 ao �m n a2 °� m 3s m c3 ao� 3a 2om om m � 3� o ma g' am m o N co m„ cR°-" 4' m ' o° mo o5 vo moo 3 2..P. .3 R5. v0°° 3- 5" 12 ;:ii. ° aoa o � - n /- n A a C o c C m ° m 0 3 s Ii e 3 m ti 3 3 a <o • a c 6 m C m m Q O Q m m m m 3 3 m m o m m m m m °o m a m a Q >o° z Q m o ° go _m s.m om H u xv gbg �m 3a .m H� ° -3r m'a nos Q• f' J3 - m 3o R on ? mg om o� >o vE ? v� z1O mmv 2 C 3 m0 �° °- R v M3" a o» c g° m; 3o HQ -° ° - mo os -.-< .0 • 0 Q 3 3 g o u 3 '° a D ° 6— m D •"o o 3 ? • " m 0 '. o R o- o v_ g 0 3 03 a 3o` Op oo om i-o mo 3 om aF -om om C yo o ng �m a m a s R 7a m' 3 m° ° 3 = 6 n, a3 N 3 c3 c o *- .° o �F 3°a p0 as ? o rm Q3. o 0 , 23 m� wm (D ��/V m a no 7 7 mx a Fr m �° Ra a = 3 > 03 m3 mm mro ,g. oo 20 1 a 0 3v a ' V' 6 co mo 3 ° o 'am « m 3� n O - 3ma cm •3 �, o n ° a 7 Nm mm m O m m0 w m o o� o �0 3 zl (D Z Q a c- O sm a ■ o N • Job Truss Truss Type Oty Ply Property Resistance T73e6180 15.081199 F-3 Floor 4 t Job Reference(optionai TRUSSMART BUILDING COMPONENTS, Midway.GA.31320 7.830 s Jul 28 2015 MiTek Industries.Inc.Tue Aug 25 14:45:40 2015 Pipet ID:u4Ba0heYOMRbR8BYROTbooykMCv-o4_Fm6fJ LeoMaC IK6WnYoyPlu0571w171 mXtVIgykHuf 1 13.0 1 1 1-1-0 1 0-148 Scale=1:33.3 1.5x4 II 1.5x4 I I 443= 3.4= 34 = 3x3= 3x3= 3x3= 3x4 = 4x4= 1.5x4 = 1 2 3 4 5 8 7 8 9 10 AII\Ihlrh%'/Aillihe\IIIIIIIrirAllt'4411Ibe%'! /Alhllhh\IIIIIIIr/AIIIIII\IIIIIIIrrellil 21 13 e 20 1e 18 17 18 15 14 13 12 3x4 = 4.8= 3x4= 310= 1.5x4 II 1.5x4 II 3x3= 3x4= 4.4= 3,13= I 2-7-8 I 5-1-8 I 7-7.5 I 11-5-8 I 13.11-8 I 1858 I 19.2-8 I 2-7-8 2+0 2.8-0 3-10-0 241-0 2+0 2-9-0 Plate Offsets(X.Y)- 11:Edne.0.0-12).121:0-1-8.0.0-121 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plate Gdp DOL 1.00 TC 0.66 Vert(LL) -0.30 15 >751 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.47 15-16 >481 240 BCLL 0.0 Rep Stress Inc' YES WB 0.32 Horz(TL) 0.09 11 n/a n/a Weight:99 lb FT=20%F,11%E BCDL 5.0 Code FBC2014/TPI2007 (Matrix) - LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS. (lb/size) 11=1040/0-5-8,20=1048/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1892/0,3.4=-3190/0,4-5=-3904/0,5-6=4115/0,6-7=3915/0,7-8=-3215/0, 0 8-9=-1931/0 BOT CHORD 19-20=0/1083,18-19=012672,17-18=0/3682,16-17=0/4115,15-16=0/4115,14-15=0/4115, 13-144/3701,12-I3=0/2704.11120/1 129 WEBS 9-11=-1501/0,2-20=-1473/0,9.12=0/1115,2-19=0/1124,8-12=-1075/0,3-19=-1085/0, 8-134/711,3-18=0/721,7-13=-676/0,4-18=685/0,7-14=0/421,4-17=0/428, 6-14=-510/97,5-17=-519/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `,111111 I/////�� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ``,.0% nUIIN V�C/I,',, be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. `� •.•�C2 E N S•. ∎, i „„No 68182 ' - •j / / * . _ • Is' E OF 10: ., '111 /ONAl', `% Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 1 M A WARNING-Verify design perameMs and READ NOTES ON THIS AND INCLUDED INTO(REFERANCE PAGE 11I1.7473 rev.02/18!2015 BEFORE USE. • Design valid for use only with MiTek correctors.This design is based only upon parorneters shown.and is for on individual bolding 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 stability during construction is the responsibility of the MiTek* erector Addtionol permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regardug fabrication.quality control storage.delivery.erection and bracing.consult ANSVIPI1 Quality CAeda.058-89 and ICSI Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.lee Street.Suite 312.Alexandria.VA 22314. Tempo.FL 33810 ' Job Truss Truss Type Qty Ply Property Beakless:* 17388181 15-081199 F-4 Floor 1 1 Job Reference foctionel) TRUSSMART BUILDING COMPONENTS. Midway.GA.31320 7.830 s Jul 28 2015 MiTek Industries.Inc Tue Aug 25 14:45:41 2015 Page 1 I D:u4Ba0heY0MRbR8BYRQTbooykMCv-GHYd_Sgx6reCCMtVNEln K6XZ8geimRVBFQHQ2GykHue 0•148 Scab=1:33.3 1.5x4 II 1.554 II 1.5x4 = 1 2 3 4 5 6 7 8 9 10 - - - II 21 3 19 18 17 18 15 14 13 12 11 1.5x4 II 1.5x4 I I 34= I 2-7-8 I 5-1-8 I 7-7-8 I 1158 I 1311.8 I 165.8 I 19-2-8 I 2-7-8 2-6-0 240 310-0 24-0 244 2-9-0 Plate Offsets(X.Y)— f1:Edge.0-0-12L 121:0-1-8,0.0-121 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 IC 0.31 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(1.) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code FBC2014ITPI2007 (Matrix) Weight:99 b 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 purlkls, except BOT CHORD 2x4 SP No.2(flat) end tural verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc tracing. REACTIONS. All bearings 19-2-8. (lb)- Max Gray All reactions 250 lb or less at joint(s)11,20,14,17,16,15 except 12=293(LC 1),19=288(LC 1), 0 13=293(LC 1),18=294(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-Al forces 250(b)or less except when shown. NOTES- 1)All plates are 3x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 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 buss 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 buss backwards. il %%0111114111 0 OPavIN VF4F,'e `. �••.,\G E N S''.• ' No 68182 2-0 i i / * • — EA OF 0%..":4/44/CC.:?:k.'.O' ! �∎, r4OR, . \ . ` Joaquin Velez PE No.68182 MITek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 25,2015 A WARNING-Verify dedo'mamas,*and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M•7477 nv.02/11/2015 BEFORE USE f Design valid for use only with MITek connectors.Tunis design is based only upon parameters shown.and is for on no holding Ading component. Appicabity of design parameters and proper Incorporation of component is responstisty of building designer-not truss designer.Bracing shown IIIIII Is for lateral support of individual web members only.Additional temporary bracing to insure stabity doing construction is the responsibility of the M ITe k' erector.Additional permanent nt bracing of the over structure k the responslbflty of the bulling designer.For general guidance regardn9 fabrication,quality control storage,delivery.erection and tracing.consult ANSVT►II QuaMy Cse•do.DSS-09 and SCSI SWWdng Component 8904 Parise East Blvd. Safety Islanm/on ovoiobte from Truss Plate Institute.781 N.Lee Street.Suite 312 Alexandria.VA 22314. Tampa,FL 33810