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Home My WebLink AboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. I MiTek® RE: 26413 -Murray Residence Site Information: Customer Info: Backdraft Project Name: M Lot/Block: S Address: 783 Nettles Island City: Jensen Beach S Name Address and License # of Structural Name: Address: City: General Truss Engineering Criteria & Loading Conditions): Design Code: FBC2010ITP12007 Wind Code: ASCE 7-10 [All HeighIl Roof Load: 55.0 psf This package includes 48 individual, dated' With my seal affixed to this sheet, I hereby i conforms to 61G15-31.003, section 5 of the MiTek USA, Inc. 6904 Parke East Blvd. Residence Model: Tampa, FL 33610-4115 ision: FL neer of Record, If there is one, for the building. License #: State: Loads (Individual Truss Design Drawings Show Special Design Program: MiTek 20/20 7.5 Wind Speed: 170 mph Floor Load: N/A psf Design Drawings and 0 Additional Drawings. that I am the Truss Design Engineer and this index sheet la Board of Professional Engineers Rules. No. I Seal# ITruss Name 15/21/014 Date No. Seal# ITruss Name I Date 1 IT6321042 —CJ1 118 I T6321059 I —EJ35 5/21/014 12 IT6321043 I —CJ3 1'5/21/014 119 11 T6321060 1—EJ37 15/21/0141 13 I T6321044 1—EJ 1 15/2-1 /014 120 1 T6321061 I —EJ38 15/21/0141 14 I T6321045 I —EJ2 15/21/014 121 1 I T6321062 I —EJ39 15/21/0141 15 I T6321046 I —EJ2A 15/21/014 122 1 I T6321063 I —EJ41 15/21/0141 16 I T6321047 I —ER 15/21/014 123 1 I T6321064 I —EJ41 A 15/21/0141 17 IT6321048 I --ERA 15/21/014124 1IT6321065 I—EJ56 15/21/0141 18 IT6321049 I—ERB 15/21/014125 1IT6321066 I--EJ85 15/21/0141 19 IT6321050 I —ERG 15/21/014126 1IT6321067 I—EJ510 15/21/0141 110 1 T6321051 I —EJ 12 15/21/014 127 11 T6321068 1—HJ34 15/21/0141 Ill I T6321052 1--EJ 13 15/21/014 128 1 I T6321069 I --HJ38 15/21/0141 112 I T6321053 I —EJ22 15/21/014 129 1 I T6321070 I A01 G 15/21 /014 113 I T6321054 I —EJ23 15/21/014 130 1 1 T6321071 I A02 15/21/0141 114 I T6321055 I --EJ26 15/21/014 131 1 I T6321072 I A03 15/21/0141 115 I T6321056 1 —EJ29 15/21/014 132 1 I T6321073 I A04 15/21/014 1 116 IT6321057 I —EJ31 15/21/014 133 1 I T6321074 I A05 15/21/014 117 I T632-1058 I —EJ33 15/21/014 134 1 I T6321075 I A06 15/21/014 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2._ p.0 I N VF ��,GP'•�GENS�CF��'. oo 68182 : 53 S TAT E OF : 441 � O N A FL Cert. 6634 May 21,2014 Velez; Joaquin 1 of 2 w RE: 26413 -Murray Residence Site Information: Customer Info: Backdraft Project Name: Murray Residence Model: Lot/Block: Subdivision: Address: 783 Nettles Island City: Jensen Beach State: FL No. I Seal# lTruss Name I Date 35 IT6321076 I A07G 5/21/014 136 I T6321077 I A08 15/21/014 I 37 IT6321078 I A09 5/21/014 38 IT6321079 IA10 5/21/014 39 IT6321080 JA11 5/21/014 140 I T6321081 I Al2 15/21 /014 I 141 IT6321082 IA13 15/21/014 142 I T6321083 I A14 15/21 /014 I 143 IT6321084 I A15G 1 5/21/014 144 IT6321085 I A16 1 5/21/014 I 145 IT6321086 IA17G 15/21/014I 146 I T6321087 I A 18 15/21 /014 I 147 IT6321088 I B01GE 15/21/014 I 148 IT6321089 I B02GE 15/21/014 I 2 of 2 Job Truss Truss Type Qty Ply Murray Residence y T6321042 26413 ^CJ1 JACK -OPEN 4 1 job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 ZU14 MIIeK Inaustnes, Inc. Wed May Zl i3:53:16 2014 rage t ID:ubGegH7ngRO9KcVFa7PbaiziyPe-SfAk7mGgUGG1 EsvTnwdfWOuOoTwwHSh5WtMTngzEGll 5.00 12 2 00 0 o 2x3 = PROVIDE BEARING CONNECTIONS(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. LOADING (pso SPACING- 2-0-0 CS]. i DEFL. in (loc) I/deft Ud TCLL 30.0 Plates Increase 1.25 TC 0.04 Vert(LL) 0.00 5 n/r 120 TCDL 15.0 Lumber Increase 1.33 BC 0.04 Vert(TL) 0.00 5 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix,-M) Scale = 1:6.5 PLATES GRIP MT20 244/190 Weight: 3-lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=70/Mechanical, 5=34/Mechanical Max Horz 2=96(LC 1), 5=101(LC 8) Max Uplift 2=-64(LC 8), 5=31(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=1ft; eave=4ft; Cat. It: Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right e>Sposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 2 and 31 lb uplift at joint 5. 8) N/A 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNIAG-Miftidetkja pammemn..dRFAD t47ESGNRRSAND IM1aDED NITEKREFERE&4MPAGENrl-2473lea 11291201dSHOMME Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlgn va able from ]loss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. lfSautbet7rlrtne�SR�lumberjssgecified„thedesi nvaluesaretheseeffectiveQ6 O1/2.013&byA13C CtU I N .•\,\O.E NS**.,.� i N 68182 ► • W ._ T OF 0 P _�'•` kq i��s i� N A� �� FL Cert. 6634 May 21,2014 Welk' 6904 Parke East Blvd. Tampa, FL 33610-4115 Jnb Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence T6321043 26413 -CJ3 JACK -OPEN 3 1 job Reference o lio al East Coast Truss, Fort Pierce, FL. 34946 1-4-0 REFER TO MITEK "TOE -NAIL" DETAIL FOR CONNECTION TO SUPPORTING CARRIER TRUSS (TYP ALL APPLICABLE JACKS IN THIS JOB) LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20101TP12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 5.00 12 0° 2x3 = �° 1x4 II 7 CSI. TC 0. BC 0. WB 0. 7.520 s Apr 22 evi4 MIT eR muusnms, mc. vveu may c i i i.uu... c.,. rayv , I D:ubGegH7ngRO9KcVFa7PbaiziyPe-Y2KgMZJyainl xlzSWjxsabdS IdFRRu0001RZOzElm 3-0-0 1-8-0 Scale=1:10.9 3 4 �I 6 DEFL. in floc) I/deft L/d PLATES GRIP Vert(LL) 0.00 7 >999 240 MT20 244/190 Vert(TL) 0.00 7 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 10 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. 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 Installatione REACTIONS. (Ib/size) 7=272/0-8-0, 3=50/Mechanical, 6=2/Mechanical Max Horz 7=92(LC 8) Max Uplift7=-185(LC 8), 3=-46(LC 8) Max Grav 7=272(LC 1), 3=52(LC 13), 6=23(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=3ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) 7=185. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0111111111111 ,I N t +V F ��. gyp,• �..N i N 68182 053 T F :•� •.0 .•,c Nil i ��`• FL Cert. 6634 May 21,2014 ®4YARNfAG•V rri#y design yaramnlmrs mnJ NF.AD WTSON7IMS AND IMUDFb Mt1FKEEirRFM.ERASEM!1-T473 me I/d.91201daYMUSF- Design valid for use any with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is res'ponsibllity 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 responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility` of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314: Tampa, FL 33610-4115 !fSautTlemPinetSP Iumberisspetified,thedesignvaluesarethoseeffettiva06 01/2G13byALSC Job Truss Truss Type Qty Ply Residence x ,� [urray T6321044 26413 -EJ1 JACK -OPEN 1 1 Job Reference (optional) east coast i russ, ron Merce, M. 44W, o p,cc cv,.m,—.uaau,w,,w.r y,.,- I D:ubGegH7ngRO9KcVFa7PbaiziyPe-t7YscUkCllejtcEwxYpGSIyE2fZWsdu2arvx3lzEGjr 0-10-2 0-10-2 I 5.00 12 2x3 = PROVIDE BEARING CONNECTIONS(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC TCDL 15.0 Lumber Increase 1.33 BC BCLL 0.0 Rep Stress Incr YES WB BCDL 10.0 Code. FSC2010/TP12007 (Mat Scale = 1:6.2 DEFL, in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.00 6 n/r 120 MT20 2441190 Vert(TL) -0.00 6 n/r 120 Horz(TL) 0.00 n/a n/a Weight: 3 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-10-2 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=60/Mechanical, 3=31/Mechanical Max Horz 2=92(LC 1), 3=97(LC 8) Max Uplift 2=-52(LC 8), 3=-34(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except w en shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9 Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=lft; eave=4ft; Cat. Ill Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 2 and 34 lb uplift at joint 3. 8) N/A 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. % . wt + 001 N VF �a i * : N 68182 r :�• T F :•�� 40 i�` % FL Cert. 6634 May 21,2014 ®WARMIM'-Verify desi7a pararretoo and READ AMESW WSAMMaUDED MITWP&EREMSPA6EM11-M73 nta 1/29/2014REfaREME Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responsibility of the MOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informs Ion Iva -able from Truss Plale In litute, 781 .N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1f5outhern ine�5p turnbarisspetdier,thedes1gnvalikessrethoseeflective06�Q 13013byAtSC Job Truss Truss Type Qly Ply 26413-Backdraft-Murray Residence T6321045 26413 -EJ2 JACK -OPEN 1 1 --Job l3eference o tional East Coast Truss, Fort Plerce, FL. 3494b r..a F' cc w,v nni en u,vaw o�, , ,�. ..-� ,.,�� ., --,- . -a- ID;ubGegH7ngRO9KcVFa7PbatziyPe-URRbnFKC5J1kB36gd8 KfOioBRwXvo4nTawgnvzElrl 1.4-0 2.0.0 '1-4-0 0.8-6 Scale = 1:8.8 Plate Offsets (X Y)— 12:0-2-8 0-0-81 16:0-2-4 0-0-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.110 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.11 Vert(TL) 0.00 6 >999 180 BCLL 0.0 Rep Stress Iricr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M� Weight: 7 lb FT = 0% LUMBER. I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InStallgtign REACTIONS. (lb/size) 5=-46/Mechanical, 3=-24/Mechanical, 6=285/0-8-0 Max Harz 6=62(LC 8) Max Uplift5=-46(LC 1), 3=27(LC 14), 6=-219(LC 8) Max Grav 5=40(LC 8), 3=14(LC 4), 6=285(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9!Opsf; BCDL-3.Opsf; h=15ft; B=42ft; L=2ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 0 degree its „I f I � �I�� 3) Plates checked for a plus or minus rotation about center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `1�1 �%% V N VF .*ion' 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 �� lsQ G N fit between the bottom chord and any other members. `�� '� . E & "- 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5, 3 except (jt=lb) �� N 68182 0 •: 6=219. .�. * : 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. jr 53 T OF :•�' O •� 1 FL Cert. 6634 May 21,2014 ®WARNIM-Yedfydesign pammuosn mad RFAD A07ESGN VUSANO U MIMED NITEKREEEREACIF PAGE M11-7473 ma I129120rQDE MUSE Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Dal' 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 responslblllity of the 11IIiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding DSB-89 and BCSI Building Component fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Cexandria 6904 Parke East Blvd. GiTiInstitute, VAriteria, 1tl5qu1M ine(SPfluttttleFissp Plate de5igrvatuesaretheseelffective06j01/2013byAiSG Tampa, FL336104115 Job I Truss Truss Type City Ply 26413-Backdra8-Murray Residence W T6321046 26413 -EJ2A JACK -OPEN 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FB C201 O/TP 12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 24 = /.520 a Apr 22 2014 MITaR maustrie5, Inc. Wed may 21 i t:30:44 <a K rage i I D: ubGegH7ng RO9KcV Fa7P baiziyP e-RgZLCwMS dxH S Q NGDIYOokRn8fE czN iZ4xwPnsnz EI rj 1-4-0 t _ 1-11-8 1-4-0 Scale =1:8.7 5.00 12 1x4 II 1x4 II 6 CSI. I DEFL. In (loc) Vdefl L/d PLATES GRIP TC 0.10 Vert(LL) 0.00 6 >999 240 MT20 244/190 BC 0.111 Vert(TL) 0.00 6 >999 180 WB 0.04 Horz(TL) -0.00 3 n/a n/a (Matrix-M} Weight: 7 lb FT = 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. j MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer sallatigo REACTIONS. (lb/size) 5=-51/Mechanical, 3=-28/Mechanical, 6=290/0-8-01 Max Horz 6=81(LC 8) Max Uplift5=-51(LC 1), 3=30(1_13 14), 6=-225(LC 8) Max Grav 5=43(LC 8), 3=16(LC 4), 6=290(LC 1) I FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=2ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. I 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3 except (jt=lb) 6=225. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QviN v '0.��G E NSA•.? '.� i N 68182 r .0 1111111 FL Cert. 6634 -] May 21,2014 ®N'ARKMs-9esifydesign pa-M. JndREAD AMESGM7MSANDINQUIDED MIMKRETEREMEPAGE MII-7473 m. I119120IQREFMME Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1tSduthcrrlF�ine�fip�turrthetisspecitfed,thedesignvaluesardthoseeffective46 0112013hyALSC Tampa, FL 33610-4115 r- �.-- 6, T6321047 26413 1 -EJ7 JACK -OPEN 6 1 1-4-0 5-8-0 iI 7.520 s Apr 22 2014 MiTek Industnf I D: ubG egH7ng RO9 KcVFa7P baiziyPeJ bpsl 1 7ZzElrf Scale=1:19.1 Plate Offsets (X Y)-- 12.0-2-11 0-0-81 1 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.04 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC DA Vert(TL) -0.10 4-5 >665 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight; 22 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e REACTIONS. (lb/size) 3=206/Mechanical, 4=55/Mechanical, 5=502/0-8-01 Max Horz 5=212(LC 8) Max Uplift3=-156(LC 8), 5=-262(LC 8) Max Grav 3=206(LC 1), 4=94(LC 3), 5=502(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4171314 BOT CHORD 1-5=4091538 WEBS 2-5=-6351525 NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=7ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=156, 5=262. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 00l N'rVF I P �G•E•NSF•�`�,�� 41b82 F%. FL Cert. 6634 May 21,2014 I WARNIN3 Vcritydasr0n pnramnfers and READ 107ESGN7NISAND MaElDED MITMEFEREhGSFAGE M11.7473 raa IJZ912014WML95E Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MVO A�� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sa�ety In�lorma/1Ion Qva lIiIable from Truss Plqte Institute, a81 N. Lee Street Sulte�312, Al�xandrla, VA 2314. Tam a, FL 33610-4115 -,._ fv:-_Q.vZa..eLa-.--:�-._-..-:�:..-. �,-,. ..-:.-...-- ....- .�. .,�I .,r -'. ftL Av MA1Q 4... ditf` P LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1-4-0 3-8-0 2-0-0 4x4 = 5.00 12 Q Ati 6 2x4 = Q• �. 1x4 II 1x4 II SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud Plates Increase 1.25 TC 0.46 Vert(LL) 0.09 6-7 >726 240 Lumber Increase 1.33 BC 0.83 Vert(TL) -0.16 6-7 >432 180 Rep Stress Incr YES WB 0.06 Horz(TL) 0.08 4 n/a n/a Code FBC2010/TPI2007 (Matrix-M) PLATES MT20 GRIP 2441190 Scale=1:17.5 Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 4=122/Mechanical, 5=140/Mechanical, 7=502/0-8-0 Max Horz 7=154(LC B) Max Uplift4=-93(LC 5), 5=66(LC 8), 7=282(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-402/255 BOT CHORD 1-7=-337/529 WEBS 2-7=-347/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Op5f; 0C1JL=3.0psf; h=15ft; B=42ft; L=7ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 7=282. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 21,2014 ® WARNIM -Verify deskla pammewn aad AFAR AV =GN TNrs,AND ! tlC7 fMt4 MfII:KR[FL'R[hCE lAGE MII-T473 mti I129120IdBuOullm Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. 9control, 781 N. Lee 1ff5oUlinformaltonthetR nevaltule from Truss mberisspelateffied:ithedesgnunue3aTothSuite 312, oseef#atrisle�6A31%4$013ilhyAtSC Tampa, FL33610.4115 )ob Truss Truss Type Qty Ply Residence A 126413-Backdraff-Murray T6321049 ^Fu17B HIP GIRDER 1 1 I1b413 Job Reference (ootionall I St Coast Truss, Fort NlerCe, FL. 34y4b ,.oo a ipr c cw 1" m cn „wuo., as, nrv. .,o. ,...Y r , ,......•... • ..y.. I D: ub Geg H7ng R09KcV Fa7P baiziyPe-FzwcS_QD Dn2c8lkN5p7C_i l 7jfdOnOoyJss53RzE lyd 1-4-0 3-8-0 6-10.0 7 0. 1-4-1 2-4-0 3-2-0 0.2- Scale = 1:15.4 04 = 3x4 = 5.00 12 1x4 II 2 3x4 = 12 5 2x4 = �_ 7 2x4 I 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TIC 0.19 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) -0.02 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 30 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=296/Mechanical, 7=456/0-8-0 Max Horz 7=145(LC 7) Max Uplift5=-270(LC 5), 7=-378(LC 8) ! Max Grav 5=350(LC 29), 7=479(LC 32) ! FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wheh shown. TOP CHORD 1-2=-371/222, 2-3=-447/312, 3-11=-371/305, 4-11=-371/305, q-5=-302/262 BOT CHORD 1-7=-307/383, 6-7=-331/400 WEBS 4-6=-305/389, 2-7=-289/247 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=7ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=270, 7=378. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 94 lb up at 3-8-0, and 122 lb down and 94 lb up at 5-8-12 on top chord, and 263 lb down and 210 lb up at 3-8-0, and 16 lb down and 15 lb up at 5-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 FL Cert. 6634 May 21,2014 Continued on Daae 2 ® WARNIM3 •Ye,itydesign pa,vm ws sad RE4D MMSQM77irSAA0 MaUDED MITEKREFEREAC PAGEMr7.7473 M& I1d912ON890NEM Design valid for use only with Wek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown IM�, Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the iNiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa Ion gvagoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Ale andda, VA 2314. Tampa, FL 33610-4115 1, Sauthern'irTe`SP)iumbrertsspecified, the design values are thmetfieccive06 0112O13byALSC Job Truss Truss Type Qty Ply 26413 -Backdraft-Murray Residence T6321049 26413 I -EJ7B HIP GIRDER 1 1 Job Reference footionall East Coast Truss, Fart Pierce, FL. 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=90, 3-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 3=11(F) 6=-25(F) 11=11(F) 12=5(F) r.ozu 3 Apr [ zuw mn eK mu-iri-, mc. vveo may c i i i.50.3r cU w oec 1 D:ubGegH7ngR09KcVFa7PbaiziyPe-FzwcS_QDDn2c8lkN5p7C_i17jfdOnOoyJss53RzElyd ® WARAUM •Verify design Paramemrs +ad RFAD AWES GM 71RSAW IM217DED MITEKREfEREht.F PAGE MI14473 mw I/24/2014MOMME Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding �V� 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. 5gfety Information gvarble from]russ Plate Institute, 7810. Lee Street, Suite 312, Alwandria, VA 2 314' Tampa, FL 33610.4115 17Sou t#temRine 11 lumber issfre5iiied,,Utedesi fivaluesat,-tttaseCifectiveQ61 1%i013byAtSC Truss Truss Tpe Qty Ply 26413-Backdrafl-Murray Residen3 11obt -EJ7G JACK -CLOSED GIRDER 1 1 Job Refere ce o t'o al East Coast Truss, Fort Pierce, FL. 34946 ID:ubGegH7ngR09KcVFa7PbaiziyPe-FzwcS_QDDn2c8lkN5p7C il6HfdGnOmyJss53RzElyd 3x4 = Scale = 1:19.4 1-0-0 -a-o 1 3-5-0 2-3-0 Plate Offsets (X Y)-- (2:0-2-8 0-0-81 13.0-4-12 0-2-01 (7.0-2-4 0-0-81 1 LOADING (psf) SPACING. 2-0-0 I CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.01 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.25 Vert(TL) -0.02 6 >999 180 BCLL 0.0 " Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M)l Weight: 32 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=530/Mechanical, 7=563/0-8-0 Max Horz 7=230(LC 7) Max Uplift5=-300(LC 5), 7=-350(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-363/171, 2-3=-498/262 BOT CHORD 1-7=-324/393, 6-7=-284/393, 5-6=-291/411 WEBS 3-5=-552/328, 2-7=-408/311 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=7ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 5=300, 7=350. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 167 lb up at 5-1-7 on top chord, and 195 lb down and 156 Ib up at 4-9-0, and 51 lb down and 22 lb up at 5-1-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 6=-237(B) 11=-103(B) FL Cert. 6634 May 21,2014 ®WARKA13-Verify desupr pammaw... READ A07E50MTISAM IAMPED MtTEKREEERENCE PAGE Mr1-7473 nM 11.9/ZOiQaffaRM.. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component.' Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown ■�Y Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S fety Informat�ion gva�able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1 SauthemPine 5P lumberisspecified,thedesigflvaluesarethaxeeffett1ve06?Q3J2A13byAt C Tampa, FL 33610.4115 Job Truss Truss Type- Qty Ply 26413-Backdrafr-Murray Residence T6321051 26413 ^EJ12 JACK -OPEN 1 1 Yob Reference (optional 71 11:30:21 2014 Dane 1 tastuoast truss, FOn Pierce, FL. 34940.._.. ....y-. ...__._. -_.. -a_. ID:ubGegH7ngRO9KcVFa7PbaiziyPe-OFuDZvKaLOvuZvXe3QT56o9cw1bZALMdFyB6FSzElrm 1-2-7 1-2-14 1-2-7 0-0.7 Scale =1:6.8 4.26 12 2x4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 30,0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.01 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.03 Vert(TL) -0.01 5 >956 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 4 lb FT = 0%. LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-2-14 oc puriins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=10/1-2-14, 2=125/Mechanical Max Horz 1=33(LC 8) Max Uplift 1 =-3(LC 8), 2=-59(LC 8) Max Grav 1=17(LC 3), 2=125(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0Qsf; BCDL=3.Opsf; h=15ft; 13=42ft; L=1ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ` 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 21,2014 ® WARMAG -Vadir design pammema ,sad READ h07ESGM MSAM IMUDED M1TEKREFEREMXPAGE M17-74731e • 11291201daEFOREM Design valid for use any with MRek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracinglto Insure stability during construction Is the responsibilllty, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormat on va able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. 1fSouthe17T1�r1ei5Pjlumberisspec-died,thedesignvaluesarrthoseoffectiveQ5 Q1/2019byAtSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Murry Residence , 3 T6321052 26413 -EJ13 JACK -OPEN 1 1 Jo efere ce o tional East Coast Truss, Fort Pierce, FL. 34945 :+ o nF, cc cv I . I — —, ... ,.•or - • -- •o- ID:ubGegH7ngR09KcVFa7PbaiziyPe-MPDx54aUVyKxfD?BTXYSIIJO T5?XgzCR474?FzEGim i 1-3-3 r 1-3.3 Scale = 1:7.1 PROVIDE BEARING CONNI HORIZONTAL REACTION(: LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010ffP12007 (Matrix-M) Weight: 4 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 2=104/Mechanical, 3=33/0-3-15 Max Horz 2=148(LC 1), 3=155(LC 8) Max Uplift 2=-87(LC 8), 3=-40(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=lft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 1 4) This truss has been designed fora 10.0 psf bottom chord live load non concurrent 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 2 and 40 lb uplift at joint 3. 8) N/A 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� QV I N i *�• N 68182 �:• T F twet" Ov FL Cert. 6634 May 21,2014 ® WARKAG -Verify desgn pammeee. aad R&1D MW GN 7MTSAND IAC L MED MIISKREFEREMX PAGE MII-7473 ma I129120I1SEDIC ME Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality gconttrol, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8.84 and BCSI Building Component 6904 Parke East Blvd. fiiSa�ufh mlyi 312, .affuWlVe06 11�13by'ALSC Tampa, FL33610A115 Job Truss Truss Type Qty Ply 26413-Backdraft•Murray Residence ,.1 T6321053 26413 -EJ22 JACK -OPEN 1 1• Job efe ence (optional tast coast r russ, r•on Marta, VL. 14e40 IX4 1 kB36gdB—KfOlo5RwXvo3nTcwgnvzElrl Scale =1:9.1 Plate Offsets (X Y)— 12:0-2-8 0-0-81 I5:0-2-4 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.111 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.11 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/7P12007 (Matrix-M) Weight: 7 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s'allation guide, REACTIONS. (lb/size) 3=-5/Mechanical, 4=36/Mechanical, 5=276/0-8-2 Max Horz 5=64(LC 8) Max Uplift3=-12(LC 3), 4=36(LC 1), 5=-212(LC 8) Max Grav 3=13(LC 6), 4=33(LC 8), 5=276(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 6=42ft; L=2ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate, capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=212. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. %%%QU 1 N 11 V F ��,QP �C•ENS % 1 N 68182 L T F Minn+�� FL Cert. 6634 May 21,2014 ®W,iRMfJG •Ve V y *sqn pa,aneem,s and RrAD MUSGI1 RMSAM IM211DED MITEKREEEREME ME N11.7423 ma 1129120109Ef M USE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 I Southempine�5 I lumberisspe4fied,thedmignvaluesatethuseeffettiv U6 01Ji013byAt5C Tampa, FL 33610.4115 I ob Truss Truss Type Gty, Ply 26413•Backdraft-Murray Residence .a T6321054 26413 -EJ23 JACK -OPEN 1 1 - ___ ob Le . ;fe a ce o t'o al Fast coast Truss, tonPierce, FL. aasao '. "F'��,�,.a,.a ,•,=ram,, ��,� oy�, ID:ubGegH7ngR09KcVFa7PbaiziyPe-yd?z_aLgsd9boDhOBrVZBDFzpgGoeFJwiGgDKLzEIrk 1-4-4 ! _ _ 2-3-10 1-4-4 ! 0-11-6 Scale = 1:9.3 2x4 = 4.88 F12 1x4 II 2 v 05 v d a 1x4 II 5 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.11 BC 0.11 WB 0.04 (Matrix-M) DEFL. in Vert(LL) 0.00 Vert(TL) 0.00 Horz(TL) -0.00 (loc) I/defl Ud 5 >999 240 5 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-3-10 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatione REACTIONS. (lb/size) 3=3/Mechanical, 4=-29/Mechanical, 5=272/0-8-4 Max Harz 5=67(LC 8) Max Uplift3=-15(LC 5), 4=29(LC 1), 5=207(1_C 8) Max Grav 3=15(LC 6), 4=28(LC 8), 5=272(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; 5CDL=3.Opsf; h=15ft; B=42ft; L=2ft; eave=4ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 1 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=207. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. F `G E i N 68182 +*•• :7tC� .09s T F :• 441 O• i s''•....• C�� 0 0 FL Cert. 6634 May 21,2014 ®WARA M9-Veritydesign part.memo dRFU M17ESGN77175AND IM21UDEDt4ITEKREFERENCS PAGE N17.7473 ten 112912016BEFOUME Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing tb Insure stability during construction is the responsiblllity of the WOW Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component fabrication, 6904 Parke East Blvd. Safety iriforma Ion vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314. IfSauthem�iae�SP�lumberisspetrfiedrthede5igtivaluesarethoseeffective0 01/2013,byALSC Tampa, FL 33610-4115 2-6-2 2x4 = Scale = 1:9.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.11 Vert(TL) -0.00 8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=142/0-8-15, 2=84/Mechanical, 5=40/Mechanical Max Horz 1=65(LC 8) Max Uplift 1 =-51 (LC 8), 2=-62(1_C 8), 5=9(1_C 8) Max Grav 1=142(LC 1), 2=84(LC 1), 5=47(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=3ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0,18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any. other live loads, 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord) in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joints) 1, 2, 5. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. IN V s� N 68182 T OF e FL Cent. 6634 May 21,2014 ®WARNIlRi•Venfydesgn paramaren®nd RFAD M7£5GN7Ni5tAND IN UD£D H1MWREFEREHC.FPAGEMII.7473yew I1291201QDEFO VIE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. lei' Applicability of design parameters and proper incorporation of component Is responflblllty 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 responslblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi%k' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB•89 and BCSI Building Component Safety Information va' able fromtruss Plate Institute, 78114. Lee Street, Suite 312, Alexandria, VA 222314 IfSouI lumber is specified, the desighvalues are those effectiveO6)01J$O13bVAL5C 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply ResidenceT6321056 ! F2641R3-Backdraft-Murray 6413 -EJ29 JACK -OPEN 1eference (optional) East Coast Truss, Fort Pierce, FL. 34946 1-4-5 1 5.3 .DZU s Apr zz 2d14 m11 ex industries, Inc. vied may 2 i I I:50;24 2O14 r Scale = 1:10.3 Plate Offsets (X Y)-- 12.0-2-8 0-0-81 15.0-2-4 0-0-81 LOADING (psf) SPACING- 2-0-0 i CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.12 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.09, Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.041 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 3=35/Mechanical, 4=-7/Mechanical, 5=272/0-8-4 Max Horz 5=81(LC 8) Max Uplift3=-29(LC 8), 4-7(1_C 1), 5=-194(LC 8) Max Grav 3=39(LC 13), 4=15(LC 8), 5=272(LC 1) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=15ft; B=42ft; L=3ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=194. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %t'f11111111j',/.I QU I N i *� N 68182 • �:• T OF .. FL Cert. 6634 May 21,2014 AWARNIAO-Vwifydes&7nraramem...dRWINOTESGNTNISAIIDINMIDEDMITEKREEEREfdSPAGE MII-7473 er IJd9/20IdaFfaflEllSE Design valid for use any with MiTek connectors. This design Is based any upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer, Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of'the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vo able from Truss Plate In{tltute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 1i5outhe Pine7SP�lumherisspec"riiers the design values are those effectiveQ5 01/2013hy;ALaC I.Job Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence 1 T6321057 26413 -EJ31 JACK -OPEN 1 1 i Inn Reference (OptlOnall East Coast Truss, FOR Plerce, FL. 34946 1.4-0 1-8-15 .ucu s mpr ca 4u w rvu i en umumuos, nip. Scale=1:11.1 Plate Offsets (X Y)-- i2.0-2-8 0-0-81 15:0-2-4 0-0-e1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010ffP12007 (Matrix-M) Weight: 10, lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatigii guide. REACTIONS. (lb/size) 3=52/Mechanical, 4=2/Mechanical, 5=277/0-8-0 Max Harz 5=92(LC 8) Max Upiift3=-42(LC 8), 5=-188(LC 8) Max Grav 3=54(LC 13), 4=20(LC 3), 5=277(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whet shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1f; BCDL=3.Opsf; h=15ft; B=42ft; L=3ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these facitars. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcu.rrent 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 5=188. 1 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Qv I N i N 68182 • •10 T F00 C? � ,, fINAlt FL Cert. 6634 May 21,2014 ®WARMIAG -Verity design ralamerers .nd R&4D Aa7ES GN7NFSAND IM2VVED MrTEXREFEREKE FAGEMrr-7473 ren I129120148EFG8EDSE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building' Component 6904 Parke East Blvd. Safety Inlormalion gvalJable from jruss Plate In{titute, 781 .N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 !f Southern (xine ISPp lumber is sp,ecif ierk, the design values are these effective Ob101 j1013 byALSC Job Truss Truss Type city Ply 26413-Backdraft-Murray Residence i T6321056 26413 -EJ33 JACK -OPEN 1 1 Job a ere ce o tional ❑asscoassiruss, ronvierce,rL.34e90 l ................... ._...__..._,_....--'----..._�_. ID:ubGegH7ngROgKcVFa7PbaiziyPe-vO7jPGN40EPJ2WrPIGX1 HeKlieye69dDAa9KOEzElri 1-4.5 3-3-6 1.4-5 1-11-1 Scale=1:11.3 Plate Offsets (X Y)— 12:0-2-8 0-0-81 f5:0-2-4 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 3=60/Mechanical, 4=6/Mechanical, 5=288/0-8-4 Max Horz 5=96(LC 8) Max Uptift3=-47(LC 8), 5=-194(LC 8) Max Grav 3=60(LC 1), 4=24(LC 3), 5=288(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=3ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 5=194. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I N .�`�oP•�cEN * : N 68182 • �:• T F :•� r � �j •• • Gi ,, I,,��ls•t►iii� ` FL Cert. 6634 May 21,2014 ®WARHr7x -Vedfy Resign panmewrs unAREAD fATES Or77UP5AM 7NaWED M7TEKREfERE,4LE PAOE MU-1473 — 1/29/201dMOMME Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the Mewerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Salety I lorma Ion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandrla, VA 2314. 1f5aut�sem�ine�fiP fumber isspecified, thedesignvalues are thvse.effective06;�01/2A13ftyAL;C Tampa, FL 33610-4115 Job Truss Truss Type Qty. Ply 26413-Backdraft-Murray Residence E T6321059 26413 -EJ35 JACK -OPEN 1 1 Job Reference (Optional) East coast muss, Fan marce, FL. 34V4b r ucu a X ec < ` `" o niuuau ....1 rrcu ,real — , ,..,�..... -- ...y.. ID:ubGegH7ngR09KcVFa7PbaiziyPe-vO7jPGN40EPJ2WrPIGX1 HeKlXeyd69aDAa9KOEzElri i 1-4.0 i 3-5.9 Scale: 1"=1' 1x4 II 5 Plate Offsets (X Y)-- i2:0-2-8 0-0-81 f5:0-2-4 0-0-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.16 1 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 , Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 I Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation e REACTIONS. (lb/size) 3=70/Mechanical, 4=10/Mechanical, 5=294/0-8-0 Max Horz 5=104(LC 8) Max Uplift3=-55(LC 8), 5=-191(LC 8) Max Grav 3=70(LC 1), 4=29(LC 3), 5=294(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=3ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • truss has been designed for live load 20.Opsf the bottom in a rectangle 3-6-0 tall by 2-0-0 wide will•.. • • • • �j� This a of on chord all areas where .. `<� E fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. G v , •.•�\ SF•.•� �, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) N( 68182 r •: 5=191. * :� 7E 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •� T F :• fit/ O •� 4Q . '. , ii,�S p N AL E �% FL Cert. 6634 May 21,2014 ® WARA4N9 -Vedty dasign pa ameners and READ M MS ON Mrs AND INCLUDED MITEKREFEREX15PAGE MII.7473.. I/d9/201dDE OVV5E � Design valid for use any with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure Is the responslbility of the building designer. For general guidance regarding tobdcation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety I forma Ion vo able from Truss Plate Institute, 7810. Lee Street. Suite 312, AI xandria, VA 2314. lfSoot�tem ine7SP�umeris petified,thedesignvatuesarethoseefettive06 01/2413hyAL5C Tampa, FL 33610.4115 Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence � T6321060 �Job 8413 -EJ37 JACK -OPEN 1 1 Job e e once o do a east coast i russ, ton Tierce, I-L. Mft 2x4 = 3-7- ID:ubGegH7ngRO9KcVFa7PbaiziyPe-vO7jPGN40EPJ2WrPIGX1 HeKGkex769MDAa9KOEZElri Scale=1:11.0 3-6-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.01 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.19 Vert(TL) -0.02 3-6 , >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-7-1 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=223/0-8-15, 2=119/Mechanical, 3=46/Mechanical Max Horz 1=92(LC 8) Max Uplift 1 =-85(LC 8), 2=-82(LC 8), 3=-7(LC 8) Max Grav 1=223(LC 1), 2=119(LC 1), 3=58(LC 3) I FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=363/177 BOT CHORD 1-3=253/409 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0p1 f; BCDL=3.Opsf; h=15ft; B=42ft; L=4ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QUI N N 68182 :� T F FL Cert. 6634 :] May 21,2014 ®WARNIM -V dfy design pa—pelva -a READ A07E9Gf97MSAIR) !I'KSVDEb MtTEKREfEREACE PAGE MIl-7473 ten I129/20198DIMUSE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �- Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the Welk'erector. Additional permanent bracing of the overall structure is the responsibility of ffie building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7Pit Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 3 fety Informsfflon va able from Truss Plate Institute, 7B1 N. Lee Street, Suite 312, Ale andda, Vqq 2314. Tampa, FL 33810d115 i�5vuthemPu1e75P�lumtterisspec"died,thedesignvaluesare thoseelective06 0112013byALSC Truss Truss Type City Ply 26413-Backdraft-Murray Residence ,lob 6 T6321061 26413 —EJ38 JACK -OPEN 2 1 Job Reference o 'onal East Coast Truss, Fort Pierce, FL. 34946 7.bzu s Apr zz 2ui4 Mi i ex industries, Inc. vvea May zn 1 i:ou:m 2014 rase I ID: ubGegH7ngR09KcVFa7PbaiziyPe-NCh6dcNj9YXAfgQbsz2GpsM21nrcmMOEutwgzElrh 1-40 3-8-0 1-4.0 2-40 Scale=1:12.3 5.00 12 1x4 II 2 0 1 4 2x3 = �� 1x4 15 LOADING (psf) SPACING- 2-0-0 CSL TCLL 30.0 Plates Increase 1.25 TC 0.17 TCDL 15.0 Lumber Increase 1.33 BC 0.09 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 DEFL. in (loc) I/defl Ud Vert(LL) -0.00 5 >999 240 Vert(TL) -0.00 4-5 >999 180 Horz(TL) -0.00 3 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% Structural wood sheathing directly applied or 3-8-0 oc purlins. 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=79/Mechanical, 4=14/Mechanical, 5=303/0-8-0 Max Horz 5=110(LC 8) Max Uplift3=-62(LC 8), 5=-194(LC 8) Max Grav 3=79(LC 1), 4=34(LC 3), 5=303(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opf f; BCDL=3.Opsf; h=15ft; 6=42ft; L=4ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 5=194. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in�the analysis and design of this truss. ®WARNrtRi•Vesit r de.sryn ponmemm,end READ W7FS0f9 RRSAMD I=UDFD MFTEKREFF'RENC>: PACE Mrr•7477 ms, 10.9120148FF47 USE Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information qva able from Truss Plaje Institute, 781 N. Lee Street, Suite 312, Alexandria, VA y2314 ifSoutlt P'inellSP fumberissgerd! , the detignvalVesarLlthirsieft rtivrQ6IQ1%1013hVAMC Ott I 111111ri'r LOIN N 68182 T OF FL Cert. 6634 May 21,2014 IMF MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 26413 -Backdraft-Murray Residence eT6321062 26413 -EJ39 JACK -OPEN 1 1 Job Reference (notional) East Coast Truss, Fort Pierce, FL. 34946 1,b20 S Apr zz 204 MI I ek Industries, Inc. Wed May n 1 rovao 2014 Pd9e i ID: ubGegH7ngRO9KcVFa7PbaiziyPe-NCh6dcNj9YXAfgQbsz2GpstT2lirckMOEutwgzElrh 1. - 3-9-4 1.4.5 2-4-15 Scale=1:12.3 2x4 = 1x4 II 5 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.09 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) I Weight: 12 lb FT = 0% LUMBER- i BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer s acluide,. REACTIONS. (lb/size) 3=82/Mechanical, 4=15/Mechanical, 5=311/0-8-4 Max Horz 5=11O(LC 8) Max Uplift3=-63(LC 8), 5=-199(LC 8) Max Grav 3=82(LC 1), 4=35(LC 3), 5=311(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when) shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=4ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. I 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Gt=1b) 5=199, 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was, used in•the analysis and design of this truss. WARMIAG -W dtr4,r siga pammar --d READ M17ES DN 7N7S AND JAMDED H.1WKR£FERLM.F PAGC M11-T4i3 ma S/29/201daffaRL'USE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety I to Ion 9va'uable from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2�2314 1!S�ut1 2m'ute!`S tumtmris eCified,t#ie�desrgavaiuiasarethan effecciue45rtt1/1013byAt,SC FL Cert. 6634 May 21,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence i T6321063 26413 -EJ41 JACK -OPEN 7 1 Job Re e e ce o do al . Fast coasr Truss, Ton Tierce, FL. saaac ,.� N, ,.,a ...., _ . ID:ubGegH7ngRO9KcVFa7PbaiziyPe-rOFUgyOLwsf1 Hg7oQhZVM3PdOSenal rWdueRT6zElrg 1-4-0 4-1-7 1-40 2-9-7 — Scale=1:13.3 1-0-0 3-1-7 Plate Offsets (X Y)— 12:0-2-8 0-0-81 f5:0-2-4 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 Be 0.10 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FSC2010/TP12007 (Matrix-M) Weight: 13 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied cr 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer guide, REACTIONS. (lb/size) 3=98/Mechanical, 4=21/Mechanical, 5=327/0-8-0 Max Horz 5=124(LC 8) j Max Uplift3=-76(LC 8), 5=200(1_C 8) Max Grav 3=98(LC 1), 4=43(LC 3), 5=327(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-279/216 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops(; BCDL=3.Opsf; h=15ft; B=42ft; L=4ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. �0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % i .Q • • .. F� �j 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 ,�� '� ,• Ci E N S • • �� fit between the bottom chord and any other members. ,� •• F•••, 6) Refer to girder(s) for truss to truss connections. N 68182 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 5=200. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T OF : 44J FL Cert. 6634 May 21,2014 AWARNIN3-Vedfrdesign panmeW.uad READ Ml7ESGNMISAND MAIMED MITEKREEEREACEFAGEMII4473Tea I12912016affOR WE Design valid for use any with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information vat able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 Tampa, FL 33610.4115 If SouthernPine�SP lumllerisslsetifie>thedeiignvalues arethaneeffettive46101f101SbyALSC Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence ,Job T637 4 26413 -EJ41A JACK -OPEN 1 1 job Ee e e ce o t'o al East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 20is Mu ex mausznes, inc. W.d niay 21 .1:30.4. <v i+ rasa i ID: ubGegH7ngRO9KcVFa7PbaiziyPe-rOFUgyOLwsf1 Hg7oQhZVM3PdzSelal rWdueRT6zElrg 1-41 4-1-13 1-41 2-9.12 l Scale = 1:13.3 3 4.96 12 1x4 II o 2 d N 1 4 2x3 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010rrP12007 REACTIONS. (lb/size) 3=99/Mechanical, 4=22/Mechanical Max Horz 5=124(LC 8) Max Uplift3=-76(LC 8), 5=202(LC 8) Max Grav 3=99(LC 1), 4=44(LC 3), 5=329(LC CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.22 Vert(LL) -0.00 4-5 >999 240 MT20 2441190 BC 0.11 Vert(TL) -0.00 4-5 >999 180 WB 0.06 Horz(TL) -0.00 3 n/a n/a (Matrix-M) Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer st a ' 5=329/0-6-1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=281/218 NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=4ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factor's. 3) Plates checked for a plus or minus 0 degree rotation about Its center, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreht 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 5=202. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARWIG-Vedfydes4np-amema a ad READ MITES ON MIS AMINCLUDED N2TFICRFFERF.NO:PAGEN11.7473 ma 1129/20I UOU-ME Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informa ion gvatlable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA z314. 1tSoothamRne(SP)lumt5erissp2titfied,tiledesignualuesatethas> ef#ettiueQS Q1/20AShy�tLSC `PQIVF< V I N i *:•• N 68182 :* 'IJ . Cc o` 13 T F • 441 s i 0 •. V " 41� s• O N AL E",�`� woo FL Cert. 6634 May 21,2014 Nil' MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Truss Truss Type Qty Ply 26413-Backdraff-Murray Residence 0 T6321065 �Job 6413 -EJ56 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) test coast r russ, ton Tierce, t-L. s4e4b LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 r.aa ar+p,— a,v mi, en nmuxuca, mom. I—n, ya, 1 ,.w I D:ubGegH7ngRO9KcVFa7PbaiziyPe-Jbps1 IPzhgnuv_a_05kuHym IrxHJV5fsYN_9ZzE Irf 5.5.4 Scale=1:15.7 2x3 11 4.37 12 2x4 = 12 62x3 II 5 3x6 11 SPACING- 1-11-4 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plates Increase 1.25 TC 0.32 Vert(LL) 0.02 6-10 >999 240 MT20 244/190 Lumber Increase 1.33 BC 0.21 Vert(TL) -0.03 6-10 >999 180 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 1 n/a n/a Code FBC201 01TP 12007 (Matrix-M) Weight: 21 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=475/0-9-3, 5=215/Mechanical Max Harz 1=181(LC 5) Max Uplift 1=-200(LC 8), 5=-137(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psfl BCDL=3.0psf; h=15ft; B=42ft; L=6ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=11.60 2) As requested, plates have not been designed to provide for placement toleranclIas or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these facto is. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord inIall areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) 1=200, 5=137. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 89 lb up at 1-2-9, and 102 lb down and 112 lb up at 3-6-1 on top chord, and 28 lb down and 26 lb up at 3-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted'as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-87, 2-3=-87, 4-7=-19 Concentrated Loads (lb) Vert: 8=41(B) 11=-34(B) 12=27(B) FL Cert. 6634 May 21,2014 ®WARNIMi-Verifydesh). p.m wMrs snd READ M7E5GMTMSAM INaLDED MITEKREFEREME PAGE MII.7473 ter. I/79/2014URMIME Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iYl iYek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �A fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 7 Safety Information gvaUable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA a2314. Tampa, FL 33610-4115 1fSoutheFnRine SP lumberisspeclfied,thedesignvaluesarethoseeffectiveQ5J01/2013byALSC ob Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence T6321066 26413 -EJ85 DIAGONAL HIP GIRDER 1 1 Job Reference (Optional East Coast Truss, Fort Pierce, FL. 34946 f.ozusrpr"cu ry W4 en nmusnies,um. vrou ,war",,•w.�, �..,�royo, ID:ubGegH7ngRO9KcVFa7PbaiziyPe-AU7gJRr 4ATmRIZfXeRWvaFY3zBWrz6YWcectzElrc 2-7-8 4-7-1 8-5-8 2-7-8 1-11-9 3-10-7 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER- SPACING- 2-0-0 CSI. DEFL. in Plates Increase 1.25 TC 0.44 Vert(LL) -0.02 Lumber Increase 1.33 BC 0.20 Vert(TL) -0.04 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 Code FBC2010/TP12007 (Matrix-M) ! BRACING- Scale=1:16.2 2x4 II (loc) I/deft Ud PLATES GRIP B-9 >999 240 MT20 2441190 8-9 >999 180 7 n/a n/a Weight: 33 lb FT = 0% TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. (lb/size) 9=577/1-7-2, 7=231/Mechanical Max Horz 9=169(LC 5) Max Uplift 9=-535(LC 4), 7=-152(LC 5) Max Grav 9=577(LC 1), 7=241(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-419/346, 2-3=-348/243 BOT CHORD 1-9=-357/418, 9-14=-279/337, 14-15=-279/337, 15-16=-279/337! 8-16=-279/337 WEBS 3-8=-287/209, 2-9=-450/404 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf;'BCDL=3.Opsf; h=15ft; B=42ft; L=Bft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreht with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at.joint(s) except Qt=lb) 9=535, 7=152. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 118 lb up at 3-11-7, and 113 lb down and 94 lb up at 4-3-2, and 106 lb down and 74 lb up at 6-2-14 on top chord, and 37 lb down and 71 lb up at 3-11-7, and 22 Ib down and 29 lb up at 4-3-2, and 11 lb down and 20 lb up at 6-2-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-90, 4-5=-90, 6-10=20 1, WARM!-V dfj design parameters and REM A07ESOMPHSANO SAUUM MITEKREFFREhCEPAGEMI14473 re !/29/2021UFFa LM Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8S and BCSI Building Component Safety Informatlon vauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 9fSouthemF'ine�SP}Iumber isspeciiied,thedesignvalues are those efiective; US/2013.byALSC ♦♦��013 I N I l►/ , `4%, ♦ OP•. . ., i N 68182 T F �U 0O•, 7C` � C1,I 111� FL Cert. 6634 May 21,2014 Nil' MiTek' 69D4 Parke East Blvd. Tampa, FL 33610-4115 • i ob • t Truss Truss Type �Qty Ply 26413-Backdraft-Murray Residence T6321066 26413 -EJ85 DIAGONAL HIP GIRDER 1 1 lob Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITek Industries, Inc. Wed May 21 11:30:31 2014 Page 2 ID:ubGegH7ngR09KcVFa7PbaiziyPejAU7gJRr 4ATmRIZfXeRWvaFY3z8Wrz6YWcectzElrc LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=49(F=6, B=42) 13=38(B) 14=40(B) 1 5=-20(F) 16=1 6(B) ®14ARt(RT -Verify design parameix. +ad READ M17ESGNIrUISAND IMSUDED MITEKBEEEREKE PAGE Mfi-7473 reF 2/29/20IdBUOU 1SE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the WOW fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. S fety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. f southern#1ne�SP�lumberissgeci#iedrthedesignvaluesarethoseelliecGve06 011201 ,byAtSC Tampa, FL 33610.4115 2x4 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 • Rep Stress Incr YES BCDL 10.0 Code FBC2010/rP12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 5-9-4 CSI. DEFL. TC 0.79 Vert(LL) BC 0.44 Vert(TL) WB 0.00 Horz(TL) (Matrix-M) REACTIONS. (lb/size) 1=373/0-8-15, 2=193/Mechanical, 3=62/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-146(LC 8), 2=-135(LC 8), 3=-2(LC 8) Max Grav 1=373(LC 1), 2=193(LC 1), 3=91(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=10031509 BOT CHORD 1-3=-699/1189 Scale = 1:15.1 In (loc) I/deft L/d PLATES GRIP 0.05 3-6 >999 240 MT20 244/190 -0.10 3-6 >666 180 0.01 1 n/a n/a Weight: 18 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc purlins. 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. NOTES- i 1) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=6ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 1=146 , 2=135. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 00p,U SOP N 68182 lE r T OF �� tt►r n t��n�� FL Cert. 6634 May 21,2014 AWARNIM-Ventydesign pammemn and READ A07ESGN71USAM lffa(MED MIUKREFEPLEM : PAGE H114 i23 rea I/2-9/2014MMMF Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing'to Insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information gvauoble from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA y2314. Tampa, FL 33610-4115 1IfSouthern line LSPr lumber isspeii ier , tbedestan values are those effective C5J01f2U13byAiSC [job Truss Truss Type City Ply 26413-Backdraft-Murray Residence 1 T6321068 126413 -HJ34 DIAGONAL HIP GIRDER 1 1 Job Reference (notional) tasi coast i russ, ron Tierce, M. s4e40 .....r, I .. . . . . ..._, _....--.-. --... ID:ubGegH7ngR09KcVFa7PbaiziyPe�AU7gJRr 4ATmRIZfXeRWvaJd3loWro6YWcectzElrc 1-10-4 2-10-4 Scale = 1:11.5 1x4 II 7 1-4-10 3-3-14 Plate Offsets (X Y)-- f2:0-2-8 0-0.81 f7:0-2-4 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 6-7 >999 240 6-7 >999 180 MT20 2441190 TCDL 15.0 BCLL 0.0 ' Lumber Increase 1.33 Rep Stress Incr NO BC 0.10 WB 0.07 Vert(TL) 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation -guide. REACTIONS. (lb/size) 6=69/Mechanical, 7=393/0-11-5 Max Horz 7=130(LC 5) Max Uplift6=-87(LC 5), 7=-292(LC 4) Max Grav 6=91(LC 27), 7=393(LC 1) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7==288/226 I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0ps1`; BCDL=3.Opsf; h=15ft; B=42ft; L=Sft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed'to provide for placement tolerances or rough handling and erection conditions. It is the ,,,r,11 responsibility of the fabricator to increase plate sizes to account for these factors. ♦♦♦ QV I N V, �e 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. ,♦♦ OQ�•,. • • • • •. E N g •• i� psf 5) • This has been designed for live load 20.Opsf the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `� ' ,• �% •• �. �•••• �� truss a of on ,� fit between the bottom chord and any other members. N 68182 •; 6) Refer to girder(s) for truss to truss connections. * �� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 7=292. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '1J 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 78 lb up at 4-1-14 �-0,( F (V on top chord, and 15 lb down and 18 lb up at 4-1-14 on bottom chord. The design/selection of such connection devices) is the C7 '''j responsibility of others. back '•� Q;•••� �� 0, '. > �•• 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or (B). �,\ ♦♦♦ s LOAD CASE(S) Standard ,IS N A` `%%% 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-8=-20 FL Cent. 6634 May 21,2014 Continued on paqe 2 ®WARHIM •Nulty design Pnnnne W,. aad R[AD h07T:SGH R115 AHD JtKIUDED MITEKRFFEREhCB FAGS MI7.7AT3 nr• IJZS/Ieid efFOMf175F. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer, Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIJTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InlormatI�con vai able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VAq pp314. Tampa, FL 33610.4115 1fSouthernP)ne�5p�lumberitspeeiflthedesign+Nunesarethoseefit tine(V)991/20131yALSC Job Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence t T6321068 I26413 -HJ34 DIAGONAL HIP GIRDER 1 1 Job Reference f013tionall East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=40(B) 6= 1 6(B) 7.520 5 Apr cc aw Wnran muuuuca, mu, rvve mar ai i : — - —, e... ID:ubGegH7ngR09KcVFa7PbaiziyPe�AU?gJRr 4ATmRIZfAeRWvaJd3?oWro6YWceetzElre ®WARNIAG Nenly deso, par—aters and REAh A07FSONVUSAMD IM2100 Mt7FKREFEREKEPAGE Mll-7473 R!a I119120MUTOU-19E Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an individual building component. Nil" of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown �� AA Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the i Vl iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7PI1 Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information 4vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ifSautilernPint (5P lumber isspecifed, the dmignvalues are ttra7scdies�ivea 1T1f2013tsyi0.M fiob r Truss Truss Type Qly Ply Residence T6321069 26413 —HJ38 DIAGONAL HIP GIRDER 1 1 126413•Backdraft-Murray Job Reference factional East Coast Truss, Fort Pierce, FL. 34946 7.020 s Apr 2220m Mi.k IODUSeIeY, in.. rvou rvwy c, 1 1:Qa.Qcw,•r r aga, ID:ubGegH7ngRO9KcVFa7PbaiziyPe-CM2NtfSTI01KNblIDE9g377U ITLOFIzFnALCBKzElrb 1-10-4 3-3-4 2x3 11 Scale = 1:13.6 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2010rTP12007 CSI. TC 0.19 BC 0.10 WB 0.07 (Matrix-M) DEFL. in (loc) I/deft L/d Vert(LL) -0.01 6-7 >999 240 Vert(TL) -0.01 6-7 >999 180 Horz(TL) -0.00 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 18 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=51/Mechanical, 7=385/0-11-5 Max Horz 7=141(LC 5) Max Uplift 6=-1 75(LC 7), 7=-296(LC 8) Max Grav6=253(LC 21), 7=385(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=291/242 I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=5111; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposled ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the `,, tl lII,�, responsibility of the fabricator to increase plate sizes to account for these factors. `�% 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 bottom chord live load nonconcurrent with any other live loads. ,�� OP•, •. • • • • ..,�� j� G E (VS"- psf 5) • This truss has been designed for 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••, a ,� fit between the bottom chord and any other members. N 68182 •� 6) Refer to girder(s) for truss to truss connections. Z * �• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=175, 7=296. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -Q 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 78 lb up at 4-1-14, o and 88 ib down and 78 lb up at 4-1-14, and 135 lb down and 80 lb up at 5-1-8 on top chord, and 15 lb down and 18 lb up at 4-1-14, and down 15 lb 5-1-8 bottom The design/selection of such connection Q �4(/ �,00 •.'C Q 15 lb down and 18 lb up at 4-1-14, and 16 lb and up at on chord. �\ �� I '+ �j\,�� device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). •'• s ��j is • • " LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform LoadspVert: 1-3I�90, 3-4=-90, 5-8=-20 [777FL Cert. 6634 May 21,2014 Continued on ea e 2 ,& WARNIM -Vedtt deskgn pamineters and READ WES GH I R7S AM rAUMDED MI TER'REFEREhCV f1AGE Mrr-)473lea Ifa5/zAtJNEFOREUSE Design valid for use onlywith Welk connectors. This design is based any upon parameters shown, and Is for an Individual building component. �' Applicability of design parametersand 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 responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plgje Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 iiSauthemP`ifte lumberissp, ied,thedasign'vafuesart,thoseeffeM. iaj01/2A1.3byALSC JOb Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence • T8321069 26413 -HJ38 DIAGONAL HIP GIRDER 1 1 Job eee ce o do a _ ease c0351 i russ, ran rier0e, M. 04-0 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=11(F) 5=5(F) 11=80(F=40, B=40) 12=32(F=16, 13=16) p « <v,+,.n, o,. ,,,uua, ,ca, , 1- ..emu ,nut �, , ,.�...... �..,� , ..y,... ID: ubGegH7ngR09KcVFa7PbaiziyPe-CM2NtfST10IKNbtID,E9g377U ITLOFIzFnALCBKzElrb 06 WARNIAG •Vedtp design pasunwi xandREAD MITES ON MYS AND1MSIMED N1IFKREFtREMFFAGEM11-F413 ma 11"12014AFFOMME Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the n /�1Te�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , V' fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 If Southern P"tne�SF� lumber is specified>the design values are those effective 06 112013 by ALSO ,lob Truss Truss Type City Ply 26413-Backdraft-Murray Residence 76321070 26413 A01G ROOF SPECIAL GIRDER 1 1 Job Reference (optional) East Coast Truss, Fart Pierce, FL. 34946 7.bzu s Apr zz ZU14 Mu eK mausminc. c. Wed May 21 i 1:au:4o 2vr4 rage 1 ID: ubGegH7ngRO9KcVFa7PbaiziyPe-gYcl5?T6WiQB?ISxmxgvbKf WjsTl_dKO?g5lgmzEira a-0-a 3- - 1-0-0 014 11 3.7-8 5.4.9 5-3-6 3-9.11 4-5-1 04.0 I Scale=1:46.5 4x6 = 5.00 12 5x5 = 2 3 ,JN,J � V I 3x4 = I ' 15 5x5 = US = 7xB I 4x6 = 22 29 14 3x8 = 23 30 US = 46 = 5 4.26 12 25 26 27 28 6 13 12 31 32 11 33 10 34 i WB = 6x6 = 3xB = 2x4 II 3x4 7 ch c5 B 1 Il 9 3x10 = C 2x4 II 4-0-e HIM:10 1-0-00-0• 211 0-0- 3-7-8 5-0.9 S•36 3-9-11 4-4-13 0- LOADING (psi) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. TC 0.72 BC 0.96 WB 0,58 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-6: 2x4 SP 285OF 1.8E BOT CHORD 2x6 SP SS 'Except' 11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 8=2215/0-8-15, 1=2598/0-8-0 Max Harz 1=-130(LC 23) Max Uplift8=-1142(LC 8), 1=-1510(LC 8) DEFL. in (loc) I/defl Vd PLATES GRIP Vert(LL) 0.3610-12 >893 240 MT20 2441190 Vert(TL)-0.5910-12 >542 180 Horz(TL) 0.14 8 n/a nla Weight: 150 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc purling. BOT CHORD Rigid ceiling directly applied or 4-4-9 oc bracing. WEBS 1 Row at midpt 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when) shown. TOP CHORD 1-1=-1562/941, 1-2=-3518/2112, 2-3=-3419/2093, 3-22=-4502/2490, 4-22=4444/2489, 4-23=-4171/2382, 23-24=-4171/2382, 5-24=4171/2382, 5-25=14957/2719. 25-26=-4957/2719, 26-27=-4957/2719, 27-28=-4957/2719, 6-28=-4957/2719, 6-7=-5236/2809, 7-8=-5970/3141 BOT CHORD 1-1=-680/1165, 1-15=-1814/3132. 15-29=2328/4048, 14-29=-2328/4048, 14-30=-2808/5462, 13-30=-2808/5462, 12-13=-2808/5462, 12-31=-280815462, 31-32=-2808/5462, 11-32=-2808/5462, 11-33=-2808/5462, 10-33=-2808/5462, 10-34=-2880/5594, 9-34=-2880/5594, 8-9=-2880/5594 WEBS 4-14=-525/1103, 5-14=-1556/732, 5-12=0/303, 5-10=-754/369, 6-10=-568/1197, 7-10=-752/434, 3-15=-2150/1159, 2-15=-984/1612 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=27ft; eave=4ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 5) Plate(s) at joint(s) 2, 3, 4, 6, 8, 13, 14, 5, 12, 10, 7, 9, 15, 1, 1 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 11 checked for a plus or minus 2 degree rotation about its center. 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=1142, 1=1510. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on Daae 2 �%%0,,,00 IN 1 �VF * : N 68182 z F :•% OS• T 0 , J ♦J#♦,, Sic 1 O P\_`�� N 1111111 FL Cert. 6634 May 21,2014 ® WARN2hG •yerttyrtesi0n paramaa,n aaJ HFita M17LS ati ,i7#1 lRCt,UREb MrlEXREFLRE,X,E M6E t47!•P473 rna Ifd9/T.01dWYOUJISL Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component., Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1fSouthem 1ne�SP lumberlsspecified,thedesionvatuesarethoseeffectivea/0'1/2013byAtSC Job Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence r T6321070 I26413 AM ROOF SPECIAL GIRDER 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 ramsApr22 zw iy W. umuamon,,- vrca,rmr a,,--,o .. I D: ub GegH7ng RO9KcV Fa7 P ba iziyPe-gYcl57T6 WiQ B 71Sxm xgvbKf WjsTl_dK07g5lg m zE Ira NOTES'- , 11) Hanger(s) or other connection device(s) shall be provided sufficient to support; concentrated load(s) 112 Ib down and 142 Ib up at 5-8-12, 153 Ib down and 188 Ib up at 7-8-0, 153 lb down and 188 lb up at 9-8-12, 153 lb down and 188 lb up at 11-8-12, 153 lb down and 188 lb up at 13-8-12, and 153 lb down and 188 lb up at 15-8-12, and 153 Ib down and 188 lb up at 17-6-4 on top chord, and 95 lb down and 114 lb up at 3-4-8, 338 lb down and 290 lb up at 3-8-12, 120 lb down and 86 lb up at 5-8-12, 54 lb down and 4 lb up at 7-8-12, 54 lb down and 4 lb up at 9-8-12, 54 lb down and 4 lb up at 11-8-12, 54 lb down and 4 lb up at 13-8-12, 54 lb down and 4 lb up at 15-8-12, and 54 lb down and 4 lb up at 17-6-4, and 510 lb down and 320 lb up at 19-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-4=-90, 4-6=-90, 6-8=-90, 1-8=20 Concentrated Loads (lb) Vert: 4=-116(B) 13=-35(B) 14=-35(8) 15=325(F=49, B=-276) 22=-32(B) 23=-116(B) 24=-116(B) 25=-116(B) 27=-116(B) 28=-116(B) 29=-120(B) 30=-35(6) 31=35(B) 32=-35(B)33=-35(B)34=-510(B) �WARMIM -Verify design paramenen uad READ h07 5CM7MSAND 1AMDED HVIRCREFEREt.CE PAGE Mll-7423.. 1/19/20148EF MWE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �^ Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the M iTek' - erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information 7vatJablefrom Truss Plate Institute, 781 N. Lee Street, Suite 312, AI xondda, VA 2314 1f5outhetnlxine SP11lumberisspecified,thedesignvaluesarethosee�fective0b�01/2013byAt:SC Tampa, FL 33610.4115 pob Truss Truss Type Qty Ply 26413-Backdra8-Murray Residence + T6321071 26413 A02 Roof Special 1 1 Job Reference o do a tasr coass i russ, ran rierce, ru. sgaao . F. I D:ubGegH7ngRO9KcVFa7PbaiziyPe-BIA71LUkH?Y1 dv18KfB88YCiaGpEjBjYEUgICCzElrZ I 8-0.0 15-8.9 20.5.9 _ r 26-1-7 B-0-0 7-6-9 4-11-0 B-7-1B Scale=1:44.7 I� LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (lac) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.20 9-11 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.95 Vert(TL) -0.48 9-11 >649 180 BCLL 0.0 • Rep Stress Incr YES WB 0.38 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight: 117 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins. 4-6: 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.3 be installed during truss erection, in accordance with Stabilizer SLIDER Left 2x6 SP No.2 2-0-0 Installation REACTIONS. (lb/size) 1=1439/0-8-0, 6=1435/0-8-15 Max Horz 1=-158(LC 6) Max Upliftl=-647(LC 8), 6=-645(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-559/104, 1-2=-314/17, 2-3=-2334/1071, 3-21=-2342/1181, 21-22=-2342/1181, 4-22=-2342/1181, 4-5=-2543/1197, 5-6=-3203/1448 i BOT CHORD 1-12=-787/2036, 1-11=-787/2036, 10-11=785/2041, 9-10=-785/2041, 8-9=-1266/2944, 7-8=-1266/2944, 6-7=-1266/2944 WEBS 3-11=0/274, 3-9=-149/534, 4-9= 52/329, 5-9=-660/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=3.Opsf; h=15ft; B=42ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 10. 5) Plate(s) at joint(s) 1, 1, 3, 4, 6, 11, 9, 5, 7 and 8 checked for a plus or minus 0 degree rotation about Its center. 6) Plate(s) at joint(s) 10 checked for a plus or minus 5 degree rotation about its center. 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=647, 6=645. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0PPkj 1 N llV s N 68182 * . : * � 0 53 T OF :�44/' i0•' 441Z I!lI71111/1 FL Cert. 6634 May 21,2014 AWARNIP,RI•Y¢rittd¢sL2nyarameW..nand ARID WTUGHWHYAMMCUMEDMIRWREfERMCIFPAGE MII-7473.. I1191201581 WUSE Design valid for use only with MiTek connectors. This design 4 based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informarr[on va'uuable from jruss Ploje Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 2314. 1i5outhetn Pine�SPy lumber isstealiiad, thedestgn valu .5 ate those effective Q6�as/2ai3 hyrALSC Tampa, FL 33610.4115 Job Truss Truss Type Qly Ply 26413-Backdraft-Murray Residence T6321072 26413 A03 ROOF SPECIAL 1 1 Job Reference (optional) tasteoast truss, ronmerce,rt.. i4e4u ,- w..,p,...-L.,..,.., ,,..____._ . _,_ . ID: ubGegH7ngRO9KcVFa7PbaiziyPe-cxkWhUM2JguE3cKuMjNhllsggBtST3hT8asifzElrY , 1 4 o s s.t 11-0-0 is-s-2 + 21-7-o ze 4d 1-4-0 4-5-4 S' 2. 2 4.5.2 6-1-14 8.9-4 Scale = 1:48.8 4 I$ to-o 'Inn 17-n-n t5-S-2 21-72 .19!; 0-0-0-U-4 .1� 6-9-0 6.14 04-0 Plate Offsets (X Y)-- (2.0-2-8 0-0-81 14:0-5-4 0-2-01 114:0-2-8 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.21 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.98 Vert(TL) -0.54 13-14 >606 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 138 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 14=1621/0-8-0, 8=1498/0-8-15 Max Horz 14=-208(LC 6) Max Uplift 14=-800(LC 8), 8=-674(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=510/0, 2-3=-468/103, 3-4=-2238/1061, 4-21=-2132/1123, 21-22=-2132/1123, 5-22=-2132/1123,5-6=-2254/1129,6-7=-2354/1108,7-8=-3337/1494 BOT CHORD 1-14=-7/408, 13.14=-954/2210, 12-13=-703/1982, 11-12=-703/1982, 10-11=-1296/3062, 9-10=-1296/3062,B-9=-1296/3062 WEBS 3-13=-333/276, 4-13=-57/322, 4-11=-123/372, 5-11=-95/323, 7,l1=-1018/551, 7-9=0/255, 2-14=-324/365, 3-14=-2124/1118 1 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=28ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 12. 5) Plate(s) at joint(s) 1, 4, 5, 6, 13, 3, 11, 7, 9, 2, 14, 8 and 10 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about its center. 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=800, 8=674. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 21,2014 ®NARNIAG-Verify desi4npamm-Wrx gadREAD A07ESGT/ MISAM INCLUDED NITFKREFERE&7 PAGEN11-1413 reR 11291201Q8 OMWE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown ■ Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiT®k• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabdcation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ltfiouthemRI]n lumtrerisspecified,thedesignvaluesarethoseeffective�5 Qif2{i13hyAL5C Tama FL 336104115 F' Truss Type City Ply 26413-Backdraft-Murray ResidenceT6321073 1Truss 413 P26b A04 ROOF SPECIAL 1 1 Job Reference (optional) Last l:oast I rus3, i-on coerce, t-L. ;MM ('.4v -Pr cc cu it m i en air. vveu mcy <i i 1— r yo ID:ubGegH7ngR09KcVFa7PbaiziyPe-171tj1V odolsDBWS4EcDzHz 4W3B_OrhoJPH5zElrX i 1.l-0 6-9-0 13-0-0 14-3-12 21-7-12 29-7-1 1-4-0 5-Sd 8-2-12 1-3-12 7-3-15 7-11-5 EM10 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20101TP12007 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 6-7,7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 'Except' 1-14: 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 Scale=1:51.9 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.97 Vert(LL) 0.2910-12 >999 240 MT20 244/190 BC 0.86 Vert(TL)-0.6210-12 >545 180 WB 0.62 Horz(TL) 0.14 9 n/a n/a (Matrix-M) Weight: 136 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-1-1 oc bracing. WEBS 1 Row at midpt 8-12 - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation -guide. REACTIONS. (lb/size) 16=1660/0-8-0, 9=1595/0-8-15 Max Horz 16=-248(LC 6) Max Upliftl6=-818(LC 8), 9=-716(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2511/1282, 2-3=-2850/1278, 3-4=-2302/1088, 4-5=-2195/1115, 5-6=-2037/1107, 6-7=-2152/1100, 7-8=-2274/1076, 8-9=-3497/1562 BOT CHORD 1-1 6=-1982/2526,15-16=-1034/2526, 14-15=-1034/2526, 13-14i-1034/2526, 12-13=-708/2037,11-12=-1343/3199,10-11=-1343/3199,9-10q-1343/3199 WEBS 3-13=-671/364, 5-13=-223/493, 6-12=-145/400, 8-12=1305/684, 8-10=0/306, 2-16=-937/580 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=30ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of;withstanding 100 lb uplift at joint(s) except at=lb) 16=818, 9=716. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. i N 68182 'C7 : X :. T ♦♦ '♦i,��sS' O . qL ��C� % FL Cert. 6634 May 21,2014 ® WARAW4 •V.6fildesga pa..wters and RFAD A01FSW714iSARD INMIDFD MITEKRFfFREhtFPAGFMI1-7473 ma lIZ912016BEFMOE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown iiM Is for lateral support of Individual web members only. Additional temporary bracing to insure stability dudng construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, stoh6rage, delivery, erection and bracinconsult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation N. Leeg, P"ine73P,j Itltriher i55pelGifiedrithedels arY vaiu�s aSuite t th3vse elifeirive 06�O1J42U13hyAtSC Tampa, FL 33610 4115 Residence 26413 ROOF SPECIAL 1 I 1 T6321074 East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Wed May 21 11:30:37 2014 Page 1 ID:ubGegH7ngRO9KcVFa7PbaiziyPe-YKsGwN WcZwwcUMmj7nlrmAg9AUrewN4_wR3zpXzElrV 1-0-0 I 7-4 9 14-2-1 1 s-5-12 i 24-112 30-9-14 6-9.8 5-3-12 5,-0 5.11-12 I Scale=1:52.2 5,00 12 1 46 -- 4,26112 4x6 i 5x5 4 6 3x4 3 1x4 7 3x8 I I 1 2 i 8 14 13 12 11 10 9 4x4 = 1x4 II 4x4 3x8 = 4x4 = 3x4 = 3x6 = 1-4-0 11-0-0 7-4-9 14-2-1 22-1-15 _ 30-9-10 30-9F14 1-0-0 6-0-9 fi•9-e 7-11-14 a-7-11 0-04 0-4-0 Plate Offsets (X Y)-- r2:0-2-11 0-0-121 r4:0-3-0 Edoel r5:0-3-0 0-1-151 r6:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.32 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 ` BC 0.90 Vert(TL) -0.61 11-13 >576 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.15 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 140 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 5-6,6-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-11 oc bracing. BOT CHORD 2x4 SP No.2 'Except* MiTek recommends that Stabilizers and required cross bracing 1-12: 2x4 SP 285OF 1.8E be Installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 Installation nuide. REACTIONS. (lb/size) 14=1731/0-8-0, 8=1659/0-8-15 Max Horz 14=-275(LC 6) Max Uplift 14=-852(LC 8), 8=-744(LC 8) I FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2637/1436, 2-3=-3021/1359, 3-4=-2336/1117, 4-5=-2210/1139, 5-6=-2281/1155, 6-7=3378/1574, 7-8=-3810/1747 BOT CHORD 1-14=-2082/2676, 13-14=-1099/2676, 12-13=-1099/2676, 11-12=-1099/2676, 10-11=-1144/2828, 9-10=-1144/2828, 8-9=-1544/3514 I' WEBS 3-11=-779/442, 5-11=-492/1057, 6-11=-986/551, 6-9=-193/536, 7-9=-507/368, 2-14=-1055/664 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf;BCDL=3.Opsf; h=15ft; B=42ft; L=31ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) excepf(jt=lb) 14=852, 8=744. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNIM3 Vr. Yp 9crs D+a Fnramersrs sari Rfi1D M17ESGN7ltTSAM IMIUDFDMfTF.KRF.'FFRF.M. Af;FMf1.7473mwfJ2412DDffff0ffWF- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Salety Ir1forma Ion Ova able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Al xandda, Vq 231 1f.1)ut ere nne(Sp lurnbecissp-ecified,thedesignvatu�sarethoseeM1etisreaA1f2013by'AtSC O PpU I IV � ``% F�� , 00 , \LENS N 68182 ; X: �:. T F o 40 ►►>, lilt FL Cert. 6634 May 21,2014 IMF MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss TIt.ype Ply 26413-Backdraft-Murray Residence26413 �(Jjty T6321075 A06 RoofSpecial 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Wed May 21 11:30:37 2014 Page 1 ID:ubGegH7ngROgKcVFa7PbaiziyPe-YKsGwNWcZwwcUMmj7nlrmAgEGUrDwLF wR3zpxzElrW 1.4-0 6,3-12 6-11-15 -6� 5.3-15 5-3-15 6-D-14 d 4x6 -- 4.28 112 Scale = 1:58.3 1$ 04 - 1X4 11 4X4 3X8 — 4X4 — 3X4 — 3X6 = 14-0 Plate Offsets (X Y)-- 12:0-2-15 0-1-41 14.0-3-O.Edoel,[5.0-4-4,0-1-121 16.0-2-8 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.33 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.93 Vert(TL) -0.69 9-11 >533 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 146 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E'Except* TOP CHORD Structural woad sheathing directly applied or 2-6-14 oc purlins. 5-6,6-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 'Except' WEBS 1 Row at midpt 6-11 1-12: 2x4 SP 285OF 1.8E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1728/0-8-15, 14=1799/0-8-0 Max Horz 14=-290(LC 6) Max Uplift8=-775(LC 8), 14=-882(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2760/1538, 2-3=-3173/1428, 3-4=-2442/1163, 4-5=-2323/11i89, 5-6=23B3/1197, 6-7=-3568/1658,7-8=-3984/1818 BOT CHORD 1-14=-2111/2811, 13-14=-1157/2811, 12-13=-1157/2811, 11-12=' 1157/2811, 10-11=-1233/3021, 9-10=-1233/3021, 8-9=-1608/3674 WEBS 3-11=-834/472, 5-11=-496/1082, 6-11=-1068/597,6-9=-180/529,17-9=-481/351, 2-14=-1130f711 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,111111111111" �� V N �� V�� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=32ft; eave=4ft; Cat. II; left Lumber DOL=1.60 ,OP.Q,. • • • E N S "•• Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical and right exposed; DOL=1.60 `� ' ,• N G •• F••. plate grip �� 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• N 68182 •• ` * 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 jolnt(s) except (jt=lb) 8=775, -p ; 14=882, 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ••.� T F �(/ �j T .• • 1 `.` , ,rl N A` FL Cert. 6634 May 21,2014 ®WARNW, -Vedfy desgn pan, mere. aad READ AV7E5GMiHT9AMD INaWED MITEKAEEEREACEFAGEM11.7473 ma I125'12011WOMMSE Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■ Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the IYI iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding pA tobdcation, quality control, storage, delivery, erection and bracing, consult ANSI/1911 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informotion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314. Tampa, FL 33610.4115 It of* �p'ine�SPI lumber isspeilfied, the deeignvaIuesare tha3eeffective061of/2013byAt;SC Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence slob A T6321076 26413 A07G ROOF SPECIAL GIRDER 1 1 Inh Reference (ODIlOna1) East Coast Truss, Fort Pierce, FL. 34946 r.ON 5 nPf LL N 14 rvll I CM1 IIIYWIIItlq I D: ubGeg H 7ngRO9KcV Fa7PbaiziyPe-0W Pe,8jXE KE,2T5 W LvZVG410MMrtAyfr9B95oWLzzE I rV 11.4-0 7-1-1 13-7-10 1s-bg5 17-0-2 22.2-7 27-5� 1-4-0 5-9-1 6-6-9 1-9-5 1-7-3 5-2-0 5-2-13 5-10J1 Scale=1:59.8 5.00 12 4X6 ZZ: 44 4.26112 4x4 51 6 7 4x6 % 5x6 8 3x4 % 4 3 3x4 9 3x10 I I 2 1 10 I 18 17 16 16 25 14 13 12 11 1x4 II 4x4 3xl = 3x8 = 3x4 = 1x4 II 3x8 = US —_ 54 VJB = 4.0 J16-4.19 H11--0-01 7-1-1L8p0 17-0-2 252-0-7 27-5-4 -0 8 H-4 I 30.3-4 0 0 5.9.1 -9 1-9.5 1-7-3 5 0-0-0 Plate Offsets (X Y)— 11.0-6-6 0-0-41 12:0-5-8 0-1-81 f4.0-3-0 Edgel 15:0-3-0 0-1-151 18:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.44 14-15 >864 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.96 Vert(TL) -0.81 14-15 >474 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.20 10 n/a n/a BCDL 10.0 Code FBC2010ff PI2007 (Matrix-M) Weight: 176 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5,1-4: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP 285OF 1.8E *Except* 10-12: 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (lb/size) 18=2239/0-8-0, 10=2093/0-8-15 Max Horz 18=280(LC 6) Max Uplift 18=-1081(LC 8), 10=941(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Inritallation FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3649/2011, 2-3=-4123/1854, 3-4=-3646/1700, 4-5=-3539/1731, 5-6=3383/1706, 6-7=-3451/1743, 7-8=-3581/1749, 8-9=-4374/2030, 9-10=-5030/2259 BOT CHORD 1-18=-2767/3679, 17-18=-1552/3679, 16-17=1552/3679, 15-16=L 1552/3679, 15-25=-1407/3568, 14-25=-1407/3568, 13-14=-1674/4038, 12-13=-2026/4658, 11-12=-2026/4658, 10-11=-2026/4658 WEBS 3-15=-723/461, 5-15=-741/1621, 6-15=-991/443, 6-14=-999/473, 7-14=-887/1850, 8-14=-998/566, 8-13=-148/406, 9-13=-702/407, 2-18=1286/749 NOTES- 1) Unbalanced roof live loads have been considered.for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=33ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 16, 12. 5) Plate(s) at joint(s) 4, 5, 6, 7, 1, 3, 17, 15, 14, 8, 13, 9, 11, 2 and 10 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 16 checked for a plus or minus 4 degree rotation about its center. 7) Plate(s) at joint(s) 12 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=1081. 10=941. 11) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 669 lb down and 318 lb up at 15-2-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard av 1 N 11VF /.4,.. �� Q Q, •E N * : N 68182 '. �:• T OF : 41J 41 .• FL Cert. 6634 May 21,2014 Continued on a e 2 ®WARNIM-Ynrttp dnsieys yarameoen and RE4D A07ES GN7IdiSAND IfK1tlDED MtTEKRLfEREhCEAAGE Mll•MJ3 rea IJd9J2tl.IQaffOAEtJSE Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown ■■��YY■ Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responslbilllty of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. S fety Inlormafion qqva' able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314 Tempe, FL 33610-4115 1 SouthemPine`SP�Iumberisspecified,thedesignvaluesarethese.effecti. 6�O1j�013hyAC5G Job Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence + T6321076 26413 A07G ROOF SPECIAL GIRDER 1 1 Job Reference (optional East OOasl Truss, Fon Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-90, 5-6=-90, 6-7=-90, 7-10=-90, 19-22=-20 Concentrated Loads (lb) Vert: 25=-669 ID: ubGegH7ngRO9KcVFa7PbaiziyPe-OWPe8jXEKE2T5WLvZVG410MMrtAyfr9895oWLzzE IrV ®WARNING -Verify desi.7n paramere. jad MAD MITESONTINTSAND lfh2VDED MITEKMEEEREMZ: PAGE Mll-7423 rer. I1t9120IdFffWMF Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the p� erector, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding IYIiTek' • fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Splety Inlormalion va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA zz2314 t75UUthE'rtlF ine�SP lumber isspecified,ttiedesiga values are tha3eetfect9ve 46fQI%3013.fay Ala'C Tampa, FL 33610.4115 .fob 4 Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence T6321077 �Joh 26413 A08 Roof Special 1 1 Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Wed May 21 11:30:39 2014 Page 1 I D:ubGegH7ngRO9KcVFa7PbaiziyPe-UizOL3Xs5YAK1gw57CnJrbvWsHYROIhHOIY3uQzE IrU 1-d a 6-8-0 12-8-14 15-0-5 18-3-7 23-5-0 28-e-9 34-5-1 14.3 544 6-0.8 2-3-7 3-3-2 5.1.9 5-1-9 5-10.8 Scale = 1:61.8 4.91 12 2.98 12 4.2612 4x4 4x6 = i .. a 7 18 17 10 15 14 1. 11 1x4 II 4x4 = 3x8 = 5x5 WB = 3x4 = 3x8 = 3x8 = 1-4-3 11-n-2 6-8-6 120a4 ' 4-6-1 0-2 5-0-0 _ 14 0-04 04-1 Plate Offsets (X Y)-- 11:0-6-7 0-0-41 r2:0-2-1 l 0-0-121 r4:0-3-O.Edgel r5:0-3-0.0-1'-151 r8:0-1-14,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.39 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.79 12-14 >503 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.18 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 172 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-5,1-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-0-4 cc bracing. BOT CHORD 2x4 SP 285OF 1.8E *Except* MiTek recommends that Stabilizers and required cross bracing 13-16: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 s a o OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1855/0-8-15, 18=1931/0-8-2 Max Horz 18=273(LC 6) Max Uplift 11=-832(LC 8), 18=-942(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3077/1541, 2-3=-3473/1559, 3-4=-2994/1402, 4-5=-2895/1427, 5-6=-2798/1421, 6-7=-2817/1428, 7-8=-2890/1429, 8-9=-2897/1399, 9A0=-3971/1839, 10.11=-4375/1997 BOT CHORD 1 -1 8=-2215/3100, 17-18=-1295/3100, 16-17=-1295/3100, 15-16=-129513100, 14-1 5=-1 245/3154, 13-14=-1405/3399, 12-13=-1405/3399, 11-12=1780/4044 WEBS 3-15=-554/316, 5-15=-604/1311, 6-15=-1058/533, 6-14=-901/476,i7-14=-683/1429, 9-14=-961/545, 9-12=-182/526, 10-12=-482/346, 2-1 8=-1 100/650 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=34ft; save=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=832, 18=942. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �It111111JJI ,%%%�� p U N 0 i N 68182 �y ;�iO49� Q , FL Cert. 6634 May 21,2014 ®WARNRr, •Yc,itydesgn par4 fe sad RF0 A07ESONIPHSAND INaLOEDM2TEKREFEREACE PAGE Mrr-7473 m.. I/d912014WOMME Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the WOW fabrication. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general gull dance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Informs Ion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 1fSauthem 'i11eiSP lumber isspeclfied, the design values are,those effective05 40112013byA1SC „lob Truss Truss Type City Ply 26413-Backdraft-Murray Residence T6321078 26413 A09 Roof Special 1 1 Job Re e e ce o do al East Coast Truss, Fort Pierce, FL. 34946 aozu s Apr zz zu14 mu m ex uuanes, Inc. vvee may z iw r.40 20 it royo , ID: ubGegH7ngR09KcVFa7PbaiziyPe-zvXOZOYVsrIBLgU lhwlYOpShghr57jYQcPHdQszElrT i 1-4 � e-16 I 11-0-14 141-3 19-3-'+ 244J 29-5-3 35-3-3 _ 1-0-3 4-.1 5-5$ 2.95 4-11-0 5-1-0 5-1-0 5.9-15 I.98 12 2.98 Lv_ 5x5 1.4.3 5x5 % 4.26 b- 3x4 Scale = 1:62.2 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.86 BC 0.98 WB 0.93 (Matrix-M) DEFL, in floc) I/deft L/d Vert(LL) 0.42 13-14 >959 240 Vert(TL) -0.81 11-13 >500 180 Horz(TL) 0.20 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 179 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E *Except* MiTek recommends that Stabilizers and required cross bracing 12-15: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 sallallon OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 17=1979/0-8-2, 10=1900/0-8-15 Max Horz 17=-270(LC 6) Max Uplift 17=-963(LC 8). 10=-853(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3119/1416, 2-3=-3507/1572, 3-4=-3186/1513, 4-5=-3136/1549, 5-6=3016/1488, 6-7=-3045/1500, 7-8=-3056/1470, 8-9=-4098/1897, 9-10=-4497/21)53 BOT CHORD 1-17=-2043/3129, 16-17=-1313/3129, 15-16=1313/3129, 14-15=-1514/3707, 13-14=-1516/3708,12-13=-1465/3529,11-12=-1465/3529,10-11=1833/4159 WEBS 3-15=-367/214, 4-15=-700/1520, 5-15=-1375/673, 5-13=-1178/6131, 6-13=-687/1475, 8-13=-945/530,8-11=-175/512,9-11=-475/343,2-17=-1080/615 ` rrru�n�rt►�� NOTES- tttt V I N V♦♦I Q 1) Unbalanced roof live loads have been considered for this design. II;Q�. tt E �F ♦�� 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=42ft; L=35ft; eave=5ft; Cat. Exp D; Encl., GCpi=0.18; MWFRS left left Lumber DOL=1.60 •' G iV ,,••�,� `S�•• �� (directional); cantilever and right exposed ;,end vertical and right exposed; �� • plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. i * • N 68182 4) The solid section of the plate is required to be placed over the splice line at joint(s) 15. 5) Plate(s) at joint(s) 1, 4, 5, 6, 7, 3, 16, 14, 13, 8, 11, 9, 2, 10 and 12 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 15 checked for a plus or minus 3 degree rotation about its center. .fl 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 O fit between the bottom chord and any other members. 17=963, ♦ ♦j �,.•• ♦ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1 �� ♦♦♦♦ss •.. .•G\ G 10=853. "Semi �t ,J# 10) -rigid pitchbreaks including heels” Member end fixity model was used in the analysis and design of this truss. I „NJ FL Cert. 6634 May 21,2014 ®WARNIM-Vedfifdasgn Pammenea 4.dREAD W7ES097NrSAN0 IhaUDED HMICREEEREAKTA4GEM11.7473 ma I129120Id8UMUSE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Saf,e_nyorma o_n vUab-.l—e f.r.o_m.. Truss .,Pl:a:tae:_n tiau.t-e, Z_1.:N.._ee .Se......._lt.e..3...12_.A.,lesc_a.ndria, nVAc 3,1M4 n.a a...nrtr Tampa. FL 33610.4115 _9, glob K Truss Truss Type City Ply 26413-Backdraft-Murray Residence T6321079 26413 A10 Roof Special 1 1 Job Re ere ce o t'o al test coast I russ, Fon rlerce, FL. 34s46 r.ozu s Apr z2 zu14 mu etc Inausines, Inc. Weu may zl 11:Ju:41 zu 14 rayu I ID:ubGegH7ngRO9KcVFa7PbaiziyPe-R55mmkZ7d9Q2y_3U EdpnwO_vV5EMsDJar31 AyfzEIrS 1-4-3 i B.1 10-8.15 13-B-1 20-2-15 27-9-10 36-1d 11.3 5-1-0 4.3-13 2.11-2 BE-14 7-6.11 "� I3.98 1�2 5x5 4.26 L 4.29 12 2.98 tic C. � 6 Fr 1-4-3 Scale = 1:65.0 Plate Offsets (X Y)-- 11:0-6-7,0-0-41 f2:0-2-11,0-0-121,F3:0-4-12 0-2-81 f4:0-2-8.0-2-71 F7:0-3-0 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.45 12-13 >935 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.79 Vert(TL) -0.86 12-13 >484 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.21 9 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 176 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E 'Except' TOP CHORD Structural wood sheathing directly applied or 2-3-15 oc purlins. 3-4,4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or4-7-10 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E 'Except" WEBS 1 Row at midpt 5-12, 8-12 11-14: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIONS, (lb/size) 17=2023/0-8-2, 9=1949/0-8-15 Max Horz 17=-257(LC 6) Max Uplift17=982(LC 8), 9=-876(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3152/1463, 2-3=-3582/1592, 3-4=-3461/1637, 4-5=-3405/1644, 5-6=3205/1541, 6-7=-3142/1548, 7-8=-3263/1520; 8-9=-4448/1990 1 BOT CHORD 1-17=-2003/3188, 16-17=-1318/3188, 15-16=-1311/3180, 14-15=-185114434, 13-14=-1851/4434, 12-13=-1854/4433, 11-12=-1739/4087, 10-11=1739/4087, 9-10=-1739/4087 1 WEBS 4-15=-746/1623, 5-15=-1863/873, 5-12=-1667/835, 6-12=603/1398, 8-12=-1267/670, 8-10=0/293, 2-17=-1191/720 ,,11111111,, I N• 1) Unbalanced roof live loads have been considered for this design. ,�OPQV •I/L�C� ,,•��,�G N S� �i� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=36ft; eave=5ft; Cat. It; ,%� • Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 i plate grip DOL=1.60 N 68182 • ' 3) Provide adequate drainage to prevent water ponding. `. ; 4) The solid section of the plate is required to be placed over the splice line at joint(s) 14, 11. 5) Plate(s) at joint(s) 1, 3, 4, 5, 6, 7, 16, 15, 13, 12, 8, 10, 2 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 14 and 11 checked for a plus or minus 3 degree rotation about its center. :• T 0 F 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 ;(� Q` �i� Q fit between the bottom chord and any other members. 9) Provide connection others) of truss to bearing capable of withstanding 100lb uplift atjoint(s) except Gt=lb) 17=982, \ �.•• \ �� j� C�SI •'!�� mechanical (by plate =876. P 9 Y Y 10 "Semi -rigid itchbreaks including heels" Member endfixity model was used in the analysis and design of this truss. �� I� 1N /�' lilt 1 j FL Cert. 6634 May 21,2014 AWARNIAG -Verify design parame W a snd READ M7E5GN 7NIS AM IM2UDED MITEKREVEREKE PAGE Mll-7473 ter. I119/7.0Id8HIGUME Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer, Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the MiTek` erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-87 and SCSI Building Component 6904 Parke East Blvd, Surety Information qva able from Truss Plata In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ItSauthetnWine(SF luxtt etisspetifieu thedesignvatuesarpthaneeffettive>26 01%2013114VA G Tampa, FL 33610-4115 J. .Job , Truss Truss Type Qty Ply 26413-Backdrafl-Murray Residence T6321080 26413 A11 Roof Speclal I 1 1 Job __nn ence o 'onal ras, C—i uuss, run Pi-., FL. 34946 - oi.a ID:ubGegH7ngR09KcVFa7cPbaiz-iyPeovHf9_�4,alOS,Y�va.BegoKLOTEX2UVYfbdg)4jm.WIzElrR 1-3-12 0 9- -9 0-9-14 4-0-15 dfi-12 3-0-a 4-0-4 3-7-0 B-9 7.5.3 B-2.3 0-5.13 Scale = 1:66.3 li 4.26 �L 3.98 12 5x5 % " 2.98119 6 5xlo �Z 4x6 4.29 12 I3x6 6 3 5x5 � I 7 3x4 C 4 8 2x4 ro 2 M 05 , I d d• 15 14 13 12 11 10 5x12 I 3x4 = 4x6 VJB = 3x8 = 5x6 WB 2x4 I I 3x8 = 3x8 = 6x8 = 1-10-13 I 1-3-12 -11-7 0-7--0-8 7.5-3 &1-15 0 -0 0-0-0 I Plate Offsets (X Y)-- 11:0-0-13 Edgel 11:0-0-0 0-0-31 13:0-7-4 0-2-41 14:0-2-0 0-2-121 f6:0-3-4 0-2-01 17:0-3-O,Edgel 114:0-3-0,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL, in floc) I/deft L/d PLATES GRIP TCLL 30.0, Plates Increase 1.25 TC 0.78 I Vert(LL) 0.56 12-13 >787 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -1.12 12-13 >395 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.24 9 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) I Weight: 182 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E *Except* I TOP CHORD Structural wood sheathing directly applied or 2-0-5 oc purlins. 3-4,4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x6 SP No.2 REACTIONS. (lb/size) 9=1997/0-8-15, 1=2067/0-8-9 Max Horz 1=-240(LC 6) Max Uplift 9=-899(LC 8), 1=-929(LC 8) FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1419/616, 1-2=-4057/1885, 2-3=-3903/1805, 3-4=-5473/2568, 4-5=-'5792/2738, 5-6=-3348/1641, 6-7=-3286/1611, 7-8=-3406/1583, 8-9=-4601/2068 BOT CHORD 1-19=-577/1281, 1-15=-1627/3689, 14-15=-1492/3641, 13-14=-1492/3641, 12-13=-1713/4108, 11-12=-1815/4233, 10-11=-1815/4233, 9-10=-1815/4233 WEBS 3-13=-1226/2662, 4-13=-3350/1621, 5-12=-1389/740, 6-12=-734/1622, 8-12=-1264/687, 8-10=0/277, 5-13=-888/1934 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-secohd gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3'.Opsf; h=15ft; B=42ft; L=37ft; eave=5ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 14, 11. 5) Plate(s) at joint(s) 4, 6, 7, 15, 2, 3, 13, 5, 12, 8, 10, 9, 1 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 14 checked for a plus or minus 4 degree rotation about its center. 7) Plate(s) at joint(s) 11 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' 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, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=899, 1=929. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 21,2014 ® WARNING -Vitrify design panmsrsn and READ h07ESGNTW9AW INCLUM MITW 11FIFRE&MPAeEN114473 — I12912014B061 I SE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �r 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 responsibillity, of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify. Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314-. 1f5authemlYine�SP Iumber isspecified, the design valuesare thas> efFectiveO6 01jM13hyALSC Tampa, FL 33610.4115 m U LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 4.29 12 4A 2.75 1_2 4.28 12 Sx5 3.98 12 1 6x8 = - Scale=1:66.7 9 I$ 18 17 16 15 Ia 13 12 11 10 _ 3xe II 5x5 = 4x8 = 4x6 WB I 3x4 — 3x8 — 4x8 VVB 2x4 II 3x6 2x4 II LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 7-5-12 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TPl2007 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.94 Vert(LL) 0.2210-12 >999 240 MT20 244/190 BC 0.75 Vert(TL)-0.4810-12 >749 180 WB 0.72 Horz(TL) 0.11 9 n/a n/a (Matrix-M) I Weight: 188 lb FT = 0% BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. WEBS 1 Row at midpt B-12, 1-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=-541/0-6-3, 17=2989/0-8-15, 9=1507/0-8-15 Max Harz 18=-252(LC 6) Max Uplilt18=584(LC 15), 17=1503(LC 8), 9=-678(LC 8) Max Grav 18=93(LC 8), 17=2989(LC 1). 9=1507(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-795/1988, 2-3=243/747, 3-4=-278/793, 4-5=-2095/1002, 5-6=-1958/1023, 6-7=-1962/1014, 7-8=-2080/976, 8-9=-3250/1453, 1-18=-210/576 BOT CHORD 16-17=-1729/833, 15-16=-366/1034, 14-15=-367/1026, 13-14=-367/1026, 12-13=-690/1900,11-12=-1242/2967,10-11=1242/2967,9-10=-1306/2967 WEBS 2-17=-2418/1047, 2-16=-755/2001, 3-16=-467/165, 4-16=-2245/1043, 413=-350/940, 5-12=-265/197,6-12=-259/593,8-12=-1224/656,8-10=0/296,1-17=-2013/994 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=36ft; eave=5ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 18=584, 17=1503,9=678. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦��,,QV I N ,+VF ,,�♦`♦,�P G•E N S' i N 68182 T OF :44/ i ��i •, �` 0 P • �=,tee �� ► N A, �E\*0 FL Cert. 6634 May 21,2014 ®WARNIfKiHEAD MTESGNTNTSAND Ih IMrDMITEKREFEREM,EPAGEMlI-7423ren Ifd912014AffaffE!!51'.' Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �' Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S fety Informajlon va' able from Truss Plate 1, titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 I�Southerrtpihe�SP�lamberisspetliie,thedesignvatuesarmthoseet#eidlre46/01f2013byAiiC Job Truss Truss Type City Ply 26413-Backdraft-Murray Residence I T6321082 26413 A13 Roof Special 1 1 I Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 4-2-8 6-9-2 9.5.13 13.11-5 I 19.9-15 7,520 s Apr 22 2014 MRek Industries, Inc. Wee May 21 11:30:44 2014 Page 1 ID:ubGegH7ngRO9KcVFa7PbaiziyPe-rgnvOmb7w4odpRo3wlNUYfcMeIH13aPDX1 FgZdzElrP 22-11-11 29-4-3 36.5-11 4-2-8 2-6.10 2-8.11 4.5 8 5-10-11 3 1-12 8 4 8 7-1-7 Scale=1:67.4 2.75 12 1.19 12 4.26 L12 I, 5x8 = 5x5 2.98 12 f12 3.98 - 23 7 19 18 17 "' 15 1 14 13 11 2x4 II 3x8 = 5x5 = 4x6 VJB =3x8 = 1 3x4 = 3x8 = 2x4 II 3x6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.87 TCDL 15.0 Lumber Increase 1.33 BC 0.73 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 19=387/2-1-10, 17=2899/0-10-1, 10=1484/0-8-15 Max Horz 19=280(LC 6) Max Uplift 19=465(1_C 13), 17=1478(LC 8), 10=-667(LC 8) 4x6 WB = DEFL. in (loc) I/deft Ud Vert(LL) 0.2211-13 >999 240 IVert(TL)-0.4411-13 >803 180 Horz(TL) 0.09 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 193 lb FT = 0% 10 i BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-8 cc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 3-11-1 cc bracing. WEBS 1 Row at midpt 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-195/874, 2-3=-177/854, 3-4=-902/2106, 4-5=-1828/853, 5-6=-2133/1060, 6-23=-2033/1065, 7-23=-2008/1070, 7-8=2117/1072, 8-9=-2222/1047, 9-10=-3256/1459, 1-19=-84/434 BOT CHORD 1 7-18=-2014/1016,16-17=-338/166, 15-16=-338/166, 14-15=-610/1654, 13-14=438/2016, 12-13=-1258/2982, 11-12=-1258/2982, 10-11=-1258/2982 WEBS 2-18=-687/263, 4-17=2043/1000, 4-15=-843/2085, 5-15=-585/340, 5-14=148/444, 7-13=-214/510, 9-13=-10851583, 9-11=01262, 1 -1 8=-936/348, 3-17=-1675/932, 3-18=-891/1648 - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=36ft; eave=5ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 19=465, 17=1478,10=667. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1 N ENS'*. i N 68182 + T OF : Lu i ItO FL Cert. 6634 May 21,2014 ® WARNING -V dfrdesgn p.mmea:n and READ WES GIV WS AND INCLUDED NITEKXf.'rFAME PACE M11-M73 mn 112912016BHCMME Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibfirity of the Additional bracing MiTek erector. permanent of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312Alexandria, VA 2314. itSauthQmPine7SP lumber isspecdied,thedesignvalues aTath&5ieffective06101/2013byALK Tampa, FL 33610-4116 Job Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence i T6321083 26413 A14 Root Special 1 1 Job efere ce o do al East Coast Truss, Fort Pierce, FL. 34946 I /.a2U 5 Apr zz 2u14 mi I eK mousines, Inc. vvea may 2i I i:50;45 2014 rays I I D: ub G eg H7ng R09KcV Fa7Pba iziyPe-J sKHo6cdhNxU Rb N FTTuj5s9 W3ifto709mh7053zEI rO 24-6-14 0- 1 0• •4 7-B-s 2-10-7 9.10.10 6.58 0- - s9 8-3-13 0-2-7 i Scale = 1:87.0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1.19 12 2.75 F12 I 5x5 2.98 L 5x8 = 4.28 12 3.98 12 II 19 8 5x10 5 Tp- 3x8 11 34 5x5 Z: 4 7 2 3 i 8 I$ 14 13 12 US = 4x6 WB = 3x8 = SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010ffP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 11 10 3x4 = 5x8 = 24-&14 0.2.7 3x4 \\ 3x6 = CSI, DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.95 Vert(LL) 0.1814-15 >457 240 MT20 244/190 BC 0.62 Vert(TL)-0.2611-13 >999 180 WB 0.83 1 Horz(TL) 0.06 9 n/a n/a (Matrix-M) Weight: 181 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. I BOT CHORD Rigid ceiling directly applied or 5-11-3 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatio REACTIONS. All bearings 0-8-15 except Qt=length) 15=0-6-13, 14=0-10-1, 9=1-5-11. (lb) - Max Horz 15=-321(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 8=-144(LC 17), 15=274(LC 4), 14=-1106(LC 8), 9=-801(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 8, 15 except 14=1985(LC 1), 9=1873(LC 1) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1961742, 2-3=-335/806, 3-4=-17651731, 4-5=-2216/1034, 5-19=-1566/814, 6-19=-1533/820, 6-7=-1714/827, 7-8=-402/958 BOT CHORD 12-13=-559/1622, 11-12=-559/1622, 10-11=-786/2095, 9-10=-360/823, 8-9=-817/525 WEBS 1-14=-776/292!3-13=-802/1884,4-13=-556/370,4-11=-240/492,5-10=-748/300, 7-10=-174/844, 7-9=233411121, 2-14=-887/564, 3-14=-850/263, 6-10=-23/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=36ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding' 144 lb uplift at joint 8, 274 lb uplift at joint 15 , 1106 lb uplift at joint 14 and 801 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. IN VF`4-� o * N 66182 • LC/ Z. 0 ;O• FL Cert. 6634 May.21,2014 ®WARNING V dfildesigni tameomaad RFAD PATESCM-MIS ANDINCLUDEDMITEXREFEREKE PAGE M114423.K I139120146MMUSE Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsib0llty of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inter ma Ion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, V 2314 Tampa, FL 33610-4115 ItSauthe.m.0M.e7SP�lumherisspecdied, the designvalues arettlo,eefiettive0 101/1013byAL5C r 8.3.1 ,7 11-5-13 15-5-2 22-6-1 28-8-13 8.3-1 1-3-7 3-11-5 3.11.5 II 7-0-15 4.2-12 2-15 Scale = 1;66.6 1.19 12 2.75 12 I 5x5 = 5x5 = _ 11 2.98 LL 5x5 ' 3x4 8 3.98 12 24 7 8 _ 4x8 _ 5x5 = 3x4 51, 1 22 6x8 % 4 li 23 2 3 18 2x4 11 25 26 17 1B 15 14 ,I 13 12 11 10 3x6 I I 3x4 = 4x8 — 3x4 3x4 = 4x6 W1B — 3x8 = 7E-8 4.20 112 3x8 = 1$ Plate Offsets (X Y)— 12:0-2-4 0-3-41 14:0-0-12 0-1-81 112:0-3-0 0-0-81 115:0-3-0 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud I PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.17 10-21 >512 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.74 Vert(TL) -0.30 14-16 >917 180 BCLL 0.0 • Rep Stress Incr NO WB 0.82 I Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) I Weight: 179 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-9-2 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-13 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation ulde REACTIONS. All bearings 0-6-13 except Gt=length) 9=0-8-15, 17=1-8-12, 10=1-5-11. (lb) - Max Horz 18=227(1_C 6) Max Uplift All uplift 100 lb or less at joint(s) except 18=-244(LC 4), 9=-300(LC 6), 17=-835(LC 8), 10=-1105(LC 32) Max Grav All reactions 250 lb or less atjoint(s) 18, 9 except 17=1488(LC 1), 10=2089(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-163/548, 22-23=-192/492, 2-23=-222/462, 2-3=-219/474, 3-4=-1388/574, 4-5=218711008, 5-24=-1166/597, 6-24=-1114/604, 8-9=-1106/1158 BOT CHORD 16-17=-434/1267, 15-16=-962/2259, 14-15=-962/2259, 13-14=-812/2084, 12-13=-365/1108, 11-12=-365/1108, 10-11=-931/410, 9-1 0=-1 394/1358 WEBS 1-17=-567/245, 3-17=-2012/827, 3-16=-145/524, 4-16=-1058/628, 5-14=-231310, 5-13=-1029/474. 6-13=-1511507, 6-11 =-1 480/678, 8-11=-395/1406, 8-1 0=1 884/817 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=36ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244 lb uplift at joint 18, 300 lb uplift at joint 9 , 835 lb uplift at joint 17 and 1105 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 lb down and 91 lb up at 2-3-15, and 76 lb down and 114 lb up at 4-9-6 on top chord, and 67 Ill down and 16 lb up at 2-3-15, and 86 lb down and 66 lb up at 4-9-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on Daae 2 G�E N i *: Nc 68182 :*: T F ::Z 10 0 ) N FL Cert. 6634 May 21,2014 ®WAMV1M-Vedfrdes4. param M—dREAD MTESCHMTSAND IMIUDEDMZTEKTEFEREhCEFA6Et477-M73 mr. I12912014WOMME ■ Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibBlity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I lormatlon vo able from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 2314 IfSaut�lemP'ine7SP lumber issgesitied,thedw1gnvaluesare those effeetiwe461Q1J1013byALSC Tampa, FL 33610.4115 Ob & Truss Truss Type Qly Ply 26413-Backdralt-Murray Residence T6321064 26413 A15G Roof Speclal Girder 1 1 Job Reference Tonal test coast 1 ❑lss, ron rlerce, rL. 54e40 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-5=-90, 5-6=-90, 6-7=-90, 7-9=90, 18-19=-20 Concentrated Loads (Ib) Vert: 22=20(F) 23=40(F) 25=9(F) 26=38(F) o ny, "cv,Y ni, cn n,u„a.. ... , ,,.. ,.,..,,�, �,.,� , ,.11 ID:ubGegH7ngR09KcVFa7PbalziyPe-FFS21 oeuD7B BhvXebuwBAHEsf WIUGvxSD7UVAyzEIrM ®WARMMi- Verify design Faramrtten and READ MITES ONRR'SAND MaWED MITEKREFF.REKE PAGE MII-7473.. I129120WRIEFO LIM Design valid for use only with Miiek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component 4 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. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 if5authern ne�SP lumberisspecified,thedesrgnvaluesarethoseeffective06 01/1013byALSC Tampa, FL 33610.4115 11 Truss Truss Type - Qty Ply 26413Backdraft-MurrayResidence T6321085 A16 Hip I 1 1 Job Referent ce, FL. 34946 7.520 s Apr 22 201, ID:ubGegH7ngRO9KcVFa7Pbaizi 7-9.9 15-6-2 , 1943-7 21-7-7 , 238.11 7-9.9 7-8-8 4-0-s 2-1-0 1.11-6 7-2-5 1.19 12 I 5x6 = 1x4 II 5x8 = 2.75 12 4.28 Li2-, 4xe = 21 3 4 5 3x4 = 3xe II 3x10 I I 12 11 1x4 II 4x4 = 9 8 7 3x4 = BxB = 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.18 7-15 >616 240 TCDL 15.0 Lumber Increase 1.33 BC 0.69 Vert(TL) -0.40 10-12 >647 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) LUMBER- I BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 2-3: 2x4 SP 285OF 1.8E I, BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 6=190/0-8-15, 8=2074/0-8-0, 1=1120/1-4-13 Max Horz 1=-70(LC 6) Max Uplift 6=-352(LC 8). 8=-1151(LC 8). 1=502(LC 8) Max Grav 6=327(LC 18), 8=2074(LC 1). 1=1123(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-736/329, 1-2=-2146/971, 2-21=1098/524, 3-21=-1030/525, 3-4=-439/1161, 4;5=439/1161, 5-6=-1258/1277 BOT CHORD 1-16=-293/675, 1-12=-845/2041, 11-12=-840/2047, 10-11=-840/2047, 9-10=-352/1038, 8-9=352/1038, 7-8=773/182, 6-7=-1525/1532 WEBS 2-1 0=-1 023/500, 3-10=-80/456, 3-8=236711064, 5-8=-875/742, 5-7=-347/217, Scale = 1:53.9 3x4 = PLATES GRIP MT20 244/190 Weight: 134 lb FT = 0% Structural wood sheathing directly applied or 3-6-15 oc puriins Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 2-10. 3-8 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide 4-8=472/291 ,,,111111111ri. TES- 1) Unbalanced roof live loads have been considered for this design. ��,,,OP•a GIE N S� �� , 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=31ft; eave=4ft; Cat. II; �� ••��,� Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right N( 68182 exposed; Lumber DOL=1.60 plate grip DOL=1.60 * •• 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • .� 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r .T 0 F fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint 6, 1151 lb uplift at joint 8 013 00 0• •� and 502 lb uplift at joint 1. 00 ��,� \ 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •••• %� ��j CSC •� • • • 41 N A; %%%% FL Cert. 6634 May 21,2014 ®WARMM Ve,fy desa7n paramem,sand RFAD W7E50777r1r5 AMINd11DEDMtTEKREFEREMF PAGEMI7-7473ma I129/20248F.H3 USE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricalion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. Safety I rnatlon va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 I1SoutheTnPine�SP lumber is specified, thedesignvalues are those effettive06A0112013byALSC ,lob & Truss Truss Type Qty Ply 26413-Backdraft-Murray Residence T6321086 28413 A17G Hip Girder 1 1 Job Beference (optional East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITek Industries, Inc. Wed May 21 11:30:49 2014 Page 1 I D:ubGegH7ngRO9KcVFa7PbaiziyPe-CdaoSTf8lcRvwCgOilzfFiKFxJ1 gkm2lhJzbErzElrK 3-10.11 8-0.12 1 12.2-13 18.2-1 18.7,0 24 J-,6 28-11-8 3.1111 4-2-1 4-2-1 5 11-5 0 4 15 5 68 4-10-2 Scale = 1:50.5 2.75 F12 1.19 12 3x4 = 4x8 = 4.26 12 4x8 = 48 = 23 2d 3 951 4 ' 28 27 28 29 5 30 31 32 8 13 33 34 12 35 11 36 37 38 10 39 9 40 41 o 3x8 II 1x4 II 4x4 = 5x8 — II 3x4 — 6x8 = 1x4 II 3x4 — 8 321-0.11 I-112 142.&13 I I i i 18.7-0 814 24-1.6 29 -2-2-1 6-4-4 5-6.6 0.148 Plate Offsets (X Y)-- 11:0-0-3 1-10-01 11:0-4-10 0-0-01 12:0-5-8 0-2-01 f4:0-5-8 0-2-01 [6:0-5-4 0-2-01 111:0-3-4 G-3-01 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.77 I Vert(LL) 0.14 11-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.56 Vert(TL) -0.22 11-12 >997 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.98 Harz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 127 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-9 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 7=498/0-8-15, 9=1900/0-8-0, 1=760/1-4-13 Max Harz 1=-47(LC 6) Max Uplift7=-494(LC 8), 9=-1295(LC 8), 1=399(1_C 8) Max Grav7=539(LC 18), 9=1900(LC 1), 1=762(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-997/598, 2-22=1768/936, 22-23=-1759/942, 23-24=-1755/946, 3-24=-1744/949, 3-25=-1256/632, 4-25=-1236/635, 4-26=-507/946, 26-27=-507/946, 27-28=-507/946, 28-29=-507/946, 5-29=-507/946, 5-30=-507/946, 30-31=-507/946, 31-32=-507/946, 6-32=-507/946, 6-7=908/828 BOT CHORD 1-13=-548/957, 13-33=-541/949, 33-34=-541/949, 12-34=-541/949, 12-35=-884/1751, 11-35=-8895, 111 „V 9-39=-527/119559-403 603 68/8140-41=-603/688, 95, 09 8-60346 %COIN 883/1006/1195, 8 41 WEBS 2-12=-359/883, 3-11=-551/370, 4-11=-53/307, 4-9=-2200/1186, 5-9=-674/464, ,,,0� % O , •��.� C•� N SF�' ♦♦i♦ 6-9=1598/1296, 6-8=-362/301 • NOTES- ,��, N 68182 � * . •� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=29ft; eave=oft; Cat. II; — Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right .� exposed; Lumber DOL=1.60 plate grip DOL=1.60 13 T O F 3) Provide adequate drainage to prevent water ponding. 0 .. 00 4) Plates checked for a plus or minus 0 degree rotation about its center. live loads. ♦ ♦i♦ \ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 6) • This truss has been designed for 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 �.•�• �� •.N ♦j� 1SS1� • •' a !�� %%� the bottom chord rib anymembers.,�� rof A' % 7 Ptrovideeen mechanical connection truss to bearing late capable of withstanding 494 lb uplift at hint 7, 1295 lb uplift at joint 9 (Y ) 9P P 9 P 1 P 1' 1 1► 0 and 399 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. FL Cent. 6634 May 21,2014 Continued on Daae 2 ®WARNIN'-Verify desgn yammemn uad READ In7ES ON THISATID IMMUDED MITEKREFERFNaF PAGE N114423 lea 11291201daOIC ME Design valid for use only Win Mrrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllity of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Ifs outhernPine�SR�lumberisspeciiied,thedesigvivaluesaretheseetfeiUsre4b 01/2013hyA1SC Tampa, FL 33610-4115 Job Truss Truss Type I my Ply 26413-Backdraft-Murray Residence T6321086 26413 A17G Hip Girder I 1 1 lob Reference (Optional) East coast truss, Fan Pierce, I-L. 34ti4b I i.—. IF,—&V,-r,m,cn„uau, ,...,. i y-- ID:ubGegH7ngR09KcVFa7PbaiziyPe-CdaoSTfBlcRvwCgOilzfFiKFxJ1 gkm21hJzbErzEirK NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 lb down and 95 lb up at 3-10-11, 74 lb down and 87 lb up at 4-4-5, 80 lb down and 61 lb up at 6-4-5, 87 lb down and 79 Ib up at 8-4-5, 96 lb down and 95 lb up at 10-4-5, 208 lb down and 216 lb up at 12-2-13, 104 lb down and 108 lb up at 14-0-0, 104 Ib down and 108 lb up at 16-0-0, 104 lb down and 108 lb up at 18-0-0, 1041 lb down and 108 lb up at 20-0-0, and 105 lb down and 108 lb up at 22-0-0, and 105 lb down and 108 lb up at 24-1-6 on top chord, and 27 lb down and 56 lb up at 3-10-11, 22 Iti down and 49 lb up at 4-4-5. 13 lb down and 29 lb up at 64-5, 13 lb down and 18 Ib up at 8-4-5, 17 lb down and 15 lb up at 10-4-5, 42 lb down and 27 lb up at 12-2-13, 21 lb down and 14 lb up at 14-0-0, 21 lb down and 14 lb up at 16-0-0, 21 lb down and 14 lb up at 1 B-0-0 74 lb down and 14 lb up at 20-0-0, 74 lb down and 14 lb up at 22-0-0, and 74 lb down and 14 lb up at 24-0-0, and 238 lb down and 119 lb up at 24-2-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted Its front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-4=-90, 4-6=-90, 6-7=-90, 14-17=-20 Concentrated Loads (lb) Vert: 2=36(F) 4=-16(F) 6=-8(F) 13=33(F) 12=13(F) 3=30(F) 11=-2(F) 8=212(F) 22=87(F) 23=55(F) 25=8(F) 26=-8(F) 28=-8(F) 29=8(F) 30=-8(F) 32=-B(F) 33=29(F) 34=17(F) 35=4(F) 36=-1(F) 37=-1(F) 38=-1(F) 39=-1(F) 40=-1(F) 41=-1(F)' A WARMIfr..f READ ACTES GN7NISAND INCLUDED MITEKRff-FRMCEP4GE M1l-I473 rer. 'I/29120ISAf.FOHEH3E Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the p p erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ITe�• � V� 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sal Ay Information qva able from Truss Plate institute, 78114. Lee Street, Suite 312, Alexandria. VA 2314 IfSauthemR"ire`SP�lumbefisspecified,thedesianvaluesarethoseeffectivaQ6 01/�O13byA4T5C Tampa, FL 33610.4115 slob V Truss Type I Qly Ply 26413-Backdraft-Murray Residence T6321087 26413 Puss 8 ROOF SPECIAL 1 1 job Reference factional East Coast Truss, Fort Pierce, FL. 34946 �i 7.520 s Apr 22 2014 MiTek Industries. Inc. Wed May 21 11:30:50 2014 Page 1 ID:ubGegH7ngRO9KcVFa7PbaiziyPe-ggBAfpgmVwZmYMFDGDUunwsRdKYTN Ivvzi9nHzE IrJ i 1-0 1 r 7-0-12 13.7.0 14-7� r 15-10.14 1� 5-8-12 8-6� r 1-08 1-3-8 5X5 1-67 112 4.98 12 3x4 II 5 6 d Scale = 1:38.5 Jx - 3x4 = 1x4 II Jx4 - B%B 3x8 M1BSHS = 15-10.14 1-0-0 A-1 7-0.12 7-11-7 _ 14.6.14 14-7-5 1 -c O 5-e-12 0-10-11 6-7.7 Plate Offsets (X Y)- 12:0-2-8 0-0-81 15.0-2-8 0-2-51 i8:0-4-0 0-5-41 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.69 I Vert(LL) 0.27 B-10 >652 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.72 Vert(TL) -0.51 B-10 >346 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 89 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-11 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. 7-10: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 8-0-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-8 i MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=689/1-3-8, 11=931/0-8-1 Max Horz 11=502(LC 7) Max Uplift7=-298(LC 8), 11=-479(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1012/518, 2-3=1266/542, 3-4=311/116 BOT CHORD 1-11=-707/1077, 10-11=-537/1077, 9-10=536/1070, 8-9=-537/1077 WEBS 3-10=-5/336, 3-8=-1044/602, 5-8=-425/327, 2-11=-721/495 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=15ft; eave=4ft; Cat. II; ,%litill 111111., Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 �� 4V I N VF plate gripDOL=1.60 ,��O♦ ;� .••••••., �� ♦ 3) All plates are MT20 plates unless otherwise indicated. �� , •• Ci E N S ♦i 4) Plates checked for a plus or minus 0 degree rotation about its center. �� ••'. op 5) This truss has been designed for a 10.0 psf 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 * N 68182 fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 lb uplift at joint 7 and 479 lb uplift at joint 11. ' '0 ✓Y 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T F O •, ONAL� FL Cert. 6634 May 21,2014 AWdRNIN'-Vndrrdesgn pan,mna!n and HEAD A07 50H ITH•SAW INaUDED HITEKREFEJWKXPRGE Mr1-7473 mw VZ91201daff0mum Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Nil 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. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vagqable from ruu Plate In titute, 781 N. Lee Street, Suite 312, Alexandda, VA 2314: If5authemPiine�5P11umberisspecifie,thedesignvalues are thoseef%stivet}6/o1/2MbyALSC Tampa, FL 33610.4115 lob 01 Truss Truss Type I Qty Ply 26413-Backdraft-MurrayResidence T6321088 26413 B01GE GABLE 1 1 job Reference footionall East Coast Truss, Fort Pierce, FL. 34946 7.520 a Apr 22 2014 Mn ek industries, Inc. wed May 21 11:30:50 zu w rage I I D: ub Geg H7ng ROgKcV Fa7P ba iziyPe-ggBAfpgmVwZmYM FD GOUunwsU LjOkTROvvzig nH zE IrJ 1-8-15 8-10-11 1-&15 7 1-12 �- Scale = 1:22.1 5.00 12 4x4 = 2x4 II q II 31x4 11 41x4 II I 0 I N I 5 11 I$ 2x4 = 9 8 7 I 6 3x4 II 1x4 11 1x4 II ! 1x4 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC201 OfTP12007 CSI. TC 0.47 BC 0.45 WB 0.07 (Matrix) I I DEFL. in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 (loc) I/defl Ud n/a 999 n/a 999 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 40 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 8-10-11 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS. All bearings 7-10-11. (lb) - Max Horz 9=-239(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 8 except 9=-139(LC 18), 7=183(LC 13), 6=-291(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 9, 7 except 8=478(LC 1), 6=686(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=313/67, 4-6=432/250 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=9ft; eave=2ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,,ttJ111 � 1111111 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 � QV I N Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. `�� OQ�,.. • • • �� 4) Plates checked for a plus or minus 0 degree rotation about its center. ' • .• G E IV 3 • •.• i� 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N( 68182 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ` fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Qt=lb) 9=139 7=183, 6=291. 9) N/A o I3 T O F 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. o� i� 10P.•��`� FL Cert. 6634 May 21,2014 ®WARNIAG-Venffdesgn paramaaen and READ W7ESGNTR7SAND ithaUDED N17EKREEERE&WA4GEM1r-7473 M . J1Z91201d6tFDNEUSE �■, Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component. IC � 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 responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon vai able from jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VAg 2314. 1t5authern Pine�SP�lumberisspecified,thedesignvaluesarcthosee ective06 0112013byALSC Tampa, FL 336104115 W glob 9 Truss Truss Type Qty Ply 1 26413-Backdraft-Murray Residence T6321088 26413 B02GE Roof Special Supported Gable 1 1 Job Reference o do al East Coast Truss, Fort Pierce, FL. 34946 -1b 7.520 s Apr 22 2014 MITek Industries, Inc. wee may 21 i i:Ju:oi 2ui4 rage i ID: ubGegH7ngR09KcVFa7PbaizlyPe-8OiYs9hOGDhd9WgPgj?7K7Plc7gpCv328dS iJjzElrl 4.6.12 6 I 5 4 3x8 I I 1x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plates Increase 1.25 TC 0.12 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber Increase 1.33 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=114/4-6-12, 4=77/4-6-12, 5=279/4-6-12 Max Horz 6=202(LC 5) Max Uplift6=-22(LC 8), 4=38(LC 5), 5=176(LC 8) Max Grav 6=132(LC 14), 4=78(LC 15), 5=279(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale: 3/4"=l' PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, except end verticals. 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, NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=42ft; L=5ft; eave=2ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4 except Gt=lb) 5=176. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �,.0 �00 IN S • ,,i N( 68182 (i= ;�•�. �T F 1 FL Cert. 6634 May 21,2014 ®WARNIN.a•Veri'I desgn yarame2rs and HEAD NOW ON 7MSANDIAaIMED14ITEKREFEREKE PAGEr4II-7473 ma I1291201dRU REUSE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllity of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For'.general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Satety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 i Southern Pine�SP� lumtrer isspecified, the design values are those effective 06)01Z�013 hyALSC If! Tampa, FL 33610-4115 Symbols PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. -'�j 6" For 4 x 2 orientation, locate plates 0-'Al' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular -to slots. —Second -dimension -is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing 8, Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 0 O U a- O BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: 1_ESR-1352, ESR1-988 , ER-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 Mlek@ All Rights Reserved I•«l� MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration. and is the - responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engiheer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.