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HomeMy WebLinkAboutTruss , mitek , info j ® Lumber design values are in accordance with ANSI/TPI 1 section 6.'3 ` These truss designs rely on lumber values established by others. MiTek® RE: 74047 - Davis MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Grande Construction Project Name: Davis Model: Tampa,FL 33610-4115 Lot/Block: Subdivision: Address: unknown City: Port St Lucie State: FL I Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 69 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date No. Seal# I Truss_ Name Date 1 1 T10207129 1 A 1/11/17 118 1 T10207146 1 G5 1/11/17 2 IT102071301Ai 1/11/17 119 1 T10207147 1 G6 1/11/17 3 1 T10207131 C 1/11/17 120 1 T10207148 1 GRA DRAWING/SUBMITTAL REVIEW 4 T10207132 1 C1 1 1/11/17 121 1 T10207149 1 GRB 1 ED APPROVED AS NOTED 5 T10207133 1 D 1 1/11/17 122 1 T10207150 1 GRC 7 AND RESUBMIT E3REJECTED 6 IT102071341D1 1/11/17 123 1 T1 02071511 GRD 1 L WAS REVIEWED FOR DESIGN CONFORMITYAND 7 1 T10207135 D2 1/11/17 124 1 T10207152 1 GRE / CONFORMANCE TO CONTRACT DOCUMENTS 8 1 T10207136 1 D3 1/11/17 125 1 T10207153 1 GRF 19h HE CONTRACTOR IS RESPONSIBLE FOR ING AND CORRELATING DIMENSIONS AT JOBSITE 9 T10207137 D4 1/11/17 26 T10207154 GRG / RANGE,CLEARANCE,QUANTITIES,FABRICATION 10 1 T10207138 1 D5 1111/17 127 1 T10207155 1 GRK / SSES AND TECHNIQUES OF CONSTRUCTION, ATION OF HIS WORK WITH OTHER TRADES AND 11 I T10207139 1 D6 1/11/17 128 1 T10207156 1 GRL /` P IANCE ONTRACT DOCUMENTS 12 1 T10207140 1 E 1/11/17 129 1 T10207157 1 GRM 1/17 ,� Date: �•31. 201 13 1 T10207141 G 1/11/17 130 IT10207158IJ1 if 14 T10207142 1 G1 1/11/17 131 IT10207159IJ2 /11/17 Architectonic Inc. 15 T10207143 1 G2 1/11/17 132 IT10207160IJ3 /11/17 1 Fort Pierce,FL 34950 16 1 T10207144 1 G3 1/11/17 133 IT10207161IJ5 117 1 T10207145 1 G4 1 1/11/17 134 I T10207162 I J5A 1 1/11/17 The truss drawing(s)referenced above have been prepared by MiTek ,,,` ps�Ar�q � USA,Inc. under my direct supervision based on the parameters. e�� pM �B . provided by Chambers Truss. `:��;.•��C E NSF':�2�`�, Truss Design Engineer's Name: Albani, Th 0 My license renewal date for the state of Florida FF LFy--48,2C IMPORTANT NOTE' The seal on these truss component designs is a certification = 'cc that the engineer named is licensed in the jurisdiction(s)identified and that the STATE OF designs comply with ANSI/TPI 1. These designs are based upon parameters ���T�•. P.'=�e� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were r��� •4 0 R 19 �N��e given to MiTek. Any project specific information included is for MiTek's customers ��SS'/• " file reference purpose only,and was not taken into account in the preparation of ,,, 0...... N A''000�� these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Thomas A.Albans PE No.39380 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: January 11,2617 Albani,Thomas 1 of 2 i i S�A.,.4:�.n�l~,��,AM.._,`',� p.%��...�u oK`... �.:��r;N?i�4:..Y��'�a+t ..�.?.YiQ;91 ., ,. � .� .:. P .:{ y1: _ } •:1�1 " 5 S.�..........,.........� ..w --_... .....r-.u....er..�.,......... ...�.sir........._........._ I RE: 74047 - Davis Site Information: Customer Info: Grande Construction Project Name: Davis Model: Lot/Block: Subdivision: Address: unknown City: Port St Lucie State: FL No. I Seal# Truss Name Date 135 1 T10207163 1 J7 1/11/17� 136 I T1 02071 64 1 JA 11/11/17 1 137 1 T10207165 1 JC7 11/11/17 138 1 T1 0207166 1 JD 11/11/17 1 139 I T1 02071 67 1 J E l 11/11/17 140 I T10207168 1 J E3 11/11/17 141 IT1 02071 69 1JE5 11/11/17 142 1 T1 0207170 1 JU 11/11/17 143 1 T1 0207171 1 K 11/11/17 144 1 T1 0207172 1 K1 11/11/17 145 1 T10207173 1 K2 11/11/17 146 1T1 0207174 1 K3 11/11/17 147 IT10207175 I K4 11/11/17 148 T1 0207176 1 K5 11/11/17 149 T1 0207177 1 KJ7 1 1/11/17 150 1 T1 0207178 1 KJA 11/11/17 151 1 T1 0207179 1 KJB 11/11/17 152 1 T1 0207180 1 KJ E5 11/11/17 153 1 T10207181 1 KJM 11/11/17 154 1 T1 0207182 1 M 11/11/17 155 1 T1 0207183 1 M1 11/11/17 156 1 T10207184 1 MV2 11/11/17 157 1T1 0207185 1 MV4 11/11/17 158 1T10207186 1 MV6 11/11/17 159 1 T1 0207187 1 MV7 11/11/17 160 1 T10207188 1 MVA 11/11/17 J 161 1 T1 0207189 1 MVB 11/11/17 162 1 T1 0207190 1 MVC 11/11/17 163 1 T1 0207191 1 MVD 11/11/17 164 1 T1 0207192 1 MVE 11/11/17 65 T10207193 MVF 11/11/17 1 166 1 T10207194 1 MVG 11/11/17 167 T10207195 1 MVK 11/11/17 168 T10207196 1 PBA 11/11/17 169 1 T10207197 1 PBB 11/11/17 �I i 2of2 I Job Truss Truss Type Qty Ply Davis T10207129 74047 A HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Wed Jan 11 15:55:27 2017 Page 1 ID:zEDPSK9WGjAV87HnbxpZOlzjJD?-KohRUi98m5ov5dH6Tg3v8wuVP6ddFC2KcXL127zwOf_ i -2-0-0 1 6-3-6 9-0-0 13-0-0 15-8-10 i 22-0-0 __ 24-0-0 2-0-0 6-3-6 2-8-10 4-0-0 2-8-10 6-3-6 2-0-0 Scale=1:43.9 4x4= 4x8= 4 5 2x3 6.00 12 3 6 m 18 19 0 v 7 2 I� T 8 1 11 10 9 3x5= 3x6= 3x4= 3x5= 3x8= i 9-0-0 13-0-0 22-" 9-0.0 4-0-0 9-0-0 Plate Offsets(),Y)-- f2:0-2-8 Edge) f5:0-5-4 0-2-0) (7:0-2-8 Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.10 9-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.27 9-17 >971 240 BCLL 0.0 Rep Stresslncr YES WB 0.13 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 9 >999 240 Weight:108lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=925/0-8-0,7=926/0-8-0 Max Harz2=246(LC 11) Max Uplift2=-639(LC 12),7=-639(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=-1249/1067,3-18=-1172/1077,3-4=-1044/964,4-5=-900/902,5-6=-1043/964, 6-19=1171/1076,7-19=1249/1066 BOT CHORD 2-11=-734/1121,10-11=-480/899,9-10=-480/899,7-9=-764/1054 WEBS 3-11=-302/425,4-11=233/295,5-9=279/341,6-9=303/425 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=6211;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 9-0-0,Exterior(2)9-0-0 to 13-0-0,Interior(1)21-5-8 to 24-0-13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=639, 7=639. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ;I ill ®WARNING-Verify design parameters and READ N I OTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.mis design Is based orgy upon parameters shown,and Is for on Individual building component,not a truss system.Before ire.the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instihite.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i - Job Truss Truss Type Qty Ply Davis T10207130 74047 Al COMMON 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:2712017 Page 1 I D:zED PSK9W G1AV87HnbxpZOlz1J D?-KohRU 198m5ov5dH6Tg3v8wuVd6elF9zKcXL127zwOL r -2-0-0 5-9-4 11-0-0 16-2-12 21-11-4 'I ' 2-0-o ' 5-9-4 5-2-12 5-2-12 5-8-8 Scale=1:40.2 4x4= 4 6.00 F12 2x3\\ 2x3 5 17 3 18 16 2 6 rrn v o d 1 9 8 7 3x5= 3x4= 3,6= 3x4= 3x5= 8-0-13 13-11-3 21-11-4 8-0-13 5-10-6 8-0-1 Plate Offsets(),Y)-- (2.0-0-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.06 7-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.17 7-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.03 6 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 7-9 >999 240 Weight:101lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-11-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=807/0-7-4,2=928/0-8-0 Max Horz 2=275(LC 11) Max Uplift6—469(LC 12),2=-642(LC 12) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16—1322/1055,16-17=-1211/1064,3-17=-1198/1066,3-4=-1135/985,4-5=-1143/1015, 5-18=-1208/1088,6-18=-1332/1087 BOT CHORD 2-9_863/1206,8-9=426/774,7-8=-426l774,6-7=-839/1141 WEBS 4-7=-342/468,5-7=-360/444,4-9=-331/453,3-9=351/440 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.It; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 11-0-0,Extedor(2)11-0-0 to 16-9-10 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)except 011=11b)6=469, 2=642. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,I II ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p,�yT building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing �`IMIf 1e°k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1PII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply 7JobReference T10207131 74047 C COMMON 2 1 (optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Wed Jan 11 15:55:28 2017 Page 1 I D:zED PSKg W GjAV87HnbxpZO[zjJD?-o_FgheAmXPwmj msIOXaBhBRd9W zV_eCTrB4aaZzwOez -2-0-0 8-8-0 17-4-0 2-M T 8-8-0 8-8-0 'Scale=1:33.2 5x6= 3 6.00 FIT 14 I cb 13 15 12 4 I 2 IC? 0 5 05= 5x6— 4x5= B-8-0 17-4-0 8-8-0 8-8-0 Plate Offsets(X Y)-- f2:0-1-4 0-0-4] (4:0-1-4 0-0-4] (5:0-3-0 0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.06 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.17 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 HOrz(1L) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 5-8 >999 240 Weight:64lb FT=20% LUMBER- BRACING- - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=640/0-8-0,2=755/0-8-0 Max Harz2=224(LC 11) Max Uplift4=-371(LC 12),2=-541(LC 12) Max Grav4=640(LC 18),2=755(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=783/534,12-13=706/543,3-13=-678/561,3-14—655/588,14-15=-678/573, 4-15=-782/561 BOT CHORD 2-5=314/607,4-5=314/607 WEBS 3-5=0/349 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 8-8-0,Extefior(2)8-8-0 to 14-5-10 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=371, 2=541. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' is always required for stablllly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I I Job Truss Truss Type Oty Ply Davis T10207132 74047 C1 MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:29 2017 Page 1 I D:zE DPSK9 W GjAV87HnbxpZOlzjJ D?-GApCvzBOlj2dLwRUaF5N ELzl3wJBjuMd4rg760zwOey -2-0-0 7-0-14 9-4-0 17-4-0 2-0-0 7-0-14 2-3-2 8-" 'Scale=1:34.2 46= 3x8 4 14 5 I 2x3\\ 3 6.00 F12 13 12 2 8 7 1 6 3x6 I I 3x6= 3x8= 3x5= , 9-4-0 17-4-0 9-4-0 8-0-0 Plate Offsets(X Y)-- f2:0-0-4 Edgelj4'0-3-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.69 Vert(LL) -0.09 7-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(fL) -0.23 7-11 >883 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 HOrz(fL) 0.01 6 n/a Na BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.05 7-11 >999 240 Weight:89Ito FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. REACTIONS. (lb/size) 6=614/0-8-0,2=769/0-8-0 Max Horz2=360(LC 12) Max Uplift6=-392(LC 12),2=514(LC 12) Max Grav6=614(LC 1),2=800(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=873/628,12-13=-859/640,3-13=-800/652,3-4=-695/602,4-14=-603/571, 5-14=-603/571,5-6=-549/595 BOT CHORD 2-8=-803/765,7-8=-8031765 WEBS 3-7=-286/399,5-7=-631/672 NOTES- 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 9-4-0,Exterior(2)9-4-0 to 17-2-4 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)6=392, 2=514. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i via[. �Tak building design. Bracing Indicated is to prevent buckling of Individual Truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Davis T10207133 74047 D SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:29 2017 Page 1 I D:ZEDPSK9 W GjAV87HnbxpZOlzjJD?-GApCvzBOlj2dLwRUaF5N ELzohwldjvid4rg760zwOey 6-0-0 11-4-0 16-8-0 23-6-0 30-4-0 6-" S-4-0 ' 5-4-0 6-10-0 6-10-0 Scale=1:53.7 4x5=. 3x4= 2x3 II 3x6= 3x4= 3x10= 3x4 II 1 2 16 3 4 5 17 6 18 7 , T 13 11 0 6x8= 12 6x8= 1 3x8= 15 14 10 9 8 6x8= 3x4 II 3x4 I 4x4= 6x8= 6-0-0 11-4-0 16-8-0 23-" 30-4-0 6-0-0 5-4-0 5-4-0 6-10-0 6-10-0 Plate Offsets(X Y)-- (11:0-6-4 0-4-0) I13:0-5-8 0-4-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.14 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(rL) -0.3411-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 HOrz(rL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014rFP12007 (Matrix-M) Wind(LL) 0.2111-12 >999 240 Weight:194lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc pudins, except BOT CHORD 2x4 SP M 30`Except` end verticals. 2-14,5-10:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 1-13,6-8 REACTIONS. (lb/size) 15=1112/Mechanical,8=1112/Mechanical Max Upliftl5=-648(LC 12),8—648(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-1 5=-1 04 81849,1-2=-1555/1153,2-16=-2242/1586,3-16=2242/1586,3-4=-2242/1586, 4-5=-2242/1586,5-17=2449/1745,6-17=-2449/1745 BOT CHORD 2-13=-767/676,12-13=1153/1569,11-12=1760/2474,8-9=970/1340 WEBS 1-13=1325/1788,2-12=-552/804,3-12=-280/301,5-12=274/226,9-11=-913/1242, 6-11=-900/1244,6-8=1595/1150 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7fF Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 5-10-4,Interjor(1)5-10-4 to 30-2-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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)15=648, 8=648. 7)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. it it WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1111I.7473 rev.1010312015 BEFORE USE R Design valid for use only with MITek®connectors.ltils design Is based only upon parameters shown,and Is for an Individual building component,not e` a truss system.Before use,the building designer most verify the applicabillty of design parameters and properly Incorporate this design Into the overall p�A building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 'MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII 9uallty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I I I Job Truss Truss Type city Ply Davis T10207134 74047 D1 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:30 2017 Page 1 I D:zED PSK9W GjAV87HnbxpZOlzjJ D?-IMMa6JCO20AUy4?g8ydcmZW tQKfhSLLm IVZheSzwOex 1-0-0 6-0-0 11-4-0 16 8-0 23-6-0 30-4-0 1-0-0 5-0-0 5-4-0 5-4-0 6-10-0 6-10-0 Scale=1:56.0 6.05x8 T78HS i 3x4= 2x3 I I 3x6= 3x4= 3x4= 4x4 3x6 i 2 3 17 18 4 5 6 19 7 20 8 1 S 14 12 4x12= 13 6x8= �� 3x8= 16 15 11 10 9 6x8= 3x4 3x4 I 4x8= 3x6 6-0-0 11-4-0 16-8-0 23-6-0 30-4-0 6-0-0 5-4-0 5-4-0 6-10-0 6-10-0 Plate Offsets(X,Y)-- [2:0-4-7 0-2-11 [12:0-5-12 0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.11 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(fL) -0.28 12-13 >999 240 MT18HS 244/190' BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(fL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.1612-13 >999 240 Weight:207lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc puffins, except BOT CHORD 2x4 SP M 30`Except` end verticals. 3-15,6-11:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:, WEBS 2x4 SP No.3 7-9-15 oc bracing:13-14 6-3-6 oc bracing:12-13. WEBS 1 Row at midpt 8-10 REACTIONS. (lb/size) 9=1112/Mechanical,16=1112/Mechanical Max Harz 16=26(LC 12) Max Uplift9=-653(LC 12),16—644(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=1097/863,2-3=-1122/880,3-17=-1757/1280,17-18=-1757/1280,4-18=-1757/1280, 4-5=1 75711 280,5-6—1757/1280,6-19=-1900/1378,7-19=1900/1378,7-20=1082l790, 8-20=10821790,8-9=1054/854,1-16=1042/858 BOT CHORD 3-14=732/649,13-14=-891/1146,12-13=-1384/1912,6-12=-188/253 WEBS 3-13=535/796,4-13=306/318,10-12=-768/1029,7-12=-711/955,7-10=-928/840, 8-10=-1015/1396,1-14=-1053/1405 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft L=58ft;eave=7ft Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 6-9-10,Intedor(1)6-9-10 to 30-2-4 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 7)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)9=653, 16=644. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a inks system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing .MOTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 � I Job Truss Truss Type Oty Ply Davis ' T10207135 74047 D2 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:31,2017 Page 1 I D:ZEDPSK9 W GjAV87HnbxpZOlzjJ D?-DZwyKfCfpK1 LaEatigBrJm28?k??BgCvX9J EAuzwOew i 3-0-0 6-0-0 11-4-0 , 16-8-0 i 23-6-0 30-4-0 r 3-0-0 3-0-0 5-4-0 5-4-0 6-10-0 6-0-0 Scale=1:54.9 3x4= 6.00 12 4x8= 3x4= 2x3 II 3x6= 3x8= 3x4 II 2 3 18 19 4 5 6 20 7 21 8 3x4 /r 7 i 1 14 12 O 6x8= 73 6x8= I� = 17 16 15 3x8 11 10 22 9 3x6 13x8= 3x4 II 3x4 I I 4x4= 6x8 3-0-0 11-4-0 16-8-0 23-6-0 30-4-0 3-0-0 3-0-0 5-4-0 5-4-0 6-10-0 6-10-0 Plate Offsets(X Y)-- f2.0-5-4 0-2-01 (6:0-2-0 0-1-81 112:0-5-8 0-4-01 (14:0-5-8 0-4-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.07 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.19 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.88 Horz(fL) 0.08 9 n1a Na BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.1112-13 >999 240 Weight:230lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc purlins, except BOT CHORD 2x4 SP M 30`Except' end verticals. 3-15,5-11:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-9 REACTIONS. (lb/size) 9=1112/Mechanicai,17=1112/Mechanical Max Harz 17=83(LC 12) Max Uplift9=-664(LC 12),17=632(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-550/444,2-3=971/849,3-18=1439/1133,18-19=1439/1133,4-19=1439/1133, 4-5=1439/1133,5-6=1552/1184,6-20=-1552/1184,7-20=-1552/1184,1-1 7=-1 0841859 BOT CHORD 3-14=715/582,13-14=-860/985,12-13=-1187/1560,5-12=198/281,10-22=-702/933, 9-22=702/933 WEBS 2-16=-896/760,14-16=-434/452,2-14=876/1128,3-13=-411/659,4-13=-297/325, 10-12=676/883,7-12=-638/796,7-9=-1289/967,1-16_644/897 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2pst;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 8-9-10,Interior(1)a-9-10 to 30-2-4 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 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 Qt=lb)9=664, 17=632. 8)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. i i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE ILME Design valld for use oNy with MITek8 connectors.lhls'design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall n�T y. building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing `IYY�'IeM1• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute,,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T102D7136 74047 D3 MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:32 2017 Page 1 I D:zED PSK9W GjAV87HnbxpZOizjJ D?-hIUKX?DHaeQCC093FNf4r_bGb7Khw183mp2ojLzwOev r 5-0-0 13-5-15 21-10-1 30-4-0 5-0-0 8-5-15 8-4-3 8-5-15 Scale=1:54.1 4x8= 6.00 12 2x3 I 3x6= 3x4= 4x5= 2 13 3 4 14 5 15 6 4x4 i 1 12 11 16 10 9 17 8 18 �'.7 3x6 ii 3x4= 3x8= 3x6= 3x5= 3x6 II 5-0-0 13-5-15 i 21-10-1 i 30-4-0 5-0-0 8-5-15 8-03 8-5-15 Plate Offsets(X Y)-- f2.0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.11 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.29 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.08 8-10 >999 240 Weight:200lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-7,2-10,6-8 REACTIONS. (lb/size) 7=1 1 12/Mechanical,12=1 1 12/Mechanical Max Horz 12=141(LC 12) Max Uplift7=678(LC 12),12=-619(LC 12) Max Grav7=1220(LC 17),12=1191(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-826/622,2-13=-1213/988,3-13=1213/988,3-4=1213/988,4-14=1213/988, 5-14=1213/988,5-15=1014/749,6-15=-1014/749,6-7=-1063/904,1-12=-1172/889 BOT CHORD 11-1 6=-653/716,10-16=-653/716,9-10=749/1014,9-17=-749/1014,8-17=-749/1014 WEBS 2-11=500/502,2-10—449/725,3-10=483/565,5-10=323/271,5-8=-666/724, 6-8=993/1342,1-11=-636/961 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 13-5-15,Interior(1)13-5-15 to 30-2-4 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 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 Qt=lb)7=678, 12=619. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a inks system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Job Truss 7,,uss"Type Oty Ply DavisT10207137 74047 D4 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:55:33 2017 Page 1 I D:zEDPSK9W GjAV87HnbxpZOlzjJ D?-9x2j kLEvLxY3pYkFp5AJ OBBP3XfHfmXC?ToLFnzwOeu i 7-0-0 12-9-11 19-0-0 21-0-0 25-8-0 30-0-0 3Q-4-0 7-0-0 5-9-11 6-2-5 2-0-0 4-8-0 4-4-0 0-410 ; 4x6= Scale=1:56.7 3x4— 4x6= 3x4= 3x4= 3x4= 6.00 12 17 2 18 3 4 5 19 6 7 4x4 i 16 1 m 0 13 5x6= w 12 Ch 14 5 3x8 3.00 12 11 10 9 20 8 15 2x3 11 4x8= 3x6 I I 3x8= 7-0-0 15-2-0 19-0-0 21-0-0 25-8-0 30<f-0 7-0-0 8-2-0 3-10-0 2-0-0 4-8-0 4-8-0 Plate Offsets(X,Y)-- fl:Edge 0-1-121 f2:0-3-4 0-2-01 f4:0-3-0 Edgel f12:0-5-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.11 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.32 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.77 Horz(TL) 0.14 8 n1a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.14 13 >999 240 Weight:225 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc pUdins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-2-4 oc bracing. WEBS 1 Row at midpt 3-14,6-12,6-9,7-8,7-9,5-10 REACTIONS. (lb/size) 15=1126/0-8-0,8=1140/Mechanical Max Horz 15=198(LC 12) Max Upliftl5=-598(LC 12),8=-686(LC 12) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-1 6=-1 093/847,16-17=1011/856,2-17=952/869,2-18=-906/900,3-18=-906/900, 3-4=-1723/1424,4-5=1723/1424,5-19=-1196/933,6-19=-1196/933,6-7=-525/410, 1-15=10741931,7-13-1098/913 BOT CHORD 14-15=-318/146,13-14=-1418/1609,12-13=-963/1246 WEBS 2-14=-39/264,3-14=-1036/742,3-13=-145/476,5-13=634/679,9-12=451/577, 6-12=-919/1154,6-9=-1149/1003,1-14=-663/985,7-9_869/1112,5-12=-818/811 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-1-12 to 5-11-6,Interior(1)5-11-6 to 7-0-0,Exterior(2)7-0-0 to 12-9-11 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)15 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)15=598, 8=686. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual Truss web and/or chord members only.Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I[duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 it Jab Truss Truss Type Qty Ply Davis T10207136 74047 D5 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:55:34 2017 Page 1 I D:ZEDPSK9 W GjAV87HnbxpZOlzjJD?-dBc5yhFX6FgwRhJSNohYxPgekx1809PMD7XunDzwOet i-2-0-0 i 6-1-12 10-8-0 19-0-0 25-2-0 i 28-8-0 31-0-0 i 33-2-0 38-0-0 40-4-0 i 2 6-1-12 4-6-4 8-4-0 6-2-0 3-6-0 2-4-0 2-2-0 4-10-0 2-4-0 Scale=1:78.7 M= 4x5 3x4 11 3x6= 3x4= 5x8= 6.00 12 5 6 25 7 8 26 9 10, 5x8 i P4 4 m 3x4 i Cl) c� d) 3 °D 23 16 5x8= r4. 17 15 m Cl) 2 3x4 G 5x 01 19 18 14 13 12 11 3x5= 3x4 11 5x8= 3.00 F12 3x4 I I 4x8= 3x6 I 6-1-12 10 4-0 10r9-0 19-" 25-2-0 29-0-0 31-0-0 38-0-0 40" 6-1-12 4-_2 0-4-0 8-4-0 6-2-0 3-10-0 2-0-0 7-0-0 2-4-0 Plate Offsets(X Y)-- I4:0-4-0 0-3-01 (5:0-5-8 0-2-41 [9:0-6-0 0-2-81 [15:0-5-0 0-3-0) [18:0-6-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.12 17-18 >999 360 MT20 2441190, TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.32 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.10 16 >999 240 Weight:284lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-17,8-13,9-15,9-12,10-11 REACTIONS. (lb/size) 2=250/0-3-8,18=1859/0-8-0,11=1019/Mechanical Max Horz2=575(LC 12) Max Uplift2=-323(LC 12),18=-1424(LC 12),11=-581(LC 12) Max Grav2=254(LC 21),18=1859(LC 1),11=1019(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=304/394,3-23=292/444,3-4=-744/614,4-24=-843/498,5-24=731/520, 5-25=-1168/955,6-25=-1168/955,6-7=-1168/955,7-8=-1168/955,8-26=-878/739, 9-26=878l739,9-10=-283/236,1 0-1 1=-1 01 6179 1 BOT CHORD 2-19=-383/0,18-19=-383/0,17-18=-573/427,16-17=530/711,15-16=-668/919 WEBS 3-19=-374/203,3-1'8=-325/666,4-18=-1440/1359,4-17=-952/1267,5-17=-559/599, 5-16=530l764,6-16=-336/370,8-16=-313/423,8-15=-669/657,9-15=-700/953, 9-12=-83Of744,10-12=666/900 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft B=62ft;L=5811;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 19-0-0,Exterior(2)19-0-0 to 40-2-4 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)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 Qt=lb)2=323, 18=1424,11=581. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.f0/03/20i5 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing -M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcatlon,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T70207139 74047 D6 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:55:35 2017 Page 1 I D:zE DPSK9W GjAV87HnbxpZOlzjJ D?-5KAT91 FgtZon3ruexW CnTcDr3LKw7cU VSnHSJfzwOes -2-0-0 6-1-12 t0-&0 14-2-13 21-0-0 25-2-0 29-a0_ 31-0.0 3s-ao 4aa-0 2-ao s-1-1z a-s-a 3.6-12 6-" 4-2-0 3-1ao 2-0-0 u:0 ' 4-4-0 ' Scale=1:77.2 5x8= 3x4 11 3x4= 5x8= 6.00 F12 6 7 25 26 8 9 4x5 10 3x5 i 24 i 5 5x6 i 4 0 4 3x4 m 3 ° 23 16 m 17 5x8= 15 cb m 2 3x4% 5x id 1 o 19 18 14 13 12 27 11, 3x5= 3x4 I I 6x8= 3.00 12 3x4 11 3x8= 3x6 I I 26-3-12 6-i-12 10-0-0 1 -0 21-0-0 Et-12 4-2-4 1041-0 2-0 02- 211 23 32-0-0.0-0 36-00 440-4-00 -0 0-1-12 Plate Offsets(Y Y)-- (4.0-3-0 0-3-01 f6-0-6-0 0-2-81 (9:0-6-0 0-2-81 f15:0-5-0 0-3-01 (18:0-6-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.28 17-18 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.71 17-18 >502 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0,08 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.08 16 >999 240 Weight:298lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-18,9-15,9-12,10-11,8-13 REACTIONS. (lb/size) 2=258/0-3-8,18=1848/0-8-0,11=1023/Mechanical Max Horz2=575(LC 12) Max Uplift2=-323(LC 12),18=-1423(LC 12),11=-582(LC 12) Max Grav2=265(LC 21),18=1848(LC 1),11=1023(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=-255/383,3-23=-243/439,3-4=-772/630,4-5=-693/638,5-24=-923/661, 6-24=834/684,6-7=-1001/917,7-25=-1001/917,25-26=-1001/917,8-26=-1001/917, 8-9=--7701744,9-10=-452/402,10-11=984/839 BOT CHORD 2-19=367/0,18-19=367/0,17-18=-208/315,16-17=-570/813,15-16=-586/804 WEBS 3-19—372/183,3-18=402/779,5-18=-1513/1404,5-17=-427/701,6-17=-335/383, 6-16=-418/549,8-16=264/397,12-15=283/383,9-15=610/840,9-12=-768/668, 10-12=-577f783,8-15=-599/581,7-16=-294/337 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 21-0-0,Exterior(2)21-0-0 to 40-2-4 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 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)2=323, 18=1423,11=582. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I ®WARNING•Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev-10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors.Thls design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall v building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207140 74047 E SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:37 2017 Page 1 1 D:zEDPSK9W GjAV87HnbxpZOlzjJ D?-lj HDaj H PPA3U 19212wFFY119382hbaGov5mYOYzwOeq 42-0-2 -211 , e-6-0 15-e-0 21-11-4 W&l0 33.0-0 39-e-0 4z-0-0 2•o-0 8-6-0 7-2-0 6�?d 5.6-0 5-6-6 6-a-0 2d-0 2 Scale=1:80.3 5X8=s.00 12 3x4 11 3x6= 3x4= sxa_ 4 29 305 31 6 7 8 5x8 3 3x4 28 :::�:2 3 3 9 m N 10,; 27 16 0 4x5= 15 14 13 12 0 2 3x4= 3x6= 4x4= 3x6 I 3x5= "' � I 01 , 20 19 18 34 17 36= 3x4 I I 3x6 6x8= ,' 3x4= 42.0-0 B-6-0 141-0 15-60 21-7-10 21-11-4 27-5-10 33-0-0 9-E-0 i 3 40,0-0 i BE-0 5-10-0 1d-0 5-11-iD 0--0 5.68 Plate Offsets(X Y)f2:Edge 0-0-4) (3:0-4-0 0-3-0) (4:0-6-0 0-2-8) 18:0-6-0 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.21 20-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.19 20-23 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) -0.04 17 n/a Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:232 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30`Except` BOT CHORD Rigid ceiling directly applied or 5-2-4 oc bracing. 5-17:2x4 SP No.3 WEBS 1 Row at midpt 3-18,4-18,4-17 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=925/0-8-0,17=1468/0-7-4,12=829/0-8-0 Max Horz 2=300(LC 11) Max Uplift2=-1117(LC 12),17=-1249(LC 12),12=520(LC 12) Max Grav2=925(LC 21),17=1468(LC 1),12=830(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-27=-1188/1890,3-27=1094/1908,3-28=575/1047,4-28=-476/1071,4-29=122/347, 29-30=-122/347,30-31=-122/347,5-31=-122/347,5-6=120/333,6-7=-120/333, 7-8=-582/695,8-32=-694/645,32-33=-700/632,9-33=767/622 BOT CHORD 2-20=-1768/978,19-20=-1759/975,18-19=-1759/975,18-34=-757/434,17-34=-757/434, 16-17=-858/670,5-16=-3521407,15-16=-355/552,14-15_344/599,13-14=344/599 WEBS 3-20=-485/314,3-18=640/1190,4-18=1042/518,4-17=-722/1229,7-16=-723/465, 7-15=0/258,9-13=-368/501,9-12=-726/899 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft L=5811t;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 15-8-0,Exterior(2)15-8-0 to 38-9-10,Interior(1)38-9-10 to 42-0-15 zone;cantilever right exposed;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)except Qt=lb)2=1117, 17=1249,12=520. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.101012015 BEFORE USE. Design valid for use only with MITek®connectors.Thls design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer MU.Si verify the applicability of design parameters and property Incorporate this design Into the overall p�� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iMiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 1 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I , l Job Truss Truss Type Qty Ply Davis T10207141 74047 G SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:38 2017 Page 1 1 D:7EDPSK9W GjAV87HnbxpZOlzjJ D?-Wvrco2l2AU BLwJdDcemU5FrKFYMhKzKx8kV6w_zwOep z-o-o s3s 9-a0 1a,-o 14-10-0 0 25-2-0 IV 4o-3-6 2•ao s 3 s 2-e to 1-e o a-z-o a-z-o 6-2-0 7-3-7 7-9-15 Scale=1:75.7 5x6= 8 &B= 3x4 11 5x6= 4 5 3x5= 24 25 5x8 6.00 12 viz 3 7 26 23 12 �y o 22 5x8= 13 11 Ch 2 3x5% 3x4 10 10 of o i5 14 3.00 12 3x6 3x5 i 3x4=5x8= to-e-0 9-0-0 10-4-0 19-" 252-0 32-5-7 40-38 9-0-0 1.4-0 8-4-0 6-2.0 73-7 7-9-15 0-4-0 Plate Offsets(),Y)-- f2:0-2-10 0-1-81 (4:0-6-0 0-2-81 (9:0-4-0 0-3-01 (10:0-0-9 Edge1 (14:0-6-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.14 11-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.4011-12 >899 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.2215-18 >586 240 Weight:202lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc puriiris. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-12 REACTIONS. (lb/size) 2=-234/0-3-8,14=2508/0-8-0,10=818/0-7-6 Max Horz2=367(LC 11) Max Uplift2=-497(LC 11),14=1608(LC 12),10=491(LC 12) Max GraV14=2508(LC 1),10=859(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-647/1346,22-23=-637/1350,3-23=635/1421,3-4=753/1566,4-5=-1068/1762, 5-6_1076/1770,6-7=-368/383,7-24=-1212/839,8-24=-1203/862,8-25=1 1411894, 9-25=1234/870,9-26=-2254/1720,10-26=-2389/1705 BOT CHORD 2-15=-1353/719,14-15=1441/958,13-14—939/756,12-13=-169/470,11-12=1404/2100, 10-11=-1408/2117 WEBS 3-15=-320/485,4-15=-909/354,4-14=-1093/1310,5-14=-246/308,6-14_1299/970, 6-13=-948/1391,7-13=884f765,7-12=-309/689,8-12=374/670,9-12=-1216/1000, 9-11=0/319 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 9-0-0,Exterior(2)9-0-0 to 14-10-0,Interior(1)19-0-0 to 40-3-6 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will fit between the bottom chord and any other members. 6)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=497, 14=1608,10=491. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1-7473 rev.10703/2015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall r TT building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M�Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSUIPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Puss Truss Type Oty PlyTD T70207142 74047 SPECIAL 1 erence(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc. Wed Jan 11 15:55:39 2017 Page 1 I D:ZEDPSK9 W GjAV87HnbxpZOlzjJD?-_5P_?OJgxnJCXTBPALHjeSOVOyi_3UM5NOFfSRzwOeo i-2-0-0 6-3E 11-0-0 16-0-0 21-0-0 25-2-0 32-6-6 40-3-6 2-0-0 6-3-6 4-8-10 5-0-0 5-0-0 4-2-0 7-4-5 7-9-0 Scale=1:75.7 5x6= 7 5x6= 3x4= 5x6= 4 5 6.00 F12 27 &B ' 3x4 25 8 3 28 22 23 d 17 5xi = eJ 12 Ch co 2 13 3x4 10 3x4 I 9 Ia 0 1 3x4 o 15 14 3x5= 3x4 I 5x6= 3.00 12 3x6 6-3-6 10-4-0 10r8-0 16-0-0 21-0-0 25-2-0 32-8-6 40-3-6 6-3-6 4-0-10 0 5-0-0 4-2-0 7-4-6 7-9-0 Plate Offsets(X Y)-- f4:0-3-0 0-2-0] f8:0-3-4 0-3-4] (9:0-0-9 Edgel (14:0-3-0 0-2-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.14 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.40 10-11 >884 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.18 10 >999 240 Weight:203lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-10-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-14,8-11 REACTIONS. (lb/size) 2=-289/0-3-8,14=2580/0-8-0,9=802/0-7-6 Max Harz2=367(LC 11) Max Uplift2=529(LC 18),14=-1664(LC 12),9=-479(LC 12) Max Grav 14=2580(LC 1),9=854(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=633/1389,22-23=621/1404,3-23—613/1465,3-4=-1 13711846,4-5=179/511, 5-24=-572/532,24-25=-572/532,25-26=-572/532,6-26=-572/532,6-7=-1 1061819, 7-27=10641796,8-27=-1159/772,8-28=-2236/1645,9-28=-2371/1630 BOT CHORD 2-15=1454/712,14-15=-1454/712,13-14—1555/1314,12-13=-579/598,11-12=-225/694, 10-11=-1337/2078,9-1 0=-1340/21 00 WEBS 3-15=-366/231,3-14=-452/885,4-14=-1862/1339,4-13=-904/1290,5-13=-966/797, 5-12=83211247,6-12=-852/649,6-11=160/463,7-11=-381/651,8-1 1=-1 216/1027, 8-10=0/323 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 11-0-0,Exterior(2)11-0-0 to 16-9-10,Interior(1)21-0-0 to 40-3-6 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=529, 14=1664,9=479. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a inns system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional Temporary and permanent bracing Is always required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSUTPi1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandrla,VA 22314. Tampa,FL 33610 I Job Truss Truss Type city Ply Davis T10207143 74047 G2 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:55:40 2017 Page 1 I D:ZEDPSK9W GjAV87HnbxpZOlzjJ D?-SlzMCkJ I i5R39cmbj3oyAgwigM 1 Vot8Ec2_D?tzwOen -2-0-0 63-6 1a8-0 130.0 1&0-0 23-0-0 27-0-0 , 33-a4 40-3-6 r 2-0-0 6-3-6 4-4-10 2-0-0 5-0.0 SO-0 4-0-0 S8-0 7-3-2 Scale=1:75.1 5x6= 4x4= 5x6,- 9 10 28 11 5x6= 5x6= 6.00 12 6 3x4= 44 5 25 3x4 3x6-5- m 23 o 4 c 0 3 22 14 15 Sx8= r 3x4 m 2 13 3z4 0 1 16 18 17 5x8 12 3x5= 3x4 II 5x8= 3.00 F12 3X8' s a s sas 1a0o--4l-2 o 23-0-0 2-0 3o-aa 3-6i. 2o- a3-10- zNo 4 Plate Offsets(X,Y)-- f6:G-3-0 0-2-0) [9-0-3-0 0-2-7) (17:0-6-0 0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.17 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.46 15-16 >776 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.12 14 >999 240 Weight:261lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except' TOP CHORD Structural wood sheathing directly applied or 5-10-2 oc puriins, except 9-11:2x6 SP No.2 end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 11-12,7-16,11-13 REACTIONS. (lb/size) 12=904/0-7-6,2=12/0-3-8,17=2166/0-8-0 Max Horz2=586(LC 12) Max Upliftl2=-542(LC 12),2=-318(LC 11),17=-1609(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-716/849,3-22=704/857,3-4=-697/907,4-23=-1217/1078,5-23=1208/1170, 5-6=-545/474,6-7=-450/407,7-24=-1347/889,24-25=-1347/889,8-25=1347/889, 8-9=1497/1086,9-10=-1120/971,10-26=706/562,11-26=-706/562,11-12=848/755 BOT CHORD 2-18=-733/116,17-18=-733/116,16-17=-1082/805,15-16=409/456,14-15=-1134/1415, 13-14586/744 WEBS 4-1 8=360/240,4-17=435f783,5-17=1638/1435,5-16=-1018/1343,6-16=376/441, 7-16=-1282/1048,7-15=-833/1162,8-15=-760f712,9-14=-215/459,10-14=-482/524, 10-13=-685/742,11-13=-782/981 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 13-0-0,Extedor(2)13-0-0 to 18-9-10,Interior(1)23-0-0 to 40-1-10 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)12=542, it 2=318,17=1609. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTrEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for on Individual building component,not a trutss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing :6 iTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS17TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 11 Job Truss Truss Type Qty Ply Davis T10207144 74047 G3 SPECIAL 1 t Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:55:41 2017 Page 1 I D:zEDPSK9W GjAV87HnbxpZOlzjJ D?-wUXkQ4KwTPZwnmLoHmJBjtTu5mNNXJ60gikmXJzwOem i-2-0-0 I 6-M 10-8 0 15-0-0 20-0-0 25-0-0 29-4-0 33-4-0 , 37-8-0 , 40-3-6 , 02 0 6-3-6 4-4-10 4 5-0-0 4-0-0 4-41 2-7-6 Scale=1:78.1 5x6= 3x4= 5x6= 9 27 10 28 11 3x4 I 5x6= 5x12= 12 6.00 12 6 3X4= 3x5 i 25 8 3x6- 5 24 6 3x4 i 4 w 0 J2 op d 3 CO 23 16 5x8= 15 � 2 3x8� 14 Cl) 0 1 17 3x4= 4x8 19 18 13� 3x5= 3x4 11 5x8= 3.00 12 5x6= 6-3-6 10-4-0 10ra-0 15-0-0 25-2-0 28-0-0 29-4-g 33-4-0 40-3-6 -0-10 0-0-0 4-0-0 10-2-0 2-10-0 1-4-0 4-0-0 6-11-6 Plate Offsets(X,Y)-- (6:0-3-0 0-2-0) (9:0-3-0 0-2-01 (11:0-3-0 0-2-01 (18:0-6-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.25 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.67 16-17 >529 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.10 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wlnd(LL) 0.12 16 >999 240 Weight:276lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-17,10-14,12-13,11-13 REACTIONS. (lb/size) 2=60/0-3-8,18=2101/0-8-0,13=921/0-7-6 Max Horz 2=576(LC 12) Max Uplift2=283(LC 11),18=-1576(LC 12),13=-549(LC 12) Max Grav2=63(LC 21),18=2101(LC 1),13=921(1-0 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=664/782,3-23=652/839,3-4=1142/972,4-24=1136/1019,5-24=-1127/1064, 7-26=-1432/1115,8-26=-1432/1115,8-9=-928/758,9-27—787/763,10-27=787/763, 10-28=-580/578,11-28=580/578 BOT CHORD 2-19=671/84,18-19=671/84,17-18=-986/756,16-17=-642/739,15-16=-1229/1495, 14-15—492/600 WEBS 3-19=-365/241,3-18=4231751,5-18=-1576/1462,5-17=1037/1313,6-17=-222/343, 7-1 7=-1 1 0019 39,7-16=725/947,8-15=-979/801,10-15=391/469,10-14=-637/643, 11-14=-601/772,11-13=-883/777 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=5811;eave=7ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 15-0-0,Exterior(2)15-0-0 to 20-9-10,Interior(1)25-0-0 to 37-8-0,Exterior(2)37-8-0 to 40-1-10 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at Joint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at=lb)2=283, 18=1576,13=549. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE � Design valid for use only with MiTekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pq buliding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institutie,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply T10207145 74047 G4 SPECIAL 1 1 DavisJob Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:41 2017 Page 1 ID-1:1z EDPSK9WGjA5V87HnbxpZOlzjJ D?-wUXkQ4KwTPZwnm LoHmJ BjtTsRmP MXKLOgikmXJzwOem L2-0-0 -3-6 10-8-0 70-0 21-9-11 27 58-0 40-3-6 3 2-0 34 44-0-2- 44 Scale=1:78.3 Sx6= Sx8= � 9 10 5x6= 5x6= 4x5� 6.01) 12 6 3x4 3x5 i 24 25 3x6 i 23 m 4 5 0 3x4 i w m 3 m 22 15 cp 5x6= n 14 m 2 16 3x8 0 1 3x10% 13 3x4 zZ 18 17 12 3x5= 3x4 II 5x8= 3.00 12 3x8= 6-3-6 10-4-0 10r$-0 17-0-0 25-2-0 30-0-0 $1-4-g 35-8-0 368g 40-3-6 6-36 4-0-10 0-4-0 6-4-0 8-2-0 4-10-0 1-4-0 411 1-0� Plate Offsets(X Y)-- (6:0-3-0 0-2-01 f9:0-3-0 0-2-01 (10:0-6-0 0-2-81 rl7:06-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.11 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.30 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.10 15 >999 240 Weight:274lb FT='20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16,7-16,8-14,10-13,11-12 REACTIONS. (lb/size) 2=170/0-3-8,17=1951/0-8-0,12=960/0-7-6 Max Horz2=576(LC 12) Max Uplift2=-275(LC 12),17=-1493(LC 12),12=-571(LC 12) Max Grav 2=181(LC 21),17=1951(LC 1),12=960(LC 1) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=491/580,3-22=479/635,3-4=-944/802,4-5=-930/814,5-23=524/258, 6-23=440/280,6-24=-399/361,7-24=-399/361,7-25=-1227/1025,8-25=-1227/1025, 8-9=-776/711,9-10=-649/720,10-11=-482/459,11-12=-919/857 BOT CHORD 2-18=514/0,17-18=-514/0,16-17=747/592,15-16=-812/975,14-15—1033/1212, 13-14=-316/398 WEBS 3-18=370/223,3-17=-3811715,5-17=-1479/1426,5-16=-1028/1263,7-16—921l768, 7-15=421/572,8-14=906/823,10-14=-520/664,10-13=620/599,11-13=-584/722 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 17-0-0,Extedor(2)17-0-0 to 22-9-10,Interior(1)27-0-0 to 31-4-0,Exterior(2)35-8-0 to 40-1-10 zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at Joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=275, 17=1493,12=571. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verrfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev.1010312015 BEFORE USE Design valld for use only with MITek®connectors.1hls design Is based only upon parameters shown,and Is for on Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p��0 I building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Addltlonal temporary and permanent bracing `IV 6T �k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I I Job Truss Truss Type Qty Ply Davis T10207146 74047 35 SPECIAL 1 1 , Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc.Wed Jan 11 15:95:42 2017 Page 1 I D:zEDPSK9W GjAV87HnbxpZOlzjJD?-Og56dQLYEihnOww_rUgQF502e9mOGripX3MTJ31zwOel -2-D-0 _1 to- 10-8-0 14-10-0 19-0-0 25-2.0 29-0-0 i 31-0-1 35-11-15 i 40-3-6 2-0-0 6-31 4-4-10 4-2-0 4-2-0 6-2-0 3-10-0 2-0-1 4-11-14 4-3-7 Scale=1:78.5 5x6= _ 5x8 6.00 12 = 5x8 3x4 11 5x6= g 10 6 7 4x5 11 3x5 2 5 5x6 i P8 4 mo 3x4 i m ab 3 ao 22 15 m 5x8= n 16 14 2 3x4% 3xS 13 18 17 3x4 12 3x5= 3x4 11 5x8= 3.00 52 3x8= 6-3-6 10-4-0 10r$-0 19-0-0 25-2-0 25T11-15 30-0-1 $1-0-1 35-11-75 40-3-6 6-3-6 4-0-10 0-4-0 8-4-0. 6--2 0-9-15 4-0.2 -0 4-1If 14 4-3-7 ' Plate Offsets(X Y)-- f4:0-3-0 0-3-01 [6:0-6-0 0-2-81 19:0-3-0 0-2-01 f10:0-6-0 0-2-81 (17:0-6-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.12 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.31 16-17 >999 240 BCLL 0.0 Rep Stressincr YES WB 0.96 Horz(TL) 0.09 12 nta n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.09 15 >999 240 Weight:288lb FT=20% LUMBER- BRACING- TOP CHORD.2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-17,10-13,11-12 REACTIONS. (Ib/size) 2=249/0-3-8,17=1844/0-8-0,12=989/0-7-6 Max Horz 2=576(LC 12) Max Uplift2=-317(LC 12),17=-1435(LC 12),12=-587(LC 12) Max Grav2=257(LC 21),17=1844(LC 1),12=989(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=321/408,3-22=-309/464,3-4=-804/646,4-23=681/598,5-23=-666/649, 5-6=-747/588,6-24=1129/1003,7-24=-1129/1003,7-8=1129/1003,8-9=798/764, 9-10=-712/738,10-11=-471/437,11-12=-952/859 BOT CHORD 2-18=-386/0,17-18=-386/0,16-17=-256/344,15-16=523/703,14-15=-789/968, 13-14=-305/394 WEBS 3-18=-370/203,3-17=-3941751,4-17=-268/261,5-17=-1516/1385,5-16=-448/663, 6-16=448/471,6-15=-590l716,7-15=-327/392,8-15=-279/396,8-14=-781/715, 10-14=540/699,10-13=662/625,11-13=-602l760 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft-,L=58ft;eave=7ft-,Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 19-0-0,Exterior(2)19-0-0 to 24-9-10,Interior(1)29-0-0 to 31-0-1,Extehor(2)35-11-15 to 40-1-10 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb)2=317, 17=1435,12=587. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.Thls design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must'verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Welk` Is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207147 74047 G6 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Wed Jan 11 15:55:43 2017 Page 1 I D:zED PSK9W GjAV87HnbxpZOlzjJ D?-stfVrmMA_OpeO4VAPBMfolYC4Z2J?FUgIODtcCzwOek i-2-0-0 6-3-6 10-8-0 1 14-2-13 1 21-0-0 28-4-0 36-0-0 40.3-6 i 2-0-0 6-3-6 4-4-10 3-6-12 6-9-3 7-4-0 7-8-0 4�• Scale=1:76.8 5x8= 3x4= Sx6= 6.00 12 6 21 7 22 8 4x5 9 3x5 i 20 5 5x6 i 4 0 3x4 i O 6 3 19 12 w 13 Sx6= n 3x4% m 2 1 11` 15 14 3x8 10 = 3x4 6x8 II = 3.00 12 3x8 3x5 = 6-3-6 10-4-0 10r$-0 21-0-0 25-2-0 36-0-0 40-3-6 6-0-6 4-0-10 0-4-0 10-4-0 4-2-0 10-10-0 43-6 Plate Offsets(),Y)-- (4:0-3-0 0-3-0) (6:0-6-0 0-2-8) (8:0-3-0 0-2-01 (14:0-6-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.32 11-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.8211-12 >434 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.08 10 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 12 >999 240 Weight:262lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-14,7-11,8-11,9-10 REACTIONS. (lb/size) 2=292/0-3-8,14=1786/0-8-0,10=1004/0-7-6 Max Horz2=576(LC 12) Max Uplift2=347(LC 12),14=-1395(LC 12),10=597(LC 12) Max Grav2=297(LC 21),14=1786(LC 1),10=1004(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-19=210/344,3-19=198/382,3-4=703/562,4-5=-629/565,5-20=931/696, 6-20—845/719,6-21=965/914,7-21=-965/914,7-22=-405/475,8-22_405/475, 8-9=-486/431,9-1 0=-1 006/847 BOT CHORD 2-15=-335/0,14-15=-335/0,13-14=258/348,12-13=-605/820,11-12=755/942 WEBS 3-15=-373/181,3-14=-397/771,5-14=-1456/1377,5-13=-414/667,6-13=326/368, 6-12=-314/451,7-12—36/276,7-11=-801/688,9-11=-604/820 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=6211;L=58ft;eave=7ft Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 21-0-0,Extedor(2)21-0-0 to 40-1-10 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will fit between the bottom chord and any other members. 6)Bearing at Joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=347, 14=1395,10=597. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 'I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1 0/0 312 0 1 5 BEFORE USE. *�R Design valid for use only with MiTekO connectors.this design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use.the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall p,�f1T building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and fruss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T70207148 74047 GRA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Wed Jan 11 15:55:44i 2017 Page 1 1 D:zEDPSK9W GjAV87HnbxpZOlzjJ D?-K3Dt26Mo1KxVeE4NyvtuLW 5N EzL?krwq W gyQBezwOej -2-D-0 7-0-0 11-0-0 15-0-0 22-0-0 24.0-0 2-0=0 7-0-0 4-0-0 4-0-0 7-0-0 Scale=1:43.9 45= 3x4= 4x5= 3 17 4 18 5 6.00 F12 i d m 2 6 IT 0 7 0 1 70 19 9 20 21 8 3x4= 3x4= 06 3x4= 3x4= 7-0-0 15-" 22-" Plate Offsets(X,Y)-- f2:0-0-4 Edgel f6:0-0-4 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.16 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.44 8-10 >602 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.14 8-10 >999 240 Weight:99lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1469/0-8-0,6=1469/0-8-0 Max Horz 2=-201(LC 6) Max Uplift2=-1083(LC 8),6=-1082(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2464/1630,3-17=2150/1540,4-17=-2150/1540,4-18=-2150/1540,5-18=2150/1540, 5-6=2465/1630 BOT CHORD 2-10=-1242/2122,10-19=1482/2372,9-19=-1482/2372,9-20=-1482/2372, 20-21=-1 482/2372,8-21=-1 482/2372,6-8_1234/2122 WEBS 3-10=339/725,4-10=381/384,4-8—380/384,5-8=-339/725 NOTES- 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)2=1083, 6=1082. 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)99 Ib down and 298 Ib up at 7-0-0, 86 Ib down and 174 Ib up at 9-0-12,86 Ib down and 174 Ib up at 11-0-12,and 86 Ib down and 174 Ib up at 12-11-4,and 99 Ib down and 298 Ib up at 15-0-0 on top chord,and 261 Ib down and 186 Ib up at 7-0-0,63 Ib down and 4 Ib up at 9-0-12,63 Ib down and 4 Ib up at 11-0-12,and 63 Ib down and 4 Ib up at 12-11-4,and 261 Ib down and 186 Ib up at 14-11-4 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(he truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,3-5=-54,5-7=-54,11-14=20 Concentrated Loads(lb) Vert:3=99(F)5=-99(F)10=-261(F)4=-86(F)8=-261(F)17=-86(F)18=-86(F)19_37(F)20=-37(F)21=-37(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010 372 0 1 5 BEFORE USE. Design valid for use only with MITek®connectors.Tails design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer mast verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T702D7149 74047 GRB SPECIAL 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:45 2017 Page 1 I D:ZEDPSK9W GjAV87HnbxpZOlzjJ D?-oFmFGSN RW d3M FOfZWcO7tjeYeNgPT7QziKi_g4zwOei 42-0-2 -2-0-0 SB-3 11-5-4 16-5-0 21.11.4 26-7-2 32-3-0 39-8-0 42-0-0 2-0-0 6-8-3 5-9-1 4-11-12 5.6-4 4-7-14 5-7-14 7-5-0 2-0-0 2 Scale=1:80.1 5x8= i 6.00 F12 3x4 I 3x4= 5x6= 6 27 287 8 9 5x8 3x6 i 5 3x4 4 10 3x6 i 3 m 11i� � 16 6x10= 37 38 15 14 13 0 m 2 3x6= 4x8= 3x4 11 3x5= �' �t 21 29 30 20 31 19 32 18 34 35 3617 4x8 3x10 II 7x8= 5x8= 7x8= 6x10 11 4z-0-0 5-6.3 11 3-4 i65-0 21.7-10 21-`17-4 31-3-0 39.8-0 40rq-0 5-8-3 5-8-1 4-11-12 12-10 0.3-0 9-3-12 liW' rru Plate Offsets(X Y)-- (2.0-4-0 0-1-151 j6:0-6-0 0-2-81 f9.0-3-0 0-2-01 (16:0-2-8 0-2-41 f17:Edge 0-5-81 (18:0-4-0 0-4-81 f20:0-4-0,0-4-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.27 20-21 >949 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(fL) -0.43 20-21 >612 240 BCLL 0.0 Rep Stresslncr NO WB 0.96 Horz(TL) 0.06 17 n/a n1a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:542lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc puffins. BOT CHORD 2x4 SP M 30`Except' BOT CHORD Rigid ceiling directly applied or 5-8-5 oc bracing. 2-19,17-19:2x6 SP 240OF 2.OE,7-17:2x6 SP No.2 WEBS 1 Row at midpt 5-18,6-16 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=4413/0-8-0,17=8315/0-7-4,13=309/0-8-0 Max Horz2=317(LC 7) Max Uplift2=-2744(LC 8),17=-5054(LC 8),13=-183(LC 8) Max Grav2=4418(LC 17),17=8315(LC 1),13=902(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-9754/5779,3-4=-6491/3957,4-5=-6425/3969,5-6=-2762/1827,6-27=-1003/1896, 27-28=-100311896,7-28—1003/1896,7-8=-1022/1921,8-9=-813/342,9-10=-954/386 BOT CHORD 2-21=-5250/8662,21-29=-5250/8662,29-30=5250/8662,30-31=-5250/8662, 20-31=-5250/8662,20-32=-3488/5764,19-32=3488/5764,19-33=-3488/5764, 18-33=3488/5764,16-17=6975/4261,7-16=-310/271,16-37=-1003/743, 37-38=-1003/743,15-38=-1003/743,14-15=-1003/743 WEBS 3-21=-1448/2617,3-20=-3222/1959,5-20—2969/5061,5-18=-5007/3111, 6-18=-3130/5056,16-18=-1663/2871,6-16=-5991/3708,8-16—1356/852,8-14=-519/1007, 9-14=-434/353,10-14=-312/593,10-13=-883/273 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc,2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 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,with BCDL=1 O.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=2744, 17=5054,13=183. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITeM connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p�T p� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207749 74047 GRB SPECIAL 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Wed Jan 11 15:55:45 2017 Page 2 I D:zEDPSK9W GjAV87HnbxpZOlzjJ D?-oFmFGSN RW d3M FOfZW cO7tjeYeNg PT7QzlKi_g4zwOei NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2400 lb down and 1431 lb up at 7-0-12,1092 lb down and 668 lb up at 9-0-12,1092 lb down and 673 lb up at 11-0-12,1092 lb down and 684 lb up at 13-0-12,1165 lb down and 698 lb up at 15-0-12,1092 lb down and 710 lb up at 17-0-12,and 978 Ib down and 623 lb up at 19-0-12,and 979 Ib down and 622 Ib up at 21-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-6=-54,6-9=54,9-11=-54,11-12=-14,2-17=-20,16-24=20 Concentrated Loads(lb) Vert:29=-2400(13)30=-1092(B)31=-1092(B)321092(B)33=1092(B)34=-1092(B)35=978(B)36=-979(B) �I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.f0/03/2015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ��-��p�•YYYT building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ItlYf lek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 �I Job Truss Truss Type Qty Ply Davis T70207150 74047 GRC HIP i 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:46 2017 Page 1 I D:zED PSK9W GjAV87HnbxpZOlzjJ D?-H RKdTnO3HxB DtXE14JvMQxAkZn6dCn07_RXCXzwOeh i -2-0-0 7-0-0 10-4-0 17-4-0 r 2-0-0 7-0-0 3-4-0 7-0-0 Scale=1:34.2 4x8= 4x5= 3 15 4 6.00 12 m _o m 2 5 Ic 0 8 7 16 6 3x4= 2x3 11 3x6= 3x4= 3x5= 7-0-0 10-4-0 17-4-0 ' 7-0-0 3-4-0 7-0-0 Plate Offsets(X`)-- f2:G-1-0 Edgel )3:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.07 6-8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.13 8-14 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.17 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:74lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=1060/0-8-0,2=1176/0-8-0 Max Horz2=188(LC 7) Max Uplift5=-714(LC 8),2=-886(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1784/1213,3-15=-1538/1169,4-15=-1538/1169,4-5=-1790/1221 BOT CHORD 2-8=-976/1516,7-8=981/1531,7-16=-981/1531,6-16=981/1531,5-6=962/1523 WEBS 3-8=123/452,4-6=-142/456 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=21ft;B=6211;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will fit between-the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)5=714, 2=886. 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)155 lb down and 330 lb up at 7-0-0, and 86 lb down and 174 lb up at 8-8-0,and 155 lb down and 330 lb up at 10-4-0 on top chord,and 261 lb down and 186 lb up at 7-0-0, and 63 lb down and 4 lb up at 8-8-0,and 261 lb down and 186 lb up at 10-3-4 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=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-4=54,4-5=-54,9-12=-20 Concentrated Loads(lb) Vert:3=99(B)4=-99(B)8=261(B)6=261(B)15=86(B)16=-37(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND 1NCLUDEO M1TEK REFERANCE PAGE Mll-7473 rev.10103,2015 BEFORE USE Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 7DavT10207151 74047 GRD SPECIAL 1 1 nce(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Wed Jan 11 15:55:46 2017 Page 1 1 D:zED PSK9W GjAV87HnbxpZOlzjJD?-H RKdTn03HxBDtXE14JvMQxAdPn?I Cal 7_RXCXzwOeh i 6-0-0 11-4-0 16-8-0 23-6-0 30-4-0 6-0-0 5-4-0 5-4-0 6-10-0 6-10-0 Scale=1:57.2 4x10= 3x4 II 3xl0= 5x8 MTl8HS WB=3x4 II 5x14= 3x4= 1 2 16 3 4 5 17 6 7 13 11 io 8x14 MT18HS= 12 8xl4 MT18HS= 1 15 14 2x3 I 10 9 8 6x10 MT18HS= 3x4 11 3x4 11 6x8= 6x10 MT18HS=' 6-0-0 11-4-0 16-8-0 23-0-0 30-4-0 6-0-0 "_o 5-4-0 6-10-0 6-10-0 Plate Offsets(X Y)-- (4:0-4-0 Edgel 17:Edge 0-1-8) f9:0-3-8 0-3-0) (13:0-6-8 0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.46 11-12 >785 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -1.08 11-12 >334 240 MT18HS 244/190• BCLL 0.0 Rep Stresslncr NO WB 1.00 Horc(rL) 0.35 8 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.6611-12 >546 240 Weight:183lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins, except 4-7:2x4 SP M 31 end verticals. BOT CHORD 2x4 SP M 30`Except' BOT CHORD Rigid ceiling directly applied or 3-10-15 oc bracing. 11-13:2x4 SP M 31 WEBS 1 Row at midpt 1-15,1-13,3-13,6-11,6-8 WEBS 2x4 SP No.3`Except` 1-13,9-11,6-11,6-8:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 15=2420/Mechanical,8=2420/Mechanical Max Upliftl5=-1411(LC 8),8=-1411(LC 8) Max Grav 1 5=2584(LC 13),8=2584(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-2430/1435,1-2=-4753/2638,2-16—4829/2662,3-16=-4829/2662,3-4=-7611/4181, j 4-5=-7611/4181,5-17=7472/4117,6-17=-7472/4117,7-8=-368/304 BOT CHORD 2-13=-782/655,12-13=3938l7230,11-12=3938/7230,5-11=-758/637,9-10=-242/502, 8-9=-2174/3986 WEBS 1-13=-2859/5144,3-13=-2650/1444,3-12=0/401,3-11=-339/420,9-11=-1953/3523, 6-11=-2094/3731,6-9=-212/408,6-8=-4437/2419 NOTES- 1)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=6211;L=5811;eave=7ft;Cat.11; Exp C;Encl.,GCpi=O.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 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 100lb uplift atjoint(s)except Qt=lb) 15=1411,8=1411. 8)Girder carries hip end with 0-0-0 right side setback,0-0-0 left side setback,and 7-0-0 end setback. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-7=-118(F=-64),14-15=-44(F=-24),ll-13=-44(F=24),8-10_44(F=-24) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p�r building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ` ffek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erecfion and bracing of trusses and truss systems,seeANSi/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 G Job Truss Truss Type Qty Ply Davis T10207152 74047 GRE SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirek Industries,Inc. Wed Jan 11 15:55:47 2017 Page 1 I D:zED PSK9 W GjAV87HnbxpZOlzjJ D?-leu?g7Ph2FJ4Vhpyel Qby8jtAAOix7SGDeB4lzzwOeg 42-0-2 -20-0 7.3-7 13-8-0 17-1-10 21-11-4 26-5-10 35-0-0 39-8-0 42-0-0 2-0-0 7-3-7 6-0-9 3-5-10 4-8-10 6.6-6 6.66 4-8-0 2-" -2 Scale=1:80.3 3x8= 5x8= 6.00 Fi2 3x6= 5x6= 5 6 30 .317 32 33 8 934 35 36 10 3x6 G 11 3 4 12T�M `? tU N 18 EMO 37 38 39 17 40 41 42 16 is 43 14 0 v m 2 6x8= 3x6= 3x5= "� 01 4x8= 23 21 20 19 3x5 3x6= 3x8= 3x6 I = 42-" 7-3-7 13.8-0 1 17-1-10 21-7-10 21-1111-4 26-5-10 35-0-0 398-0_ _40r" 7-3-7 6-0-9 3-5-10 4.6-0 0.3-0 6-6-6 s-ss 4-a-0 uJ4W e-1w ' Plate Offsets(),Y)-- f5:0-6-0 0-2-81 (1010-3-0 0-2-0) (18:0-2-8 0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.13 21-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(fL) -0.17 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) -0.03 19 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:243lb FT='20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30`Except' BOT CHORD Rigid ceiling directly applied or 3-11-7 oc bracing. 7-19:2x4 SP No.3 WEBS 1 Row at midpt 9-18 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=845/0-8-0,19=1909/0-7-4,14=907/0-8-0 Max Horz 2=279(LC 8) Max Uplift2-1011(LC 8),19=-1811(LC 8),14=-673(LC 8) Max Grav2=846(LC 17),19=1909(LC 1),14=925(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3-1102/1185,3-4=955/1198,4-5=-556/683,5-6=-216/450',6-30=345/470, 30-31=-345/470,7-31=345/470,7-32=323/444,32-33=-323/444,8-33=-323/444, 8-9=-323/444,9-34=-760/702,34-35=760602,35-36=-7601702,10-36=-760/702, 10-11=9081731 BOT CHORD 2-23=-1140/916,22-23=-11401916,21-22=-1140/916,20-21=487/426,18-19=1866/1734, 7-18=-403/427,18-37=-616/917,37-38=-616/917,38-39=616/917,17-39=-616/917, 17-40=-616/917,40-41=-616/917,41-42=616/917,16-42=-616/917,15-16=-616/917 WEBS 4-23=253/282,4-21=-5711764,5-21=550/401,5-20-469/540,6-20=454/341, 18-20=-286/282,6-18=-860/989,9-18=-1479/1194,9-17=0/411,11-15=-666/843, 11-14=-837/683 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever right exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)2=1011, 19=1811,14=673. 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)49 lb down and 145 lb up at 22-11-4,49 lb down and 145 lb up at 24-11-4,49 lb down and 145 lb up at 26-11-4,49 lb down and 145 lb up at 28-11-4,49 lb down and 145 lb up at 30-11-4,and 49 lb down and 145 lb up at 32-11-4,and 125 lb down and 330 lb up at 35-0-0 on top chord,and 36 lb down and 9 lb up at 22-11-4,36 lb down and 9 lb up at 24-11-4,36 lb down and 9 lb up at 26-11-4,36 lb down and 9 lb up at 28-11-4, 36 lb down and 9 lb up at 30-11-4,and 36 lb down and 9 lb up at 32-11-4,and 78 lb up at 34-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. QW11R614@ 6P @$SE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ®WARNING-Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M➢-7473 rev.1010312DIS BEFORE USE. Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and Is for an Individual building component not A a truss system.Before use,the building designer must verify the applicabIDty of design parameters and properly Incorporate this design Into the overall Iva building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M ffek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207152 74047 GRE SPECIAL i i Job Reference(optional) ` Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:47 2017 Page 2 ID:zED PSK9 W GjAV87HnbxpZOlzjJ D?-(eu?g7Ph2FJ4Vhpyel Qby8jtAAOix7SGDeB41zzwOeg LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-54,5-10=54,10-12=-54,12-13=-14,19-24=-20,18-27=20 Concentrated Loads(lb) Vert:8=-49(F)10=-68(F)15=-18(F)32=49(F)33=49(F)34=-49(F)35=49(F)36=49(F)37=18(F)38=-18(F)39=18(F)40=-18(F)41=18(F)42=-18(F)43=49(F) I I ®WARNING.Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek(D connectors.llils design is based only upon parameters shown,and Is for an Individual building component,not a trim system.Before use.the building designer most verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI1 Quality Criteria,DSB-89 and 8CS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 � I Job Truss Truss Type Qty Ply Davis T10207153 74047 GRF MONO HIP 1 2 Job Reference o tional chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:55:48 2017 Page 1 ID:zEDPSK9WGjAV87HnbxpZOlzjJD?-DgSNuTPJpYRw6rO8BkxgVMG4gaiZgW DQRlweHPzwOef -2-0-0 7-0-12 9-9-0 13-6-8 17-4-0 _ 22-M 7-0-12 2-8-4 3-9-8 48= ;Scale=1:34.5 4x6= 3x4,!11 4 5 6 3x6 3 6.0D 12 dm 2 d 1 11 10 14 9 15 16 B 17 3x6= 3x10 4x6= 7 I 6x8= 6x8= 6x8= 7-0-12 9-9-0 7 17-4-0 7-0-12 2-8-4 3-9-8 3-9-8 Plate Offsets(X Y)-- (4:0-5-4 0-2-01 (7.0-4-0 0-4-81 (8-0-3-8 0-4-01 f9:0-2-12 0-4-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.33 Vert(LL) -0.09 11 >999 360 MT20 244/19Q TCDL 7,0 Lumber DOL 1.25 BC 0.76 Vert(fL) -0.20 11 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.83 HOrz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/PI2007 (Matrix-M) Wind(LL) 0.13 11 >999 240 Weight:245lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or a-2-0 oc bracing. 6-7:2x6 SP No.2 REACTIONS. (lb/size) 7=4696/0-8-0,2=3447/0-8-0 Max Horz2=372(LC 8) Max Uplift7=-2786(LC 8),2=2101(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-7014/4015,3-4=5079/3005,4-5=-3149/1875 BOT CHORD 2-11=3747/62091 10-11=-3747/6209,10-14=-3747/6209,9-14=-3747/6209, 9-15=-2771/4612,15-16=2771/4612,8-16=-2771/4612,8-17=-1875/3149, 7-17=-1875/3149 WEBS 3-11=-1 483/2672,3-92723/1661,4-9=-2387/4008,4-8=2374/1453,5-8=-2309/4002, 5-7=-5219/3108 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been Considered for this design. 4)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft L=58ft;eave=7ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=2786, l 2=2101. 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)2400 lb down and 1431 lb up at 7-0-12,1092 lb down and 668 lb up at 9-0-12,1092 lb down and 664 lb up at 11-0-12,and 1092 lb down and 652 lb up at 13-0-12, and 1092 lb down and 639 lb up at 15-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 ®WARNING-Verily des)gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.101031201S BEFORE USE. Design valid for use only with MITek6 connectors.This design is based only upon parameters shown,and is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Iva building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTe W Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd., Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207153 74047 GRF MONO HIP 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:4812017 Page 2 I D:zED PSK9W GjAV87HnbxpZOizjJ D?-DgSNuT PJpYRw6rO8BIo(gVMG4gaiZg W DQRlweH PzwOef LOAD CASES) Standard 1)Dead+Robf Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-6=-54,2-7=-20 Concentrated Loads(lb) Vert:112400(F)14=-1092(F)15=-1092(F)16=1092(F)17=-1092(F) I I Ii I� j j, r I i III I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE ml-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional Temporary and permanent bracing ...MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.,! Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I i � !I Job Truss Truss Type Oty Ply Davis T10207154 74047 GRG SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mrrek Industries,Inc.Wed Jan 11 15:55:49 2017 Page 1 ID:zEDPSK9WGjAV87HnbxpZOlzjJD?-h00m5pOxasZnk?yKISS32Zo9a_51 PjZgygBprzwOee -2-0-0 7-0-0 10-8-0 17-0-0 25-2-0 30-1-15 , 34-11-13 i 403-6 i 2-0-0 7-0-0 3$-0 6-4-0 8-2-0 4-11-145-3-9 j Scale=1:75.7 5x6= 6 3x4 Q 5x8 MT18HS= 4x8= 5x8= 7 3x6 8 6.00 F172 g q 3x4 9 22 12 23 m � 0 5x8= 24 n o ch C6 11 13 10 0 1 2 4x5 5- 3x4 Io 15 25 14 = 3x4 11 5x12 MT18HS= 3.00 12 4x6= 3x5 7-0-0 10-4-0 tOrb-0 17-" 25-2-0 32-8-10 40-3-6 7-0-0 3-4-0 0-4-0 6�-0 8-2-0 7-6-10 7-6-12 Plate Offsets(X�f3:0-6-0 0-2-8�f10:0-0-13 Edge], 14.0-10-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.19 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.5011-12 >710 240 MT18HS 244/190, BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.2811-12 >999 240 Weight:196lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-15 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 4-13 4-14:2x6 SP No.2 REACTIONS. (lb/size) 2=-40/0-3-8,14=2812/0-8-0,10=1151/0-7-6 Max Horz2=367(LC 7) Max Uplift2=528(LC 7),14=-1985(LC 8),10=986(LC 8) Max Grav2=100(LC 17),14=2812(LC 1),10=1151(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=369/1421,3-22=1172/2072,4-22=-1172/2072,4-5=-237/254,5-6=-1478/821, 6-7=-1434/857,7-8=-2631/1896,8-9=2702/1879,9-23=3082/2393,23-24=-3176/2486, 10-24=3325/2632 BOT CHORD 2-15=-1304/433,15-25=-1310/418,14-25=-1310/418,13-14=-2214/1468,12-13=-242/467, 11-121144/2040,10-11=-2230/2944 WEBS 3-15=-370/500,3-14=-1709/1331,4-14=-997/691,4-13=-1212/2125,5-13=-1000/720, 5-12=-611/1270,6-12=-398/864,7-12=-803l731,7-11=-586l759,9-11=-514l743 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.0psf 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. ;I 7)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=528, 14=1985,10=986. 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)195 lb down and 298 lb up at 7-0-0,126 lb down and 174 lb up at 9-0-12,and 213 lb down and 319 lb up at 36-3-5,and 260 lb down and 416 lb up at 38-3-5 on top chord,and 261 lb down and 186 lb up at 7-0-0,and 63 lb down and 4 lb up at 9-0-12 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 Continued on page 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. _�pq Design valid for use only with MITek®connectors.lids design Is based only upon parameters shown,and Is for an Individual building component,not C C� a trtrss system.Before use,the building designer must verlty the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ffek` Is.always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.' Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207154 74047 GRG SPECIAL 1 1 Jab Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:55:49 2017 Page 2 1 D:ZEDPSKgW GjAV87HnbxpZOIZjJ D?-h00m5pQxasZnk?yKISS32Zoga_51 P-jZgygBprzwOee LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-5=-54,5-6=-54,6-10=-54,14-16=20,12-14=-20,12-19=20 Concentrated Loads(lb) Vert:3=-99(B)15=261(B)22=-86(B)23=-173 24=-175 25=-37(B) Ii ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Davis T1o2o71ss 74047 GRK MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mrrek Industries,Inc.Wed Jan 11 15:55:50 2017 Page 1 I D:zEDPSK9W GjAV87HnbxpZOlzjJ D?-9DaBJ9RZLAheM9XW J9_lanLJIOOB8T5ivcPILlzwOed i -2-0-0 7-0-0 12-9-8 18-5-4 24-1-0 29-10-8 2-0-0 7-0-0 5-9-8 5-7-12 5-7-12 5-9-8 Scale=1:55.2 46= 3x4= 3x4= 5x6 WB= 4x4= 4x8= 3 18 19 20 4 21 22 5 23 6 24 7 25 26 27 8 6.00 12 rn 2 `"S 01 28 29 12 30 31 32 33 34 35 36 37 14 13 11 10 9 3x6—_ 3x5= 5x8 MT18HS= 4x4= 4x8= 4x6 11 3x4= 7-0-0 12-9-8 18-5-4 24-1-0 29-10-8 7-0-0 5-9-8 5-7-12 5-7-12 5-9-8 Plate Offsets(X,Y)-- j6:0-3-0 Edge1 f9:Edge 0-3-8i (10:0-3-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.22 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.5411-13 >663 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.37 11-13 >961 240 Weight:156lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. 4-14,5-13,7-11,8-10:2x4 SP M 30 WEBS 1 Row at midpt B-10 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=2037/Mechanical,2=1986/0-8-0 Max Horz2=293(LC 8) Max Uplift9=-1411(LC 8),2=-1424(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3555/2380,3-18=-3142/2221,18-19=3142/2221,19-20=-3142/2221, 4-20=3142/2221,4-21=-4254/2980,21-22=-4254/2980,5-22=-4254/2980, 5-23=4058/2822,6-23=-4058/2822,6-24=-4058/2822,7-24=-4058/2822, 7-25=-2705/1875,25-26=-2705/1875,26-27=2705/1875,8-27=-2705/1875, 8-9=1930/1432 BOT CHORD 2-14=-2198/3097,14-28=-2980/4254,28-29=-2980/4254,13-29=2980/4254, 12-13=2822/4058,12-30=-2822/4058,30-31=-2822/4058,11-31=-2822/4058, 11-32=-187512705,32-33=-1875/2705,33-34=-1875/2705,10-34=1875/2705 WEBS 3-14=-585/1130,4-14=-1385/945,4-13=0/326,5-11=-643/656,7-11=-1 119/1599, 7-10=1447/1238,8-10=-2181/3146 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will j 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)9=1411, j 2=1424. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. *�*� Design valld for use only with MITek®connectors.➢Us design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi'.Te,k' B always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I I Job Truss Truss Type Qty Ply Davis T10207155 74047 GRK MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mil-ek Industries,Inc.Wed Jan 11 15:55:50 2017 Page 2 I D:zEDPSK9W GjAV87HnbxpZOlzjJD?-9DaBJ9RZLAheM9XWJ9_I anLJ I OOBBT5ivcPILIzWOed NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)99 lb down and 298 lb up at 7-0-0,86 lb down and 174 lb up at 9-0-12,86 Ib down and 174 lb up at 11-0-12,86 lb down and 174 lb up at 13-0-12,86 lb down and 174 Ib up at 15-0-12,86 lb down and 174 lb up at 17-0-12,86 lb down and 174 lb up at 19-0-12,86 lb down and 174 lb up at 21-0-12,86 lb down and 174 lb up at 23-0-12,86 lb down and 174 lb up at 25-0-12,and 86 lb down and 174 lb up at 27-0-12,and 86 lb down and 174 lb up at 29-0-12 on top chord,and 261 lb down and 186 lb up at 7-0-0,63 lb down and 4 lb up at 9-0-12,63 lb down and 4 lb up at 11-0-12,63 lb down and 4 lb up at 13-0-12,63 lb down and 4 lb up at 15-0-12,63 lb down and 4 lb up at 17-0-12,63 lb down and 4 lb up at 19-0-12,63 lb down and 4 lb up at 21-0-12,63 lb down and 4 lb up at 23-0-12,63 lb down and 4 lb up at 25-0-12,and 63 lb down and 4 lb up at 27-0-12,and 63 lb down and 4 lb up at 29-0-12 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=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-8=-54,9-15=-20 Concentrated Loads(lb) Vert:3—99(B)6=-86(B)14=-261(B)4=-86(B)13=-37(B)19=-86(B)20=-86(B)21=-86(B)22=86(B)23=-86(B)24=-86(B)25=-86(B)26=-86(B)27=-86(B)28=-37(B) 29=-37(B)30=-37(B)31=-37(B)32=-37(B)33=-37(B)34=37(B)35=-37(B)36=-37(B)37=-37(B) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1070372015 BEFORE USE. �e Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a muss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criterlo,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexanddo,VA 22314. Tampa,FL 33610 i �I Job Truss Truss Type Qty ply Davis �f T10207156 74047 GRL COMMON 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Wed Jan 11 15:55:51 2017 Page 1 I D:zED PSK9W GjAV87HnbxpZOlzjJD?-dPBW W VSB6TpVZJ6jttVX7_taTol2tyxs7G91 ukzwOec i -2-0-0 5-1-4 9-4-0 13-6-13 18-8-0 2-0-0 5-1-4 4-2-12 4-2-12 5-1-3 Scale=1:34.8 45 11 4 6.00 12 3x6 3x6 3 5 6 2 m Ll0 0 1 10 15 9 8 16 17 7 18 19 5x6= 3xio II 6x8 7x8= 3x10 II 5x6= 5-1-4 9-4-0 13-6-13 18-8-0 5-1-4 4-2-12 4-2-12 5-1-3 Plate Offsets(X Y)-- f2:0-3-0 0-2-13)(6:0-3-0 0-2-131 f8:0-4-0 0-4-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.18 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.27 8-10 >839 240 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:209 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc puffins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 9-7-6 oc bracing. WEBS 2x4 SP No.3`Except` 4-8:2x4 SP M 30 REACTIONS. (lb/size) 6=5214/0-8-0,2=3655/0-8-0 Max Horz2=239(LC 7) Max Uplift6=-3193(LC 8),2—2423(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-7755/4906,3-4—6381/4074,4-5=6400/4081,5-6=9435/5814 BOT CHORD 2-10=-4290/6885,10-15=-4290/6885,9-15=-4290/6885,8-9=-4290/6885, 8-16=-5130/8435,16-17=-5130/8435,7-17=-5130/8435,7-18=-5130/8435, 18-19=-5130/8435,6-19=-5130/8435 WEBS 4-8—3435/5436,5-8=-3216/1974,5-7=-1522/2701,3-8=-1412/998,3-10=-714/1122 NOTES- 1)2-ply truss to be connected together With 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=621t;L=58ft;eave=7ft;Cat.li; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 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 atjoint(s)except Qt=lb)6=3193, ;I 2=2423. 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)2017 lb down and 1431 lb up at 7-0-12,1067 lb down and 673 lb up at 9-0-12,1077lb down and 658 lb up at 11-0-12,1071 lb down and 654 lb up at 13-0-12,and 1072 lb down and 657 lb up at 15-0-12,and 1072 lb down and 657 lb up at 17-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekrd connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ���•YYiii building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing --Mffek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Crlterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T70207156 74047 GIRL COMMON 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:55:51 2017 Page 2 I D:ZEDPSK9W GjAV87HnbxpZOlzjJ D?-dP8W W VSB6TpVzJ6jttVX7_taTol2tyxs7G91 ukzwOec LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loans(plf) Vert:1-4=-54,4-6=-54,2-6=-20 Concentrated Loads(lb) Vert:8=-1067(F)15=2017(F)16—1077(F)17=-1071(F)18=-1072(1`)19=-1072(F) j I I ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing :MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Pty Davis T10207157 74047 GRM SPECIAL i 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:51 2017 Page 1 ID:zEDPSK9WGjAV87HnbxpZOlzjJD?-dPSW WVSB6TpVzJ6jttVX7_tURokot2cs7G9lukzwOec -2-0-0 i 2-8-0 5-7-10 7-6-13 11-1-313.0-9 16-0-0 18-0-0 2-8-0 2-11-10 1-11-3 3-6-7 1-11-6 2-11-7 2-0-0 Scale=1:35.4 4.24 F12 4x8= 4x4= 4x10 5 6 5x10 4 7 6.00 12 0 cb 9 3 x10 i 14 13 12 11 4x10 8 m O 2 22 23 24 I I I j 1 3x6 11 4x5= 4x8= 3x6 11 3x4 1 15 10 3x6= 3x4 i 30 11 4x4 2-8-0 5-7-10 7-0-13 11-1-3 13-0-9 16-0-0 18-0-0 243-0 2-11-10 1-113 3-6-7 1-11-6 2-11-7 2-0-0 Plate Offsets'(X,l)-- f2:0-6-0 0-0-10f (3:0-2-8 0-3-4j (5:0-5-4 0-2-0) (8:0-0-13 0-2-01 (9:0-1-8 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.14 3-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.33 3-14 >657 240 BCLL 0.0 Rep Stresslncr NO WB 0.15 Horz(TL) 0.26 9 n/a rufa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.19 3-14 >999 240 Weight:112 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30`Except' TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc puffins. 1-4:2x4 SP M 31,7-9:2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.3`Except` 6-0-0 oc bracing:2-15,3-15. 2-15:2x4 SP M 30,3-8:2x8 SP 240OF 2.OE,9-10:2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=770/0-3-8,2=985/0-8-0 Max Horz2=176(LC 7) Max Uplift9=-459(LC 8),2—675(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-317/194,3-4=-1774/1006,4-5=-1533/905,5-6=-1480/906,6-7=1565/931, 7-8=-1940/1136,8-9=497/322 BOT CHORD 3-14=-785/1556,14-22=800/1587,13-22=-800/1587,13-23=691/1449,12-23=691/1449, 12-24=-943/1759,11-24=-943/1759,8-11=-920/1721,8-1 0=-1 90/341 WEBS 4-14=-122/258,4-13=-255/153,5-13=148/350,6-12=-174/372,7-12=-389/305, 7-11=-247/397 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)9=459, 2=675. 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)51 lb up at 5-7-10,34 lb down and 42 lb up at 7-0-0,80 lb down and 34 lb up at 7-6-13,51 lb down and 34 lb up at 7-9-13,51 lb down and 34 lb up at 9-4-0,51 lb down jl and 34 lb up at 10-10-3,80 lb down and 34 lb up at 11-1-3,and 34 lb down and 42 lb up at 11-8-0,and 80 lb up at 13-0-7 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=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-4=-54,4-5=-54,5-6=-54,6-7=-54,7-8—54,8-9=54,15-19=20,3-8=-20,10-16=20 Continued on page 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekm connectors.ibis design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the appiicab0lty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buctding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Davis T70207157 74047 GRM SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:51 2017 Page 2 ID:zED PSK9W GjAV87HnbxpZOlzjJD?-dPBW W VSB6TpVzJ6jttVX7_tU Rok9t2cs7G91 ukzwOec LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:14=28(8)13=-122(B)12=-122(B)11=17(B)22=-34(B)23=-46(B)24=-34(B) i� it 'I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek0 connectors.Mils design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing .MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and miss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 it II Job Truss Truss Type Qty Ply Davis T10207158 74047 J1 MONO TRUSS 12 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Wed Jan 11 15:55:52 2017 Page 1 I D:zED PSK9W GjAV87H nbxpZOlzjJ D?-5bhukrTgtnyMbShvQaOmfCQdGBCVcXD?MwurQAzwOeb -2-0-0 1-0-0 2-0-0 1-0-0 Scale=1:9.7 3 1 l 6.00 F12 2 0 0 a 1 0 1 3x4= 4 I 1-0-0 Plate Offsets(X,Y)-- f2:0-4-0 0-0-41 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 7 >999 240 Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudihs. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=20/Mechanical,2=238/0-8-0,4=-35/Mechanical Max Horz2=119(LC 12) Max Uplift3=-20(LC 1),2=-334(LC 12),4=-35(LC 1) Max Grav3=50(LC 12),2=242(LC 17),4=78(LC 12) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except Qt=lb) 2=334. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I� i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03l2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not i.Yq a truss system.Before use,the building designer mast verify the applicability of design parameters and properly Incorporate this design Into the overall n,� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing � �T�k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i I Job Truss Truss Type Qty Ply Davis T10207159 74047 J2 MONO TRUSS 7 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Wed Jan 11 15:55:52 2017 Page 1 I D:zED PSK9W GjAV87HnbxpZOlzjJ D?-5bhukrTgtnyMbShvQaOmfCQdGBCMcXD?MwurQAzwOeb r -2-0-0 2-5-9 2-0-0 2-5-9 Scale=1:13.4 3 6.00 FIT w u? N 2 I + 1 1 3x4= 4 2-5-9 2-5-9 Plate Offsets(X Y)-- f2:0-4-4 0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.00 7 >999 240 BCLL ' 0.0 Rep Stress Incr YES WB 0.00 HOrz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wjnd(LL) -0.00 7 >999 240 Weight:11lb FT=20% 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. REACTIONS. (lb/size) 3=36/Mechanical,2=235/0-8-0,4=12/Mechanical Max Horz2=158(LC 12) Max Uplift3=32(LC 12),2=-250(LC 12) Max Grav3=46(LC 17),2=241(LC 17),4=33(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=21ft;B=6211;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)3 except(jt=lb) 2=250. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i II, I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MY-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek®connectors.ibis design is based only upon parameters shown.and Is for an individual building component,not a miss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply Davis T10207160 74047 J3 MONO TRUSS 12 1 ' Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Wed Jan 11 15:55:532017 Page 1 ID:zEDPSK9WGjAV87HnbxpZOlzjJD?-ZoFGxBTSe54DDcG5_IX?CPzoObY2L_SgbaePydzwOea -2-0-0 3-0-0 2-0-0 3-0-0 Scale=1:14.8 3 6.00 12 m 0 w v 2 1 3x4= 4 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) -0.00 4-7 >999 240 Weight:13lb FT=20% 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. REACTIONS. (lb/size) 3=50/Mechanical,2=252/0-8-0,4=20/Mechanical Max Horz2=173(LC 12) Max Uplift3—50(LC 12),2=249(LC 12) Max Grav3=63(LC 17),2=260(LC 17),4=42(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb) 2=249. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ,I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only wilh MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a Irrus system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Nlek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and taus systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis ' T10207161 74047 J5 MONO TRUSS 11 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:55:53 2017 Page 1 I D:ZEDPSK9W GjAV87H nbxpZOlzjJ D?-ZoFGxBTSe54DDcG5_IX?CPzoObW EL_S9baePydzwOea -2-0-0 5-0-0 2-0-0 5-0-0 Scale=1:19.8 3 8 6.00 FIT 2 1 4 3x4= 5'0'0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(rL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.02 4-7 >999 240 Weight:19lb FT=20% 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. REACTIONS. (lb/size) 3=96/Mechanical,2=334/0-8-0,4=41/Mechanical Max Horz2=231(LC 12) Max Uplift3=-107(LC 12),2=-274(LC 12) Max Grav3=119(LC 17),2=349(LC 17),4=73(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Intedor(1)3-8-13 to 4-10-4 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)3=107, 2=274. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. IIII I i I I I I iI ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/201S BEFORE USE Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a inns system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'Mlek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply Davis T10207162 74047 J5A MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Wed Jan 11 15:55:54 2017 Page 1 I D:zED PSK9W GjAV87HnbxpZOlzjJ D?-2_pf8XU4POC4gmrIY?2EkdVOT?rG4Ril gE0yU3zwOeZ 5-0-0 5-0-0 ,Scale=1:18.7 2 T 6.00 rl2 1 3x4= 3 5-0-0 5-0-0 Plate Offsets(X Y)-- (1:0-0-4 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 3-6 >999 240 Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=215/0-8-0,2=99/Mechanical,3=45/Mechanical Max Horz 1=140(LC 12) Max Upliftl=-96(LC 12),2=-113(LC 12) Max Gravl=229(LC 17),2=122(LC 17),3=74(LC 3) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=581t eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)1 except(jt=lb) 2=113. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I I'I ®WARNING-Vwify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectols.This design is based oNy upon parameters shown,and is for an Individual building component not a truss system.Before use,the building designer mast verify the applicability of design parameters and properly Incorporate this design into the overall r building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing -. ffek` Is always required(or stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Davis T70207163 74047 J7 MONO TRUSS 32 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Wed Jan 11 15:55:54 2017 Page 1 I D:zEDPSK9W GjAV87HnbxpZOlzjJ D?-2—pf8XU4POC4gmr1Y?2EkdV5Z?nj4RilgEOyU3zwOeZ -2-0-0 7.0.0 2-0-0 7-0-0 'Scale=1:24.6 3 i 6.00 12 9 2 8 1 4 3x5= 7-" 7-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.15 4-7 >537 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.06 4-7 >999 240 Weight:26lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 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. REACTIONS. (lb/size) 3=140/Mechanical,2=422/0-8-0,4=57/Mechanical Max Horz2=288(LC 12) Max Uplift3=-159(LC 12),2=-310(LC 12) Max Grav3=173(LC 17),2=443(LC 17),4=103(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21fh B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 6-10-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)3=159, 2=310. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I� III it ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/032015 BEFORE USE Design valid for use only with MITek®connectors.This'design Is based only upon parameters shown,and Is for an Individual building component,not a tnrss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing --MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Davis ' T70207164 74047 JA SPECIAL 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:56:54 2017 Page 1 I D:zED PSK9W GjAV87HnbxpZOlzjJD?-2_pf8XU4POC4gmrlY?2EkdV7p?IK4Rilq EOyU3zwOeZ 2-8-0 6-6-7 2-0-0 2-8-0 3-10-7 Scale=1:23.5 4 6.00 FIT D 10 r N 3 4 0= 0 Ellcj 2 0 6 t 3x4 I 3x4= 28-0 667 2-8-0 3-10-7 Plate Offsets(X Y)-- f20-0-8 Edge1 f3:0-5-4 0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.04 3-5 >999 360 MT20 244/190', TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.11 3-5 >698 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.12 3-5 >660 240 Weight:26lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=118/Mechanical,2=407/0-8-0,5=62/Mechanical Max Horz2=275(LC 12) Max Uplift4=-122(LC 12),2=-304(LC 12),514(LC 12) Max Grav4=144(LC 17),2=427(LC 17),5=84(LC 3) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 6-4-11 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)5 except Qt=lb)4=122 ,2=304. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I'I �I I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev.10703J2015 BEFORE USE. Design valld for use only wilh MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must very the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members oNy. Additional temporary and permanent bracing 'MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 �I Job Truss TrUSs"T'p-e- Qty Pty DavisT102071 174047 JC7 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M1ek Industries,Inc.Wed Jan 11 15:55:55 2017 Page 1 I D:zEDPSK9W GjAV87HnbxpZOlzjJ D?-WAN 1 MsViAiKxSwQU6iZTHg21 P P47puyS2u7V 1 VzwOeY -21-0 2-8-0 7-0-0 ' 2-0-0 ' 2-8-0 4-4-0 Scale=1:24.6 4 6.00 12 0 11 a 10 3 410= 0 2 T 6 1 3x4 11 3x4= 2-8-0 2-8-0 4-4-0 Plate Offsets(XY)-- f2:0-0-4 Edge)�3:0-5-8,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.06 3-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.14 3-5 >579 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrc(fL) -0.07 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.14 3-5 >577 240 Weight:27lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 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 6-0-0 oc bracing. REACTIONS. (lb/size) 4=128/Mechanical,2=427/0-8-0,5=66/Mechanical Max Horz2=288(LC 12) Max Uplift4=-133(LC 12),2=-313(LC 12),5=14(LC 12) Max Grav4=156(LC 17),2=449(LC 17),5=91(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;13=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 6-10-4 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except Qt=lb)4=133 2=313. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev.101032016 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer most verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207166 74047 JD MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:55 2017 Page 1 ID:zEDPSK9W GjAV87HnbxpZOlzjJD?-WAN1 MsViAiKxSwQU6iZTHg2LuPGHpuyS2u7V1 VzwOeY 1-9-9 199 Scale=1:11.0 6.00 12 2 ' 1 � e 3 3x4= 1-9-9 1-9-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.00 6 >999 240 Weight:7lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-9-9 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=6510-3-8,2=37/Mechanical,3=29/Mechanical Max Horz 1=51(LC 12) Max Upiiftl=-17(LC 12),2=44(LC 12),3=16(LC 12) Max Grav1=66(LC 17),2=46(LC 17),3=37(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=211t;13=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)1,2,3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 'I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.Mils design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing .MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Md. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 ' I Job Truss Truss Type Qty Ply Davis T10207167 74047 JE1 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:65:56 2017 Pagel I D:ZEDPSKg W GjAV87HnbxpZ0lzjJD?-_NXPZC W KxOSo44?gfQ4ig2bRzpVGYJjbHYt3Zxzw0eX 0 -2 3-0-0 0- -2 3-0-0 Scale=1:12.3 4 3x5 11 6.00 12 3 m 0 w 4L e 21 3x4= 3x6 II 6 5 2-8-0 , 3-0-4-0 , ~— 2-8-0 0 -0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 7-0 Lumber DOL 1.25 BC 0.51 Vert(fL) 0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 6 >999 240 Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-107/Mechanical,5=-132/Mechanical,6=452/0-8-0 Max Horz6=82(LC 12) Max Uplift4=-107(LC 1),5=-132(LC 1),6=439(LC 12) Max Grav4=93(LC 12),5=127(LC 12),6=452(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-6=-230/534 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3)`This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)except Qt=lb)4=107, 5=132,6=439. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE. R Design valid for use only with MITek®connectors.Thls design Is based oNy upon parameters shown,and Is for an Individual building component,not H` a Inrss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing .MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I I Job Truss I Truss Type Qty Ply Davis T10207168 74047 JE3 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL - 7.640 s Apr 19 2016 M7ek Industries,Inc. Wed Jan 11 15:55:56 2017 Page 1 I D:ZEDPSK9 W GjAV87HnbxpZOlzjJD?-_NXPZCW KxOSo44?gfQ4ig2bRPpYwYJ3bHYt3ZxzwOeX 0-Q-2 5-0-0 0 -2 5-0-0 Scale=1:18.7 4 6.00 12 2x3 I 3 2 1 3x4= 6 5 2x3 11 2-0-0 -4-0 5-0-0 5-0-0_ 2.0-0 0-4-0 2-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.00 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.02 4 n/a rda BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:17lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=41/Mechanical,5=4/Mechanical,6=317/0-8-0 Max Horz6=140(LC 12) Max Upfift4—57(LC 12),6=-265(LC 12) Max Grav4=63(LC 17),5=28(LC 3),6=317(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-274/97 BOT CHORD 2-6=-101/278 WEBS 3-6=-199/462 NOTES- 1)Wind:ASCE 7-10;Vuft=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other five loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)4 except(jt=lb) 6=265. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. ILMER Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and Is for an Individual building component not ®i a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T102071ss 74047 JE5 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.W ad Jan 11 15:55:57 2017 Page 1 I D:zED PSK9 W GjAV67HnbxpZOlzjJ D?-SZVnnYWyhJafiEatD7cxMF7dKCn1 Hm5kW Ccc50zwOeW 0--2 7-0-0 0 -2 7-0-0 Scale=1:22.7 4 10 6.00 F12 2x3 II 3 2 1 3x4= 6 5 2x3 l i 2-o_o 2-1- 2 7-0-0 2-0-0 0-1-2 4-10-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.08 5-6 >713 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.04 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.03 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 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 REACTIONS. (lb/size) 4=103/Mechanical,5=38/Mechanical,6=368/0-3-8 Max Horz 6=1 97(LC 12) Max Uplift4=130(LC 12),5=78(LC 9),6=-372(LC 12) Max Grav4=129(LC 17),5=76(LC 3),6=368(LC 1) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-368/152 BOT CHORD 2-6=-133/370 WEBS 3-6=-329/510 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=21ft B=62ft,L=58ft;eave=7ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-0-0-15 to 5-8-11,Interior(1)5-8-11 to 6-10-4 zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except Qt=lb)4=130 ,6=372. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i' I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03,2015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i I I Job Truss Truss Type Qty Ply Davis T10207170 74047 JU MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, For[Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:55:57 2017 Page 1 I D:zED PSK9W GjAV87HnbxpZOlzjJ D?-SZVnnYWyhJafiEatD7cxM F7gCCudHoSkW Ccc5OzwOeW 0- -2 1-0-0 0 -2 1-0-0 Scale=1:7.1 6.00 FIT 3 2 1 3x4= 4 1-0-0 r 1-" LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.00 7 1Ur 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrc(FL) 0.00 ri/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:3 lb FT=20% 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. REACTIONS. (lb/size) 3=-0/Mechanical,4=74/Mechanical Max Horz3=58(LC 1),4=74(LC 12) Max Uplift4=81(LC 12) Max Grav4=74(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpj=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. li ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.Thls'deslgn Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Addilional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Buitding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i i Jo Truss =russType Oty Ply DavisT70207171 Job K 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Wed Jan 11 15:55:58 2017 Page 1 I D:ZEDPSK9 W GjAV87HnbxpZOlzjJ D?-wl39_uXaSdi W JN83nr7AvTgkW cBF04CuksMAdgzwOeV i -2-0-0 6-3-6 9-0-0 16-0-1 22-10-7 29-10-8 2-0-0 6-3-6 ' 2-8-10 7-0-1 6-10-5 7-0-1 Scale=1:55.2 4x6= 3x4= 3x6= 3x4= 44= 4 5 18 19 6 7 20 8 6.00 12 2x3\\ 3 17 m 2 01 13 72 11 10 9 3x5= 3x8= 3x6= 3x4= 4x4= 3x6 II 9-0-0 16-0-1 22-10-7 _� _ 29-10-8 9-0-0 7-0-1 6-10-5 ` 7-0-1 Plate Offsets(X Y)-- f2:0-2-8 Edgel - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.10 13-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.27 13-16 >999 240 BCLL 0.0 Rep Stresslncr YES WB 0.67 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.1411-13 >999 240 Weight:160lb FT=,20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-1 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 5-11-4 oc bracing. WEBS 1 Row at midpt 5-13,8-10 REACTIONS. (lb/size) 9=1087/Mechanical,2=1224/0-8-0 Max Harz 2=351(LC 12) Max Uplift9=-653(LC 12),2=-794(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-1898/1460,3-17=1821/1470,3-4=1703/1367,4-5=1508/1276,5-18=-1811/1448, 18-19—1811/1448,6-19—1811/1448,6-7=-1811/1448,7-20=-1324/1037, 8-20=1324/1037,8-9=-1025/884 BOT CHORD 2-13=-1536/1630,12-13=-1448/1811,11-12=1448/1811,10-11=-1037/1324 WEBS 3-13=-269/392,4-13=-347/504,5-13=453/280,5-11=194/330,7-11=530/584, 7-10=716/725,8-10=1219/1561 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 9-0-0,Exterior(2)9-0-0 to 17-2-7 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)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 Ot=lb)9=653, 2=794. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,I i ®WARNING-Verify design parameters and READ NO i TES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312013 BEFORE USE. Design valid for use only with MITek®connectors.Ttils'design is based only upon parameters shown,and Is for on Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall v building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi 7T ek• Is always required for stability and to prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Jab Truss Truss Type Oty Ply Davis T10207172 74047 K1 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:55:58 2017 Page 1 I D:ZEDPSKg W GjAV67HnbxpZOlzjJ D?-wl3g_uXaSdiW JN83nr7AvTgnlcCgOgzuksMAdgzwOeV -2-0-0 5-4-14 11-0-0 15-2-0 i 19-4-1 24-11-3 29-10-8 2-0-0 5-4-14 5-7-2 4-2-0 4-2-0 5-7-2 4-11-5 ti Scale=1:55.2 4x6= 3x4= 4x6— 4 5 622 6.00 12 3x4 i 23 3x4 3 7 m 0 21 20 24 2 8 T7 1 o, o 13 12 11 25 10 9 3x4 2x3 I 3x8— 3x6 3x8= 2x3 II 4x4= 3X8 I 5-4-14 11-0-0 19-4-1 24-11-3 29-10-8 5-4-14 5-7-2 B-4-1 5-7-2 4-11-5 Plate Offsets(X,Y)-- (2:0-2-10 0-1-81 f8:0-0-0 0-1-81 f8:0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.13 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.32 10-12 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.37 HOrzCTL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.11 12-13 >999 240 Weight:158lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-7 oc bracing. WEBS 2x4 SP No.3 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 2=1226/0-8-0,8=1097/Mechanical Max Horz2=271(LC 11) Max Uplift2=-816(LC 12),8=638(LC 12) Max Grav2=1236(LC 17),8=1101(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-20=-2013/1703,20-21=-1954/1710,3-21=-1908/1720,3-4=-1612/1430,4-5=-1387/1385, 5-221377/1345,6-22=1377/1345,6-23=-1529/1385,7-23=1598/1366, 7-24=-1834/1629,8-24=-1927/1614 BOT CHORD 2-13=-1484/1879,12-13=-1484/1879,11-12=-1068/1463,11-25=1068/1463, 10-25=-1068/1463,9-1 0=-1 362/1671,8-9=-1362/1671 WEBS 3-12=-485/546,4-12=-321/462,5-10_253/236,6-10=341/450,7-10=419/488 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 11-0-0,Exterior(2)11-0-0 to 19-4-1,Interior(1)27-6-8 to 29-10-8 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 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)2=816, 8=63B. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �I ®WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valld for use only with MITek®connectors.INs design Is based only upon parameters shown.and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery•erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207173 74047 K2 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:55:59'2017 Page 1 I D:zEDPSK9 W GjAV87HnbxpZOlzjJD?-OydYCEYD DxgNxXj FLYeP Rg DvzOYClbyl zW 5jAGzwOeU 8-4-10 13-0-0 1 17-4-1 21-11-7 29-10-8 8-4-10 r 4-7-6 4-4-1 4-7-6 7-11-1 Scale=1:51.5 4x8= 4x4= 3 4 6.00 FIT 3x4 i I 3x4 2 I 5 20 rn 19 6 18 21 0 1 6 m 91 o m I� 11 10 9 8 7 3x6 i 2x3 11 3x6 3x8= 2x3 11 5x6= 3x4= 8-4-10 13-0-0 17-4-1 21-11-7 29-10-8 8-4-10 4-7-1 4-4-1 4-7-6 7-11-1 Plate Offsets(X,Y)-- (1:0-2-9 0-1-81 (3:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.08 11-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.23 11-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.11 7-17 >999 240 Weight:154lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-12 oc bracing. WEBS 2x4 SP No.3 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1120/0-8-0,6=1 091/Mechanical Max Harz 1=284(LC 10) Max Upliftl=-655(LC 12),6=634(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-1855/1469,18-19=1752/1469,2-19=-1728/1482,2-3=-1419/1299,3-4=1211/1220, 4-5=1417/1285,5-20=-1705/1473,20-21=-1 741/1460,6-21=-1 830/1459 BOT CHORD 1-11=-1 212/1633,10-11=-1212/1633,9-10=-787/1211,8-9=787/1211,7-6=-1170/1558, 6-7=-1170/1558 WEBS 2-11=0/272,2-10=-591/579,3-10=364/460,4-8—360/395,5-8=-589/577,5-7=-7/259 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=711;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-9-10,Interior(1)5-9-10 to 13-0-0,Extedor(2)13-0-0 to 17-4-1,Interior(1)25-6-8 to 29-10-8 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5 "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)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)1=655, 6=634. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �I ®wARNiNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE Design valid for use only with MITekO connectors.Ttils deslgn Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek' Is always required for stabNllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply Davis T70207174 74047 K3 COMMON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:56:00 2017 Page 1 I D:zEDPSK9W GjAV87H nbxpZOlzjJD?-sBAwPaZr_EyEZhI RuG9e_ul4wQr2UzVBCArGijzwOeT i 7-10-4 15-2-0 22.5-13 29-10-8 i 7-10-4 7-3-12 7-3-12 7-4-11 Scale=1:53.3 4x6= 6.00 FIT 4 5x8 WB 19 5x6 WB-z�- 18 23 56 20 17 co 1 10 21 9 22 8 3x6 i 3x4= 4x6= 3x4= 5x6= 10-3-8 20-0-9 29-10-8 103-6 9-9-0 9-9-15 Plate Offsets(),Y)-- (1:0-2-9 0-1-8] (3:0-4-0 0-3-4] f5:0-2-12 0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.35 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.57 8-10 >628 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.06 7 n/a rt/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.11 10 >999 240 Weight:136lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-10-9 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right:2x4 SP No.3 REACTIONS, (lb/size) 1=1118/0-8-0,7=1092/Mechanical Max Horz 1=-329(LC 10) Max Upliftl=-652(LC 12),7=-637(LC 12) Max Grav 1=1 158(LC 17),7=1131(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=-1918/1376,2-17—1790/1390,2-3=1725/1336,3-18=-1719/1338,4-18—164311363, 4-19=-1633/1386,5-19=-1708/1361,5-6=-1714/1359,6-20=-1776/1413, 7-20=1894/1400 BOT CHORD 1-10=1126/1868,10-21=-578/1169,9-21=-578/1169,9-22=-578/1169,8-22=-578/1169, 7-8=-1095/1608 WEBS 4-8=-454/793,6-8=459/525,4-10=471/819,2-10=-474/544 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft B=62ft;L=58111;eave=7lt Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 5-9-10,Interior(1)5-9-10 to 15-2-0,Exterior(2)15-2-0 to 20-11-10 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members,With BCDL=1 O.Opsf. 5)Refer to girder(s)for truss to truss connections. ;I 6)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100lb uplift atJoint(s)except Qt=lb)1=652, 7=637. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for on Individual building component,not Iva a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Addilional temporary and permanent bracing .1 iTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricailon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Jab Truss Truss Type Qty Ply Davis T10207175 lob Tr COMMON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Wed Jan 11 15:56:00 2017 Page 1 I D:ZEDPSK9W GjAV87HnbxpZ0lzjJ D?-sBAwPaZr_EyEZhi RuG9e_ul4tQr3UzLBCArGijzw0eT 7-10-4 15-2-0 22-5-13 29-10-8 7-10-4 7-3-12 7-3-12 7-4-11 Scale=1:52.5 4x6= 6.00 ,2 4 5x6 WB- 5x6 WB� 2x3\\ 18 19 2x3 .23 56 20 17 1 7 n I� 0 0 10 21 9 22 8 3x6 i 3x4= 4x6= 3x4= 5x6= r 10-3-8 20-0-9 29-10-8 10-3-8 9-9-0 9-9-15 Plate Offsets(),Y)-- (1:0-2-9,0-1-81,(3:0-2-11,Edge),(5:0-2-11,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.35 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.57 8-10 >627 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 HOrz(fL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Wind(LL) 0.11 10 >999 240 Weight:136lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-10-9 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1118/0-8-0,7=1092/Mechanical Max Horz l=331(LC 10) Max Upliftl=652(LC 12),7=-637(LC 12) Max Gravl=1158(LC 17),7=1131(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-1 7=-1 918/1377,2-17=1790/1391,2-3=-1724/1337,3-18=-1718/1339,4-18=-1642/1364, 4-19=-1632/1387,5-19=1707/1362,5-6=-1713/1360,6-20=-1776/1414, 7-20—1894/1401 BOT CHORD 1-1 0=-1 12711869,10-21=-573/1164,9-21=-573/1164,9-22=-573/1164,8-22=-573/1164, 7-8=-1096/1608 WEBS 4-8=-460/800,6-8=467/532,4-10=-477/826,2-10=-482/551 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=581t;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 5-9-10,Interior(1)5-9-10 to 15-2-0,Exterior(2)15-2-0 to 20-11-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=652, 7=637. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.Os design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall I� building design. Bracing Indicated Is to prevent buckling of Indlvidual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207176 74047 KS SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:56:01 2017 Page 1 I D:ZEDPSK9W GjAV87HnbxpZOlzjJD?-KKkicwaTIY44ArteSzgtX51 EJgAmD RhKRpagE9zwOeS 7-10-9 15-2-0 22-5-8 30-3-6 7-10-9 7-3-7 7-3-7 7-9.14 Scale=1:53.9 4x6= 6.00 FIT 3 5x8 i 16 17 5x8 2 4 rz 15 18 7 5x8= m n eS 8 6 Cl) 1 2x3 I 2x3 11 5 ]a o 3.00 12 3x8% 3x8 7-10-9 15-2-0 22-5-8 _ 30-3-6 7-10-9 7-3-7 7-3-8 7-9-14 Plate Offsets(),Y)-- (1:0-0-10 Edqe) (2:0-4-0 0-3-01 (4:0-4-0 0-3-0] r5:0-0-13 0-0-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.31 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.78 6-7 >464 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.49 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.40 6-7 >901 240 Weight:131lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-7,4-7 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1120/0-8-0,5=1120/0-7-6 Max Horz 1=-335(LC 10) Max Upliftl=-653(LC 12),5=-653(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-3556/2494,2-15=3427/2509,2-16=-2520/1716,3-16=-2431/1740, 3-17=-2430/1739,4-17=-2519/1715,4-18=-3402/2493,5-18=-3532/2478 BOT CHORD 1-8=-2128/3418,7-8=-2134/3410,6-7=-2118/3173,5-6=-2112/3172 WEBS 2-8=0/295,2-7=1131/946,3-7=-1117/1807,4-7=-1133/931,4-6=0/290 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 5-9-10,Interior(1)5-9-10 to 15-2-0,Exterior(2)15-2-0 to 20-11-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)except Ot=lb)1=653, 5=653. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. !�I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.Rils design Is based only upon parameters shown,and Is for an Individual building component,not i �R a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ,Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Davis T1o2mm 74047 KJ7 MONO TRUSS 6 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Wed Jan 11 15:56:02 2017 Page 1 I D:zEDPSK9 W GjAV67HnbxpZOlzjJD?-pW IggGa5W sCxo?SgOgB63JrSE DepyOCTfrKNnbzwOeR i -2-9-15 6-" 9-10-1 2-9-15 6-M 3-10-1 4 Scale=1:25.0 3x4 12 4.24 FIT 3 11 10 2 13 14 6 15 1 ' 3x4= 2x3 II 5 3x4= 6-" 9-7-13 9-i10r1 6-0-0 3-7-13 0-2-0 Plate Offsets(X 1)-- (2:0-0-8 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.02 6-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 Rep Stresslncr NO WB 0.16 HOrz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=89/Mechanical,2=415/0-11-5,5=252/Mechanical Max Horz2=287(LC 8) Max Uplift4=-102(LC 8),2=-352(LC 8),5=-154(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=411/328,10-11382/316,3-11=-358/256 BOT CHORD 2-13=-273/360,13-14=273/360,6-14=273/360,6-15=273/360,5-15=-273/360 WEBS 3-5=-419/318 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=102, 2=352,5=154. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)64 lb down and 94 lb up at 1-6-1, 64 lb down and 94 lb up at 1-6-1,19 lb down and 92 lb up at 4-4-0,19 lb down and 92 lb up at 4-4-0,and 20 lb down and 149 lb up at 7-1-15,and 20 ib down and 149 lb up at 7-1-15 on top chord,and 57lb up at 1-6-1,57lb up at 1-6-1,22 lb up at 4-4-0,22 lb up at 4-4-0,and 17 lb down and 17 lb up at 7-1-15,and 17 lb down and 17 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-4=-54,5-7=-20 Concentrated Loads(lb) Vert:10=46(F=23,B=23)11=52(F=26,B=26)12=-39(1`20,B=-20)13=65(F=32,B=32)14=16(F=8,B=8)15=-25(F=-13, B=-13) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE M11-7473 rev.10/0 312 0 1 5 BEFORE USE Design valid for use only with MITek®connectors.This design Is based oNy upon parameters shown,and Is for an Individual building component,not a Truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall V building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional Temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 �I Jab Truss Truss Type Qty Ply Davis T10207178 74047 KJA SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:56:02 2017 Page 1 ID:zEDPSK9W GIAV87HnbxpZOlzjJD?-pW IggGa5WsCxo?SgOgB63JrVYDeNy2hTfTKNnbzwOeR i -2-2-0 2-10-0 6-0.14 2-2-0 2-10-0 3-2-13 Scale=1:21.2 4 c2 5.54 F12 N 3 46— 0 0 2 6 1 3x4 3x4 II = 2-10-0 6-0-14 2-10-0 3-2-13 Plate Offsets(X Y)-- i2:0-0-3 Edgel i3:0-0-0 0-0-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.03 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.05 6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 HOrz(fL) -0.03 5 Na n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:24lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30`Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6:2x4 SP No.3 REACTIONS. (lb/size) 4=66/Mechanical,2=183/0-8-11,5=23/Mechanical Max Horz2=248(LC 8) Max Uplift4=-79(LC 8),2=-188(LC 8) Max Grav4=84(LC 13),2=188(LC 13),5=54(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=21ft;B=62ft L=58ft;eave=71t;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except Qt=lb) 2=188. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)97 lb down and 131 lb up at 2-10-0, and 97 lb down and 131 lb up at 2-10-0 on top chord,and 72 lb up at 2-7-1,and 72 lb up at 2-7-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) ;I Vert:1-3=-54,3-4=-54,6-7=-20,3-5=-20 Concentrated Loads(lb) Vert:6=78(F=39,B=39)3=210(F=105,B=105) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/0-WOIS BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not +rip a truss system.Before use,the building designer must verify The appticablIlty of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207179 74047 KJB SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:56:03 2017 Page 1 I D:zED PSK9W GjAV87HnbxpZOlzjJ D?-Hjs21 bbj H9KoQ910ZOjLcW NgldydhVxdu73xJ2zwOeQ -2-2-0 2-10-0 6-0-14 2-2-0 2-10-0 - 3-2-13 Scale=1:21.2 4 m 5.54 F12 N 3 46— 0 0 2 Cl v Q 6 1 3x4 11 3x4= 2-10-0 6-0-14 2-10-0 3-2-13 Plate Offsets(X Y)-- (2:0-0-11 Edgel f3:0-0-0 0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.02 3-5 >999 360 MT20 244/190. TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.06 3-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 HOrc(fL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.03 3-5 >999 240 Weight:24lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6:2x4 SP N o.3 REACTIONS. (lb/size) 4=117/Mechanical,2=272/0-8-11,5=65/Mechanical Max Harz 2=202(LC 8) Max Uplift4=-123(LC 8),2=-220(LC 8),5=-11(LC 8) Max Grav4=146(LC 13),2=272(LC 1),5=85(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft B=62ft L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=O.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide Will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except Qt=lb)4=123 ,2=220. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-3=-36(F=9,B=9),3=-36(F=9,B=9)-to-4=-82(F=-14,B=-14),7=0(F=10,B=10)-to-6=-14(F=3,3=3), 3=-13(F=3,B=3)-to-5=-30(F=-5,B=-5) ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p�T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing `IVYO Ilk" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i I Job Truss Truss Type Qty Ply Davis T10207180 74047 KJE5 MONO TRUSS 1 1 Jab Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:56:03 2017 Page 1 I D:zEDPSK9W GjAV87HnbxpZOlzjJ D?-Hjs21 bbj H9KoQ910ZOjLcW N gjdwdhTXdu73xJ2zwOeQ 3-2-14 9-10-1 0- -3 3.2-14 6-7-3 4 Scale=1:23.1 I i 4.24 12 11 3x4 10 3 2 LHJ 12 13 14 3X4= 6 4x4 2x3 11 5 2-9-3 3-2-14 9-0-1 2-93- 0-5-11 6-73 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.11 5-6 >740 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.15 5-6 >516 180 BCLL 0.0 Rep Stresslncr NO WB 0.15 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:41lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical,6=344/0-11-5,5=-59/Mechanical Max Harz 6=197(LC 8) Max Uplift4=-133(LC 8),6=-731(LC 8),5=-135(LC 9) Max Grav4=90(LC 1),6=344(LC 1),5=19(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=90/471 BOT CHORD 2-12=399/98,6-12=-399/98,6-13=399/0,13-14=-399/0,5-14=-399/0 WEBS 3-6=-406/267,3-5=0/405 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=133, 6=731,5=135. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)16 lb down and 164 lb up at 4-4-0, 16 lb down and 164 lb up at 4-4-0,and 12 lb down and 99 lb up at 7-1-15,and 12 lb down and 99 lb up at 7-1-15 on top chord,and 46 lb down and 109lb up at 1-6-1,46 lb down and 109 lb up at 1-6-1,134 lb up at 4-4-0,134 lb up at 4-4-0,and 28 lb up at 7-1-15,and 28 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,2-4=-54,5-7=-20 Concentrated Loads(Ib) Vert:10=138(F=69,B=69)11=71(F=36,B=36)12=-91(F=-46,B=-46)13=183(F=92,B=92)14=45(F=22,B=22) ®WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a mass system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek' Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply Davis T10207181 74047 KJM SPECIAL 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Wed Jan 11 15:56:03 2017 Page 1 I D:zED PSK9W GjAV87H nbxpZOlzjJD?-Hjs21 bbj H9KoQ91 OZOjLcW NffdwLhVxdu73xJ2zwOeQ -2-2-0 2-10-0 7-6-10 i 2-2-0 2-10-0 4-8-10 11 I, Scale=1:24.4 4 5.54 F12 O 0 N 3 x6= 0 2 0 cj 6 1 3x4 3x4 I I = 2-10-0 7-6-10 22 101 4-8-10 Plate Offsets(X Y)-- (3:0-4-0 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.07 3-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.17 3-5 >519 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horc(FL) 0.07 5 n/a rVa BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Wind(LL) 0.11 3-5 >796 240 Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6:2x4 SP No.3 REACTIONS. (lb/size) 4=190/Mechanical,2=351/0-8-11,5=98/Mechanical Max Horz2=274(LC 8) Max Uplift4=-215(LC 8),2=-246(LC 8),5=-13(LC 8) Max Grav4=247(LC 13),2=351(LC 1),5=124(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=6211;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb)4=215 ,2=246. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �I LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-3=-36(F=9,13=9),3=-36(F=9,B=9)-to-4=102(F=-24,B=-24),7=0(F=10,B=10)-to-6=-14(F=3,13=3), 3=13(F=3,B=3)-to-5=-38(F=9,B=-9) i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIJ-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek@)connectors.This design is based oNy upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall r building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MT-ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 i I i Job Truss Truss Type Qty Ply Davis T70207182 74047 M SPECIAL i 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:56:04,2017 Page 1 I D:zED PSKg W GjAV87HnbxpZOlzjJD?-IVQRFxcL2TSf1 ICD75Ea8kwiI1 BBQv8m7npUrUzwOeP 9-4-0 i 16-0-0 18-0-0 2.0-0 211 6-8-0 6-8-0 2-0-0 Scale=1:37.8 5x8 MTI8HS= 4 i 17 6.00 F12 16 18 3 x8 i 7x12= 56 0 8 2 � I 3x4 I I 1 9 7 3x6= 3x4 I I 3x4 I I 4x6— 2-8-0 94-0 16-0-0 18-0-0 2-8-0 6-8-0 6-8-0 Plate Offsets(X,Y)f2:0-6-0 0-0-6)f3-0-2-4 0-2-8) f5:0-3-3 Edgel�6:0-0-0 0-1-2) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.23 5-8 >939 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.53 5-8 >410 240 MT18HS 244/190 BCLL 0.0 Rep Stresslncr YES WB 0.20 Horz(TL) 0.38 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.33 5-8 >652 240 Weight:82lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30`Except' TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc puffins. 4-6:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP N0.3*Except` 2-9:2x4 SP M 30,3-5:2x6 SP 240OF 2.OE,6-7:2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 6=608/0-3-8,2=835/0-8-0 Max Horz 2=227(LC 11) Max Uplift6=-353(LC 12),2=588(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-298/201,3-16=-1067/820,4-16=988/843,4-17=-967/863,17-18=988/850, 5-18=-1045/842,5-6=417/386 BOT CHORD 3-8=-550/885,5-8=549/883,5-7=-237/294 WEBS 4-8=-293/514 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Intedor(1)3-8-13 to 9-4-0,Extedor(2)9-4-0 to 15-1-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. !, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)6=353, 2=588. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before Use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply TDav's T70207183 74047 Nit SPECIAL 2 Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Wed Jan 11 15:56:05 2017 Page 1 I D:zEDPSK9W GjAV87HnbxpZOlzjJD?-D5-1SHdzpnaW fSB PhplphxTtVRXQ9MNwLRY1 NwzwOeO i -2-0-0 2-8-0 9-4-0 16-0-0 18.0-0 2-0-0 2-8-0 6-8-0 6-8-0 1 2-0-0 'Scale=1:36.2 4x6= 4 6.00 F12 17 16 18 2 3 x8 8 I 7x12 ZZ 5 1I6 m 0 3x4 11 1 9 7 3X= 3x4 I i 3x4 I I 4x6 2-8 9-4-0 16-" 18-0-0 2112-0 6-8-0 6-8-0 2-.9 Plate Offsets(KY)f2:0-6-0 0-0-61 (3:0-2-4 0-2-8] (5:0-3-3 Edgel (6:0-0-0 0-1-21 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.23 5-8 >940 360 MT20 244/190 TCDL 7.0 Lumber DOL 1,25 BC 0,64 Vert(TL) -0,53 5-11 >411 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 HOrc(fL) 0.38 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.33 5-8 >652 240 Weight:82lb FT=,20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30'Except` TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc puffins. 4-6:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.3`Except` 2-9:2x4 SP M 30,3-5:2x6 SP 240OF 2.OE,6-7:2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 6=609/0-3-8,2=835/0-8-0 Max Horz 2=231(LC 11) Max Uplift6=-353(LC 12),2=-588(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-301/202,3-16_1051/806,4-16=970/829,4-17=-950/851,17-18=-970/837, 5-18=-1029/829,5-6=-417/386 SOT CHORD 3-8=532/865,5-8=-530/863,5-7=-237/294 WEBS 4-8=-297/516 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft Cat.Ii; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-8-13,Interior(1)3-8-13 to 9-4-0,Exterior(2)9-4-0 to 15-1-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)6=353, - 2=588. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.Ttils design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord membets only.Additional temporary and permanent bracing Mffek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA22314. Tampa,FL 33610 I , Job Truss Truss Type Qty Ply Davis T10207184 74047 MV2 VALLEY 5 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Wed Jan 11 15:56:05 2017 Page 1 I D:ZEDPSK9W GjAV87HnbxpZOlzjJD?-D5_pSHdzpnaW fSBPhplphxT2ORgr9PRwLRY1 NwzwOeO 2-0-0 2-0-0 Scale=1:7.9 2 6.00 FIT ,I 1 3 3x4 5'- LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight:5lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2.4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=51/2-0-0,2=37/2-0-0,3=14/2-0-0 Max Horz 1=40(LC 12) Max Upliftl=20(LC 12),2=-44(LC 12) Max Gravl=54(LC 17),2=46(LC 17),3=28(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- - 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft B=62ft;L=58ft;eave=7ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will fit between the bottom chord and any other members. 5)Bearing at joint(s)2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)1,2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE"1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Davis T10207185 74047 MV4 VALLEY 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirek Industries,Inc.Wed Jan 11 15:56:06;2017 Page 1 I D:ZEDPSK9W GjAV87HnbxpZOlzjJ D?-hiYBgddca4iN HcmbFW G2E9?6CrzN usg3a51 bwmzwOeN 4-0-0 4-0-0 Scale=1:13.0 2 3x4 I I 6.00 12 i 1 3 3x4 i 3x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lrPI2007 (Matrix) Weight:141b FT=20% LUMBER- BRACING- TOP CHORD 2.4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=120/4-0-0,3=120/4-0-0 Max Horz 1=93(LC 12) Max Upliftl=-47(LC 12),3=-93(LC 12) Max Grav1=126(LC 17),3=140(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4)`This truss has been designed for a live load"of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 6)"Semi-dgld pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. it �I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only With IvIlTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a buss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing .MiTek` 5 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207186 74047 MV6 GABLE 3 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirek Industries,Inc.Wed Jan 11 15:56:06 2017 Page 1 I D:zED PSK9 W GjAV87HnbxpZOlzjJD?-hlYBgddca4iN HembFW G2E9?7ArtU usg3a5lbwMzwOeN 6-0-0 r 6-0-0 Scale=1:18.1 2 3x4 I I i i 6.00 12 El 3 3x4 3x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a Na BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:21lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=194/6-0-0,3=194/6-0-0 Max Horz 1=151(LC 12) Max Upliftl=-75(LC 12),3=-151(LC 12) Max Grav1=203(LC 17),3=227(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-175/345 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=711;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)1 except Gt=1b) 3=151. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only vdth MITekO connectors.This design is based only upon parameters shown-and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall r��l building design: Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MjT ek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply Davis T10207167 74047 MV7 VALLEY i 1 Job Reference(optional) ' Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MUek Industries,Inc. Wed Jan 11 15:56:06 2017 Page 1 I D:zED PSK9 W GjAV87HnbxpZOlzjJ D?-hiYBgddca4iN HcmbFW G2E9?8Jr_ugN3a5lbwMzwOeN 7-0-0 7-0.0 I, Scale=1:20.6 3 3x4 II 6 ,I 6.00 F12 2x3 I I 2 1 i it 5 4 3X4 i 2x3 3x4 II I LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) n/a n/a 999 MT20 244/190„I TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress incr YES WB 0.15 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:27lb FT=120% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=75/7-0-0,4=97/7-0-0,5=289l7-0-0 Max Harz 1=179(LC 12) Max Uplift4=76(LC 12),5=-225(LC 12) Max Grav1=75(LC 1),4=114(LC 17),5=339(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=318/125 WEBS 2-5=-261/495 NOTES- 1)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-7-7 to 6-5-0,interior(1)6-5-0 to 6-10-4 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)4 except(jt=lb) 5=225. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOITES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.TF is design Is based only upon parameters shown,and Is for an Individual building component,not a Truss system.Before use,the building designer must verify the applicablilty of design parameters and properly Incorporate this design Into the overall p��T building destgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing `IMif ek. B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabricatlon,storage,delivery,erection and bracing;of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Davis T10207188 74047 MVA GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:56:07 2017 Page 1 I D:ZEDPSK9 W GjAV87HnbxpZOlzjJ D?-9U5ZtzeELOq EumKooEnH mMYF4EL6dFfDpl18SpzwOeM -2-0-2 6-9-8 2-0-2 6-9-8 Scale=1:35.7 4 3x 6.00 12 2x3 I 9 3 6x8 i 8 2 1 i 7 6 5 3x4 11 3x4 11 6x8= I Plate Offsets(XY)-- f2:0-2-7 0-3-01�6:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.02 1 n/r 120 BCLL 0.0 Rep Stresslncr NO WB 0.27 HOrc(fL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight:46lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30`Except` BOT CHORD Rigid ceiling directly applied or 8-11-3 oc bracing. 2-6:2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=238/6-9-8,5=12216-9-8,6=241/6-9-8 Max Horz7=285(LC 12) Max Uplift7=-19(LC 8),5=-103(LC 12),6=-368(LC 12) Max Grav7=238(LC 1),5=191(LC 17),6=432(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=368/155,2-6=-462/133,3-8=453/147,4-5=111/319 BOT CHORD 6-7=685/159 WEBS 3-6=-288/659,2-6=-213/919 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21fh B=62ft;L=58ft;eave=2ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)-2-0-15 to 3-8-11,Exterior(2)3-8-11 to 6-7-12 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except Qt=lb)5=103 ,6=368. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek* Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i !I Job Truss Truss Type Qty Ply Davis T10207189 74047 MVB GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Jan 11 15:56:07 2017 Page 1 I D:zED PSK9W GjAV87Hnb1rpZOlzjJD?-9U5ZtzeELOgEumKooEnHmMYF4ELkdGLDpll8SpzwOeM -2 6-9-8 2-0-2 6-9-8 Scale=1:29.5 4 3x4 6.00 12 2x3 11 9 3 6x8 8 2 1 7 6 5 3x4 11 6x8= 3x4 11 I Plate Offsets(X,Y)-- (2'0-2-7 0-3-Of [6:G-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.02 1 n/r 120 BCLL 0.0 Rep Stresslncr NO WB 0.23 HOrz(fL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30`Except` BOT CHORD Rigid ceiling directly applied or 8-11-3 oc bracing. 2-6:2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=238/6-9-8,5=122/6-9-8,6=241/6-9-8 Max Harz 7=285(LC 12) Max Uplift7=-95(LC 12),5=-103(LC 12),6—260(LC 12) Max Grav7=238(LC 1),5=142(LC 17),6=327(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-222/334,2-8=-462/133,3-8=-453/147,4-5=111/318 BOT CHORD 6-7=-685/159 WEBS 3-6=-288/660,2-6=-1781771 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=2ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)-2-0-15 to 3-8-11,Exterior(2)3-8-11 to 6-7-12 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 7)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)7 except(Jt=lb)5=103 6=260. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with IAITek6 connectors.This design Is based oNy upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicabtllty of design parameters and property Incorporate this design into the overall v building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply Davis ' T10207190 74047 MVC VALLEY 1 1 Jab Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:56:08 2017 Page 1 I D:zEDPSK9W GjAV87HnbxpZOlzjJ D?-dgfx5Jfs6iz5Wwv_Mxl WJa5QaeYW MkvM2Pnh_FzwOeL 6-9-8 6-9-8 Scale=1:23.3 3 3x4 6 6.o0 F12 2x3 I 2 1 4x5 11 2x3 II 4 3x4 II 6-9-8 J 6-9-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) n/a il/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.15 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:30lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 4=-11/6-1-11,5=503/6-1-11 Max Harz 5=208(LC 12) Max Uplift4=-109(LC 12),5=-177(LC 12) Max Grav4=40(LC 10),5=522(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-316/156 BOT CHORD 1-5=149/367 1 WEBS 2-5=-349/488 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-0-0 to 5-9-10,Interior(1)5-9-10 to 6-7-12 zone;C-C for members .I and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will fit between the bottom chord and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=109, 5=177. 5)Non Standard bearing condition. Review required. 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. �,.�*�� Design valid for use only with MITek®connectors.Tt s design Is based only upon parameters shown,and Is for on Individual building component not Mal' a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSf/TPI I Quality Criteria,DS13-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i I I Job Truss Truss Type Qty Ply Davis T10207191 74047 MVD GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Wed Jan 11 15:56:082017 Page 1 1 D:ZEDPSK9 W GjAV87HnbxpZOlzjJ D?-dgfx5Jfs6iz5Wwv_Mxl WJa5TmegNMmAM2Pnh_FzWOeL 3-1-8 3-1-8 Scale=1:13.1 2 3x4 II 6.00 12 1 I 3 3x4= 3x4 I i I • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) rVa n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:12lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purling, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=110/3-1-8,3=110/3-1-8 Max Horz 1=93(LC 12) Max Upliftl=39(LC 12),3=-90(LC 12) Max Grav1=114(LC 17),3=130(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. II i �f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE Design valld for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicablilty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional Temporary and permanent bracing -MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 33610 II Job Truss Truss Type Qty Pty TJob T10207192 74047 MVE GABLE 1 eference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc. Wed Jan 11 15:56:09 2017 Page 1 I D:zEDPSK9 W GjAV87HnbxpZOlzjJ D?-5tDKlfg Ut?5y84UAwfplrndb?2005DQVG3W FW hzwOeK -2-0-0 3-1-8 2-0-0 3-1-8 I Scale=1:18.3 3 3x4 I[ 6.00 12 5x8 MT18HS I I d 2 di i 1 • 5 4 3x6 II 3x4 ll I Plate Offsets(X Y)-- f2:0-3-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(fL) -0.01 1 n/r 120 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO W B 0.00 HOrz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:18lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 5=271/3-1-8,4=58/3-1-8 Max Horz5=179(LC 12) Max Uplift5=-229(LC 12),4=-70(LC 12) Max Grav5=271(LC 1),4=90(LC 17) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=-234/738 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=2ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as perANSUTPI 1. 3)All plates are MT20 plates unless otherwise indicated. 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 6-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j 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)4 except Qt=lb) 5=229. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i III ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.Mils design Is based only upon parameters shown,and Is for an indiNdual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MT ek' Is always required for stabliity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Davis T10207193 74047 MVF GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:56:09 2017 Page 1 I D:ZEDPSKg W GjAV67HnbxpZOlzjJD?-5tDKIfgUt?5y84UAwfplrndb?2Oe5BYVG3W FW hzwOeK i -2-0-0 3-1-8 2-0-0 3-1-8 Scale=1:23.5 3 I 6.00 rl2 I� 'I 6x8 i 2 I 1 5 4 6x8= 3x6 I 1 Plate Offsets(),Y)-- f2:0-2-7,0-3-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.02 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 Rep Stress Incr NO W B 0.18 Horz(TL) -0.00 4 n/a Na BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:26lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-1-7 oc bracing. REACTIONS. (lb/size) 5=271/3-1-8,4=58/3-1-8 Max Horz5=179(LC 12) Max Uplift5=-166(LC 12),4=-133(LC 12) Max Grav5=271(LC 1),4=103(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=242/504 BOT CHORD 4-5=489/92 WEBS 2-4=-1 1 71619 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=2ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 6-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`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)except Qt=lb)5=166, 4=133. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MB-7473 rev.10/032015 BEFORE USE. Design valid for use only With MITekO connectors.This design is based only upon parameters shown,and Is for an individual building component,not pp�Ava a truss system.Before use.the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall I building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 'IM iTek' Is always required for stability and to prevent collapse wlih possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I I I Job Truss Truss Type Oty Ply Davis T10207194 74047 MVG GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:56:09 2017 Page 1 I D:ZEDPSK9W GjAV87H nbxpZOlzjJ D?-5tDKifg Ut?5y84UAwfplrndb?2Oe5A?VG3W FW hzwOeK 3-1-8 2-0-0 3-1-8 Scale=1:28.7 3 6.00 12 3x4 6x8 2 1 it 5 4 3x4 11 6x8= � 1 I Plate Offsets(�- 2:0-2-7 0-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.02 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.01 1 rVr 120 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) -0.00 4 n/a Na BCDL 10.0 Code FBC2014/fP12007 (Matrix) Weight:30lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-1-7 oc bracing. REACTIONS. (lb/size) 5=271/3-1-8,4=58/3-1-8 Max Horz5=179(LC 12) Max Uplift5=-102(LC 12),4=196(LC 12) Max Grav5=271(LC 1),4=120(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=-242/331 BOT CHORD 4-5=-489/92 WEBS 2-4=-139/738 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Ops1;h=21ft;B=62ft;L=58ft;eave=2ft;Cat.II; Exp C;Encl.,GCpf=0.18;MW FRS(directional)and C-C Comer(3)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 6-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`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)except Qt=lb)5=102, 4=196. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. III ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for on Individual building component,not a Truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207195 74047 MVK GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:56:10 2017 Page 1 I D:ZEDPSK9 W GjAV67HnbxpZOlzjJD?-a3niV?h6eJ DpID3M UML_O?AmJS17gbXfVjGo38zwOeJ 6-9-8 -2-0-2 2i_2 6-9-8 Scale=1:41.4 4 13x 6.00 12. 2x3 I I 9 3 6x8 i 8 2 rz 7 6 5 3x4 I I 6x8= 3x4 I I Plate Offsets(X,`n-- f2:0-2-7,0-3-01,f6:0-3-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.01 1 n/r 120 MT20 244/190' TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.02 1 n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:52 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=238/6-9-8,5=122/6-9-8,6=242/6-9-8 Max Horz7=285(11C 12) Max Uplift7=-13(LC 10),5—103(LC 12),6=-475(LC 12) Max Grav7=238(LC 1),5=191(LC 17),6=459(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-601/191,2-8=-461/133,3-8=-452/147,4-5=-111/320 BOT CHORD 6-7=-685/159 WEBS 3-6=-287/657,2-6=257/1109 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=2ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)-2-0-15 to 3-8-11,Exterior(2)3-8-11 to 6-7-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 I 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 ANSVTPI 1. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 4-0-0 oc. 6)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7)`Thjs truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,With BCDL=1 O.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)7 except Qt=lb)5=103 6=475. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used In the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.1010312016 BEFORE USE. Design valid for use only with IvliTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall v building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type aty Ply Davis T10207196 74047 PBA GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Wed Jan 11 15:56:11 2017 Page 1 I D:zED PSK9 W GjAV87HnbxpZOlzjJ D?-2FL4jLhkOdLgNNeZl3sDxCi2csgDZ7wokN?MbazwOel i 2-2-7 2-91 4-11-15 i _ 2-2-7 0-7-1 2-2-7 3x6= Scale=1:10.0 3 6.00 12 4 �J 2 5 1 1cp - � o 3x4= 3x4= 4-11-15 4-11-15 Plate Offsets(X�-- f3:0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO W B 0.00 HOfz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-11-15 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-11-15. (lb)- Max Horz 1=-45(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,5 except 2=-107(LC 12),4=-107(LC 12) Max Grav All reactions 250 lb or less at joint(s)1,5,2,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=2ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 6-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)1,5 except Qt=lb) 2=107,4=107. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.TMs design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Davis T10207197 74047 PBB GABLE 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Jan 11 15:56:11 2017 Page 1 I D:zEDPSK9W GjAV87HnbxpZOlzjJ D?-2FL4jLhkOdLgNNeZ13s DxCi2esgEZ7wokN?MbazwOel 2-6-0 4-11-15 2-6-0 2-6-0 3x6= Scale=1:10.0 3 j 6.00 12 4 2 5 1 i to 3x4= 3x4= 4-11-15 4-11-15 Plate Offsets(X,Y)-- f3.0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-11-15 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-11-15. (lb)- Max Horz 1=46(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)1,5 except 2=107(LC 12),4=-107(LC 12) Max Grav All reactions 250 lb or less at joint(s)1,5,2,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=62ft;L=58ft;eave=2ft Cat.li; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 6-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'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)1,5 except Qt=lb) 2=107,4=107. 9)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. it I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. *��R Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a miss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` Is always required for stablilry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. - Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ff-in-sixteenths Failure to Follow Could Cause Property -/a (Drawings not to scale) Damage or Personal-Injury u Center are indicated: _= -____--- _ _ g J ry Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. r c1-2 c23 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor I c p bracing should be considered. Q� 7- a �� 3 r O 3. Never exceed the design loading shown and never a ys° U l stack materials on Inadequately braced trusses. 0 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 C6-7 C5L designer,erection supervisor,property owner and plates 0-111b'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19�o at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator,General practice is to 4 x 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and In all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified, by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14,Bottom chords require lateral bracing th 10 is spacing, 9 Y or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. ��H 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone all[ DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ammANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015