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HomeMy WebLinkAboutTrussMiTek' RE: 27347 - Sullivan Residence Site Information: Customer Info: Mel-Ry Construction Lot/Block: 327 Address: City: Jensen Beach Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: Sullivan Residence —Roof Subdivision: Holiday Out State: Florida MiTek USA, Inc. 6904 Parke East Blvd. Mode,Tmpa, FL 33610-4115 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: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 29 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# ITruss Name I Date 1 IT6558135 I A01 10/1/014 118 IT6558152 -EJ1B 10/1/014 12 I T6558136 I A02 10/1/014 119 I T6558153 I -EJ2 1 10/1/014 I 13 I T6558137 I A03 110/1/014 120 I T6558154 I -EJ2A 1 10/1/014 1 14 I T6558138 I A04 1 10/1/014 121 I T6558155 I -EJ3 1 10/l/014 1 15 I T6558139 I A05 110/1/014 122 I T6558156 I -EJ3A 1 10/1/014 16 IT6558140 IA06 110/1/014 123 I T6558157 I -EJ4 1 10/1/014 1 17 I T6558141 I A07 10/1/014 124 I T6558158 I -EJ4A 1 10/1/014 1 18 I T6558142 I A08 10/1/014 125 I T6558159 I -EJ5 1 10/l/014 ] 19 I T6558143 I A09 1 10/1/014 I26 I T6558160 I -EJ5A 1 10/1/014 1 110 I T6558144 I A10 1 10/1/014 127 1 T6558161 I -EJ6 110/l/014 Ill I T6558145 1 A11 110/1/014 128 I T6558162 I -HJ5 1 10/1 /014 1 112 I T6558146 I Al2 110/1/014 129 I T6558163 I -HJ7 1 10/1/014 1 113 I T6558147 I A13 1 10/1/014 114 I T6558148 I A14 1 10/1/014 115 I T6558149 I A15 110/1/014 116 1 T6558150 I A16G 110/1/014 1 117 1T6558151 I-EJ1A 110/1/0141 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 'tit I iurriii 0 .00: STATE OF : 41�/`� O R X , C? fill Ill%% FL Cert. 6634 October 1,2014 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply Sullivan Residence T6558135 27347 A01 Scissor 8 1 Job e e ence o tional oesr C. x , Puss, Pon Pierce, FL. J4e40 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 01 16:19:01 2014 Page 1 ID:3?eUygF_XYOC6ei1DkWWAYymKUm-LOf?Hmk4s3pgQPZZ?YZDY4?05A59d5kfgOuYRyXkz8 1 1-8-0 6-6-0 11-4-0 16-6-2 22-8-0 1-8 0 4-10-0 4-10.0 5-2-2 6-1-14 4.00 12 4x4 = Scale = 1:38.5 4x4 = 2.00 12 8x8 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.58 10-11 >434 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.77 10-11 >329 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.31 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) . Weight: 91 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins. 1-4,6-8: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 3-9-2 oc bracing. BOT CHORD 2x4 SP 'Except' 8-10: 2x44 S SP No.2 MiTek recommends that Stabilizers and required cross bracing g 9 WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer o tallidign guide. REACTIONS, (lb/size) 12=882/0-8-0, 8=795/0-8-0 Max Horz 12=122(1_C 6) Max Uplift12=796(LC 8), 8=-631(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2199/1642, 2-3=-2239/1703, 3-4=-2096/1613, 4-5=-2080/1623, 5-6=-2346/1811, 6-7=-2385/1801, 7-8=-3164/2469 BOT CHORD 1-12=-1707/2278, 11-12=-1488/2059, 10-11=-1508/2082, 9-10=-2284/3007, 8-9=-2278/2999 WEBS 2-12=-912/870, 3-10=-262/166, 5-10=-748/1092, 7-10=-826/753 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat, II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/fPI 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 796 lb uplift at joint 12 and 631 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. PS Ii A. q * • 39338 Mir Z FATE40 FL Cert. 6634 October 1,2014 ®WARNIM• .6flidetranPammem. Pad RFAD hGTESGN7NTSAND InaUDED MITEKREFEREAKX PAGE M11.7473ma 1/2.21201saff0AEtrm � Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown �• Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component S fety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandrlo, VA 2314. 1�5outhern Ine7SP�lumberisspetified,thedesignvaluesarethaneeffective4fi/0112013byAL5C 6904 Parke East Blvd. Tampa, FL 3 ant Blv . Job Truss Truss Type qty Ply =ceT6558136 27347 A02 Roof Special 1 1(optional) test coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 01 16:19:02 2014 Page 1 ID:37eUygF_XYOC6eil DkWWAYymKUm-paD5CdnMrACfRa_m7i3ommd9oVc6uOmttT7S5tyXkz7 1-8-0 B-6-0 11.0-0 12.3.15 17-1-1 22-8-0 1-8.6 6-10.0 2-6-0 1-3-14 4-9-3 5-6.15 �1 d 2.00112 44 410 4 5 14 •- , , ,.. ., Bx8 2.00 12 2x4 I I 3xB = 3x4 = 3x4 = 1x4 II Scale = 1:39.3 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201D/TP12007 CSI. TC 0.76 BC 0.43 WB 0.64 (Matrix-M) DEFL. in (loc) I/deft L/d Vert(LL) 0.22 13 >999 240 Vert(TL) -0.32 13-14 >799 180 Horz(TL) 0.10 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 117 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. 3-12: 2x4 SP No.3 WEBS 1 Row at midpt 2-13 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer [Installation quide. REACTIONS. (lb/size) 7=786/0-8-0, 14=891/0-8-0 Max Horz 14=117(LC 7) Max Uplift 7=-625(LC 8), 14=-802(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-422/282, 2-3=-2210/1683, 3-4=-2051/1697, 4-5=-1080/977, 5-6=-1234/1020, 6-7=-1734/1368 BOT CHORD 1-14=-357/468, 13-14=-230/444, 3-13=-232/343, 10-11=-767/1140, 9-10=-1214/1605, 8-9=-1214/1605, 7-8=-1214/1605 WEBS 2-14=-899/976, 2-13=-1236/1692, 11-13=-645/1057, 4-13=-969/1269, 5-11=-302/228, 5-10=-150/294, 6-10=-530/485 NOTES- ,,1111111/1111 1) Unbalanced roof live loads have been considered for this design. ,,%% PS A 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; ♦ • •.... n Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ♦���� •••�!✓ E N S •• G7� �100 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ♦ ,` �. F•.'.•i responsibility of the fabricator to increase plate sizes to account for these factors. • �'`i� 4) Plates checked for a plus or minus 0 degree rotation about its center. * 0 39380 ---:. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 625 lb uplift at joint 7 and 802 lb uplift at joint 14. ' '� ATE �: 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��0 ••• FL Cert. 6634 October 1,2014 ,&WARNIMi•Vedfrdewy, parrnreters—I READ MITESGMTNISAW 1ACLUDED MITEKREEEREM,t PAGE MII-7473r A I/2312AId Off 9E Design valid for use only with MiTek connectors, This design Is based only upon parameters shown, and is for an Individual building component, Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responslbility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8? and SCSI Building Component 69D4 Parke East Blvd. S fety Informa''ffon va' able from Truss Plate Institute, 781 N. Lee SStreet, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1g5authernPirre75p 1umber isspecified, the desig-nvaluesare thoseeffective05101/2013byALSC Job Truss Truss Type Qty Ply Sullivan Residence T6558137 27347 A03 Roof Special 1 1 Job eference o tonal a .oast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 01 16:19:03 2014 Page 1 ID:37eUygF_XY0C6ei1 DkWWAYymKUm-HmnTQzn_cTKW3kZygPb1IzAKVUWFdT2067t?dJyXkz6 1-8.0 8-6-0 11-4-0 16-7-2 22.8-0 1-8-0 6.10-0 2-10.0 5.3-2 6-0-14 Scale = 1:38.6 4.00 12 5x8 = 3x4 = I" 2x4 11 3x4 = 3x4 = 3x6 = Bx8 2.00 12 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.76 BC 0.50 WB 0.64 (Matrix-M) DEFL, Vert(LL) Vert(TL) Horz(TL) in (loc) 1/defl Ud 0.23 13 >999 240 -0.32 13-14 >798 180 0.09 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 109 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. 4-12: 2x4 SP No.3 WEBS 1 Row at midpt 2-13 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 14=890/0-8-0, 8=787/0-8-0 Installation uide. Max Horz 14=-122(LC 6) Max Uplift 14=-803(LC 8), 8=-624(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-420/281, 2-3=-2202/1671, 3-4=-2099/1679, 4-5=-2030/1675, 5-6=-1472/1280, 6-7=-1522/1267, 7-8=-1688/1372 BOT CHORD 1-14=-357/466, 13-14=-229/444, 4-13=-228/311, 10-11=-682/1033, 9-10=-682/1033, 8.9=-1214/1560 WEBS 2-14=-899/978, 2-13=-1233/1686, 11-13=-615/1009, 5-13=-926/1230, 5-9=-424/518, 7-9=-302/406, 5-11=-327/252 NOTES- ,d,kJ1111f111.� 1) Unbalanced roof live loads have been considered for this design. ,10 S A 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; ��� �P'5..........q� Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 `�v �0 •'G E t••. '9♦� 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ♦ ,` •.' �. '.•,�� responsibility of the fabricator to increase plate sizes to account for these factors. P0 4) Plates checked for a plus or minus 0 degree rotation about its center. it-6 3938 ` * � • • ��, 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 803 lb uplift at joint 14 and 624 lb uplift at '�, 4/1joint 8. ATE 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ♦��i(� ••• Q;• FL Cert. 6634 October 1,2014 ®WARNf7i3 •Ve,tfr Je.sign parum Pers anJ REAF+M97ESGN71drS.4Nti l=UriEb MtTEKREFEREAMPAC.EMFf•74Ti,r!a 11491;014B&F0UJ9E I Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown �, Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall Is the MiTek structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component S4fety I lormation varble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1TStfutilernPine7SPJfuinhUris,spevili r,the�designva.lu�esirethuse,Lffective09 01Mtt14h, A1'C 6904 Parka East Blvd. Tampa, FL33610-4115 Job Truss Truss Type Qty Ply Sullivan Residence T6558138 27347 A04 Roof Special 1 1 Job Reference (optional) r esr �oasr I russ, run vierce, rL. J4V4e 7.630 s Jul 11 Zu14 MIIeK Inaustnes, Inc. wea uct ul 15:1tfoJ Yu14 Vage 1 ID:37eUygF_XYOC6ei1 Dk1MMAYymKUm-HmnTQZn_cTKW3kZygPbl I7AKOurLdYZ067t7dJyXkz6 i 1.8-0 5.8.10 , 8-8-5 11-10-4 16.9.4 22-8.0 1-8-0 4-0-10 4-0-10 2-0-15 4-11-0 5-10.12 Scale=1:39.2 2.00 12 - 44 = 44 44 = Bx8 = 2.00 12 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.55 8-9 >459 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.78 8-16 >322 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.28 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 93 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. 1-4: 2x4 SP 2850F 1.8E BOT CHORD Rigid ceiling directly applied or 3-11-14 oc bracing. BOT CHORD 2x4 SP No.2 "Except" MiTek recommends that Stabilizers and required cross bracing 72x4 No.1 WEBS 2xx44 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation e REACTIONS. (lb/size) 10=886/0-8-0, 7=792/0-8-0 Max Horz 10=-115(LC 6) Max Uplift 10=796(LC 8), 7=-631(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2013/1657, 2-3=-2065/1734, 3-4=-2233/1724, 4-5=-2163/1740, 5-6=-2447/1847, 6-7=-3161/2627 BOT CHORD 1-10=-1799/2148, 9-10=-1509/1885, 8-9=-1397/2049, 7-8==2437/3017 WEBS 2-10=-112611186, 3-9=-5/355, 5-9=-113/256, 5-8=-558/856, 6-8=-743/853 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11', Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1:60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for'these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center, 5) This truss has been designed for a 10.0 psf bottom chard 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) Bearing at joint(s) 7 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 796 lb uplift at joint 10 and 631 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNIAr,-yeriry dusran rnnulsters snd RF.'AD M77ES GN 7NrS AND Ihl�.(FDED Mt1FdtREf'EREMi FRGE MIJ-F47.1 n:a t/d.4J2nIdNLtYINEt/5E Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Inlorma Ion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ff 5uuthem in Isp lumber isspetified, the design values are those effective Q6�0111013 by ALSC A'1 qE A� CE N .40 0 39380_ j 0 . AT E.00 FL Cert. 6634 October 1,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Type Qty Ply Residence 27347 ]Truss A05 Roof Special 1 t FSuIriva: T6558139 erence (optional) 1.0'lu a Jul l l LU14 MI I OK Inauslnes, Inc. wea ucl ul 1b:1e:u4 LU14 Va9e 1 ID:37eUygF XYOC6ei1DkWWAYymKUm-mzLrdJocNnSNht88E76GrBiUR19EM7sALncZ9lyXkz5 1-8.0 6.3.13 13-0-2 17-4.3 22-8-0 1-8.0 4-7-13 6-8-5 4-4-1 5-3-13 Scale = 1:39.2 2.00 12 1.00 112 4x4 = Bx8 2.00 12 46 3x6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.82 BC 0.90 WB 0.35 (Matrix-M) DEFL. in floc) I/deft L/d Vert(LL) 0.66 7-8 >385 240 Vert(TL) -0.93 7-8 >270 180 Horz(TL) 0.32 ' 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 90 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E 'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-4: 2x4 SP No. 1, 4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except` 7-8,6-7: 2x4 SP No.2 Tek recommends that Stabilizers and required cross bracing 2x4 SP No.3i :b.i installed during truss erection, in accordance with StabilizeWEBS guide, REACTIONS. (lb/size) 9=878/0-8-0, 6=799/0-8-0 Max Horz 9=-97(LC 6) Max Uplift9=-794(LC 8), 6=-633(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2391/1791, 2-3=-2434/1855, 3-16=-2314/1843, 4-16=-2295/1851, 4-5=-2734/2076, 5-6=-3205/2613 BOT CHORD 1-9=-1863/2476, 8-9=-1639/2254, 7-8=-1633/2305, 6-7=-2425/3052 WEBS 2-9=-948/908, 3-8=-28/309, 4-7=-559/921, 5-7=-564/593 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; ,j1111111/1 j/ lever ft and exposed ; Lumber DOL=1.60 3) Asrequested, ates haven been designed llto provlide for eplacement rances or rough handlingttoleand terec i e grip Dn condi6'I ns. It is the ,,,%0� A p.C?• A. qi',,'��i responsibility of the fabricator to increase plate sizes to account for these factors. � e 4) Plates checked for a plus or minus 0 degree rotation about its center. `� •• •� G E N S •• '9 ��. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,o w, ' • -••'', 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 : • ,,•Fci 0 3 938 Q - �A W fit between the bottom chord and any other members. 7) Bearing at joint(s) 6 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 794 lb uplift at joint 9 and 633 lb uplift at ;,O ••.: T E ::pri joint 6, _ 441 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C? � /11111111 FL Cert. 6634 October 1,2014 ® WARMIJA •3 • Verify de..srCn pa —wo andREADAVltSGN T1d7SAM11=0DiED METEKREFEREMS PACE MLI-MAren 0rJt+EFORE115T; Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown p Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the iViiTek� erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 if 5duthet n Pine�5Plumber is specified, the design values are those effective 06/01/1013 by ALSO Job Truss Truss Type City Ply Sullivan Residence T6558140 27347 A06 Roof special 1 1 Job Reference o tional mom wom u run nnrcn, r�. u4a.o 1.a30 s JUI 11 ZU14 MI l el(Inaustrles, Inc. wea Oct U1 16:19:04 2014 Page 1 ID:37eUygF_XYOC6eil DkW WAYym KUm-mzLrdJocNnSNht88E76GrBiMIBpMwuALncZ9lyXkz5 I 1_S_o 2-10-4 8-6.2 14-2-0 17-11-2 22-8-0 1.8.0 1-2-4 5-7-14 5-7-14 3-9-2 4-8-14 Scale = 1:39.2 2.00 12 8xe = 2.00 FIT 4x4 1-0-0 1-8-0 3.0-14 8-11-0 14-9-2 22-8-0 1-0.0 0.8-0 1-414 5.10 34 = Plate Offsets (X Y)-- 17:0-3-0 Edggl 110.0-5-0 0-0-41 111.0-4-4 0-6-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.48 8-9 >527 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0,80 Vert(TL) -0.62 8-9 >407 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.23 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 98 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 11=918/0-8-0, 7=759/0-8-0 Max Horz 11=-80(LC 6) Max Uplift 11 =-824(LC 8), 7=-603(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-10-11 oc bracing. WEBS 1 Row at midpt 4-10 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-627/592, 2-3=-983/719, 3-18=-951/711, 4-18=-906/715, 4-5=-2779/2215, 5-6=-2670/2047, 6-7=-3019/2462 BOT CHORD 1 -11 =-577/768, 10-11=-809/746, 9-10=-2080/2746, 8-9=-1613/2240, 7-8=-2284/2869 WEBS 2-11=-832/698, 2-10=-1394/1756, 4-10=-1906/1544, 5-9=-534/683, 5-8=-541/849, 6-8=-440/462 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 7 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 824 lb uplift at joint 11 and 603 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARMIN,i -Vrtntr desr.1n pn,ametea anAllFAf+ltl7ESC.N ndlS ANb 1FX1bDEb MtTFKRFFEftF:ht£PA6f Mil-14,7.3 raa Ijd4j?Q1J W.fiaNEt75E Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component S fety Informsrrlon va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA ZZ2314. 1g5outhernWir1s�3R lumberisspecified,thedesignvaaluesarcthoseeffective()6 0111023byALSG ♦♦,,�tPS r Ar,, ♦ I� G'E N NdV_ 3938411 ALL ATE rrnrW FL Cert. 6634 October 1,2014 �F MITek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Sullivan Residence T6558141 27347 A07 Roof Special 1 1 Job Reference (optional) C—i , u•s, run Pi r ., FL. o4v4o 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 01 16:19:05 2014 Page 1 ID:37eUygF_XYOC6eil DkWWAYymKUm-E9vDrfpE85aElljLogdV00FdFYH5Q9JaRM6hCyXkz4 3-1-7 8.11-0 14-8-9 22-0-12 3-1-7 5-9-9 5.9.9 7-4-2 2.00 12 54 WB = 46 4.00 12 Scale = 1:37.4 3x8 M18SHS = 1.00 12 3k6 2.00112 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.78 6-8 >339 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -1.04 6-8 >255 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.24 5 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 84 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except' TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins. 4-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 3-10-9 oc bracing. 1-9: 2x6 SP No.2, 5-6: 2x4 SP No.2, 7-9: 2x4 SP 285OF 1.8E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 o e REACTIONS. (lb/size) 5=746/0-8-0, 1=886/1-4-0 Max Horz 1=-66(LC 6) Max Uplift5=-594(LC 8), 1=-875(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-480/290, 1-17=-3031/2362, 17-18=-2987/2368, 2-18=-2984/2369, 2-3=-2994/2414, 3-4=-2979/2419, 4-5=-2864/2178 BOT CHORD 1-1=-394/604, 1-9=-2207/2900, 8-9=-2251/2950, 7-8=-1761/2343, 6-7=-1760/2352, 5-6=-1987/2710 WEBS 2-8=-206/311, 4-8=-663/858, 4-6=-541/873 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 594 lb uplift at joint 5 and 875 lb uplift at joint 1. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® IWAWAn - Verify design pnramnW-,ond RFAD Aa7ES riff RRS AND 1AcLW1D M1 TEXREFERE&a PATE M11-1423 11241201d817OU-05F. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information va able from Truss Plata In titute, 781 N. Lae Street, Suite 312, Alexandria, VA 22314. If Southern me�SP1 lumberisspeclflet>theclesignvaluesaretho:woffective06 0112013bvALSC S 1AItq * : 0 39380 prjr �• - SAT E%•; <U� % /lilt{1 FL Cert. 6634 October 1,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Sullivan Residence T6558142 27347 A08 Roof Special 1 1 ob Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 3-1-7 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 01 16:19:06 2014 Page 1 ID:37eUygF_XYOC6ei1 DkWWAYymKUm-iLTb2?gsvOi5wBIXMY8kwcop36rtgx3To55fEeyXkz3 4.7-11 6-2-4 Scale = 1:31.4 2.00 12 5x5 44 = 17 5 4.00 112 to 8x8 = 1.00 12 2.00 12 3x4 = I I6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.87 BC 0.96 WB 0.24 (Matrix-M) DEFL. in Vert(LL) 0.61 Vert(TL) -0.79 Horz(TL) 0.16 (loc) I/defl L!d 7-8 >303 240 7-8 >236 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 67 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 6=571l0-8-0, 9=804l1-4-0 Installation e Max Horz 9=-54(LC 6) Max Uplift6=-443(LC 8), 9=-830(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1574/1167, 2-16=-1491/1114, 3-16=-1486/1119, 3-4=-1678/1315, 4-17=-1662/1316, 5-17=-1651/1320, 5-6=-2066/1502 BOT CHORD 1-9=-1170/1605, 8-9=-1059/1420, 7-8=-1062/1431, 6-7=-1354/1953 WEBS 2-9=-695/728, 3-7=-306/312, 5-7=-343/634 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; lever ft and 3) Asrquested pates have�no been dRS esigned to provlide forepl cementitoleposed ; Lumber DOL=1.60 rances or rough handling anldte grip erection Ocondi ions. It is the q responsibility of the fabricator to increase plate sizes to account for these factors. ♦♦ • , , 4) Plates checked for a plus or minus 0 degree rotation about its center. ♦ Ci E N 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,♦♦,`�.••�.� `S .'-'9!/��!,Y; 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦ _ n fit between the bottom chord and any other members. ` * : O 39380„� -•�^ ` 7) Bearing at joint(s) 6 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 443 lb uplift at joint 6 and 830 lb uplift at ' . •f joint 9. ATE 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. �'.• (U �i00, SS • • .... • �C? �� ,.�� `## N FL Cert. 6634 October 1,2014 wARNFAC-t'e�i#y rle.srt2n yarnmeGers and ft&10 A07TS ON RAS AM 7NaUDE:D MITFKREFf-RrAKT PA6E Mll-74" ,m?w II2912aidauomwE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the I� Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown E' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Inlormatlon v -able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 222p314. Tampa, FL 33610-4115 9tSoutfrernpirre75� lumberisspecified,thedesignvaluesaxethoseeffectiveG 0112Q13bvALSC Job Truss Truss Type Qty Ply Sullivan Residence T6558143 27347 A09 Roof Speclal 1 1 Job eference(optional) East coast Truss, Fort Pierce, FL. 34946 3-1-7 7,530 s Jul 112014 MiTek Industries, Inc. Wed Oct 01 16:19:06 2014 Page 1 I D:3?eUygF_XYOC6eil DkW WAYymKUm-iLTb2?gsvOi5wB IXMYBkwcox06_sgyaTo55fEeyXkz3 4-10-9 i nn r 1-11-2 Scale=1:18.9 2x3 II 2x3 II 4 a 1 7x6 = .00 12 76 5 2x3 II 2x3 II I$ ' 1-9-7 1.4-0 4-10-9 1-11.2 Plate Offsets (X.Y)— 18:0-4-0 0-2-121 LOADING (psf) SPACING- 2-0-0 CS1.: DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.02 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 34 lb FT = 0% LUMBER- BRACING- I TOP CHORD 2x4 SP No.2 TOP CHORD Structuralmood sheathing directly applied or 8-5-13 oc purlins, except BOT CHORD 2x4 SP No.2 `Except' end verticals. 3-6: 2x4 SP No,3 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 5=-54/1-11-0, 8=430/1-4-0, 6=348/1-11-0 Installation utde. Max Horz 8=127(LC 4) Max Uplift5=-54(LC 1), 8=549(1_C 4), 6=-338(LC 4) Max Gravy=102(LC 4), 8=430(LC 1), 6=348(1_C 1) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-481/326 BOT CHORD 1-8=-333/502, 6-7=-294/304, 3-7=-260/342 WEBS 2-8=-325/485 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,1111111 t /1/ 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. �� .E N • �i 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��,`�`.•�� G S�.•.:9�� �� 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will �"--�~ • �j 0 0 fit between the bottom chord and any other members. 3938 = * � • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 5, 549 lb uplift at joint 8 and 338 lb uplift at joint 6. 7) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. a t� iATE00 tlllllll FL Cert. 6634 October 1,2014 ® fYARNIMg •VnAfy design param=oars and NERD kfi1ES GN 7N7S AND lNQIlDED MfTEKNEEEREMli P.4PiE. MIf•M).3 m ti IJ29/20LJLUFONEI/SE. Design for valid use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbilllty of the erector. Additional bracing of the Is the MiTek' permanent overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-Bg and BCSI Building Component Safety Information gvalable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 It3outhe.rnPine fiP lumber isspecified, 6904 Parke East Blvd. Tampa, FL 33610-4115 the design values are thnseef%GGve46�01Ji413byAfSC Job Truss Qty Ply van Residence I.Tr-ussType T6558144 FJob 27347 A10 Roof Special 1 1 Ra ere ce o io al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 01 16:19:07 2014 Page 1 ID:37eUygF_XY0C6ei1DkWWAYymKUm-AY1 GLrVgigyYLsjvFfzTpK2jWFBZNdc1IrDm4yXkz2 i 5-3.15 I 9-10-2 15-9-7 22-8.0 5-3-15 4.6.3 5-11-5 6-10-9 Scale = 1:38.8 4x4 Il 2.00 l A nn rn 3x8 = 3x4 = 1x4 II 3x8 I I 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.18 6-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.28 8-16 >957 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 94 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 5=817/0-8-0, 1=861/0-8-0 Max Horz 1=100(LC 7) Max Uplift5=-653(LC 8), 1=-686(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-4-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing �be installed during truss erection, in accordance with Stabilizer nstallalloo FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-490/341, 1-2=-1589/1335, 2-3=-1349/1099, 3-17=-1286/1091; 4-17=-1313/1083, 4-5=1701/1334 BOT CHORD 1-12=-386/447, 1-8=-1157/1461, 7-8=-1157/1569, 6-7=-1157/1569, 5-6=-1338/1561 WEBS 2-8=-298/315, 3-8=-158/394, 4-8=-401/313 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. it; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 653 lb uplift at joint 5 and 686 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNIM3 •Verify desrra parameters a.a RFAD W7rs Of; 7NrS Am IAU UDED MITFKRFFERE&PX PAriE Ftll-I4Y.3 re a 1/d.4J721JDEFOUM Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criterla, DSB-89 and SCSI Building Component S fety Information qvaiJable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. I�Southern Pine l5pl lumber isspecified, the design values are those effective 06) 0111013bvAL5C PS � At t �� 1!,Oi I ENS'-. �i c% 39380 0. ATEr :� %``�� FL Cert. 6634 October 1,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Sullivan Residence T6558145 27347 All Roof Special 1 1 Job eference o tional East Coast Truss, Fort Pierce, FL. 34946 7,530 s Jul 112014 MITek Industries, Inc. Wed Oct 01 16:19:07 2014 Page 1 I D:37eUygF_XYOC6eil DkW WAYym KUm-AY1_GLrVgigyYLsjvFfzTpK27WGvZLBcI IrDm4yXkz2 i 4.9.0 8-8.4 13-11.10 19-2-15 22-8.0 4.1.6 3-11.4 5-3-6 5-3.6 3.5.1 Scale = 1:38.6 44 4.00 12 2.00112 3x8 = 3x4 4x4 = lx4 II 3x4 % 3x8 I 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010ITP12007 CSI. TC 0.60 BC 0.59 WB 0.44 (Matrix-M) DEFL. in Vert(LL) 0.22 Vert(TL) -0.28 Horz(TL) 0.07 (loc) I/defl Ud 8-10 >999 240 7-8 >982 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 100 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-4 oc bracing. WEBS 2x4 SP No.3 WEDGE MITek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer installation e REACTIONS. (lb/size) 6=813/0-8-0, 1=864/0-8-0 Max Horz 1=83(LC 7) Max Uplift6=-649(LC 8), 1=-690(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-478/346, 1-2=-1585/1327, 2-3=-1439/1171, 3-4=-1409/1166, 4-19=-2034/1695, 5-19=-2071/1691, 5-6=-1885/1486 BOT CHORD 1-14=-384/455, 1-10=-1150/1454, 9-10=-1556/2028, 8-9=-1556/2028, 7-8=-1340/1761, 6-7=-1349/1758 WEBS 3-10=-250/431, 4-10=-754/658, 5-8=-246/298 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,,��►11111!/��� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,� ��,,....., I♦ 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the E N responsibility of the fabricator to increase plate sizes to account for these factors. ♦ �` \ C' ,9 *-.N � ♦♦ `�:� v 4) Plates checked for a plus or minus 0 degree rotation about its center. � 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N30 39380 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 * w fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift at joint 6 and 690 lb uplift atF joint 1. O .�•`" T E (U'� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.All FL Cert. 6634 October 1,2014 I& WARNAG �Vedry design pa'ameR.. and READ M17E'S GM 7NMS AND 1M.91XV) MMTEXREFEREM.E MGE M11. 74.73 n: w .rfd9J2D.Md8tEaRE1JSE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. �' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibiliity of the iVliTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormat]on 4vauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 33610.4115 lfSoutfiempine SP lumber isspecified, the dosignvalues are those effectii4OG U1f14f13bvAM Job Truss Truss Type I Qty Ply Sullivan Residence T6558146 27347 Al2 RoofSpecial 1 1 Job Reference (optional) East coast Truss, Fort Pierce, FL. 34946 7,530 s Jul 112014 MITek Industries, Inc. Wed Oct 01 16:19:08 2014 Page 1 ID:3?eUygF XYOC6eilDkWWAYymKUm-ekaMTgr7ROyp9VRvTzAC71tBwvZVIkylGPamIXyXkz1 i 7-5-6 14-3-10 22-7-8 7.6-6 6.9-3 8-3-14 Scale=1:37.4 4x8 ZZ 4.00 12 2.00 112 4.4 3x8 1x4 II 3x4 = 3x4 = axe 3x4 = II II US II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC201 O/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right; 2x4 SP No.3 REACTIONS. (lb/size) 1=804/0-8-0, 5=870/1-6-10 Max Horz 1=66(LC 7) Max Uplift 1 =-642(LC 8), 5=-701(LC 5) CSI. DEFL. In (too) I/deft Ud PLATES GRIP TC 0.91 Vert(LL) 0.32 6-8 >851 240 MT20 244/190 BC 0.82 Vert(TL) -0.42 6-8 >648 180' WB 0.66 Horz(TL) 0.06 5 n/a n/a (Matrix-M) Weight: 87 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer -Installatign gulde. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-421/288, 1-2=-1426/1136, 2-3=-2162/1800, 3-4=-2192/1794, 4-19=-2261/1875, 5-19=-2300/1869 BOT CHORD 1-9=-348/418', 1-8=-952/1300, 7-8=-951/1307, 6-7=-951/1307, 5-6=-1774/2244 WEBS 2-6=-792/964, 4-6=-316/406 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 642 Ito uplift at joint 1 and 701 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, W%iNtM3 .Veri1'r design panamnmrs snd RF.itD M17F.S GN RirSAND IFXi.UDEO MtTFKR[FEREM2FAGf: M,If• X473 ie a IJd9JF.liidW.t'L1AEt15E Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Warta, DSB-89 and BCSI Building Component Safety Information gvagable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2223314 1fSoutlternlr"itee 3P turnboris. specified, thedesign valuesaT-et#lasevffe ti.&JO1/1013ttvALSC ,���••.�� 3 E NS W 39380�.. - - RI 0o T'• A �� 4040oF•.CpR�pP'�=%. �o o.,ol*'SiO N A' fil FL Cert. 6634 October 1,2014 F MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Sullivan Residence T6558147 27347 A13 Roof Special 1 1 Job a ere ce o io al tasl uoasl 1 fuss, hen Pierce. M. 34946 7.530 s Jul 11 2014 MITek Industries, Inc. Wed Oct 01 16:19:09 2014 Page 1 I D:37eUygF_XYOC6eil DkW WAYymKUm-6w8kgOsICJ4gnfO61 ghRYEQPIJxzl GUvU3KKgzyXkzO i 6-4-8 11-11-14 19-1-14 6.4.8 5-7-5 7-2-0 Scale=1:31.5 2.00 [t2. 4x8 = 4.00 12 3x8 II 1x4 II 3x4 = 3x4 = 3x8 II 3x8 11 LOADING (psf) SPACING- 2-0-0 CS 1. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.19 6-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.24 6-8 >939 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 74 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=675/0-8-0, 5=743/1-6-10 Max Horz 1=56(LC 7) Max Uplift 1=-539(LC 8), 5=-607(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-15 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation e FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-337/240, 1-2=-1128/904, 2-19=-1626/1367, 3-19=-1641/1364, 3-20=-1661/1362, 4-20=-1666/1360, 4-21=-1756/1446, 5-21 =-1 764/1441 BOT CHORD 1-9=-267/326, 1-8=-748/1026, 7-8=-747/1033, 6-7=-747/1033, 5-6=-1359/1719 WEBS 2-6=-582/696, 4-6=-249/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) The solid section of the plate is required to be placed over the splice line at joints) 3. 5) Plate(s) at joint(s) 3 checked for a plus or minus 5 degree rotation about its center. 6) Plate(s) atjoint(s) 7, 8, 2, 6, 4, 1, 1, 5, 5 and 5 checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 539 lb uplift at joint 1 and 607 lb uplift at joint 5. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 October 1,2014 ®WARMlV,, -Verity QasiOn Pammedea and RFAA W W dM TNMS AM MXU0EA MiTEKREFERF.NCP PAGE Mrr-M7.3 m a 1119120U SHOMWE Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional tempM'�e�• orary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criterla, DSB-89 and BCSI Building Component 6804 Parke East Blvd. Safety Information vailIable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. Tampa, FL 33610.4115 tfSouthern me7SPyIUmberls,'slre4fied,thedeslgnvaluesaretheseeffeciivaf}6,101J2013byALSC Job Truss Truss Type Qty Ply Resce tSullivan T6558148 27347 A14 Roof Special 1 1 bReferenceideno Bona eoasi i russ, eon Tierce, M. 34M 5-2-10 4x4 zZ 4.00 12 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 01 16:19:09 2014 Page 1 ID:37eUygF_XYOC6eil DkVWVAYymKUm-6w8kgOsICJ4gnfO61 ghRYEQREJzf11KvU3KKgzyXkzO 9-8-1 15-8-3 4-5-7 6.0-2 Scale=1:25.8 2.00 112 3x8 II 3x8 II axe II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP N0.3 REACTIONS. (lb/size) 1=545/0-8-0, 4=616/1-6-10 Max Horz 1=46(LC 7) Max Uplift I =-435(LC 8), 4=-512(LC 5) CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.43 Vert(LL) -0.07 5-15 >999 240 MT20 244/190 BC 0.50 Vert(TL) -0.18 5-15 >999 180 WB 0.21 Horz(TL) 0.02 4 n/a n/a (Matrix-M) Weight: 61 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-253/192, 1-2=-841/656, 2-16=-786/643, 16-17=-788/640, 3-17=-810/639, 3-4=-1257/1074 BOT CHORD 1-5=-532/763, 4-5=-994/1226 WEBS 2-5=-38/264, 3-5=-503/538 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 1 and 512 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING •Vedfyde.sdyn i13-11.fe.s,.ud REMAV7F9 rN'mrsAm maquDi.:O MITFKR[-. LRFAK.1 FM EJIM- M73 Tea 112.91201dafloAL'M Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Intormalion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria , VA 2314. If Southernp`fr1e751T t umber isspetified,tbedesia values are those effectNi06J01/20131ayAM FL Cert. 6634 October 1,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4116 Job Truss Truss Type City Ply Sullivan Residence T6558149 27347 A15 Roof Special 1 1 Job Reference (optional easr 11 1 Fuss, ran rierce, rL. 44e40 T.530 S Jul 11 2o14 M11 eK Inauslnes, Inc, wed uc101 Ib:19:10 2o14 Page 1 ID:3?eUygF XYOC6ei1DkWWAYynnKUm-a7i6uMtNydCXPobIbODg5SyfkjNtmnP2jj3tNPyXkz? 4-0-12 7-4-5 12-2-8 4-0-12 3-3-8 4.10.3 Scale=1:20.1 4x4 zZ 4.00 12 2.00 112 3x8 11 3x8 11 3x8 11 LOADING (psf) TCLL ' 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.25 BC 0.25 WB 0.09 (Matrix-M) DEFL. in Vert(LL) 0.03 Vert(TL) -0.05 Horz(TL) 0.01 floc) Udell L/d 5-15 >999 240 5-15 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 48 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. WEBS 2x4 SP No.3 WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No,3, Right: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer sa e REACTIONS. (lb/size) 1=414/0-8-0, 4=489/1-6-10 Max Horz 1=-37(LC 5) Max Uplift 1=-330(LC 8), 4=-417(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-543/437, 2-16=-496/425, 16-17=-521/422, 3-17=-524/419, 3-4=-760/668 BOT CHORD 1-5=-340/491, 4-5=-597/739 WEBS 3-5=-275/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As I1111 j'r requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility the of fabricator to increase plate sizes to account for these factors. 4) Plates checked for a 0 degree • "• "' a �j plus or minus rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 0� • G E N 5•.-9����� •'. 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. `���,•�� �— % �' 3938 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 lb uplift at joint 1 and 417 lb uplift at joint 4. * �' j 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �r� • SATE _ . �•_ 00 00 FL Cert. 6634 October 1,2014 ®WARN!! •VF.,ifyd°sgn",—turr and RFAD Ao7FSGN7jirSA=IAat MEDMTTEKRFFERF.M.F'FACEFf11-M73nrw IJd9/7.0148fOMIM Design for valid use only with Mgek connectors. This design is based only upon parameters shown, and Is for an individual building component. �� Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the Additional permanent bracing of the overall Is the WOWerector, structure responsibility of the building designer. For general guidance regarding "Ibricatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information vo able from russ Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. if SouthernPine�SP:lumiterisspecifie 6904 Parke East Blvd. Tampa, FL 33610.4115 ,the design values aratha5eeffective06/01/2013byALSO Job Truss Truss Type Qty Ply Sullivan Residence - T6558750 27347 A160 Roof Special Girder 1 t Job Reference (optional 2-10.14 1.b;fu s Jul 11 2u14 MI I eK Industnes, Inc. Well Oct 01 15:19:11 2014 Page 1 ID:3?eUygF_XYOC6ei1 DkW WAYym KUm-2JGU5iu?jxK00yAU85kvdfVgg7kPVFTCyNpQvryXkz_ 8-8-13 5-9-15 Scale = 1:16.5 44 = 4.00 12 2.00112 3x6 11 3x8 11 3x6 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. TC 0.16 BC 0.17 WB 0.04 (Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) 0.01 4-14 >999 240 Vert(TL) 0.02 10 >999 180 Horz(TL) 0.01 3 n/a n/a PLATES GRIP MT20 2441190 Weight: 32 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-2 cc bracing. WEBS 2x4 SP No.3 WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3, Right: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation e REACTIONS. (lb/size) 1=267/0-8-0, 3=35311-6-10 Max Horz 1=-27(LC 5) Max Uplift I =-375(LC 8), 3=-384(LC 5) Max Grav 1=326(LC 36), 3=359(LC 21) FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-394/517, 2-3=-388/489 BOT CHORD 1-4=-478/422, 3-4=-479/436 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3 Truss designed 1 1 I 11111� for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable t1� �� ��� A End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, have been ��� PS • •E•N `e '��� plates not designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. ♦%♦, 0� •' ' • ♦ •\ C' S' •�'.� 5) Plates checked for ' �•,� a plus or minus 0 degree rotation about its center. ♦� -. 6) Gable studs spaced at 2-0-0 cc. + 0 3938 0.,r� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 1 and 384 lb uplift at _ Joint 3 ATE 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��•••,�. Q C\W 11) Hanger(s) �N or other connection device(s) shall be provided sufficient to support concentrated load(s) 267 lb down and 306 lb up at 2-10-15, and 109 lb down 98 lb �; (0 R 1 Q • \ ♦♦ ' • and up at 5-3-7 on top chord, and 181 lb down and 138 Ib up at 2-10-15 on bottom chord. The �s. j, l�si • • •. • • • • ,♦ of such device(s) the `�%%� ��-,/,10 12) In LOADtion CASE(S) section, lolon ads applied to the face of thellity tru truss are noted as front (F) or back (B). N A' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 �1..�.. L.... A 9fl41 A Continued on ease 2 'AWARNIM3•VWff designyamm-Maa-d RE41) AOTESGN WiTSAND fAV EMLD METEKRUE&EACEPAGE M71-7473ma I/Z912014a.TMVM Design for valid use only with Mfrek connectors. This design is based only upon parameters shown, and Is for an individual building component.' Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the erector. Additional bracing of the overall Is the MiTek• permanent structure responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safe Inlormation ,va ,Vpble from cuss Plate Institute, 781 N. Lee Street, Suite 312, AI xandria, VA 2314 it3outhem Ine�SP)Lumberisspecified,thedesignvaluesarethosee�{fecti1re0G/701/1013byALSO 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply Sullivan Residence 27347 A16G Roof Special Girder 1 1 T6558150 Job eeence o fo al 7.530 s Jul 11 2014 MTeK Industries, Inc. Wed Oct 01 16:19:11 2014 Page 2 ID:37eUygF XYOC6ei1DkWWAYymKUm-2JGU5iu7jxK00yAU85kvdfVgg7kPVFTCyNpQvryXkz_ LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-54, 2-3=-54, 5-10=-20 Concentrated Loads (lb) Vert: 2=-34(B) 4=52(B) 13=8(B) ®WARNIM3-Verifydes*PartmeW.rnd READ M MYCH7RiSAM INCLUDED MITEKREFERF.ME PAGE MII-7473am I/19/7.0IdVITM SF - Design valid for use'onN with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Dal' of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the is MiTek' permanent of overall structure the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component S fety InlormaI vo able hom Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1 5outhern R"iI1e�SP� tumlaer isspecdted,the 6904 Parke East Blvd. Tampa, FL 33610.4115 I design values are those effective 06)0111013 3TyALSC Job Truss Truss Type Qty Ply70b n Residence T6558161 27347 -EJ1A Jack -Open 1 efe a ce (optional East coast Truss, Fort Pierce, FL. 34945 2.11-12 7,530 s Jul 11 2014 MITek Industries, Inc. Wed Oct 01 16:19:11 2014 Page 1 ID:3?eUygF_XYOC6eil DkW WAYym KUm-2JGU5iu?jxK00yAU85kvdfVpg7gYVF3CyNpQvryXkz_ Scale =1:6.9 2-4-12 0.7_8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) 0.00 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 2=-10/Mechanical, 3=-122/Mechanical, 4=347/0-6-0 Installation guide. Max Horz 4=39(LC 4) Max Uplift2=-20(LC 3), 3=-122(LC 1), 4=-525(LC 4) ' Max Grav 2=19(LC 8), 3=201(LC 4), 4=347(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-263/176 BOT CHORD 1-4=-171/270 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. ,t%J1111111111 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,�%�*PCJ A• q ���, 5) •This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦♦ \�` • • , • <e i�� fit between the bottom chord and any other members. ♦ Q �•. 6) Refer to girder(s) for truss to truss connections. ♦� �. G E IV S '•••'9 �� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 2, 122 lb uplift at joint 3 � Pa�O 3 $ Q and 525 lb uplift at joint 4. ` 1 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ri E 00 Alt FL Cet 6634 October 1,2014 ® WARNIM •VW91des4.M Para Wls and READ A07ESW7NISAW IMIUDED MITEIfREFERF&MPME MIl-M73,ea I/24/20i10FFFr1RE115E �� Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability ofdesign parameters and proper Incorporation of component is responsibility of building designer - not truss designer, Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure slablllty, during construction is the responsibilllty of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer, For general guidance, regarding fabrication, quality control; storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InlormatIon va able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria , VA 222314 Tampa, FL 33610.4115 ltSeutherrt ine�SP�lumberlsspechied,thedesignvaluesarethoseeffective06f01f1U13iIvAi3C Job Truss Truss Type Qty Ply Sullivan Residence T6558152 27347 -EJ1B Jack -Open 1 1 Job efe ence o tional eeai Co.— i,usn, ran rierce, r L. agr40 Refer to MiTek "TOE -NAIL" Detail supporting carrier truss (typ all applil d i 1-5.13 for connection to 1-5-13 7.530 s Jul 112014 MITBK Industries, Inc. Wed Oct 01 16:19:122014 Page 1 ID:37eUygF XYOC6ei1DkWWAYymKUm-XVgtJ2udUESFe6lhioF8At21kX6iEiJLB1Y_QlyXkyz Scale =1:7.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code F13C2010/TPI2007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-5-13 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=57/0-3-0, 3=22/Mechanical, 2=30/Mechanical Max Harz 1=36(LC 8) Max Uplift l=-38(LC 8), 3=-15(LC 8), 2=-34(LC 8) Max Grav 1=57(LC 1), 3=22(LC 3), 2=30(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. II', Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 1, 15 lb uplift at joint 3 and 34 Ib uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNITT •Yetiry design pa,amsmn and RFAD h07rSGIV Vi7S AM IlVaUDED MITEKREFEREhCSPAGEMll-M73,en Ifd912015BBI flEUM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informa11[on va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria , VA 22314 If Southern91fte�SP lumberisspleCified,thedesign values are thoseeffetctdve9J021J1013tyALSC A. W6 39380e_---:, ATE -" • JU p R O, �\,�. FL Cert. 6634 October 1,2014 MiTek' 69D4 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Sullivan Residence T8558153 27347 -EJ2 Jack -Open 1 1 Job Re erence o tional uss, Pon Pierce, FL. 34946 1-8-3 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct Ot 16:19:12 2014 Page 1 ID:37eUygF_XY0C6el1 DkW WAYymKUm-XVgtJ2udUESFe6lhioF8At275X3EEiJ LB 1 Y_QlyXkyz Scale =1:7.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates•Increase 1.25 TC 0.13 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.01 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 REACTIONS. (lb/size) 3=68/0-8-3, 2=55/Mechanical Max Horz 3=41(LC B) Max Uplift 3=-105(LC 8), 2=-79(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-325/240 BOT CHORD 1-3=275/386 r BRACING. TOP CHORD Structural wood sheathing directly applied or 1-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4,2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0,18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,� • • • • , e 6) Refer to girder(s) for truss to truss connections. � Q '•\ G E N `S'•, ,9 ice, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ito uplift at joint 3 and 79 lb uplift at joint^yE•'.•?ri 2. ` . - 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = * Ca'`0 3938 Mir w ATE _': 441 /O fV AL �? �� ���ilfllllll FL Cent. 6634 October 1,2014 ®WARNIAG-Vedf9 design parameters and RF4D P47ESONRRSAWINCLUDED HITFXRE'FERENOFFAGENIE-7473 mw I/24/20I/DEFO V5E Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �� Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is theresponslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general regarding MiTek• guidance fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdierla, DSB-89 and SCSI Building Component Safety Information vai able from]russ Plate Institute, 78114. Lee Street, Suite 312, Alexandria, VA 222314. 1f SouRne73P� lumber 6904 Parke East Blvd. Tampa, FL 33610.4175 isspetified,thedesrgn values are thaseeffective05/1?i/2913byAG5C Job Truss Truss Type Qty Ply Sullivan Residence T6558154 27347 -EJ2A Jack -Open 1 1 Job Re e e ce o do al Cast coast 1 russ, t-On 1'IerCe, FL, a4s4s 2.7.11 2-7-11 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 01 16:19:12 2014 Page 1 ID:3?eUygF_XYOC6eil DkW WAYymKUm-XVgtJ2udUESFe6lhioF8At201X5uEiJLB1 Y_QlyXkyz Scale = 1:9.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins. BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1=107/0-3-0, 2=53/Mechanical, 3=31/Mechanical Max Horz 1=63(LC 8) Max Upliftl=-74(LC 8), 2=66(LC 8), 3=-12(LC 8) Max Grav 1=107(LC 1), 2=53(LC 1), 3=40(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chard 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 glyder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ito uplift at joint 1, 66 lb uplift at joint 2 and 12 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. A. %�, Q`v, • • �e ��i Aar 80�' ATE ":(u FL Cert. 6634 October 1,2014 AWARN11-1.Vedfy*siDa parameters and RFAb P V IESON7NISAND lnaUDE0 MITW UFEREhWPAGE Nil.M73 ma 1/29/20IQL+MMIZF. Design valid for use only with MiTek connectors. This design Is based any upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of IndIVIduaI web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. Safety Information wapable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA p2314. Tampa, FL 33610.4115 IfSautfiern llTe Spiilumberissperified,thedesirnvaluesarethoseeffective46/Q112013bvAt C Job Truss Truss Type Oty Ply Sullivan Residence T6558155 27347 -EJ3 Jack -Open 1 1 Job efe ence o t'onal 1.0JV S JUI 11 ZU14 MI I eK mausmes, Inc. wed uct ul IWIV: I J ZU14 Pagel 1 D:37eUygF_XYOC6ei 1 DkW WAYym KUm-7iOFWOvFFYa6GGKtG WmNi4aAgwPSz9ZVPhIXzkyXkyy 1-8-3 Scale = 1:7.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL ° 7.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.01 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=68/0-8-3, 2=55/Mechanical Max Horz 3=41(LC 8) Max Uptift3=-105(LC 8), 2=-79(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-327/241 BOT CHORD 1-3=-277/388 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 3 and 79 lb uplift at join 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNIM3 �Vedfi,design p... wr rs sad RFAD MITF.SaN7IUSAND IMSUDFD MITFKRFfEREhCEPA$CMII.1473 « ti Z1291201d5IFaff-OM Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component S lety Information gvagable from Jruss Plate Institute, 781 N. Lee SireeL Suite 312, Alexandria, VA 22314. 1�5outhemPine 5P lumberlsspetified,triedesia vauesare those effective 06 01/2013bvALSC S � A. * 39380 .. 7 fir • 10 . ATEIIJ p R ..is I0 N A1 `%� FL Cert. 6634 October 1,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Sullivan Residence T6558156 27347 -EJ3A Jack -Open 1 1 Job e e e ce o do a 3.9-9 CA3U a JUI 11 ZU14 MI1 eK in'usmes, Inc. wea Oct ul 16:19:13 ZU14 Page 1 ID:37eUygF_XYOC6eil DkW WAYymKOm-7iOFWOvFFYa6GGKtGWmNi4a9lwQ_z9ZVPhlXzkyXkyy Scale=1:10.9 3-9.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.01 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.02 3-6 >999 180 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installationuide. REACTIONS. (Ib/size) 1=161/0-3-0, 2=77/Mechanical, 3=39/Mechanical Max Harz 1=91(LC 8) Max Upliftl=-114(LC 8), 2=-97(LC 8), 3=-9(LC 8) Max Grav 1=161(LC 1), 2=77(LC 1), 3=57(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-274/230 BOT CHORD 1-3=-307/302 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali 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 114 lb uplift at joint 1, 97 lb uplift at joint 2 and 9 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `0PS i A. a-3938, r. • ter. � �;�.•� ATE ,'0�/0 N A1- `,♦ FL Cert. 6634 October 1,2014 JLWARNIM; • 9edfy design pnrameren sud READ h07ES GN 7UrsrAM INCI UAEA MITW REFEREMF A46E M1`7.7473 .. I/Z91201d BITOMWE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA p2314. Tampa, FL 33610.4115 1fSouYheTnP'tne�SpYlumberisspecified, thedesio values arathese effect:ive06AM013bvAtSC Job Truss Truss Type Qly Ply Sullivan Residence' T6558157 27347 -EJ4 Jack -Open 1 1 Job Refe ence(optional) East Coast Truss, Fort Pierce, FL. 34946 1-8.3 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 01 16:19:13 2014 Page 1 ID:37eUygF_XYOC6ei1 DkW WAYymKUm-?iOFWOvFFYa6GGKtGWmNi4aArwPTz9ZVPhlXzkyXkyy d d w Scale = 1:7.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 7.0. Lumber Increase 1.25 BC 0.19 Vert(TL) -0.01 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.01 2 n/a rite BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-8-3 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation vide. REACTIONS. (Ib/size) 3=68/0-8-3, 2=55/Mechanical Max Horz 3=41(LC 8) Max Uplift3=-105(LC 8), 2=-79(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-325/240 BOT CHORD 1-3=-275/386 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 3=45ft; L=24ft; eave=4ft; Cat. li; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 3 and 79 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. J&WARNIN9 •VO4y; mot; ran, ❑ w. aad REAR AF IUCN 7NTSAW J=UDEb T-0IT£K'RFFFRF.K FACeEHII-/473 nax I1d9120148FFOWnE Design valid for use only with MITek connectors. This designis based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information gvapble from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314 It5outtieroPure 5P lumberisspecified,thedestanvaluesamthoseeffective I!#OI3la" rgTSC FL Cert. 6634 October 1,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type 4 Qty Ply Sullivan Residence T6558158 27347 -EJ4A Jack -Open 1 1 ob Re ere ce(optional) 5-3-8 3x6 II !.b'Ja s Jul 11 Za14 MI eK mauslnes, Inc. Wea Ual a1 Ib:19:142014 Page 1 ID:37eUygF_XY0C6ei1 DkWWAYymKUm-Tuydkkwu0siytQv3gDHcF17KuKIMicpeeLl4VAyXkyx Scale = 1:10.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.01 4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.02 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=54/Mechanical, 3=29/Mechanical, 1=304/0-6-0 Max Harz 1=70(LC 4) Max Uplift2=-72(LC 4), 3=12(LC 4), 1=-260(LC 4) Max Grav2=54(LC 1), 3=40(LC 3), 1=304(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-8 cc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatione NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 2, 12 lb uplift at joint 3 and 260 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��`�,,p•s , A W 39380 ATE F • 4/1 tilt /O N A� `��J% FL Cert. 6634 October 1,2014 ®WARKMG •Wdfydesgn panmaW and READ fA7ES ON TMrSAM lNaL'D£DNITFKRETEREAC PACENrl-M7.),ea 1/d9/20IJBIFF08£USE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 It South the P'ine�SP} lumber isspec ified, the design values are thme effective O6/Q3/1013 by ALSO ._.X Job Truss Truss Type Qty Ply Sullivan Residence T6558159 27347 -EJ5 Jack -Open 1 1 ob Reference (optional) 2-10.1 3x6 II /.e3U a JUI l l ZU14 MI1 aK Inaustnes, Inc, vvea uct ul 16:19:14 2014 Pagel ID:37eUygF XYOC6ei1DkWWAYymKUm-TuydkkwuOsiytQv3gDHcF17MaKoolcpeeLl4VAyXkyx Scale =1:9.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=30/Mechanical, 3=15/Mechanical, 1=161/0-8-0 Max Horz 1=68(LC 8) Max Uplift2=-44(LC 8), 3=-10(LC 8), 1=-109(LC 8) Max Grav2=30(LC 1), 3=22(LC 3), 1=161(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sa e NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, ti1111111111��� 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. ,,�����•� Cj•E N S ; eie �.� 7 Provide mechanical connection (by others) of truss to, bearing plate capable of withstanding 44 lb uplift at joint 2, 10 lb uplift at joint 3 ,� : ' �. and 109 lb uplift at joint 1. ,` ----' 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ` * 3938- 10 .O ATE �LU�ONAk- //llllllllll FL Cert. 6634 October 1,2014 ®WAItNIMa Vnritr design paramc�rs and READ A07ES01779SAIRJ iNaUDEDMITEKREEERERrFMGEdt1I-1473 re41/7.9/2014BHO UM Design valid for Wek use only with connectors. This design Is based only upon parameters shown, and is for an Individual building component. �� Dal' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall Is the structure responsibility of the building designer. For general guidance regardingWelk fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. It Southern Pille�SP� I isspecified, 6904 Parke East Blvd. Tampa, FL 33610-4115 umber the design values are those effective 06 110172013 by ALSO ' �j Job Truss Truss Type Qty Ply Sullivan Residence T6558160 27347 -EJSA Jack -Open 1 1 Job Reference o tonal uss, Pon Pierce, FL. 34946 4.11-7 2x4 = 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 01 16:19:14 2014 Page 1 ID:37eUygF_XYOC6ei1DkWWAYymKUm-Tuydkkwu0siytQv3gDHcFl71 KkJicpeeLl4VAyXkyx Scale = 1:12.8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. . TC 0.36 BC 0.28 WB 0.00 (Matrix-M) DEFL, in Vert(LL) 0.03 Vert(TL) -0.04 Horz(TL) 0.00 (loc) I/defl Ud 3-6 >999 240 3-6 >999 180 1 n/a n/a PLATES GRIP MT20 244/190 Weight: 15 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=214/4-11-0, 2=100/Mechanical, 3=48/Mechanical Max Horz 1=120(LC 8) Max Uplift 1=-154(LC 8), 2=-129(LC 8), 3=-6(LC 8) Max Grav 1=214(LC 1), 2=100(LC 1), 3=74(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-483/414 BOT CHORD 1-3=-543/547 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. Plates degree rotation about its center. checked 010.0 , / 4) This truss has been designed for a 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 Al ��,PCJ q ... �e I, fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. ,� • ,, ♦ O ,��� �,. �� G E N 5.,-q���,� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 1, 129 lb uplift at joint 2 and 6lb uplift at joint 3. "Semi _ -�� ` '•, �s D 3938 8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .. ~ ATE O N ►nnn FL Cert. 6634 October 1,2014 AWARNIM-Vedfr design Panm 01. and READ MTESGN7NESAND MADDED 14IrEKRfFEREAW PAGE M,I47473 mx I1d91201dsJT VM Design valid for use only with Wek This connectors. design Is based only upon parameters shown, and Is for an Individual building component. �� Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlon va' able from Truss Plate Institute, 781-N. Lee Street, Suite 312, Alexandria, VA yy2314 Ii Southe rn Pine�SP� lumber is ied, design 6904 Parke East Blvd. Tempo, Parke 33a t Blvd 5 specif the values are those eNective Ofi J01/1013 by ALSO t ,} Job Truss Truss Type Qty Ply Sullivan Residence T6558161 27347 -EJ6 Jack -Partial 1 1 Job a ere ce o do al L. 0-40 1.0JU s Jul 11 Yu14 MI I eK Inausines, Inc. wea uct vi itmu:10 xui4 rage 1 ID:3?eUygF XYOC6ei1DkWWAYymKUm-x4V?x4xWn9gpVaUGNxoroVgTLk39R22nt?neldyXkyw 4-5-4 1 7-7-5 4-5.4 3-2-1 Scale = 1:15.0 N n• 3x6 11 US 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.09 3-8 >986 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.10 3-8 >879 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=123/Mechanical, 3=68/Mechanical, 1=368/1-6-13 Max Horz 1=101(LC 4) Max Uplift 2=-1 55(LC 4), 3=-26(LC 4), 1=-315(LC 4) Max Grav2=123(LC 1), 3=91(LC 3), 1=368(LC 1) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer L.Inglallgliga guide, NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II, Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali 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 155 lb uplift at joint 2, 26 to uplift at joint 3 and 315 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 October 1,2014 ® WARNING-Verifydesign parameters and READ AVIESGN7MSAW 0atMFD MITFKR££ERFAMPAGEMrI-M73 re•. IIT-9120IdaWaaEU3E Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. �• ApplicabiGfy of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblfity of the erector. Additional permanent bracing of the overall Is the ■E•�Y® fill iTek' structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information voppoble from Truss Plate In titute, 781 f4. Lee Street, Suite 312, Alexandria, VA 2314. ifSauthemPine7SPflumberisspecifie 6904 Parke East Blvd. Tampa, FL 33610-4115 , the design valuesare these effective06A1f2013byALSC Job Truss Truss Type aty Ply Sullivan Residence T6558162 27347 -HJ5 Diagonal Hip Girder 1 1 ob Reference(optional) -.. ... ,,.. , ..,, rio, , �, v,a,v (-wu s" 11 zu14 mueK meusmes, Inc. wea uct ui la:le:l0 zui4 rage 7 ID:3?eUygF_XYOC6ei1 Dk'AWAYym KUm-x4V7x4xWn9gpVaUGNxoroVgWZk5VR2Tnt?ne1 dyXkyw 3-8-14 2-2-7 Scale = 1:11.5 d N C? d 3x6 11 2x3 11 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.03 6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1,25 BC 0.16 Vert(TL) -0.03 6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.04 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 21 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=129/Mechanical, 4=-40/Mechanical, 1=316/0-10-0 Max Horz 4=77(LC 17) Max Uplift2=-225(LC 4), 4=-82(LC 17), 1=-278(LC 4) Max Grav2=129(LC 1), 4=181(LC 6). 1=316(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. NOTES- BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-5 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer guide,Installation 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3,Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will �� PS A. q I� fit between the bottom chord and any other members. � �`' • •"• •" �e ��j 6) Refer to girder(s) for truss to truss connections. ,�� .� \, C' E N,9, �i 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 Ib uplift at joint 2, 82 lb uplift at joint 4 and 278 1b uplift at joint 1. 0 39380, 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * %• 9) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 98 lb up at 3-6-7; and 109 lb down and 98 lb up at 3-6-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. i ATE 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 (pif) Vert: 1-2=-54, 3-6=-20 Concentrated Loads (lb) Vert: 9=16(F=8, B=8) lllllllll FL Cert. 6634 October 1,2014 ®WARNIM eritydesgn parunmiwra,caJAE1D tATESGN 7firS AND IMIUDED MI7FKFEfEREME PAGE Mrj-M23m.R j/291201aBDj VM Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an individual building component.�� Applicability of design parametersand proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the erector. Additional bracing the is MiTek permanent of overall structure the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information va able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. It Sou Rine�SPI 6904 Parke East Blvd. Tampa, FL 33610.4115 the m lumber isspecifie/ , the design values are those effective 0610112013 byALSC { I It, _. . Job Truss Truss Type Qty Ply Residence SullivanLob T6558163 27347 -HJ7 Roof Special Girder 1 1 Reference (optional v rvn no, �. vYary 1.64U S JUI 11 ZU14 MI I eK Inausmes, Inc. wed Oct Ul 16:19:16 ZU14 Page 1 ID:37eUygFXYOC6ei1DkWWAYymKUm-PG3NBQx8YTyg7j2SxeJ4KjCbR80GARVx5fWBZ3yXkyv 6.7-13 10.0-8 5-7-13 4.4-11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 3x8 11 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/71312007 REACTIONS. (lb/size) 4=452/0-8-13, 1=378/0-6-0 Max Horz 1=129(LC 4) Max Uplift4=-490(LC 5), 1=-412(LC 4) Max Grav4=452(LC 1), 1=471(LC 28) 4x4 Scale = 1:16.9 3x6 II CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.56 Vert(LL) 0.06 4-5 >999 240 MT20 244/190 BC 0.38 Vert(TL) -0.07 4-5 >999 180 WB 0.31 Horz(TL) 0.00 4 n/a n/a (Matrix-M) Weight: 42 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-6-7 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-524/426, 1-12=-733/810, 2-12=-695/782, 2-13=-714/835, 3-13=-673/793, 3-4=365/461 BOT CHORD 1-6=-404/448, 1-14=798/656, 5-14=-798/656 WEBS 2-5=167/295, 3-5=-800/678 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; ,,,111111 11/111, Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,,%S A. As requested; plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the �� P. •'9�e 2 .S 0., EN S responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. ��.�, �••,, /�� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * 0 39380�----y; fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 490 lb uplift at joint 4 and 412 lb uplift at joint 1. t� 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 lb down and 52 lb up at 3-0-8, Q •. ` ATE 107 lb down and 72 lb up at 3-1-6, 110 lb down and 84 lb up at 5-4-4. 105 lb down and 90 lb up at 5-5-1, 120 lb down and 116 Ib up at 7-7-15, and 133 lb down and 174 lb up at 7-8-13, and 100 lb down and 129 lb up at 9-10-12 on top chord, and 9 lbdown and 38 lb up at �j (� •• i �.•�\• �� 3-0-8, 194 lb down and 145 Ib up at 3-1-6, 17 lb down and 35 lb up at 5-4-4, 16 lb down and 35 lb up at 5-5-1, and 26 lb down and 33 ��j StS '' lb up at 7-7-15, and 45 lb down and 49 lb up at 7-8-13 on bottom chord. The design/selection of such connection device(s) is the /��� N A, � jo%% 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 FL Cert. 6634 4 3n4A Continue d on a e 2 . ,..... . ®WARMAn-Vadfrdesign Parar Mrs and READ MWUNVIUAMD IM2UDEDMITFKREFERE&MPAGEMII.7473 reF I/d9/201a8II'aREt15E Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ,MITek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Sale) Intorma Ion vo able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. Tampa, FL 33670.4115 lt5authern ine�SP�lumberisspecitie,thedemgnvaluesarethoseeffective0b�01/2013EyALSC 4 1 1 -. ' Job Truss Truss Type Qty Ply Sullivan Residence J1 d T6558163 27347 -HJ7 Roof Special Girder Job Reference (ootionall East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 01 16:19:16 2014 Page 2 ID:37eUygF_XYOC6ei1 DkW WAYym KUm-PG3N8Qx8YTyg7j2SxeJ4KjCbR80GARVx5f WBZ3yXkyv LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 3=-100(F) 9=59(F=33, B=26) 10=75(F=1, B=74) 12=17(F=9, B=8) 13=-74(F=-14, B=-60) 14=-14(F=-8, B=-6) 15=-61(F=-16, B=45) ®WARNIM-Vwdfrdes4n Pa—ft—rssod READ MUSGNMTSAND MaUDED MITEKREEEREACE PAGE M114473 m. I1291201dDEraREUSE Design valid for use only with Ml connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional bracing the Is the MiTek• permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormatfon va able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA yy2314. ItSouthernPine�SP�lumber isspecified,the designvalues are those effei O6/Ql/2013byALSC Tampa, FL 33610-4115 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 '!T 6' For 4 x 2 orientation, locate Plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate Width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss. Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O 2 U o_ O Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) FJ BOTTOM CHORDS 8 7 3 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekOO All Rights Reserved MiTek� MiTek Engineering Reference Sheet: MII-7473 rev. 01 /29/2013 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 If. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quarity Criteria.