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HomeMy WebLinkAboutTrusss ! ® Lumber design values are in accordance with ANSI/TPI.1 section 6.3. These truss designs rely on lumber values established by others. MiTek® RE: 71711 - Kessel MiTekUSA, Inc. Site Information: 6904 Parke East Blvd: Tampa, FL.33610-41.15 Customer Info: Homecrete Homes, Inc. Project Name: Xessel Model- Lot/Block: Subdivision: Address:, unknown City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: . Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design' Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 .Wind Code: ASCE 7-10 [All Heighll Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 61 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the,Truss Design Engineer and this index sheet conforms to 61 G1.5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date No. Seal# . Truss Name Date 1 IT6184354 JA1 3/4/014 118 IT6184371 JFLH 3/4/014 1_ I T6184355 I A2 13/4/014 119 I T6184372 I FLI 13/4/014 13 I T6184356 I A3 13/4/014 120 I T6184373 I FLJ 13/4/014 14 I T6184357 I A4 13/4/014 121 I T6184374 ' I FLK 13/4/014 1 I T6184358 I A5 13/4/014 122 J T6184375 J .FLL 13/4/014 16 I T6184350 I A6 13/4/014' 123 , I T6184376 I FLM j 3/4/014 17 I T6184360 I A7 13/4/014 124 I T6184377 [FLN 1 3/4/014- I8 . I T6184361 I A8 13/4/014 125 " I T6184378 I FLO 13/4/014 19 I T6184362 I A 13/4/014 126 ; I T6184379 I FLP. 13/4/014 110 I T6184363 I FGA . 13/4/014 127 I T6184380 I FLQ ' 13/4/014 111 I T6184364 I FLA 13/4/014 128 I T6184381 I FLR 13/4/014 112 I T6184365 I FLB . 13/4/014 129 . I T6184382- I FLS 13/4/014 113 I T6184366 I FLC 13/4/014 130 I T6184383 I GRA 13/4/014 I 114 . I T6184367 I FLD 13/4/014 131 . I T6184384 I GRB 13/4/014 115 I T6184368' I FLE 13/4/014 132 I T6184385 I J1 13/4/014 I 116 I T6184369 I FLF 13/4/014 133 I T6184386 I, J 1 A 13/4/014 I 17 I T6184370 I FLG 13/4/014 134 I T6184387 I J1 B 13/4/014 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design- Engineer's Name: -Velez, Joaquin My licenserenewal 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, perANSI/TPI-1, Chapter2. `till%II1fill,, Q01 N I GCE N 68182 * 13 '. STATE OF : 441 'O. 1illits" FL Cert. 6634 March 4,2014 Velez, Joaquin 1 of 2 RE: 71711 - Kessel Site Information: Customer Info: Homecrete Homes, Inc Lot/Block: Address: unknown City: St. Lucie County No. Seal# I Truss Name I Date 35 IT6184388 JJ1C 3/4/014 136 I T6184389 J J1 D 1 3/4/014 137 I T6184390 I J2A 1 3/4/014 138 1 T6184391 I J3 1 3/4/014 139 I T6184392 I J3A 1 314/014 140 I T6184393 I J3B 1 3/4/014 141 I T6184394 I J3C 1 3/4/014 142 _ I T6184395 I J3D 1 3/4/014 143 I T6184396 J J5 1 3/4/014 144 I T6184397 I J5A 1 3/4/014 145 I T6184398 I J5B 1 3/4/014 146 I T6184399 I J5C 1 3/4/014 17 I T6184400 I J5D 1 3/4/014. 148 1 T6184401 I J7 1 3/4/014 149 I T6184402 I Al 1 3/4/014 10 I T6184403 I JA3 1 3/4/014 151 I T6184404 I JA5 1 3/4/014 152 I T6184405 I JAA 1 3/4/014 153 I T6184406 J JB 1 3/4/014 154 I T6184407 I JC3 1 3/4/014 155 I T6184408 I JC5 1 3/4/014 156 I T6184409 I JD1 1 3/4/014 157 1 T6184410 1 JD3 1 3/4/014 158 1 T6184411 I KJ 7 1 3/4/014 159 1 T6184412 I KJA 1 3/4/014 160 1 T6184413 I KJC 1 3/4/014 161 1 T6184414 I KJD 1 3/4/014 Project Name: Kessel Model: Subdivision: State: FL 2 of 2 Job . Truss Truss Type City Ply Kessel T6184354 71711 Al DUAL PITCH 1 1 Job Reference (optional) cnambers I mss Inc., FOru-erce hl. 349BZ r.3ou s oep z-r zu iz 1vn 1 eK inuusmes, inc. 1v1on Mar ua 14:01: 1L 4V 14 rage 1 I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-Dy5m6uexDYcTAuJX3Qui9CmYxrRCTW mPEe7plpzecXD 1 4-0 , 7-3-9 10-11-1 14-6-5 22.4-4 1-4 0 7-3-9 3-7-8 3-7 4 7-9-14 5x6 3.00 F12 2.87 Ll2 Scale=1:39.3 a IT a 3x5 = 3x8 = 3x6 = 4x4 = 10-11-1 11-5-3 Plate Offsets (X,Y): [2:0-2-8,Edge1, [4:0-3-0,0-2-61, [6:0-6-5,Edge1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.27 8-11 >979 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.55 8-11 >488 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 85 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=716/0-8-6 (min. 0-1-8), 2=775/0-8-0 (min. 0-1-8) Max Horz2=122(LC 4) Max Uplift6=-784(LC 8), 2=-948(LC 8) Max Grav6=827(LC 2), 2=901(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2081/2062, 3-4=-1656/1568, 4-5=-1652/1569, 5-6=-2115/2105 BOT CHORD 2-8=-1905/1981, 7-8=-1952/2019, 6-7=-1952/2066 WEBS 4-8=-524/622, 5-8=-512/768, 3-8=-468/686 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60�/ 3) The solid section of the plate is required to be placed over the splice line at joint(s) 7. ,��OPQv 1 N V�� 4) Plate(s) atjoint(s) 7 checked for a plus or minus 5 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. `�� , ••• V� G E N S'F.• i000 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will � fit between the bottom chord and any other members. N 6 81 82 0. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 784 lb uplift at joint 6 and 948 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. LOAD CASE(S) Standard + T F 0. FL Cert. 6634 March 4,2014 AWARMNG - Verify design parmndem and READ NOTES OAT MrS AND INCLUDED 597EICREFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. OMiTek' '• 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 6904 Parke East Blvd. Salety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if�outhe. Pine (SP) lumber is specified, design values are those effective C6/01/2013 bV ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel T6184355 71711 A2 DUAL PITCH 1 1 Job Reference (optional) Chambers Truss Inc., Fort. Pierce FI. 34962 /.30U s Jep 1 / Luiz mi I eK Inaustnes, mc. Man Mar u3 14:01:1L ZU14 rage l I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-Dy5m6uexDYcTAuJX3Qui9CmYRrSmTW_PEe7plpzecXD 1-4-0 ' 6-11-3 3-7-13 3-7-10 5x6 = 3.00 12 2.87 Ll2 7-5-4 Scale = 1:38.5 3x5 = 3x8 = 3x6 = 3x5 = 10-7-0 21-7-14 10-7-0 11-0-15 Plate Offsets (X,Y): [2:0-2-8,Edge], [4:0-3-0,0-2-6], [6:0-3-9,Edge] LOAOING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC - 0.40 Vert(LL) 0.25 8-11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.49 8-11 >530 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 83 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=693/0-8-6 (min. 0-1-8), 2=753/0-8-0 (min. 0-1-8) Max Horz 2=120(LC 4) Max Uplift6=-759(LC 8), 2=-924(LC 8) Max Grav6=802(LC 2), 2=875(LC 2)' FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2025/2010, 3-4=-1606/1520, 4-5=-1603/1521, 5-6=-2059/2054 BOT CHORD 2-8=-1858/1928, 7-8=-1906/1968, 6-7=-1906/1968 WEBS 4-8=-481/584, 5-8=-503/751, 3-8=459/669 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=24ft; B=41ft; L=26ft; eave=4ft; Cat.[]; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 7. ,%%�, 4) Plate(s) at joint(s) 7 checked for a plus or minus 5 degree rotation about its center. �� �P' • •' •E •' • •, C� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� , '• \ G N 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. • Nc 68182 • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 759 lb uplift at joint 6 and 924 lb uplift at �I •: joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard : p '. T O F10 .• �/ .00 ;�% ���',',s• •N � ALn�. �111�,E0G FL Cert. 6634 March 4,2014 ® WARNING - Verify design parameters and READ NOMS ON MIS AND INCLUDED Mf7EKREFEREMCE PAGE M!I-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.�� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In formation' available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthefn Rine (SP) lumber is spedfied, the design values are those effective 06/0112013IbyALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Kessel T6184356 71711 A3 DUAL PITCH 1 1 Job Reference (optional) Chambers Truss Inc., Fort. Pierce FI. 34982 /.3au s aep 2 r zuiz mi i eK mausmes, inc. Mon Mar us 14:01:1s ZU14 rage i I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-iBf9JEfZ_rkKo2ujd7PxhQ] keFOXCZJYSISMIFZeCXC -1-4-0 6-6-13 10-2-15 13-10-14 20-11-9 1 4-0 6-6-13 3-8-2 3-7-15 7-0-11 5x6 zZ 3.00 12 2.87 Ll2 Scale = 1:37.3 a 17 3x5 = 3x8 = 3x6 = 3x5 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft' Ud TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.24 8-11 >999• 360 TCDL 7.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.44 8-11 >577 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 6=671/0-8-6 (min. 0-1-8), 2=731/0-8-0 (min. 0-1-8) Max Horz2=118(LC 4) Max Uplift6=-735(LC 8), 2=-900(LC 8) Max Grav6=776(LC 2), 2=850(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1967/1957, 3-4=-1556/1472, 4-5=-1553/1472, 5-6=-2003/2002 BOT CHORD 2-8=-1811/1875, 7-8=-1860/1915, 6-7=-1860/1915 WEBS 4-8=-440/548, 5-8=-494/735, 3-8=-451/654 PLATES GRIP MT20 244/190 Weight: 81 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-4-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; ♦,,�� ���I` Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other loads. `♦♦� PC.0 I N V�� 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ��� , �\ G E N S4 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 735 lb uplift at joint 6 and 900 lb uplift at 01*0 joint 2. N 68182 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard O:. T OF :�W Z FL Cert. 6634 March 4,2014 A WARMNG - Ve qfy design p...t. mid READ NO78S ON7HIS Allen INCLUDED JINZEKREFERENCE PAGE M-7473 BEFORE USE. � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component.'' 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/rPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. JISauthem Piece m (SP) lumber is s;pedfiied, the design values are these effective 06/01/211W hV AL5C Tampa, FL 33610-4115 Job Truss Truss Type City Ply Kessel T6184357 71711 A4 DUAL PITCH 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 17.350 s Sep 27 2012 MiTek industries, Inc. Mon Mar 03 14:51:13 2014 Page 1 I D: Cp6BnCUzbLNBmjvM G roAyzFa J 7-i8f9J EfZ_rkKo2ujd7PxhQl k4Fp3CzNYSI sMl FzecXC 1 4-0 , 6-2-8 9-12-14 13-7-2 20-34 1 4-0 6-2-8 3-8-6 3-8-4 6-8-3 5x6 = 3.00 12 2.87 L12 Scale = 1:36.0 a Ic? 0 3x4 = 3x8 = 3x6 = 3x5 = 9-10-14 20-3-4 9-10-14 104-6 Plate Offsets (X,Y): [2:0-4-4,Edgel, [4:0-3-0,0-2-61, [6:0-4-1,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC ' 0.34 Vert(LL) 0.22 8-11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.39 8-11 >630 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix=M) Weight: 79 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 6=649/0-8-6 (min. 0-1-8), 2=709/0-8-0 (min. 0-1-8) Max Horz2=115(LC 4) Max Uplift6=-71 O(LC 8), 2=-876(LC 8) Max Grav6=750(LC 2), 2=824(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1909/1902, 3-4=-1507/1423, 4-5=-1503/1424, 5-6=-1946/1949 BOT CHORD 2-8=-1762/1821, 7-8=-1812/1862, 6-7=-1812/1862 WEBS 4-8=400/512, 5-8=-486/720, 3-8=-443/638 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��Qv I N 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��� �P........ • •. fit between the bottom chord and any other members. •• \ G E N S' 10 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 710 lb uplift at joint 6 and 876 lb uplift at �••�•• 00 joint 2. N( 68182 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �Ir LOAD CASE(S) Standard T OF :.O••. .� '0�ss N A; FL Cert. 6634 March 4,2014 AWARMNG - Verify design parametem and READ N07ES ON THIS AND LNCLUDED h1 EKREPERENCEPAGEDW-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.'• 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 bracing the is the the building designer. MiTek* erector. permanent of overall structure responsibility of 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. itir"tormation available . Pine (SP) Ium firom ber isruspecifieInstitute,the dessl N. Lee-ign values are Suite a �e�v406/Ol/VA 2i0]3bV A1.5C Tampa, FL 336104115 Job Truss Truss Type Qty Ply Kassel T6184358 71711 A5 DUAL PITCH 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Mar 03 14:51:14 2014 Page 1 ID:Cp6BnCUzbL V BmjvMGroAyzFaJ7-ALDXWagCl9sAQBTvBgwAEdrv9f9oxQihhycvgizecXB -1-4-0 5-10-3 9-6-13 13-3-4 19-6-15 1 4-0 5-10-3 3-8-9 3-8-7 6-3-11 5x6 = 3.00 12 2.87 Ll2 Scale = 1:34.8 3x4 = 3x8 = 3x6 = ' 3x5 = 9-6-13 19-6-15 9-6-13 10-0-2 Plate Offsets (X,Y): [2:0-2-0,Edge], [4:0-3-0,0-2-61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.20 8-11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.34 8-11 >689 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 76 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=626/0-8-6 (min. 0-1-8), 2=687/0-8-0 (min. 0-1-8) Max Horz2=113(LC 4) Max Uplift6=-686(LC 8), 2=-851(LC 8) Max Grav6=724(LC 2), 2=799(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1850/1846, 3-4=-1456/1374, 4-5=-1453/1375, 5-6=-1888/1895 BOT CHORD 2-8=-1712/1766, 7-8=-1764/1808, 6-7=-1764/1808 WEBS 4-8=-363/477, 5-8=-478/704, 3-8=-434/622 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. ll;` �11111If Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ��� 11I 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %��, Qv N V,�-'��j 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will % gyp`* • • • • • • " • • • �� � fit between the bottom chord and any other members. �� , G E N ,3 e0 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 686 lb uplift at joint 6 and 851 lb uplift at •• �•••• joint 2. N( 68182 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard T OF %� N N A1- E0G 11117111110 FL Cert. 6634 March 4,2014 A WARNING - Verify design parameters and READ N07ES ON7HIS AND MCLUDED Mr71EKREFERENCE PAGE MR-7473 BEFORE USE. Mi Design valid for use only with Tek 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 stabilityduring 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 MiTek* fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89'and SCSI Building Component 6904 Parke East Blvd. Safely Inlorma8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I�Southerre Pine (SP) lumber is specified, the design valuesere those effective 06/01/2033 byA15C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kassel T6184359 71711 A6 DUAL PITCH 1 1 Job Reference (optional) chambers I runs Inc., t-ort Nierce H. a49U r.aou s pep zr zuirmi i eK mausines, mc. ivion mar uo iqm j: i o m iv rage i ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-eXnvkwggW T_11 L261YRPmrN4b3WXgturwcLTMBzecXA -1-4-0 6-7-3 9-2-12 11-10-1 18-10-10 1-4-0 6-7-3 2-7-9 2-7-5 7-0-9 5x6 z nn� 2.87 12 Scale = 1:33.6 3x4 = 3x8 = 3x6 = 3x5 = 9-2-12 18-10-10 9-2-12 9-7-14 Plate Offsets (X,Y): [2:0-2-0,Edgel, [4:0-3-0,0-2-61 LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.19 8-11 >999 360 MT20 244/190 TCDL 7.0 Lumber increase 1.25 BC 0.43 Vert(TL) -0.31 8-11 >742 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 71 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins. BOT CHORD 2x4 SP'M 30 BOT CHORD Rigid ceiling directly applied or 5-9-14 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=604/0-8-6 (min. 0-1-8), 2=665/0-8-0 (min. 0-1-8) Max Horz2=110(LC 4) Max, Uplift6=-662(LC 8), 2=-827(LC 8) Max Grav6=699(LC 2), 2=773(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1694/1657, 3-4=-1375/1303, 4-5=-1373/1304, 5-6=-1723/1695 BOT CHORD 2-8=-1520/1609, 7-8=-1562/1643, 6-7=-1562/1643 WEBS 4-8=-493/558, 5-8=-404/606, 3-8=-364/533 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60.plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�OP(�U I N VF� 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,�� , •.• �� G E N S'-•. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 662 lb uplift at joint 6 and 827 lb uplift at joint 2. NV8182 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * : • •: LOAD CASE(S) Standard T OF FL Cert. 6634 March 4,2014 ® WARMNG - Vero design pww wt. artd READ NOTES ON 97IISeND MCLUDED AlM3KREFERWCE PAGE MU-7473 BEFORE use. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual' building component. ;. 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 MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPl1 Quality Criteria, DSB-89'and BCSI Building Component 6904 Parke East Blvd. Salefy Inlormaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. JF=r.h. Pine (SP) lumber is specified, the design values are those effective 06/01/2023 bVA tSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel T6184360 71711 A7 DUAL PITCH 1 1 Job Reference (optional) Chambers Truss Inc., Fort. Pierce R. 34982 7.8bu s 5ep a zuiz am i eK mausmes, mc. Mon mar us i4:oi:io zui4 rage 1 ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-eXnvkwggWT_11 L261YRPmrN1 W3Wvgu5rwcLTMBzecXA -1-4-0 8-10-11 18-2-5 1 4-0 8-10-11 9-3-10 5x6 zz 3.00 12 2.87112 Scale = 1:32.7 v IA a 3x5 = 2x3 II 3x6 = 3x5 = 8-10-11 18-2-5 8-10-11 9-3-10 Plate Offsets (X,Y): [3:0-3-4,0-2-81, [4:0-2-5,0-0-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.24 6-9 >913 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.30 6-9 >736 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 60 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-8-9 oc bracing. WEBS 2x4 SIP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=583/0-8-6 (min. 0-1-8), 2=642/0-8-0 (min. 0-1-8) Max Horz2=108(LC 4) Max Uplift4=-639(LC 8), 2=-801(LC 8) Max Grav4=674(LC 2), 2=746(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1648/1549, 3-4=-1871/1994 BOT CHORD 2-6=-1681/1716, 5-6=-1096/1295, 4-5=-2119/1959 WEBS 3-6=-9/355 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `,��� V IN 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� PQ 4) ' This truss has been designed for a live load of 20:Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �j fit between the bottom chord and any other members. ��� , .•' G E N 8,� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 639 lb uplift at joint 4 and 801 lb uplift at joint 2. N 68182 0 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * •: LOAD CASE(S) Standard -�� �r � T OF t1191 I�i► N A� E:-.0 III FL Cert. 6634 March 4,2014 0 WARAUM - Verify design p..t. a nd READ N07ES ON INIS AM INCLUDED M►TEKREFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.'' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781' N. Lee Street, Suite 312, Alexandria, VA 22314. IFSouthem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 hyALSC Tampa, FL 33610-4115 Job Truss Truss Type ty Ply Kassel T6184361 71711 A8 DUAL PITCH 1 1 Job Reference (optional) Chambers Truss Inc., Port Pierce FI. 34952 r.,IOU s oep u m iZ Iva r ex mousmes, mc, mu" iviar 65 rv.a i s i o <u 14 rd9v I D:Cp6BnCUzbLiV BmjvMGroAyzFaJ7-6j LHxGhSH m6uf Vd I I FzeJ2wCuTtbPLR_8G 5OvazecX9 1-0-0 8.6-10 17-6-0 1-4-0 8-6-10 8-11-6 4x6 % 3.00 F12 2.87 12 Scale = 1:31.6 3x4 = 2x3 II 3x6 = 3x5 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.5D Vert(LL) 0.21 6-9 >983 360 TCDL 7.0 Lumber Increase 1.25 BC 0.3B Vert(TL) -0.26 6-9 >803 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=561/0-8-6 (min. 0-1-8), 2=620/0-8-0 (min. 0-1-8) Max Horz2=105(LC 4) Max Uplift4=-614(LC 8), 2=-777(LC 8) Max Grav4=648(LC 2), 2=721(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1536/1424, 3-4=-1749/1855 BOT. CHORD 2-6=-1545/1596, 5-6=-1054/1245, 4-5=-1967/1828 WEBS 3-6=-10/341 PLATES GRIP MT20 244/190 Weight: 58 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; ♦ ♦�`� ���, ' Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ♦ / 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `♦♦♦ PQU I N 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall'by 2-M wide will fit between the bottom'chord and any other members. ,,� , •,.��G ENS* 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 614 lb uplift at joint 4 and 777 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard *: N 68182 :�* 0 T • w OFIN 00 1111111 FL Cert. 6634 March 4,2014 A WARAMG - Verify design parmneters and REW N07ES ONTHIS AArD INCLUDED JUTEKREPERENCE PAGE 07 7473 BEFORE USB. 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/11`I1 Quality Criteria, DSB•89 and BCSI Building Component Parke. ass Blvd. 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP) lumber is specified, the design values are those effective M/OI/2M hVA15C Tampa, 3 Job Truss Truss Type Qty Ply Kessel T6184362 71711 A CAL. DUAL PITCH 1 1 Job Reference (optional) Chambers Truss Inc.. tort tierce ri.:t wZ r.- s QrN 41 4U 14IM I—!IIUI i—, M.I. P. a. •- . rnUc I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-ImXOuYdJSEUcZkkKW iNTc?DNbS85k4W F?_NFDNzecXE 1 4-0 6-6-3 9-0-1 13-7-7 16-1-2 23-0-9 1 4-0 6-6.3 2-5-14 4-7-6 2-5 11 6-11-7 4x6 3.00 12 1718 5x6 = 2.87 L12 Scale = 1:41.5 3x5 = 3x4 = 3x4 = 3x6 = 3x5 = 9-0-1 4-7-6 9-5-2 Plate Offsets KY): 17:0-3-9 Edge) LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.41 Vert(LL) 0.40 9-13 >689 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.48 9-13 >576 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 86 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-15 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=738/0-8-6 (min. 0-1-8), 2=797/0-8-0 (min. 0-1-8) Max Horz2=109(LC 4) Max Uplift7=-821(LC 5), 2=-972(LC 8) Max Grav7=853(LC 2), 2=926(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2253/2213, 3-4=-1981/1918, 4-17=-1923/1897, 17-18=-1923/1897, 5-18=-1923/1897, 5-6=-1980/1919, 6-7=-2304/2272 BOT CHORD 2-1 0=-2056/21 50, 9-10=-1707/1923, 8-9=-2121/2206, 7-8=-2121/2206 WEBS 3-10=-341/492, 4-10=-179/292, 5-9=-206/311, 6-9=-403/584 NOTES 1) Unbalanced roof live loads have been considered.for this design. %111 1 111110 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; %� `N � � Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 �� Qv V� �i� 3) Provide adequate drainage to prevent water ponding. ��� OP. • • • •E �� 4) The solid section of the plate is required to be placed over the splice line at joint(s) 8. ♦♦� , ••' �� G N S'�•.? 5) Plate(s) at joint(s) 8 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Nc 68182 0 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will: fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821 lb uplift at joint 7 and 972 lb uplift at joint 2. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O T O F LOAD CASE(S) Standard 0�� Q; �_♦♦♦ �i S •' •.. > E FL Cert. 6634 March 4,2014 AWARA7M- Verify design parametersandREW%OTES'ONT7flsAfmINCLUDEDMITEKRFPERP.NCEPAGE =-7473BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. '• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown' is for lateral support of individual web members only. Additional temporary bracing to insure stabilityduring construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. If Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 byALW Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel T6184363 7f711 FGA FLOOR 1 3 Job Reference (optional) Chambers Truss Inc., Fort. Pierce FI. 34982 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Mar 03 14:51:17 2014 Page 1 I D: Cp6 BnCUzbLIV BmjJ MGroAyzFaJ7-awvf9ci424EIHfCU szUtsGTPU sBM8cY8Nwga ROzecXB 4-4-2 7-3-14 10-1k14 12-11-14 15 9-14 18-6-2 4-4-2 2-11-12 2-10-0 2-10-0 2-10-0 2-8-4 Scale: 3/8"=1' This truss is NOT symmetric. Proper orientation is essential. 2x3 II 5x6 = 2x3 II 8x14 II 3x6 = 4x4 = 2x3 II 5x8 = 2 3 4 5 6 7 8 3x4 II 4x12 = 46 = 7x8 = 3x4 II 8x10 = US 11 Truss is not designed to support concentrated loads at its cantilevered end. 4.4-2 7-3-14 10-1-14 12-11-14 15-9-14 18-6-2 LOADING (psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.00 TC 0.38 TCDL 10.0 Lumber Increase 1.00 BC 0.47 BCLL 0.0 Rep Stress Incr NO WB 0.91 BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL)-0.1711-12 >973 480 MT20 244/190 Vert(TL)=0.2611-12 >637 360 Horz(TL) 0.03 9 n/a n/a LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* BOT CHORD 8-9,2-15: 2x6 SP No.2, 8-10: 2x4 SP M 30 REACTIONS (lb/size) 9=3737/0-4-0 (min. 0-1-8), 15=7166/0-4-0 (min. 0-2-0) Max Grav9=3788(LC 4), 15=7166(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=0/484, 1-2=0/2612, 2-3=0/2612, 3-4=-10909/0, 4-5=-10909/0, 5-6=-10909/0, Weight: 295 lb Fr = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-M oc bracing: 15-16. 6-7=-6996/0, 7-8=-6996/0, 8-9=-2671/0 BOT CHORD 15-21 =0/5875,14-21=0/5875, 14-22=0/5875, 13-22=0/5875, 13-23=0/5875, 12-23=0/5875, 12-24=0/10909, 11-24=0/10909, 11-25=0/10909, 10-25=0/10909, 10-26=0/709, 9-26=0/709 WEBS 1-15=-2646/0, 2-15=-629/0, 3-15=-8247/0, 3-14=0/680, 3-12=0/5708, 4-12=-297/0, 6-11=0/1159, 6-10=-4164/0, 8-10=0/6747 NOTES 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: `,�\� Top chords connected as follows: 2x4 =1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. `�� Qv N Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. ,�� OR . • • • • • • o F �i •••�Ci E N s' •••. oi -% , '� �' F 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to pl}C •�• connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. . N 68182 0 �� 3) Unbalanced floor live loads have been considered for this design. = * y� 4) The solid section of the plate is required to be placed over the splice line at joint(s)13. 5) Plate(s) at joint(s)13 checked for a plus or minus 4 degree rotation about its center. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks t%' �, T O F W be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1094 lb down at 1-8-6, 150 lb down o00 '• Q Q;•' at 2-0-6, 1055 lb down at 3-8-6, 150 lb down at 4-0-6, 1017 lb down at 5-8-6, 978 lb *down at 7-8-6, 940 lb down at 9-8-6, 901 lb down at 11-8-6, 863 lb down at 13-8-6, 824lb down at 15-8-6, and 785 lb down at 17-8-6, and 150 lb down at 17-10-3 on bottom o� S1 ' • �I/ tS , ��,�� `tom ��` %� chord. The design/selection of such connection device(s) is the responsibility of others. /// N11 LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-8=-100, 9-16=-10 FL Cert. 6634 March 4,2014 AWARMNG - Verify design p... ters and READ NOTES ONT HIS AND INCLUDED M MKREPERENCE PAGB=-7473 EEFOREVSS. 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 �lliTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component v Bld. 6904 Parke East ast Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lI'Southem Pine (SP)lumber is specified, the design values are those effective 06/01/2013 byASSG Tampa, FL 3 Job Truss Truss Type Qty Ply Kessel • T6184363 71711 .FGA FLOOR 1 3 Job Reference (optional) chambers I russ Inc., tort Fierce H. 348Bz i.aou s sep z r zuiz mi i eK mausmes, mc. mon mar us l4:ol:l r zu w rage z I D: Cp6BnCUzbLiVB mj vMGroAyzFaJ7-awvf9ci424 EIHfCUszUtsGTPU sBM8cY8NwgaROzecX8 LOAD CASE(S) Standard Concentrated Loads'(Ib) Vert: 10=-824(B) 17=-1094(B) 18=-150(F) 19=-1055(B) 20=-150(F) 21=-1017(B) 22=-978(B) 23=-940(B) 24=-901(B) 25=-863(B) 26=-936(F=-150, B=-785) A WARMING - Vc, fij dsiga paramei. and READ NOTES ONTRIS AND INCLUDED MITEKREFERENCE PAGE M-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Wt Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult' ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street,, Suite 312, Alexandria, VA 22314. 96southem Paine (5P) lumber is sliecdied, The design values are Those effective 06/01/2013 byAlSC Tampa, FL 33610-4115 Job Truss Truss. Type Qty Ply Kessel T6184364 71711 FLA FLOOR 1 1 Job Reference o tional cnamoers i russ mc., ion Tierce N. svaoZ 0-3-11 H 2-6-0 6x8 = 3x4 = 2 2x3 11 3 I D: Cp6B nCUzbL,VBmjv MGroAyzFaJ 7-26S2Mxj i pN Mcup m hQ g?60T?Y5G Rgt6bHcaa7zTzecX7 OF 7-21 , 20-0 1-0-5 2x3 11 3x4 = 3x4 = 2x3 11 '3x4 = .4 5 6 7 8 Scale = 1:33.6 2x3 11 3x8 = 2x3 11 9 10 11 0 q 18 17 16 '15 14 13 12 2x3 II 4x10 = 2x3 II 3x4 = 3x8 = 3x5 3x6 Plate Offsets (X,Y): [1:0-1-8,Edoe], [6:0-1-8,Edge], [7:0-1-8,0-0-0] [11':0-1-8,Edge], [14:0-1-8,Edge], [15:0-1 -8, Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(ILL) -0.31 14 >741 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.49 14 >473 360 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.02 12 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 100 Ib FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP'M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-17: 2x4 SP M 30(flat) " REACTIONS (lb/size) 1=1065/0-3-3 (min. 0-1-8), 12=1065/Mechanical FORCES (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-20.47/0, 2-3=-2042/0, 3-4=-2042/0, 4-5=-4126/0, 5-6=-4126/0, 6-7=-4227/0, " 7-8=-4227/0, 8-9=-3374/0, 9-10=-3374/0 BOT CHORD 16-17=0/3375, 15-16=0/4227, 14-15=0/4227, 13-14=0/4098, 12-13=0/1992 WEBS 7-14=-312/57, 1-17=0/2229, 4-17=-1473/0, 4-16=0/830, 5-16=-309/184, 6-16=-698/319, 12 10-=-2202/0, 10-13=0/1529, 9-13=-256/0; 8-13=-800/0, 8-14=-156/551 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and, fastened to each truss with 3-10d (0.131" X 3")nails. Strongbacks to be attached to walls at their outer.ends or restrained by other means. OU N 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. o,� OP•. • •' • ��� °ice 6) CAUTION, Do not erect truss backwards. •• \ G E N S L*Z LOAD CASE(S) Standard N 68182 � r T OF :44/� 0 1pQ:'N ��°°0ss• o N FL Cert. 6634 March 4,2014 A WARNING - Verify design pararrmters and READ NOTES ONTRIS AND INCLUDED htlT EKREFERENCE PAGE = 7473 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon, parameters shown, and is for an individual building component. 1• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety Intormafton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IrSouth. Pine [SP) lumber is sipec/5ed, the design values are those effective 06/01/2013 4V AESC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel T6184365 71711 .FLB FLOOR 1 1 Job Reference (optional) �namoers i russ mc., run rierce n. avvoz 0-3-11 H 1 2-6-0 6x8 = 3x4 = 1 2 3 r.aau s aep zr zu -iz MI i ex mouscnes, mc. Mon mar uo iv:o i:iu zu iv rage i ID: Cp6BnCUzbLNBmjvMGroAyzFaJ7-26S2MxjipN McupmhQg?60T?YdGQgt5wHcaa7zTzecX7 0I 1i� i 2^ i 1�8 3x4 = 3x4 = 3x4 = 3x6 FP= 4 5 6 7 8 9 Scale = 1:34.6 3x8 = 10 11 12 0 Y 20 19 18 17 16 15 14 13 4x10 = 3x6 FP= 3x6 = 3x4 = 3x10 = 3x5 = 2x3 SP= Plate Offsets (X,Y): [1:0-1-8,Edge], [6:0-1-8,Edde], [7:0-1-8,0-0-01, [12:0-1-8,Edge], [15:0-1-8,Edge], [16:0-1-8,Edgel LOADING(psf) SPACING' 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.36 15 >672 480 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.56 15 >428 360 BCLL 0:0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight: 103 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-19: 2x4 SP M 30(flat) REACTIONS (lb/size) 13=1104/Mechanical, 1=1104/0-3-3 (min. 0-1-8) J FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 172=-2130/0, 2-3=-2125/0, 3-4=-2125/0, 4-5=-4368/0, 5-6=-4368/0, 6-7=-4541/0, 7-8=4541/0, 8-9=-4541/0, 9-10=-3538/0, 10-11=-3538/0 BOT CHORD 18-19=0/3540, 17-18=0/3540, 16-17=0/4541, 15-16=0/4541, 14-15=0/4342, 13-14=0/2074 WEBS 7-15=-293/18, 1-19=0/2319, 4-19=-1564/0, 4-17=0/916, 5-17=-284/125, 6-17=-706/239, 11-13=-2292/0, 11-14=0/1619, 10-14=-255/0, 9-14=-889/0, 9-15=-124/619 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x3 MT20 unless otherwise indicated. 3) The solid section of the plate is required to be placed over the splice line at joint(s)18. 4 Plates at'oint s 18 checked for plus or minus 5 degree rotation about its center. �� �11 () 1 () P 9 `� f, � I I I 5) Refer to girder(s) for truss to truss connections. �% v, N V �e 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QQ�� F�� 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to �� , .•" G E N S � ��0 be attached to walls at their outer ends or restrained by other means. •• �1 . 8) Gap between inside of too chord bearing and first diagonal or vertical web shall not exceed 0.500in.)68182•�• i 9) CAUTION, Do not erect truss backwards. N LOAD CASE(S) Standard ��:• T ,•,'�SSIO N AL E���• Innn�� FL Cert. 6634 March 4,2014 A WARMNG - Verify d=iga pmwm ers and READ A07ES ONTMISAND IMCLUDED MEKREPERENCE PAGE AU-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional bracing the is the the building MiTek' permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. IFSauthemrmPine(SP)illumle flierissp Polfeedsthedesign EaueSisarethos 2, ectivedr06/(n/2013byAO Tampa, FL33610-4115 Job Truss Truss. Type Qty Ply Kessel T6184366 71711 FLC FLOOR � 1 1 Job Reference (optional) cnamoers i russ mc., ron coerce m. svauz 0-3-11 H , 2-6-0 6x8 = 3x4 = 1 2 2x3 11 3 r.aou s sep a z"I mi i ex mausmes, inc. coon mar us i4ai a a zuiv rage i I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-W IOQaHjKahUT WZLt_OW LxhYgmgnRcZW QrEJgVvzecX6 i 2-4-7 , 0.81 3x6 3x5 = 2x3 II 2x3 11 3x4 = 2x3 11 3x6 FP= 4 5 6 7 8 9 10 Scale = 1:32.4 4 q 18 17 16 15 14 13 12 2x3 11 4x10 = 3x4 = 3x4 = 3x6 FP= 3x8 = 3x5 = 2x3 SP= LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.65 BC 0.82 WB 0.68 (Matrix) DEFL I in (loc) I/defl Ud Vert(LL) -0.33 13-15 >669 480 Vert(TL) -0.49 13-15 >462 360 Horz(TL) 0.02 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 94 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-17: 2x4 SP M 30(flat) REACTIONS (Ib/size) 12=1027/Mechanical, 1=1027/0-3-3 (min. 0-1-8) FORCES (lb) - Max. Comp:/Max. Ten.: All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1964/0, 2-3=-1960/0, 3-4=-1960/0, 4-5=-3916/0, 5-6=-3916/0, 6-7=-3916/0, 7-8=-3212/0, 8-9=-3212/0, 9-10=-3212/0 BOT CHORD 16-17=0/3204, 15-16=0/3916, 14-15=0/3851, 13-14=0/3851, 12-13=0/1911 WEBS 6-15=-435/161, 1-17=0/2138, 4-17=-1376/0, 4-16=0/1018, 5-16=-316/0, 10-12=-2112/0, 10-1 3=0/1 438, 8-13=-255/0, 7-13=-733/0; 7-15=-272/605 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) The solid section of the plate is required to be placed over the splice line at joint(s)14. 3) Plate(s) at joint(s) 14 checked for a plus or minus 5 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. `,,,11� ►►IIII, 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `%� 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to ,%* V ` ,. ........ be attached to walls at their outer ends or restrained by other means. �� So .•�� G E N S' 4#� 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �' �•�'. 0. 8) CAUTION, Do not erect truss backwards. 00 ft Ne 681 82 LOAD CASE(S) Standard T OFIN I 1111111111111111,4 FL Cert. 6634 March 4,2014 A WAR11MG - Verify design perrmnetens emd READ A107ES ON7WS AAm INCLUDED ==REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. wt 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 MiTek' 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Soot hem pine (SP) lumber is specified, the design values are those effective 05/Ol/2013 by ALW Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Kessel T6184367 71711 FLO FLOOR 1 1 Job Reference (optional) cnamoers i russ inc., rort vierce m. mutm 0-3-11 H i 2-6.0 6x8 = 3x4 = 2 2x3 11 3. /.JaU J ..V " — IL'Ivll I uK IIIUUJlI1C], II I�. IVI .J 1. l c ayc l I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-W IOQaHjKahUTWzLt_OW LxhYj6goEcU_QrEJgVvzecX6 2-0-3 15 3x4 = 3x4 = 2x3 11 2x3 11 2x3 11 3x6 = 4 5 6 7 8 9 Scale = 1:31.2 2x3 II 10 16 15 14 13 12 11 2x3 II 3x12 = 3x4 = 3x4 = 3x8 = 3x4 = 05- 1 7-10-11 1 1-0-0 1 1-0-0 1 8-2-7 Plate Offsets (X,Y): [1:0-1-8,Edgel [5:0-1-8,Edgel, [6:0-1-8 0-0-01, [10:0-1-8,Edge], [13:0-1-8,Edgel, [14:0-1-8;Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.25 12-13 >872 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.40 14-15 >535 360 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL)0.02 • 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 92 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 1=988/0-3-3 (min. 0-1-8), 11=988/Mechanical FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1880/0, 2-3=-1876/0, 3-4=-1876/0, 4-5=-3642/0, 5-6=-3642/0, 6-7=-3638/0, 7-8=-3046/0, 8-9=-3046/0 BOT CHORD 14-15=0/3042, 13-14=0/3642, 12-13=0/3615, 11-12=0/1829 WEBS 5-14=-273/0, 6-13=-575/321, 1-15=0/2047, 4-15=-1289/0, 4-14=0/887, 9-11=-2022/0, 9-12=0/1346, 8-12=-251/0, 7-12=-706/0, 7-13=-401/677 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc.and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ', 111 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. `*4 , 111r 6) CAUTION, Do not erect truss backwards. `%% Qv, N V� III LOAD CASE(S) Standard i N 68182 � r 0 T O F �/ • 111111111 FL Cert. 6634 March 4,2014 0 WARNING - Verify design parmndem and READ NOTES ON77IIS AND INCLUDED MI=REPERENCE PAGE MU-7473 BEPORB USE. . Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary, bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure, is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSIRPII Quality Cdferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Sovthem Pine [SP) lumber is specified, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610-4115 a Job Truss Truss. Type Qty Ply Kessel T6184368 71711 FLE FLOOR 1 1 Job Reference (optional) l namuer5 , ru55 ,nu., —, r, rl. JYHOG 0-3-11 1--I , 2-6-0 6x8 = 3x4 = 2 2x3 11 3 ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-_UaondkyL?cK86w3X51aTu5vC48BLywa3u3E2LzecX5 2-2-0 „ 2, 20� 2-5-11 Scale = 1:30.0 3x4 = 2x3 11 3x4 = 2x3 11 3x6 = 2x3 11 4 5 6 7 8 9 15 14 13 12 11 10 2x3 II 3x12 = 3x4 = 2x3 II 3x8 = 3x4 = 013-11 7-6-8 11-0-0 1-0-0 7-10-3 Plate Offsets (X,Y): [1:0-1-8,Edgel, [5:0-1-8,Edge1, [6:0-1-8,Edge1, [9:0-1-8,Edge1, [12:0-1-8,0-0-01, [13:0-1-8,Edge1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.24 11-12 >853 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.37 13-14 >560 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight: 88 lb FT-= 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat), BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=950/0-3-3 (min. 0-1-8), 10=950/Mechanical FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1796/0, 2-3=-1792/0, 3-4=-1792/0, 4-5=-3365/0, 5-6=-3365/0, 6-7=-2887/0, 7-8=-2887/0 BOT CHORD 13-14=0/2873, 12-13=0/3365, 11-12=0/3365, 10-11=0/1747 WEBS 5-13=-254/0, 1-14=0/1955, 4-14=-1196/0, 4-13=0/795, 8-10=-1932/0, 8-11=0/1260, 7-11=-304/7, 6-11=-812/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of to chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. aU' N i N 68182 � r � r T OF J*. O N A1- ...% LOAD CASE(S) Standard FL Cert. 6634 March 4,2014 A WARNING - Verify design parameters and READ M07ES ON THIS AND INCLUDED MITEKREFERENCE PAGE 1S37I-7473 BEFORE US& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i�niTek' erector. Additional permanent bracing of the overall structure. is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult AN51/TPII Quality Critedd, D5B-89 and BCST Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA'22314. If Scut hem Trine (SP) lumber is specified, the design values Eirethose effective 0610112013 bV AILSG Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kassel T6184369 71711 FLF FLOOR 1 1 Job Reference (optional) cnamoers i russ inc., eon rierce N. avanz 0-3-11 H , 2-6-0 6z8 = 3x4 = 1 2 2x3 11 3 r.aau s aep zr zva Mi i ex mausmes, inc. man mar ua i4m i:zu zu iv rage _i ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-_UaondkyL?cK86w3X519Tu5wJ498Lzba3u3E2LzecX5 I 1-9-13 22i-0 i 2-1-7 Scale = 1:28.8 3x4 = 20 11 3x4 = 2x3 11 3x5 = 2x3 11 4 16 5 17 6 7 8 9 15 14 13 12 11 10 2x3 II 3x10 = 3x4 = 2x3 II 3x8 = 3x4 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0:0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.34 BC 0.66 WB 0.89 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.20 11-12 >976 480 Vert(TL) -0.31 13-14 >645 360 Horz(TL) 0.02 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 85 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size). 1=911/0-3-3 (min. 0-1-8), 1 0=91 1 /Mechanical FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4713/0, 2-3=-1709/0, 3-4=-1709/0, 4-16=-3090/0, 5-16=-3090/0, 5-17=-3090/0, 6-17=-3090/0, 6-7=-2716/0, 7-8=-2716/0 BOT CHORD 13-14=0/2705, 12-13=0/3090, 11-1243090, 10-11=0/1668 WEBS 5-13=-257/0, 1-14=0/1864, 4-14=-1101/0, 4-13=0/692, 8-1 0=-1 844/0, 8-11=0/1159, 7-11=-284/15, 6-11=-706/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. - 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord and first diagonal or vertical web shall not exceed 0.500in. N �VF' 6) CAUTION, Do note erect truss backwards. ,,avi 4 LOAD CASE(S) Standard �P � G E N SF N 68182 :� T OF W ;0•.,c �,. s' FL Cert. 6634 March 4,2014 0 WARNING- Veei& design Parmneters and REED NOTES ONTNIS AND INCLUDED MMKREFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with M17ek connectors. This design is based,only upon parameters shown, and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sale Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IFSA hem Pine (SP) lumber is speciff5ed, the desagn values are those effective 06/01/2013 t1yALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Kassel T6184370 71711 FLG FLOOR 1 1 Job Reference (optional) cnamoers i russ inc., ron Tierce ri. avauz 6x8 = 3x4 = 1 2 2x3 II 3 r ao�aoepe cv,c rvuicn uwwurc�,uw. i raye I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-Th8A?zlb61 kBmGVF5pYp06d5pU W D4QWj IYonaozecX4 5� i 2-0-0 1-9-5� Scale = 1:27.6 3x4 = 2x3 11 3x4 = 2x3 II 3x6 FP= 3x5 = 2x3 11 4 5 6 7 8 9 10 16 15 14 13 12 11 2x3 II 3x90 = 3x4 = 2x3 II 3x6 = 3x4 = 2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.17 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 1 Vert(TL) -0.25 14-15 >747 360 Rep Stress Incr YES %AC 6 BCLL 0.0 B0Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 82 lb FT = 0%F, O%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP N6.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=873/0-3-3 (min. 0-1-8), 11=873/Mechanical FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1630/0, 2-3=-1625/0, 3-4=-1625/0, 4-5==2828/0, 5-6=-2828/0, 6-7=-2547/0, 7-8=-2547/0, 8-9=-2547/0 BOT CHORD 14-15=0/2538, 13-14=0/2828, 12-13=0/2828, 11-12=0/1588 WEBS 5-14=-265/0, 1-15=0/1773, 4-15=-1010/0, 4-14=0/602, 9-11 =-1 755/0, 9-12=0/1060, 7-12=-266/24, 6-12=-611/23 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 1,111111111101, LOAD CASE(S) Standard FL Cert. 6634 March 4,2014 AWARMNG-VerifydesignparmnttcmandREADNOTESOldTEISANDLNCLEIVEOWiRKREPERENCEPAGE MU-7473BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. '• Applicability of design' parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MOW Additional permanent bracing of the overall structure. is the responsibility of the building designer., For general guidance regarding fob fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthem Pine (SP) lumber is specified, the design values are chase effective 06/01/2013 by ALSO Tampa, FL 33610-4115 li Job Truss Truss Type Qty Ply Kessel T6184371 71711 FLH FLOOR 1 1 Job Reference (optional) unamuers 1 W55 Inu., furl ...... - J9 0-3-11 F-1 i 2-6-0 6x8 = 3x4 = 2 2x3 II 3 I D:Cp6BnCUzbLNBmjvMGroAyzFaJ7-Th8A?zlb6lkBmGVF5pYp06d5CUX04RBj]YonaozecX4 1-1-6 2-0-0 1�� Scale = 1:26.4 3x4 = 2x3 11 2x3 11 3x5 = 2x3 11 4 5 63x4 = 7 8 9 15 14 13 12 11 10 2x3 II 3x10 = 3x4 = 2x3 II 3x6 = 3x4 = Plate Offsets (X Y): [1:0-1-8 Edge] [5:0-1-8 Edgel [6:0-1-8,Edgel, [9:0-1 -8, Edge], [12:0-1-8,0-0-01, [13:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.14 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.21 13-14 >867 360 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 79 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=834/0-3-3 (min. 0-1-8), 10=834/Mechanical FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1546/0, 2-3=-1542/0, 3-4=-1542/0, 4-5=-2579/0; 5-6=-2579/0, 6-7=-2380/0, 7-8=-2380/0 BOT CHORD 13-14=0/2375, 12-13=0/2579, 11-12=0/2579, 10-11=0/1507 WEBS 5-13=-279/0, 1-14=0/1682, 4-14=-921/0, 8-10=-1666/0, 8-11=0/965, 7-11=-252/37, 6-11=-529/64, 4-13=0/530 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or,restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. ,,jjjjl I I LOAD CASE(S) Standard N 68182 .. • :� T . 0 �• OF W • .0 • . , O P, ���,. ,,,�•. ,SS��If ' If ,, FL Cert. 6634 March 4,2014 A WARAMG - Verify desiga pararnet— and READ N07ES 0NT7IIS df11D INCLUDED MEIf REFERENCE PAGE = 7473 BEFORE USE. Design valid for use only with Mffek 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, consultANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSoutShem Vine (SP) lumber is specified, the de Kgn values arethcme effective M/01/2013 byALW Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel • T6184372 71711 FLI FLOOR 1 1 Job Reference (optional) cnamoers 1 russ mc., ran rierce ri. ayaoc 0-3-11 H i 2-6-0 5x6 11 3x4 = 2x3 11 1 2 3 .uou Joey cr cu is rvnien uiuux,ea, niu. - -i c yes I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-xtiYCJ mDtcs2NQ4Sf W 32ZJAHKtuOpv6tXBYL6EzecX3 0-9-3 , 2-0-0 1-0-14 Scale = 1:25.2 3x4 = 24 11 2x3 11 3x4 = 2x3 11 4 5 63x4 = 7 8 9 15 14 13 12 11 10 2x3 II 3x10 = 3x4 = 2x3 II US = 3x4 = 3-11 6-5-6 7-5-6 8-5-6 14-10-12 0-3-1 6-1-11 1-0-0 1-0-0 6-5-6' Plate Offsets (X,Y): rl:0-3-0Edgel, [5:0-1-8,Edgel, [6:0-1-8,Edgel, 19:0-1-8,Edgel, [12:0-1-8,0-0-01, rl3:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in ([cc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.12 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.18 12 >991 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight: 76 lb FT= 0%aF, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 1=795/0-3-3 (min. 0-1-8), 10=795/Mechanical FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1462/0, 2-3=-1458/0, 3-4=-1458/0, 4-5=-2343/0, 5-6=-2343/0, 6-7=-2216/0, 7-8=-2216/0 BOT CHORD 13-14=0/2213, 12-13=0/2343, 11-12=0/2343, 10-11=0/1427 WEBS 5-13=-308/14, 1-14=0/1591, 3-14=-251/0; 4-14=-835/0, 4-13=41/485, 8-10=-1577/0, 8-11=0/873, 6-11=-463/106 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard ems,,• PQv I N C' N 68182 -0 : C. :�T OF E G J*�0 FL Cert. 6634 March 4,2014 © WARAQM - Verify design parmwatem and READ N07ES ON THIS AND INCLUDED MI7EKRBFERENCB PAGE M 7-7473 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lr=o hemFine(SP)lumberisspecified,thedesignvaluesarethoseeffective06/OY/2O33hVALSC Tampa, FL 33610 -4115 Job Truss Truss Type city Ply Kessel T6184373 71711 FLJ FLOOR 1 1 Job Reference (optional) cnamoers i russ mc., rorumerce m. 34vuz 0-3-11 --I , 2-6-0 6x8 = 3x4 = 2 2x3 11 3 1.3Do 5 aep 41 Lo-ICIVII I ex IQoo51rle5. mc. Mon iviar of 14:D I:LG"` rage , ID: Cp6BnCUzbLUBmjvMGroAyzFaJ7-xtiYCJmDtcs2NQ4SfW 32ZJAFYts8psTOBYL6EzecX3 2-3-4 2-0.0 2-3-6 3x4 = 2x3 11 2x3 11 3x4 = 4 17 5 18 6 7 3- ca e = 1:30.4 2x3 II 3x4 = 6x8 = 8 9 10 4 YQ 16 15 14 13 12 11 2x3 II 3x12 = 3x4 = 3x4 = 3x12 = 2x3 II 0 3- 1 7-11-7 8-11-7 9-11-7 17-7-5 17 10 13 0-3-11 7-7-12 1-0+0 1-0-0 7-7-14 -3- Plate Offsets (X,Y): [1:0-1-8,Edgel, [5:0-1 -8, Edge], [6:0-1-8,0-0-01, [10:0-1-8,Edge], [11:0-1-8,Edge], [13:0-1-8,Edge], [14:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.26 12-13 >808 480 MT20 244/19G TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.39 12-13 >530 360 BCLL ` 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) -0.05 10 n/a n/a BCDL 5.0 Code FBC2010[TPI2007 (Matrix) Weight: 90 lb FT = O%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=945/0-3-3 (min. 0-1-8), 10=945/0-3-0 (min: 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-178810, 2-3=-1783/0, 3-4=-1783/0, 4-17=-3337/0, 5-17=-3337/0, 5-18=-3337/0, 6-18=-3337/0, 6-7=-3337/0, 7-8=-1783/0, 8-9=-1783/0, 9-10=-1788/0 BOT CHORD 14-15=0/2852, 13-14=0/3337, 12-13=0/2853 WEBS 5-14=-263/0, 6-13=-262/0, 1-15=0/1946, 4-15=-1182/0, 4-14=0/796, 10-12=0/1946, 7-12=-1182/0, 7-13=0/795 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �.0% QU IN V, N 68182 � r T O F �i���S N A'11 LOAD CASE(S) Standard FL Cert. 6634 March 4,2014 A WARNING - Verify design par mneters and READ NOTES ONT HIS AND INCLUDED M EKREFERENCE PAGE MU-7473 BEFORE USE. �� ' Design valid for use only with Walk connectors. This design is based only upon parameters shown, and is for an individual building component. �' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southeen Pine (SP) lumber is specuTed, the design values are these effective 06/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel T6184374 71711 FLK FLOOR 1 1 Job Reference (optional) cnamoers i russ inc., run Tierce ri. avaaz 0-3-11 H i 2-6-0 6x8 = 3x4 = 2 2x3 11 3 wo s ocp u w is iwi i en n muamea, uw. - c yc i ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-xtiYCJmDtcs2NQ4SfW32ZJAF1tt1 pt8tXBYL6EzecX3 1 11i 11-0 i 2�—i 1 1�� 3x4 = 2x3 11 2x3 11 3x4 = 4 17 5 18 6 7 H3- ca e=1:29.2 2x3 II 3x4 = 6x8 = 8 9 10 16 15 14 13 12 11 2x3 II 3x10 = 3x4 = 3x4 = 3x10 = 2x3 II 0 3-11 7-7-3 8-7-3 9-7-3 16-10-15 1 -2 7 0.3-11 7-3-8 1-0-0 1-0-0 7-3-12 -3- Plate Offsets (X,Y): [1:0-1-8,Edge], [5:0-1-8,Edgel, [6:0-1-8,0-0-0], [10:0-1-8 Edge], [11:0-1-8,Edge], [13:0-1-8,Edge], [14:0-1-8,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.21 12-13 >924 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.33 12-13 >608 360 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) -0.05 10 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight: 87 lb FT = O%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=906/0-3-3 (min. 0-1-8), 10=906/0-3-0 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1705/0, 2-3=-1700/0, 3-4=-1700/0, 4-17=-3063/0, 5-17=-3063/0, 5-18=-3063/0, 6-18=-3063/0, 6-7=-3063/0, 7-8=-1700/0, 8-9=-1700/0, 9-10=-1705/0 BOT CHORD 14-15=0/2683, 13-14=0/3063, 12-13=0/2683 WEBS 5-14=-265/0, 6-13=-263/0, 1-15=0/1855, 4-15=-1087/0, 4-14=0/692, 10-12=0/1855, 7-12=-1087/0, 7-13=0/692 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �����,O.V 1 N ►►VF ��ii E N S N 68182 � r � r r ry. = r z T OF tiLLUZ ►nnn��� LOAD CASE(S) Standard FL Cert. 6634 March 4,2014 A WARMNG - Verik design p..wf. and READ NOTES ON THISAAm INCLUDED M MKREFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MOWerector. Additional permanent bracing of the overall structure. is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Souttfrem Mine (SP) lumber is speed, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kassel T6184375 71711 FLL FLOOR 1 1 Job Reference (optional) cnamoers i russ inc., Tor[ Tierce ri. avvoc 0-3-11 H 2-6-0 6x8 = 3x4 = 1 2 2x3 11 3 ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-P3GxPfnrew_v7afeDDb'F XF RBHD7YK30mrHuegzecX2 1-6-13� 2-0-0 I 1-7-0 3x4 = 2x3 11 • 2x3 11 3x4 4 17 5 18 6 7 H3- ca e = 1:28.0 2x3 II 3x4 = 6x8 = 8 9 10 16 15. .14 13 12 11 2x3 11 3x10 = 3x4 = 3x4 = 3x10 = 2x3 11 Plate Offsets KY): [1:0-1-8 Edge] [5:0-1-8 Edge] [6:0-1-8 0-0-0] [10:0-1-8 Edge] [11:0-1-8,Edge], 113:0-1 -8, Edge], [14:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.18 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.27 12-13 >702 360 BOLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) -0.04 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 84 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied. or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=868/0-3-3 (min. 0-1-8), 10=868/0-3-0 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or. less except when shown. TOP CHORD 1-2=-1621/0, 2-3=-1617/0, 3-4=-1617/0, 4-17=-2802/0, 5-17=-2802/0, 5-18=-2802/0, 6-18=-2802/0, 6-7=-2802/0, 7-8=-1617/0, 8-9=-1617/0, 9-10=-1621/0 BOT CHORD 14-15=0/2516, 13-14=0/2802, 12-13=0/2516 WEBS 5-14=-270/0, 6-13=-268/0, 1-15=0/1764,.4-15=-994/0, 4-14=0/602, 10-12=0/1764, 7-12=-994/0, 7-13=0/601 NOTES 1) Unbalanced floor live loads have been, considered for this design. . 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. %Itl 22 `QU I N f fill VF .P �G E N S N 68,182 T F E � LOAD CASE(S) Standard FL Cert. 6634 March 4,2014 A IAARN/NG - Vc ify design parameters and READ N07ES ON77US AND INCLUDED MITEKREFEREIVCE PAGE =7 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.! Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure. is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. themVine (SP) lumber is specified, the deftn vatateserethose effective O6310112013 byAtSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Kessel T6184376 71711 FLM FLOOR 1 1 Job Reference (optional) cnamoers i russ mc., ron coerce ri. aaaoz 0-3-11 H 2-6.0 6x8 = 3x4 = 1 2 2x3 11 3 raou s aep zf m-iz mi i eK muusmes, mc. man mar uo -w:o czo zu iv rage I D:Cp6BnCUzbLNBmjvMGroAyzFaJ7-P3GxPfnrew_v?afeDDbH5XjRaHEwYL10mrHuegzecX2 i 11i� i 2-0-0 1 1 3x4 = 2x3 11 2x3 11 3x4 = 4 17 5 6 7 2x3 II 3x4 = 6x8 = 8 9 10 S- cale = 1:26.8 16 15 14 13 12 11 2x3 11 3x10 = 3x4 = 3x4 = 3x10 = 2x3 11 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING ' 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TP12007 CSI TC 0.34 BC 0.46 WB 0.80 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.15 12-13 >999 480 Vert(TL) -0.22 12-13 >815 360 Horz(TL) -0.03 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 81 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 1=829/0-3-3 (min. 0-1-8), 10=829/0-3-0 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1538/0, 2-3=-1533/0, 3-4=-1533/0, 4-17=-2554/0, 5-17=-2554/0, 5-6=-2554/0, 6-7=-2554/0, 7-8=-1533/0, 8-9=-1533/0, 9-10=-1538/0 BOT CHORD 14-15=0/2351, 13-14=0/2554, 12-13=0/2351 WEBS 5-14=-281/0, 6-13=-278/0, 1-15=0/1673, 4-15=-904/0, 4-14=-7/526, 10-12=0/1673, 7-12=-904/0, 7-13=-7/525 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Qv I N "VF i N 68182 •fit. .�� T OF10 000 LOAD CASE(S) Standard FL Cert. 6634 March 4,2014 A WARMNG - V—fy design pmrmneters and READ NOTPS ONT HISAIWD INCLUDED Aff2FKRP,PERENCE PAGE M/I-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. .• Applicability of designparaeters 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 responsibilliiy of the i�niTek' 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. Saley Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP) lumber is specified, the design values wethose effective �/01/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss.Type Qty Ply Kessel T6184377 71711 FLN FLOOR 1 1 Job Reference (optional) cnamoers i russ mc., rort Tierce m. s4auz 0-3-11 H 2-6-0 5x6 11 3x4 = 2x3 11 1 2 3 LJou s Jep z f LU 14 IVII I ex mouslne5, InV. IVlan Mal VJ 1 01; 4 Ga I4 rage I I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-tGgJd?nTPD6mdkEgmx6WekFd3havHpgA_V 1 RB6zecX1 010]]])» 7 I 2-0-0 0�I 3x4 = 2x3 11 2x3 11 3x4 = 4 17 5 6 18 7 V= 1:25.6 2x3 11 3x4 = 5x6 11 8 9 10 16 15 14 13 12 11 2x3 II 3x10 = 3x4 = 3x4 = 3x10 = 2x3 II LOADING(psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1:00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010ITP12007 CSI TC 0.29 BC 0.42 WB 0.75 (Matrix) DEFL in (]cc) I/defl Ud Vert(LL) -0.12 12-13 >999 480 Vert(TL) -0.18 12-13 >949 360 Horz(TL) -0.03 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 78 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 1=791/0-3-3 (min. 0-1-8), 10=791/0-3-0 (mini 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1454/0, 2-3=-1449/0, 3-4=-1449/0, 4-17=-2319/0, 5-17=-2319/0, 5-6=-2319/0, 6-18=-2319/0, 7-18=-2319/0, 7-8=1449/0, 8-9=-1449/0, 9-10=-1454/0 BOT CHORD 14-15=0/2189, 13-14=0/2319, 12-13=0/2189 WEBS 5-14=-302/20, 6-13=-299/20, 1-15=0/1581, 3-15=-251/0, 4-15=-818/0, 4-14=-50/474, 10-12=0/1581, 8-12=-250/0, 7-12=-817/0, 7-13=-50/472 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ,,Qu IN I �V,� l,,, i N 68182 T OF 0 LOAD CASE(S) Standard FL Cert. 6634 March 4,2014 AWARIINNG - Vari j desiga parameters and READ N07ES ONTNIS AND WCLUDED =TEKREFERE=E PAGE FM-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. wt 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 MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quallty Criteria, DSB-89'and SCSI Building Component 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA'22314. IfSoutf:em Pine [SP) lumber is specified, the design values are those effective 016/0112013 hyALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel • T6184378 71711 FLO FLOOR 1 1 Job Reference (optional) cnamoers i russ inc., r-onrlerce N. ay.cz 0-3-11 H , 2-6-0 5x6 11 3x4 = 2 2x3 11 3 I.JDV 5 aep z / zu I IVII I eK IOV VSuleb, 11- Iv1— I-- 1 G Lu I ray. I ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-tGgJd?nTPD6mdkEgmx6WekFd7hbWHpMA V1RB6zecX1 1 I 2-0-0 0�6:Z� 3x4 = 2x3 II 2x3 II 3x4 = 4 5 6 7 H3 cal = 1:24.3 2x3 11 3x4 = 5x6 11 8 9 10 R 9 16 15 14 13 12 11 2x3 II 3x8 = 3x4 = 3x4 = 3x8 = 2x3 II 3-11 6-2-6 7-2-6 8-2-6 14-1.5 1 -4- 3 3-1 5-10-11 1-0-0 1-0-0 5-10-15 341 Plate Offsets KY): [1:0-3-0,Edge], [5:0-1-8,Edge], [6:0-1-8,0-0-01, [10:0-3-0,Edge], [11:0-1 -8, Edge], [13:0-1-8,Edge], [14:0-1-8,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I%deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.10 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.15 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) -0.03 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 76 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=752/0-3-3 (min. 0-1-8), 10=752/0-3-0 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1369/0, 2-3=-1365/0, 3-4=-1365/0, 4-5=-2096/0, 5-6=-2096/0, 6-7=-2096/0, 7-8=-1365/0, 8-9=-1365/0, 9-10=-1369/0 BOT CHORD 14-15=0/2029, 13-14=0/2096, 12-13=0/2029 WEBS 5-14=-355/87, 6-13=-347/85, 1-15=0/1489; 3-15=-253/0, 4-15=-735/0, 4-14=-116/468, 10-12=0/1489, 8-12=-253/0, 7-12=-734/0, 7-13=-113/461 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ,`�� 11�� �00 00 N 68182 :T OF do % LOAD CASE(S) Standard FL Cert. 6634 March 4,2014 A WARKWG - Vm I& d.ign parmrreters and READ NOTES ON 7NISdAm MCLUUED Al=KREFERENCE PA GB NU 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �'• 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 MOWerector. Additional permanent bracing of the overall structure. is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Surety Information available from Truss Plate Institute, 781' N. Lee Street, Suite 312, Alexandria, VA 22314. 1f5outhem Pine (SP) fumber is specified, the desTgn values are thane effecxive 06J01/20131ryAQSC Tampa, FL 33610-4115 Job Truss Type Qty Ply Kessel .T6184379 71711 FLPTruss FLOOR 1 1 Job Reference (optional) cnamaers i russ inc., Ton Tierce ri. s4aez 0-3-11 H 2-6-0 5x6 11 3x4 = 2x3 11 1 2 3 ci 3x4 = 4 r.aou s sep zr zuiz mi i eK mausmes, inc., mon mar us i4:orzo zu14 rage i ID:Cp6BnCUzbLfVBmjvMGroAyzFaJ7-LSOhgLo59XEdEup1 KedlAyoob5vWOHIJD9m7jZzecXO 5 3x4 = H= 1:23.1 2x3 11 3x4 = 5x6 11 6 7 8 o q 14 13 12 11 10 9 2x3 11 3x8 = 2x3 11 2x3 11 3x8 = 2x3 11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.13 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.17 12-13 >923 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) -0.02 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 70 lb FT = 0%F, O%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=714/0-3-3 (min. 0-1-8), 8=714/0-3-0 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1285/0„2-3=-1280/0, 3-4=-1280/0, 4-5=-1886/0, 5-6=-1280/0, 6-7=-1280/0, 7-8=-1285/0 BOT CHORD 12-13=0/1886, 11-12=0/1886, 10-11=0/1886 WEBS 1-13=0/1397, 3-13=-287/9, 4-13=-779/0, 8-10=0/1397, 6-10=-287/9, 5-10=-779/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard .,..-0,,Qv1 N P.0 N 68182 (r= T OF : 4/ N FL Cert. 6634 March 4,2014 A WARNING - Verify deign par .a. and READ NOT 11M ON IWr"ND INCLUDED MirmKREFERENCE PAGE MU-7473 BEFORE USE. 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 designparameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M(Tek• 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 6904 Parke East Blvd. Satety Information available.from Truss Plate Institute, 781 N. Lee Street, Suite M, Alexandria, VA 22314. lfSauthem Pine (SP) lurnber is specdfied, the design values are these effective M/03/2013 fbyALSC Tampa, FL 33610-4115 Job Truss Truss. Type Qty Ply Kessel T6184360 71711 FLQ FLOOR 1 1 Job Reference (optional) Chambers Truss Inc., Fort. Pierce Ft. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Mar 03 14:51:25 2014 Page 1 ID: Cp6BnCUzbLiVBmjvMGroAyzFaJ7-LSOhgLo59XEdEup1 KedlAyorC50VOQaJD9m7jZzecXO 0-3-8 3x6 11 3x4 11 3x4 = i i , 1-2-0 ' , 1-6-0 , � 24 11 6 3x5 = 5 2x3 11 R 9 Scale = 1:10.4 ' 0-3-8 1-3-8 1-9-0 Plate Offsets KY): [3:0-1-8,Edge), [4:0-1-8,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) -0.00 5 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 H6rc(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight: 23 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=160/Mechanical, 1=160/0-3-0 (min.0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Refer to girder(s) for truss to truss connections. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard \\\111111111�''I ��% ,,,, QU IN V�� Nj N 68182 OF •�/� 00 N,�. IN FL Cert. 6634 March 4,2014 A WARl1►M - Verify d-iga p—.-tera and READ M077S ON 77US AND INCLUDED 1197FXREFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown,,and is for an individual building component.'' 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/TPI1 Quality Criteria, DSB-89'and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Souttrem Pine(SP) lumber is specified, the design vatuesare those effective 06/01/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kassel T6184381 71711 FLR FLOOR 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Mar 03 14:51:25 2014 Page 1 ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-LSOhgLo59XEdEup1KedlAyorC50VOQVJD9m7zzecXO 0-3-8 3x6 II 3x4 II 3x4 = 1 1 , 1-2-0 2 1 1 1-6.0 3 2x3 11 6 3x5 = 5 2x3 11 Scale = 1:9.6 ' 0-3-8 ' 1-3-8 1-9-0 Plate Offsets KY): [3:0-1-8,Edgej, [4:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) -0.00 5 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 21 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=160/Mechanical, 1=160/0-3-0 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Refer to girder(s) for truss to truss connections. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard QV 1 N' lVF 4 ft N 68182 T OF • �/ 1111111111110 EL Cert. 6634 March 4,2014 ® WARNING - Verify design parameters and READ NOTES ON INISAND DYCLUDED 14117EKREPERENCE PAGE= 7473 BEFORE USE. �� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design,parameiers 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/11`11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If5autlh. Vine (Sp) lumber is specified, tihe design Wuesare these effective O6/oa/�by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty. Ply Kessel . T6184382 71711 FLS FLOOR 1 1 ' Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Mar 03 14:51:26 2014 Page 1 I D: Cp6B nCUzbLNBmjvMGroAyzFaJ7-pex32g pjwrNTs 10 D uM8J9L0yV MkItISSpW Y F?zecX? 0-3-8 3x6 II 3x4 II 3x4 = i 1 1-2-0 2 i j 1-6-0 3 3x5 = 5 Scale = 1:9.6 2x3 11 0-3-8 , 1-7-0 3.4-0 0-3-8 1-3-8 1-9-0 Plate Offsets (X,Y): [3:0-1-8,Edge] [4:0-1-8 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) -0.00 5 >999 480 MT20 244/19Q TCDL 1010 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight: 21 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=160/Mechanical, 1=160/0-3-0 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Refer to girder(s) for truss to truss connections. 2) "Semi -rigid pitchbreaks'including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard QvI N VF SOP--i-,5 NSF N 68182 ' T O F �11N A� �10. FL Cert. 6634 March 4,2014 ® WARAWG - Verilig design parameters and READ NOTES ONTRIS®ND INCLUDED M I EKREPEREMCB PAGE MR-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown..and is for an individual building component. OF 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/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. IFSnuthem tine (SA) lumber i85 s speced, the design values are those eileciive 06/01/2013 byA95C Tampa, FL 33610-41.15 Job Truss Truss Type Qty Ply Kessel T6184383 71711 GRA CAL. DUAL PITCH 1 2 Job Reference (optional) Chambers Truss Inc., Fort Pierce FL 34952 /.SOU s Jep 2 / zu12 mi i eK mausmes, mc. Mon mar U3 14:01:Z/ LU14 rage 1 I D:Cp6BnCUzbLNBmjvMGroAyzFaJ7-HrVRFOgLh8VKUByPS3fDGNt32u71U IgcgTF5nRzecX_ 1 4-0 4 4-6 7-0-1 11-8-8 16 4-14 19.0-8 23-8-14 1-0-0 4-4,6 2-7-11 4.8-7 4-8-7 2-7-10 4-8-6 3.00 F12 5x10 = 4x8 = 5x6 = 20 21 5 22 23 6 25 11 26 1027 9 3x6 = 4x8 = 2x3 II 5x6 WB= 4x8 = LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.63 TCDL 7.0 Lumber Increase 1.25 BC 0.61 BCLL 0.0 ' Rep Stress [nor NO WB 0.23 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size), 8=1657/0-8-6 (min. 0-1-8), 2=1673/0-8-0 (min. 0-1-8) Max Horz 2=95(LC 4) Max Uplift8=-2136(LC 5), 2=-2222(LC 4) Max Grav8=1916(LC 2), 2=1938(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5939/6673, 3-4=-6105/6874, 4-19=-6005/6797, 19-20=-6005/6797, 2.87 Ll2 Scale = 1:43.4 3x8 = DEFL in (too) I/defl L/d PLATES GRIP Vert(LL) 0.60 9-11 >471 360 MT20 244/190 Vert(TL) -0.57 9-11 >503 240 Horz(TL) -0.12 8 n/a n/a Weight: 208 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-7 oc purlins BOT CHORD Rigid ceiling directly applied or 5-6-6 oc bracing. 20-21=-6005/6797, 5-21=-6005/6797, 5-22=-6512/7403, 22-23=-6512/7403, 6-23=-6512/7403, 6-7=-6606/7474, 7-8=-6504/7380 BOT CHORD 2-12=-6385/5698,12-24=-7974/7191, 24-25=-7974/7191, 11-25=-7974/7191, 11-26=-7974/7191,10-26=-7974/7191, 10-27=-7974/7191, 9-27=-7974/7191, 8-9=-7070/6269 WEBS 3-12=-695/464, 4-12=-862/946, 5-12=-1350/1515, 5-11=-481347, 5-9=-820/867, 6-9=-957/1016, 7-9=-673/418 I i N� �F ,,,,♦ NOTES 1) 2-ply truss to be'connected together with 10d (0.131 "x3") nails as follows: `,av `� OP �� � ,, ••.�� o E N S'-•, N, ♦♦♦ � Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. i Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 Do. N( 68182 •; Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. * ;• 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to a connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. live been for design. "0 3) Unbalanced roof loads have considered this 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=41ft; L=26ft; eave=4ft; Cat. Ir �• T O F Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 .*. Q 00♦♦ •• Q' 5) Provide adequate drainage to prevent water ponding. �•���, 6) The solid section of the plate is required to be placed over the splice line at joint(s) 4, 6. ♦� � 7) Plate(s) at joint(s) 4 and 6 checked for a plus or minus 3 degree rotation about its center..1,00• �I� N fi 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t,��,, 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2136 lb uplift at joint 8 and 2222 lb uplift tFL joint 2. Cert. 6634 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. March 4,2014 A WARNING - Verify design parmnef. and READ NOTES ON7NIS AND INCLUDED M MKREPERENCE PAGE MU-7473 BEFORE USE. �� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandr a, VA 22314. 1f5outhem Pine (51p) lumber is specified, the design values are those effective 06/01/2013 tbvALSC Tampa, FL 33610-4115 Jo russ Truss Type Qty Ply Kassel T6184383 71711 �GRA CAL. DUAL PITCH 1 2 Job Reference (optional) Chambers Truss Inc., FortPierce FI.34982 7.350 a Sap 27 2012 MITeK Industries, Inc, Mon Mar U3 14:51:27 ZU14 ]-age 2 ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-HrVRFOgLh8VKU ByPS3fDGNt32uZZUIgcgTF5nRzecX_ NOTES 12) Hanger(s).or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 lb down and 515 lb up at 7-0-1, 87 lb down and 225 lb up at 9-0-12, 87 lb down and 225 lb up at 11-1-1, 87 lb down and 225 lb up at 12-4-10, and 87 lb down and 225 lb up at 14-4-10, and 206 lb down and 493 lb up at 16-4-14 on top chord, and 463 lb down and 528 lb up at 7-0-0, 61 lb down and 25 lb up at 9-0-12, 61 lb down and 25 lb up at 11-1-1, 61 lb down and 25 lb up at 12-4-10, and 61 lb down and 25 lb up at 14-4-10, and 701 lb down and 825 lb up at 16-4-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-44, 4-6=-44, 6-8=-44, 13-16=-20 Concentrated Loads.(lb) Vert: 4=-148(B)6=-136(B)12=-408(B)9=-613(B)19=-72(B)21=-72(B)22=-72(B)23=-72(B)24=-39(B)25=-39(B)26=-39(B)27=-39(B) A WARWNG - Verify design p—oam t— omd READ NOTES ON 7E/S Alm INCLUDED M(7EKREFERENCE PAGE MY 7473 BEFORE USE. ��• Design valid for use only with Miiek connectors. This design is based only. upon parameters shown, and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthem Piste (SP) lumber is specified, the design values are those effective 06/Ol/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kassel T6184364 71711 GRB SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ff. 34982 7.350 s Sep 27 2012 MITeK Industries, Inc. Man Mar U3 14:51:P8 ZU14 Page 1 I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-113pTMq_SSdB5LXc?nASoaQDwlvHDmklv7?fJuzecWz -1-4-0 6-8-4 9-8-4 16-9-12 1-4-0 6-8.4 3-0-1 7-1-7 0.12 FIT 5x12 MT18HS % 5x8 MT18HS = 3.00 12 2.87112 Scale = 1:30.6 IA 3x8 = 2x3 II 4x6 = 3x4 = 3x8 = 6-8-4 3-0-1 7-1-7 Plate Offsets (X,Y): [3:0-6-0,0-2-31 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.37 6-8 . >543 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.34 6-8 >595 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) -0.08 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 61 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 cc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 5=952/0-8-6 (min. 0-1-8), 2=1035/0-8-0 (min. 0-1-8) Max Horz2=94(LC 4) Max Uplift5=-1201(LC 8), 2=-1404(LC 8) Max Grav5=1102(LC 2), 2=1203(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3327/3766, 3-15=-3251/3742, 4-15=-3250/3741, 4-5=-3348/3774 BOT CHORD 2-8=-3556/3186, 8-16=-3583/3222, 7-16=-3583/3222, 6-7=-3583/3222, 5-6=-3574/3215 WEBS 3-8=-330/438, 4-6=-320/452 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ��OPQU N 4) All plates are MT20. plates unless otherwise indicated. �� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� ' - \ G E N s *-.- 1 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 i. fit between the bottom chord and any other members. N 6 8182 • : 0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1201 lb uplift at joint 5 and 1404 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. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 268 lb up at 6-8-•� 4 and 78 lb down and 212 lb up at 7-4-9, and 182 lb down and 461 lb up at 9-8-4 on top chord, and 331 lb down and 373 lb up at 6-8-4r -P '. T F and 58 lb down and 27 lb up at 7-4-9, and 329 lb down and 348 lb up at 9-5-13 on bottom chord. The design/selection of such i� • , ,�. ��� connection device(s) is the responsibility of others. �j 1 Q P'• \�e� 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �i S • • G `% LOAD CASE(S) Standard ��� N A; ,;,``��, 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-44, 3-4=-44, 4-5=-44, 9-12=-20 FL Cert. 6634 March 4,2014 ® WARMNG - V.-t& d.W. p...t. and READ NOTES ONTNIS AND INCLUDED MfTBKRP-FERPXCS PAGE Wif 7473 BEFORE USE, Design valid for use only with MiTek connectors. This design Is based only uponparameters shown, and is for an individual building component. wt Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. fir.Arne (SP) lumber is spec'iled, the design values are those effective G6/01/20131bVALSC Tampa, FL 33610-4115 Joti Truss Truss Type Qty Ply Kessel T6184384 71711 GRB SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-52(F) 4=-115(F) 8=-290(F) 6=-291 (F) 15=-64(F) 16=-38(F) 7.351) s Sep 27 2U12 MITeK Industries, Inc. Mon Mar U3 14:51:28 2U14 Page P ID: Cp6BnCUzbLNBmjvMGroAyzFaJ7-113pTMq_SSdB5LXc?nASoaQDwlvHDmklv7?fJuzecWz A WARWNG - Veirib dcvign p..t. mrd READ N07ES oN mis Aim INCLUDED MI773KREFERENCE P60E MU-7473 BEFORE US& �� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.'' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southem Vine (SP) lumber is specified, the des5Fn values ale those effective QS/0112013 byA SC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Kessel T6184385 71711 J1 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 . 7.350 s Sep 27 2012 MITeK Industries, Inc. Mon Mar 03 14:51t28 2014 Page 1 I D: Cp6B nCUzbLiVB mj vMGroAyzFaJ 7-113pTMq_SSd B5LXc? nASoaQGvl2LDoQlv7?fJ uzecW z -14-0 1-0-6 1-4-0 1-M Scale = 1:5.6 Refer to MITE.. supporting carrier truss (typ all applicable jacks on this job) 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 0.50 BC 0.00 WB 0.00 (Matrix-M) DEFL in Vert(LL) 0.00 Vert(TL) 0.00 Horz(TL) 0.00 (loc) I/dell Ud 2 >999 360 2 >999 240 3 n/a n/a PLATES GRIP Weight: 4 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-6 oc purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=185/0-8-0 (min. 0-1-8), 3=-8 1 /Mechanical Max Horz 2=70(LC 4) Max U0lift2=-512(LC 4), 3=-99(LC 2) Max Grav2=227(LC 2), 3=252(LC.4) 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. 11; Exp D;' Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) • 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 lb uplift at joint 2 and 99 lb uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. "Semi %%%%P GUM •E 6) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ���� ••� �••�• LOAD CASE(S) Standard N 68182 T .00. IAt , N A' ,`�� FL Cert. 6634 March 4,2014 ® WARNING - Verify design parameters and READ N07ES ON THIS AND INCLUDED b97EKREFERENCE PAGE M-7473 BEFORE USE. valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. wi,Design Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satefy Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSauthem Pine (SP) lumber is specified, the design values are those effective 06/01/2013lbVAM Tampa, FL 33610-4115 Job Truss Truss. Type Oty Ply Kassel T6184386 71711 J1A MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 0-11-15 0-11-15 0-11-15 r.aou s sep z r zuiz mi i ex mousmes, inc. mon mar ua w:o cze zu iv rage i I D: Cp6B nCUzbLiV BmjvMGroAyzFaJ 7-EDdCg irc D m 12jV6oZU ihLozY3iOayFgv8 nkCrKzec W y Scale = 1:5.5 FL Cert. 6634 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 [nor YES Code FBC2010/TPI2007 CSI TC 0.02 BC 0.00 WB 0.00 (Matrix-M) DEFL in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) -0.00 (loc) I/deft L/d 1 >999 360 1 >999 240 2 n/a n/a PLATES GRIP Weight: 2 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=20/0-8-6 (min. 0-1-8), 2=20/Mechanical Max Horz 1=19(LC 4) Max Upliftl=-34(LC 4), 2=-39(LC 4) Max Grav1=24(LC 2), 2=24(LC 2) 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) • 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. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 1 and 39 lb uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard March 4,2014 A WARNING - Ve ify design p..ters and READ NOTES ONT uzsA 1m INCLUDw m7wrREPEREMCE PAGE AU 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. '• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary, bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. irSuut hem three (SP) lumber is spec95ed•the design values amthose ejifL- t ve [IE/Ol/2013,tsyAtSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel T6184387 71711 J1 B MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ft. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Mar 03 14:51:29 2014 Page 1 I D:Cp6BnCUibLiVBmjvMGroAyzFaJ7-EDdCgircDm12jV6oZUihLozRdiOayFgv8nkCrKzecW y 1-4-0 0-11-15 Scale = 1:5.6 19 N O 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 0.50 BC 0.00 WB 0.00 (Matrix-M) DEFL in Vert(LL) 0.00 Vert(TL) 0.00 Horz(TL) 0.00 (loc) I/deft Ud 2 >999 360 2 >999 240 3 n/a n/a PLATES GRIP Weight: 4 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=190/0-8-0 (min. 0-1-8), 3=-87/Mechanical Max Horz2=69(LC 4) Max Uplift2=-527(LC 4), 3=-107(LC 2) Max Grav2=233(LC 2), 3=270(LC 4) 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) • 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521 Ib uplift at joint 2 and 101 Ib uplift at joint 3. 5) Beveled plate or shim, required to provide full bearing surface with truss chord at joint(s) 2. >�,�v l N VFW 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `���,0,.•�G E At S' •• F� N 68182 � r r � T O F �i� S •... C?,% LOAD CASE(S) Standard FL Cert. 6634 March 4,2014 A WARNING - Verify design parameters and READ N07ES ON77IIS AND INCLUDED Mf7EKREFERENCE PAGE M-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only uponparametersshown, 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/TPI1 Quality Crlferia, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA'22314. IF=Ih. Pine (Sp) lumber is specMed, the desiga values are those effective 06/01/2013 byASSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kassel T6184388 71711 J1C MONO TRUSS 2 1 Job Reference (optional) Chambers Truss Inc., ' Fort Pierce FI. 3496z r.3ou s Jep z/ xuiz Mi i eK Inausines, inc. mon mar US l4:al2e zul9 rage l I D: Cp6BnCUzbLiV BmjvMGroAyzFa J7-EDd Cg ircDml2j V6oZU ihLozRdiOayFgv8nkCrKzecW y 14-0 1-0-8 Scale = 1:5.6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.00 2 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 4 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=184/0-8-0 (min. 0-1-8), 3=-79/Mechanical Max Horz2=70(LC 4) Max Uplift2=-508(LC 4), 3=-97(LC 2) Max Grav2=225(LC 2), 3=247(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 1-078 oc purlins. BOT CHORD Rigid ceiling directly applied. 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; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) * 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 2 and 97 lb uplift at joint ♦` ,''� ��,, ,, 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. ♦♦ , Qv N V� �I 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.�P•• G E N ••• C�,�i� LOAD CASE(S) Standard N 68182 0 * S �•: T OF :•14/ �## NfillA0 E ��♦♦ FL Cert. 6634 March 4,2014 A WARMNG - Verify design par am &e s and READ NOTES ON7TAS AND INCLUDED WMICRBFERENCB PAGE= 7473 BEFORE USIM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. MR, 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 stabilityduring 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/TPI1 Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. late y InformaBon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSauffiem tine (SP) lumber is stzecc8ed, the design values are those effective 06101/20131byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel T6184389 71711 J1D MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 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/TPI2007 LUMBER TOP CHORD 2x4 SP No.3 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Mar 03 14:51:30 2014 Page 1 I D: Cp6BnCUzbLiV BmjvMGroAyzFaJ 7-iQBat2sE_3tvLfh_7CDwt7Vj n6kphiw2N RU mN mzecW x 1-M CSI DEFL in (loc) I/defl L/d TC 0.02 Vert(LL) -0.00 1 >999 360 BC 0.00 Vert(TL) -0.00 1 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) REACTIONS (lb/size) 1=21/0=8-6 (min. 0-1-8), 2=21/Mechanical Max Horz 1=20(LC 4) Max Uplift1=-36(LC 4), 2=-40(LC 4) Max Grav1=25(LC 2), 2=25(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:5.5 F7FL Cert. 6634 PLATES GRIP Weight: 2 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-6 oc purlins. BOT CHORD Rigid ceiling directly applied. 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) • 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. 3) Refer to girder(s) for truss to truss connections. ' 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 1 and 40 lb uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard March 4,2014 ® WARNING - Verify design parameters and READ NOM ON INIS AATD tNCLEWED M NIT DEFERENCE PAGE MU 7473 BEPORE US& Design valid for use only with MiTek connectors: This design is based only upon parameters shown, and is for an individual building component. WIF 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 MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component EastBlvd. 6904 Parke East Blvd. Safety Informa8on'available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If5ont3iem Vine I[SP] lumber is spedfied, the design values are these effective 06/01/2013 hV AEW Tampa, FL 3 Job Truss Truss Type Qty Ply Kassel T6184390 71711 J2A MONO TRUSS 1 1 ' Job Reference (optional) Chambers Truss Inc., Fort Pierce Ff. 34982 3x4 = 1.35U s sep zi xuiz m I eK inausmes. Inc. Mon mar u3 19:a7:3U zul4 rage l I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-iQBat2sE_3tvLfh_7CDwt?Vfl6k2hiw2NRUmNmzecWx 2-6-1 2-6-1 = 1:7.8 LOADING(psf) SPACING 2-0-0 CSI DEFL . in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25. BC 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a h/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-6-1 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=35/Mechanical, 2=15410-8-0 (min. 0-1-8), 4=23/Mechanical Max Horz2=96(LC 4) Max Uplift3=-50(LC 4), 2=-284(LC 4), 4=-7(LC 5) Max Grav3=41(LC 2), 2=183(LC 2), 4=34(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=24ft; 13=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1:60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 3, 284 lb uplift at joint 2 �V N/��, and 7 lb uplift at joint 4. � PO � p I�� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. G E N ••.• �� LOAD CASE(S) _Standard a m 0 ••: 1 N 68182 irz T OF 11J ..IVA1-�. `�� FL Cert. 6634 March 4,2014 A WARMNir - Verify dig. par .t. d READ NOTES ON771IS AIM MCLUDED MTEI CREFERENCE PAGE MH 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ;« 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Sauthem Piave (SP) lumber is specSFied,the design valves are tJtwse effective 05/01/20113 byAY5C Tampa, FL 33610-4115 Job Truss Truss.Type Qty Ply Kassel T6184391 71711 J3 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fart Pierce FI. 34952 3x4 = t.3bu s tsep 2t 2uiz mi I eK Inousrnes, Inc. Mon Mar u3 l4:al:3u Lul4 Va9e l I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-iQBat2sE_3tvLfh_7CDwt?Vf16iPhiw2N RUmNmzecWx 3-11-11 3-11-11 Scale = 1:10.5 3-11-11 LOADING(psf SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.01 .4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly.applied or 3-11-11 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) 3=62/Mechanical, 2=206/0-8-0 (min. 0-1-8), 4=37/Mechanical Max.Horz 2=128(LC 4) Max Uplift3=-105(LC 4), 2=-332(LC 4). 4=-1 O(LC 4) Max Grav 3=75(LC 2), 2=243(LC 2), 4=57(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=24ft; 13=41ft; L=26ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load honconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 3, 332 lb uplift at joint 2 ♦���V N and 10 lb uplift at joint 4. Q V� I 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��� QPe . • G E • • • �� eee LOAD CASE(S) Standard • N 68182 � T - � • OF FL Cert. 6634 March 4,2014 A WARNING - Verify design parameters and READ M07ES ON7EISAND 1NCLUDED Mi4EKREFERENCE PAGB Ml1-7473 BEFORE USE. �� ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary. bracing to insure stability during construction is the responsibillity of the M(Tek• 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. Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthern Rine (SP) lumber is specMed, the design values are those effective 06/Ql/2013IsV AdSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kassel T6184392 71711 J3A MONO TRUSS 1 1 Job Reference (optional) unamoers I russ Inc., fort Fierce H. MUU 3x4 = B36i1 r.aou s sep zr zuiz mi i eK inausrnes, inc. mon mar us w:oiai zuw rage 1 ID: Cp6BnCUzbLiVBmjvMGroAyzFaJ7-Acly5OtsIN?mypGAhvk9QD2t4V1 sQ9ACb5DJvDzecWw Scale = 1:8.2 3-1-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft . Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) 0.01 6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC, 0.14 Vert(TL) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-1-1 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=104/0-8-6 (min. 0-1-8), 2=50/Mechanical, 3=34/Mechanical Max Horz 1=63(LC 4) Max Uplift1=-114(LC 4), 2=-86(LC 4), 3=-22(LC 4) Max Gravl=120(LC 2), 2=61(LC 2), 3=45(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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 11 I T � 5) Provide mechanical connection (by others) of truss to bearing. plate capable of withstanding 114 Ib uplift at joint 1, 86 Ib uplift at joint 2 ���,,,,V N � ,I,�' and 22 lb uplift at joint 3. • Q 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.�P•••' E N ••• C�'�s LOAD CASE(S) Standard N 68182 � 0 T OF • Nt oo FL Cert. 6634 March 4,2014 A WARNING - Verify design parmnelem and READ NOTES ON INIS AND INCLUDED =7EKREPERENCE PAGE NU 7473 BEFORE USE. � Design valid for use only with MIIek connectors. This design is based only upon parameters shown, and is for an individual building component.' Applicability of design parameters and proper incorporation of component 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/TPl1. Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Streel, Suite 312, Alexandria, VA 22314. IfSouthem Mine (SP)'lumber is specified, the des1gn values are those effective 06/03/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply . Kessel T6184393 71711 J38 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 t.3tU s Jep z/ zuiz mi I eK Inoustnes, Inc. mon mar us 74:o1:37 zui4 rage i I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-Acly5OtsIN?mypGAhvk9QD2g2V2pQ9ACb5DJvDzecWw -14-0 2-11-15 14-0 2-11-15 3x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.00 7 >999 360 TCDL 7:0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 7 >999. 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 . REACTIONS (lb/size) 3=44/Mechanical, 2=170/0-8-0 (min. 0-1-8), 4=28/Mechanical Max Horz2=107(LC 4) Max Uplift3=-69(LC 4), 2=-298(LC 4), 4=-7(LC 4) Max Grav3=53(LC 2), 2=202(LC 2), 4=42(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.6. PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-15 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 11.11 f 10, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 3, 298 lb uplift at joint 2 ,`,��av 1 N and 7 Ito uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �` �P• • G E At • • • C� ��i LOAD CASE(S) Standard N 68182 :� T OF : 4/ ,� 1ff111111\��` FL Cert. 6634 March 4,2014 A WdRAQNG - Verify design pa�mmeters and REED N07Z'.S ONT771S dND tNCLUD&D Mf7SIf REFERENCE PAGE ttIIl-7473 BEFORE US& �� Design valid for use only with MiTek connectors. This design is based only upon. parameters shown, and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Rine (SP) lumber is spetdied, the design values are those effective 0E/01/2013 by AtSC Tampa, FL 33610 4115 Job Truss Truss Type Qty Ply Kessel T6184394 71711 J3C MONO TRUSS 1 1 Job Reference (optional) Chambers TN55 Inc., Fort Pierce FI. 34962 r.sou s bep z/ zulz MI1 eK Inaustnes, Inc. coon mar u0 14:o I:Jz zV74 rage i ID:Cp6BnCUzbLYBmjvMGroAyzFaJ7-eoJKIkuUW h7dayrNEcFOzQb_ovOw9cQLglzsSfzecWv -14-0 3-1-7 1-4-0 3-1-7 Scale = 1:8.9 3x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.31 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=47/Mechanical, 2=175/0-8-0 (min. 0-1-8), 4=29/Mechanical Max Horz2=110(LC 4) Max Uplift3=-74(LC 4), 2=-302(LC 4), 4=-8(LC 4) Max Grav3=56(LC 2), 2=207(LC 2), 4=44(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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 3, 302' Ib uplift at joint 2 `,`�� Qv, N V and 8 lb uplift at joint 4. 6,C. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ���, ..••G E N '•• C` '��� LOAD CASE(S) Standard i N 68182 %T OF ` FL Cert. 6634 March 4,2014 A WARMM - Verify drsign p...t rs and READ N07M Om mmAM) INCLUDED mr=REPERENCE PAGE ZW 7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. lately Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA'22314. I6Southem pixie (SP) lumber is speed, the design values methose effective 06/01/2013 by All Tampa, FL 33610-4115 Job Truss Truss. Type Qty Ply Kessel T6184395 71711 J3D MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34962 3x4 = 3-0-13 7.35u s Sep z7 zulz MI i eK Inausmes, Inc. Man Mar u3 14:b1:3Z ZU14 rage 1 ID:Cp6BnCUzbLIVBmjvMGroAyzFaJ7-eoJKl kuU W h7dayrNEcFOzQb1 tvN89cQLglzsSfzecWv Scale = 1:8.1 3-0-13 3-0-13 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) 0.01 6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.01 6 . >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=103/0-8-6 (min. 0-1-8), 2=50/Mechanical, 3=34/Mechanical Max Horz 1=63(LC 4) Max Upliftl=-11$(LC 4), 2=-85(LC 4), 3=-22(LC 4) Max Grav1=119(LC 2), 2=60(LC 2), 3=45(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=24ft; B=41ft; L=26ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 1, 85 lb uplift at joint 2 ,,�% v 1 N and 22 lb uplift at joint 3. % Q • 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 1:, 0P • •' E N • • • C�'�j LOAD CASE(S) Standard N 68182 T OF �O•• �� O P •.;�,�. F ' FL Cert. 6634 March 4,2014 AWARNING - Verify design p... tern and READ NOTES ONINISAND INCLUDED MEKREFERENCEPAGBM-7473 BEFORE USS Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ;. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If 5outhem Pine (SP) lumber is specified, the design values are those effective 06/01/2013byAfSC Tampa, FL 33610-4115 Job Truss Truss Type city Ply Kessel T6184396 71711 J5 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 r.3ou s sep 2 r 20i2 M, i ex inausrninc. c. Mon Mar us i4:6i:32 20i4 rage i ID:Cp6BnCUzbLNBmjvMGroAyzFaJ7-eoJKlkuU W h7dayrNEcFOzQbynvKH9cQLglzsSfzecWv -1-4-0 5-5-6 1-4-0 5-5-6 Scale = 1:13.4 3.00 12 3x4 = N 0 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.44 BC 0.32 WB 0.00 (Matrix-M) DEFL in Vert(LL) 0.04 Vert(TL) -0.06 Horz(TL) 0.00 (loc) I/deft Ud 4-7 >999 360 4-7 >999 240 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% LUMBER BRACING TOPCHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-5-6 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) 3=87/Mechanical, 2=264/0-8-0 (min. 0-1-8), 4=49/Mechanical Max Horz2=160(LC 4) Max Uplift3=-154(LC 4), 2=-391(LC 4), 4=-9(LC 4) Max Grav 3=106(LC 2), 2=309(LC 2), 4=79(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-473/333 BOT CHORD 2-4=-418/497 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=41ft; L=26ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. >��,,, Qv I N 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 3, 391 lb uplift at joint 2 O and 9 lb uplift at joint 4. ,�� , ••'�� Ci tV SF•.? �i� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard N � 68182 r r : � ' T 10 .00 OF �,1� N p; FL Cert. 6634 March 4,2014 A WARNING - Verify design pat,..t. and READ NOTES ON 7IIfS AND INCLUDED MITEKREFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary, bracing to insure stability during construction is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Marmot! n available ltte t'hemPlne(SP)l.fr-,rir sW PdIFeed;1thete,elg.L�ele.SPtsreet Shcsee uite A�lee vvdeil[36/AOa121®4��AiSC Tampa, FL33610-4115 Job Truss Truss Type Qty Ply Kessel T6184397 71711 J5A MONO TRUSS 1 1 Job Reference (optional) Ghambers Truss Inc., Fort Pierce FI. 34952 5-2-3 3x4 = 7.35u s Sep 27 2012 MrteK InduStnes, Inc. Mon Mar U3 14:51:33 2u14 Pagel I D:Cp6BnCUzbLNBmjvMGroAyzFaJ7-6?siW4u6H_FUC6QZoKmdVe77oJg?u3gU3PiQ_5zecW u LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.05 3-6 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.05 3-6 >999 240 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) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 1=188/0-8-6 (min. 0-1-8), 2=85/Mechanical, 3=50/Mechanical Max Horz 1=108(LC 4) Max Upliftl =-21 O(LC 4), 2=-154(LC 4), 3=-17(LC 4) Max Grav 1=217(LC 2), 2=103(LC 2), 3=76(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-506/531 BOT CHORD 1-3=-615/529 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-3 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil fit between the bottom chord and any other members.. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 1, 154 lb uplift at joint and 17 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard = 1:10.6 FL Cert. 6634 March 4,2014 Q WARNING - Venljy design parameters and READ NOTES ON77IIS AIYD INCLEWED M(7EKRRPERENCE PAGE MR-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' 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/rPll Quality Criteria, D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IFSouthem Mine (SP) lumber is specified, t he design values are those effective 06/Oi/2013 by Ali Tampa, FL 33610-4115 Job Truss Truss Type city Ply Kessel T6184398 71711 J5B MONO TRUSS � 1 1 ' Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 1-4-0 3.00 FIT 3x4 = LOADING(psf) SPACING 2-M CSI TCLL 20.0 Plates Increase 1.25 TC 0.35 TCDL 7.0 Lumber Increase 1.25 BC 0.26 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) , 3=80/Mechanical, 2=246/0-8-0 (min. 0-1-8), 4=45/Mechanical Max Horz2=151(LC 4) Max Uplift3=-140(LC 4), 2=-372(LC 4), 4=-9(LC 4) Max Grav3=96(LC 2), 2=289(LC 2), 4=72(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-375/236 BOT CHORD 2-4=-306/391 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Mar 03 14:51:33 2014 Page 1 I D: Cp6BnCUzbLNBmjvMGroAyzFaJ7-6?siW4u6H_FUC6QZoKmdVe78vJhPu3gU3PiOL5zecW u 4-11-15 4-11-15 Scale = 1:12.4 DEFL in (loc) Ildefl Ud PLATES GRIP Vert(LL) 0.03 4-7 >999 360 MT20 244/190 Vert(TL) -0.04 4-7 >999 240 Horz(TL) 0.00 2 n/a n/a Weight: 17 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-15 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,`,,�� Qv' N V I,�,,, 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 3, 372 lb uplift at joint 2 ,�� �P. • Ci E N • • `�C` ��i and 9 lb uplift at joint 4. �� ,,•'�\ S�; •'• �� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard *: N 68182 T ) F : 4/ 000'.,� J1 � �% �N A014*0 FL Cert. 6634 March 4,2014 AWARA17NG-Vert&desigrtparameters and READ NOTESONTNISAND INCLUDEDOWE11CREFERENCEPAGE MU-7473BEFORE IISE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. WIF 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 MOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 'ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I=11hem pule (SP) lumber is sgrecified, the desigrl values are those effective 06/01/2013 byALSC Tampa, FL 3361041115 JobTruss Truss Type Qty Ply Kessel T6184399 71711 J5C MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 3x4 = 3.00 12 r,aou s sep z r Zvi z mr i eK mousrnes, inc. rvion mar usrv:oi:av zu iv rage i I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-aBQ5jQvk2lNLpG?IM1 Hs2rgl3j 1 FdW veH3SzW xzecW t 5-2-7 5-2-7 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 FBC2010ITP12007 CSI TC 0.39 BC 0.29 WB 0.00 (Matrix-M) DEFL in Vert(LL) 0.04 Vert(TL) -0.05 Horz(TL) 0.00 (loc) I/deft Ud 4-7 >999 360 4-7 >999 240 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 18 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-2-7 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) 3=83/Mechanical, 2=254/0-8-0 (min. 0-1-8), 4=47/Mechanical Max Horc 2=155(LC 4) Max Uplift3=-146(LC 4), 2=-381(LC 4), 4=-9(LC 4) Max Grav3=101(LC 2), 2=298(LC 2), 4=75(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-418/278 BOT CHORD 2-4=-355/437 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=41ft; L=26ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.��, 4) Refer to girder(s) for truss to truss connections. ��� PQu 1 N VFW .- 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 3, 381 lb uplift at joint 2, and 9 lb uplift at joint 4. �� ,,•'�,� S�r'•;� �� 6) "Semi -rigid pitchbreaks. including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard *: N. 68182 T OF . .��'O •s,c • • • , o P, `�% FL Cert. 6634 March 4,2014 A WARMG - Verify design parameters and READ NOTES ON7NIS AND INCLUDED W17W REFERENCE PEGS MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building. designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform Non available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IF"N emIlene(SP) lumber isspecified, the design values arethose effectiveaG/Di/2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Kessel T6184400 71711 J5D MONO TRUSS 1 1 ' Job Reference (optional) chambers I runs inc., rort coerce m. ;wynz 3x4 = LBttV s aep G/ Zu1L MI I en Inou5U1e5, Inu. ]won 1wdr va 1-1;J zu 14 rdye 1 I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-aBQ5jQvk2lNLpG?IM1 Hs2rglpjOOdWveH3SzWXzecW t Scale = 1:10.5 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 0.41 BC 0.34 WB 0.00 (Matrix-M) DEFL in Vert(LL) 0.05 Vert(TL) -0.05 Horz(TL) -0.00 (loc) I/defl Ud 3-6 >999 360 3-6 >999 240 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 5-1-3 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 quide. REACTIONS (lb/size) 1=184/0-8-6 (min. 0-1-8), 2=84/Mechanical, 3=49/Mechanical Max Horz 1=106(LC 4) Max Upliftl=-206(LC 4), 2=-152(LC 4), 3=-17(LC 4) Max Gravl=213(LC 2),'2=101(LC 2), 3=75(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-487/511 BOT CHORD 1-3=-593/510 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. %� 4) Refer to girder(s) for truss to truss connections. ��� QV N 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 1, 152 lb uplift at joint 2 ��� QP • ........ -•. and 17 lb uplift at joint 3. ��� , � C' N 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard * : N 68182 'O• 4b FL Cert. 6634 March 4,2014 WARMNG - Verify desiya pm maete,. and READ N07LS ON7EfSAIM MCLUDPD MI7EKREFERP.NCE PAGE NU 7473 EP.FORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. '^ Applicability of design parameters and proper incorporation of component 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 responsiblity 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 Informa8on available from truss Plate Institute, 781 N. Lee Street; Suite 312, Alexandria, VA 22314. lfSauthem Pine (SP) lumber is specified, the design vialues are thcse effective d6/O1J2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel T6184401 71711 J7 MONO TRUSS 6 1 . Job Reference (optional) unamoers I russ Inc., Ton Tierce H. 34yaZ 1-4-0 3x4 = 3.00 12 1.00u s oep [r cu `"1 erc =usmes, ma. rviun rvmr uo IY:OI -" ray. i ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-aBQ5jQvk2lNLpG71M1 Hs2rgKvjzAdWveH3SzWXzecWt LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates, Increase 1.25 TC 0.27 Vert(LL) 0.10 4-7 >842 360 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.15 4-7 >551 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hori(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=116/Mechanical, 2=324/0-8-0 (min. 0-1-8), 4=59/Mechanical Max Horz 2=194(LC 4) Max Uplift3=-209(LC 4), 2=-454(LC 4), 4=-5(LC 4) Max Grav 3=141(LC 2), 2=379(LC 2), 4=101(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-946/803 BOT CHORD 2-4=-840/883 Scale: 3/4"=1' PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% 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 Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf-, h=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ���� U N 4) Refer to girder(s) for truss to truss connections. ,� P(). • �� I� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 3, 454 lb uplift at joint 2 �� E 4# and 5 lb uplift atjoint 4. ��� ,,••��G NS�C`••?'��� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • N 68182 � r � r T OF FL Cert. 6634 March 4,2014 AWARIMG - Verify design par amctera and READ NOTES ONTTIISARD INCLUDED MITEKREFERENCE PAGE NU-7473 BEFORE US& Design valid for use only with M1ek 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 isforlateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MITpk• 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ut If5ohemOrin.(SP)lumberisW dfied,thedesignvaluesaretheseeffective015/01/2013byA1SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel T6184402 71711 JAI MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort fierce Ft. 34982 7.35o s Sep 27 2012 MITeK Industries, Inc. Mon Mar o3 14:51:35 2014 Page I ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-2N_TxlwNpcVCRQayMo5a3CS87R_Mz9nWjBX2_zecW s -1-4-0 0-11-9 1-4-0 0-11.9 Scale = 1:5.5 0-11-9 0-11-9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.00 2 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.00 2 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 4 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=194/0-8-0 (min. 0-1-8), 3=-93/Mechanical Max Horz 2=68(LC 4) Max Uplift2=-541(LC 4), 3=-114(LC 2) Max Grav2=238(LC 2), 3=286(LC 4) 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) * This truss has been designed for a live load of 20.Opsf on thebottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Ft between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 2 and 114 lb uplift at joint 3. `%% N 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. ,�% (�u 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��'OP•� G E !V • • • �`� �i N 68182 � 3T OF '44/ 01 C� ���� LOAD CASE(S) Standard FL Cert. 6634 March 4,2014 AWARMNG - Verify dksign parameters and READ NOTES ONTRISAND INCLUDED MITEICREFERENCE PAGE M7-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. WIF 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/IPII Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In=all n available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If5aulfrremFine[SP)lumberissl i5ert,thedesignvaluesarethoseeffective06/01120113hyALSC Tampa, FL 33610-4115 Job Truss Truss, Type Qty Ply Kessel T6184403 71711 JA3 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.35u s 6ep z i zulz my i eK maustnes, mc. anon mar u3 i4:5i:so zuw rage i I D:Cp6BnCUzbLNBmjvMGroAyzFaJ7-2N_TxlwNpcVCRQaywlo5a3CV27QrMz9nWjBX2_zecWs .1-4-0 2-10-12 1-4-0 2-16-12 Scale = 1:8.6 3x4 = 2-10-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-10-12 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 Installation guide. REACTIONS (lb/size) 3=42/Mechanical, 2=167/0-8-0 (min. 0-1-8), 4=27/Mechanical Max Horz 2=105(LC 4) Max Uplift3=-65(LC 4), 2=-295(LC 4), 4=-7(LC 4) Max Grav3=51(LC 2), 2=198(LC 2), 4=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=24ft; B=41ft; L=26ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. l 5) Provide mechanical connection (by others) of truss to bearing plate. capable of withstanding 65 lb uplift at joint 3, 295 lb uplift at joint 2 ```,�d1 N V �I� and 7 lb uplift at joint 4. `�� PQV • 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� •• �� �i� �,•�C E N,9 ��`,,O '• �••'• i0 LOAD CASE(S) Standard • N 68182 • - X Z T OF •�/� 0 • • pP•'���� 1 � FL Cert. 6634 March 4,2014 A WARNING - Verify design pamaueters and READ NOTES ON77IIS AND MCLUDED MITEKREFERENCE PAGE M I.7473 BEFORE URR Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. MF Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthem Pine (SP) lumber is specified; the design values are those effective 0S/01/2033 b. VAI.SC . Tampa, FL 33610-0115 Job Truss Truss.Type Qty Ply Kessel ' T6184404 71711 JA5 MONO TRUSS 1 1 Jab Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Mar 03 14:51:35 2014 Page 1 ID:Cp6BnCUzbLNBmjvMGroAycFaJ7-2N_TxlwNpcVCRQay Mo5a3CVv7OCMz9nWjBX2_zecWs -1-0-0 4-9-14 14-0 4-9-14 3.00 12 3x4 = LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.32 TCDL 7:0 Lumber Increase 1.25 BC 0.24 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP N0.3 BOT CHORD' 2x4 SP No.3 REACTIONS (lb/size) 3=77/Mechanical, 2=239/0-8-0 (min. 0-1-8), 4=44/Mechanical Max Horz 2=147(LC 4) Max Uplift3=-134(LC 4), 2=-365(LC 4), 4=-1 O(LC 4) Max Grav3=93(LC 2), 2=281(LC 2), 4=70(1_C 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-340/204 BOT CHORD 2-4=-266/353 DEFL in (loc) I/defl Ud Vert(LL) 0.03 4-7 >999 360 Vert(TL) -0.04 4-7 >999 240 Horz(TL) 0.00 2 n/a n/a Scale = 1:12.3 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-14 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=3:0psf; h=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf 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. �,��� IN V I ,I F� ��t• 4) Refer to girder(s) for truss to truss connections. p`Q 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint 3, 365 lb uplift at joint 2 ��� O •E NS and 10Ibuplift atjoint 4. `�� ,•.'�\G F•.? �i� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard N 68182 • � 13 rO c OE,PFop �W ;��� Nv% ,�.�: FL Cert. 6634 March 4,2014 Q WARNING - Verify deign paramefe amd READ NOTES ON THIS AND MCLUDED MI78KREFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 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/IPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1lSautPtem Piste (512) lumber is speca5ed, the design values are those effective G6/01/2M3 hyALSC Tampa, FL 336.10-4115 Job Truss Truss Type Qty Ply Kassel T6184406 71711 JAA MONO TRUSS 1 1 Job Reference (optional) cnamoers I russ inc., Fort vierce H. 44UUZ r.aDu s oep z r zu iZ Imp I eK alausmes, inc. Mon Mar w I91D I:JD 4u,9 rage I ID:Cp6BnCUzbL1/BmjvMGroAyzFaJ7-WZYr85x?avd33a88TSKK7GIZxWfD5QPxINx4bQzecW r -1-4-0 6.8-9 1-4-0 6-8-9 3.00 12 3x4 = Scale = 1:15.5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase ' 1.25 TIC 0.75 Vert(LL) 0.09 4-7 >845 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.13 4-7 >595 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL %0 Code FBC2010fTP12007 (Matrix-M) Weight: 22 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing, directly applied or 5-9-0 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) 3=108/Mechanical, 2=314/0-8-0 (min. 0-1-8), 4=58/Mechanical Max Horz 2=188(LC 4) Max Uplift3=-195(LC 4), 2=-444(LC 4), 4=-7(LC 4) Max Grav3=132(LC 2), 2=367(LC 2), 4=98(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-795/660 BOT CHORD 2-4=-791/847 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=41ft; L=26ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I N 4) Refer to girder(s) for truss to truss connections. �� �(�U • V �� pis 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 3, 444 lb uplift at joint 2 � E $1 4:1 and 7 lb uplift at joint 4.••'�\G S�••? �00 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1. LOAD CASE(S) Standard • N 68182 r r r : XX .o ' T O F 44/ 4i: �O'• • .�, ..c , Q P ';�,.� C? . N i=L Cert. 6634 March 4,2014 A WARNING - Verify deign parmnrlers and READ NOTES ONTUISAND INCLUDED 167EKREFERENCE PAGE b11I-7473 BEFORE EMIK 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/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSou . Fine (SP) lumber is spedfied, the design values are those effective 06/01/2013 bVALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kissel ' - T6184406 71711 JB MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 - 7.350 s Sap 27 2012 MITeK Industries, Inc. Mon Mar 03 14:51:36 2U14 Page 1 ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-WZYr85x?avd33a88TSKK7GIYZWf?5QPxlNx4bQzecW r 1-4-0 6-9.8 1, 6-9-8 Scale: 3/4"=1' 3.00 12 N 2 1 3x4 = 4 6-9-8 6-9-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.77 Vert(LL) 0.10 4-7 >820 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.14 4-7 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-7-11 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) 3=110/Mechanical, 2=317/0-8-0 (min. 0-1-8), 4=59/Mechanical Max Horz2=190(LC 4) Max Uplift3=-198(LC 4), 2=-448(LC 4), 4=-7(LC 4) Max Grav3=133(LC 2), 2=371(LC 2), 4=99(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-819/684 BOT CHORD 2-4=-818/873 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60, 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ��� 4) Refer to girder(s) for truss to truss connections. �%% 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 lb uplift at joint 3, 448 lb uplift at joint 2 ,��% OP. • G E IN and 7 lb uplift at joint 4. �� , •.•�� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • N � � 68182 r r �O • OF , • �T FL Cert. 6634 March 4,2014 AWARMNG - Vdify design pati .t. and READ M07M ON INIS61111D INCLUDED MI78N; REPERENTCE PAGE Mn-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual Building component. 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 MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If=1n1 m Rine (SPJ lasmber is specified, the design valvles are those ei%cdve 06/01/2013IbVALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Kessel T6184407 71711 JC3 MONO TRUSS 1 1 Jab Reference (optional) Chambers Truss Inc., Fort. Pierce FI. 34982 3x4 = r.sou s bep z r zuiz mi i eK mausmes, mc. mon mar us 14:01:51 zu 4 rage i I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-7m6DLRxdLDlwgkjKl ArZgU IrXw56gtf4_1 gd7szecWq 3-1-5 3-1-5 Scale = 1:8.8 3-1-5 LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.31 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-1-5 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) 3=47/Mechanical, 2=17410-8-0 (min. 0-1-8), 4=29/Mechanical Max Horz2=109(LC 4) Max Uplift3=-74(LC 4), 2=-302(LC 4), 4=-8(LC 4) Max Grav3=56(LC 2), 2=206(LC 2), 4=44(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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at joint 3,.302 Ib uplift at joint 2 ' N and 8 lb uplift at joint 4. �� p.�U• 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,� ,� ••.� G E Ns .• �� ��, •• �••�' �� LOAD CASE(S) Standard N 68182 • T OF 1 � ���'�SS • •N Ec;%`>`� AL rnn1+1`� FL Cert. 6634 March 4,2014 Q WARMNGI - Verify design pare peters and READ AWES. ON THIS AND INCLUDED MTEKREFBRENCE PAGE MU-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component ot Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer.' Bracing shown is fortateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria,'DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f 5outfaetn Pine (SP) lumber is specWied, the design values are those effective 06/01/20131byAl5C Tampa, FL 33610-4115 Job Truss Truss Type ty Ply Kassel T6184408 71711 JC5 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., FortPierce FI. 34982 1-4-0 3x4 = 3.00 FIT r.jou s Sep 2 r zulz MI I eK mauSines, mc. mon Mar u i 14:01:3/ Lu14 rage i ID:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-?m6DLRxdLDlwgkjKl ArZgU IpLw2?gtf4_1 gd7szecWq 5-2-3 5-2-3 Scale = 1:12.7 5-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (]cc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-2-3 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=83/Mechanical, 2=253/0-8-0 (min. 0-1-8); 4=47/Mechanical Max Horz 2=155(LC 4) Max Uplift3=-146(LC 4), 2=-380(LC 4), 4=-9(LC 4) Max Grav3=100(LC 2), 2=297(LC 2), 4=75(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-414/274 BOT CHORD 2-4=-350/433 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf, h=24ft; B=41ft; L=26ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will. %%%J111 1 11I,, fit between the bottom chord and any other members. ' N 4) Refer to girder(s) for truss to truss connections.PQV 5) Provide mechanical connection (by others) of truss to bearingplate capable of withstanding 146 lb uplift at joint 3, 380 lb uplift at joint 2 ,��� G EN and 9 lb uplift at joint 4. �� IS..- �\ S I * 40 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard N 68182 10 T OF '. S. ,'��.s P SO' `��• • •N AL E�G�. FL Cert. 6634 March 4,2014 AWARKM}.Verifydewgnparawute andREADM07ESON77IISANDINCLUDEDMPIEKREFERENCEPAGE MV7473BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buildingrcomponent.�^ 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/TPI1 Quality Criteria,'DSB-89'and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthem Pine (SP) lumber is specified, the design values are those effective 06101/20133 hyA1SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel T6184409 71711 JD1 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ft. 34982 7.3D11 s sep z7 zu1 z mi i eK Inaustnes, mc. mon mar ui i4:brar zui4 rage i I D:Cp6BnCUzbLUBmjvMGroAyzFaJ7-?m6DLRxdLDlwgkjKl ArZgUlrXw6rgtf4_l gd7szecWq 1-4-0 1 1-4-10 Scale = 1:6.2 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 0.31 BC 0.04 WB 0.00 (Matrix-M) DEFL I in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) 0.00 (loc) I/deft Ud 5 >999 360 5 >999 240 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 6 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-4-10 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=129/0-8-0 (min. 0-1-8), 2=129/0-8-0 (min. 0-1-8), 4=20/Mechanical Max Horz 2=76(LC 8) Max Uplift2=-277(LC 4), 4=-27(LC 5) Max Grav2=155(LC 2), 2=129(LC 1), 4=28(LC 3) FORCES (lb) - Max. Comp./Max. Tem. - 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 lb uplift at joint 2 and 27 lb uplift at joint N �%,`,,,Qv' 4. P F� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,��,� • .� G E'N S . • �C`� ��, �• �•••' �� LOAD CASE(S) Standard N 68182 � r .�� • p % • 1 •• ,, i,�S'S; '•• ••' ,�� �I� N Ail , E ��% FL Cert. 6634 March 4,2014 0 WARNING - Verify design parameters and READ A107ES ONTWSANI) INCLUDED MEKREFERENCE PAGE MZ 7473 BEFORE UM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component wt 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/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sireel, Suite 312, Alexandria, VA 22314. ItSouthemPine(SP}lumberisspecified,thedesignvaluesarethoseeitec ve06/01/20IAbyAlSC Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply Kessel T6184410 71711 JD3 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ff. 34952 1-4-0 3x4 = i.aou s oep zr Zu]Z mr I ex mausrnes, inc. mon roar ua i4:0raa Zu ry rage r ID:Cp6BnCUzbLNBmjvMGroAyzFaJ7-TygbZnyF6XtnitlXbtMoChgOHKQ1 ZJvDChQBfJzecW p 4-1-10 4-1-10 Scale = 1:11.0 4-1-10 4-1-10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 15 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-1-10 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) 3=65/Mechanical, 2=212/0-8-0 (min. 0-1-8), 4=38/Mechanical Max.Horz 2=132(LC 4) Max Uplift3=-111(LC 4), 2=-338(LC 4), 4=-10(LC 4) ,Max Grav3=78(LC 2), 2=250(LC 2), 4=59(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=24ft; B=41ft; L=26ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 3, 338 lb uplift at joint 2 ,` Q U I N and 10 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��, OP•••• E IV ••• C` ,�� LOAD CASE(S) Standard N 68182 • r oo ' T O F ,, % ill, "ll FL Cert. 6634 March 4,2014 AWARMM-Vmfydrsignp...fersandREWZrG7ES'OAr THIS AND MLUDEDW7FKREFERENCEPAGE M7.7473BEFORE USE.' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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/TPI1 Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf5outher Pine(5P)lumberisspecified•tyredesignveuesarethoseei%ctiveQ6101120 3IbVAL5C Tampa, FL 33610-4115 Job russ Truss Type Qty Ply Kassel T6184411 71711 KJ7 MONO TRUSS 1 1 Job Reference (optional) unamoers I russ Inc., Fort coerce H. 34962 /.JOU s Sep Z r 2Ul d m, l eK ,nausines, inc. ,vlon mar uo i ga,:oo La-,v rage -, I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-TygbZnyF6XtnitlXbtMoChq?aKP6ZDkDChQBfJzecW p 1-11-1 6-8-13 10-0-3 1-11-1 6-8-13 3-3-6 Scale = 1:19.7 3x4 = 5x6 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.09 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.09 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) -0.02 . 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 39 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-10 cc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=1 1 9/Mechanical, 2=365/0-11-8 (min. 0-1-8), 5=389/Mechanical Max Horz2=274(LC 4) Max Uplift4=-274(LC 4), 2=-635(LC 4), 5=-483(LC 5) Max Grav4=226(LC 14), 2=428(LC 2), 5=496(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces.250 (lb) or less except when shown. TOP CHORD 2-3=-1078/1069 BOT CHORD 2-6=-1234/1093, 5-6=-1234/1093 WEBS 3-6=0/251, 3-5=-1177/1329 NOTES 1) Wind: ASCE 7-10;_Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=41ft; L=26ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,`�� v I N V I�♦, fit between the bottom chord and any other members. Q 4) Refer to girder(s) for truss to truss connections. OP • • "E • F<<C` ♦♦� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 274 lb uplift at joint 4, 635 lb uplift at joint 2 � , �\ G N S " ;. , i40 and 483 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 68182 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ► LOAD CASE(S) Standard ' c 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 i '. T O F Uniform Loads (plf) Vert: 1-2=-44 ' Trapezoidal Loads (plf) Vert: 2=0(F=22, B=22}to-4=-110(F=-33, B=-33), 7=0(F=10, B=10}to-5=-50(F=-15, B=-15) ♦ s •... . �? N q`��• FL Cert. 6634 March 4,2014 ® WARNDYG - Verify desPgn parameters and READ NOTES ONTRfSAND UXLUDED M 13KREFEREMCB PAGE MD-7473 BEFORE USS Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quallty Crlferla, DSB-89and BCSI Building Component 6904 Parke East Blvd. Safety InformaBon available from Truss Plate Institute, 781 N. Lee Streel, Suite 312, Alexandria, VA 22314. IfSwtthempine(SP)lumberisspedfied.thedesignvaluesirethoseeffe tive06/01/201AbVALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kessel T6184412 71711 KJA MONO TRUSS 1 1 Job Reference (optional) unamDers I fuss Inc., tort werce H. sgaaz r.aou s sep zr zuiz mi i eK mausmes, inc. mon mar us w:o i:aa zuiq rage _i I D:Cp6BnCUzbLNBmjvMGroAyzFaJ7-x8E_m7ztsg7dw1 tj9at11vN5QkiHIdiNRL9kCIzecWo 8-5-9 Scale = 1:19.3 3x4 = 6x8 = Plate Offsets (X,Y): (1:0-5-8,Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) . 0.26 5-8 >529 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.27 5-8 >517 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 Horz(TL) -0.03 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 41 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-5 cc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-12 cc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=379/1-1-8 (min. 0-1-8), 3=108/Mechanical, 4=594/Mechanical Max Horz 1=263(LC 4) Max Upliftl =-501 (LC 4), 3=-252(LC 4), 4=-780(LC 4) Max Grav 1=438(LC 2), 3=233(LC 13), 4=800(LC 13) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1.717/1733 BOT CHORD 1-5=-1899/1739, 4-5=-1868/1739 WEBS 2-5=0/357, 2-4=-1895/2035 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1:60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will %% Qv I N fit between the bottom chord and any other members. �%� �P • • • • • • • • •. �� �� 4) Refer to girder(s) for truss to truss connections. `,� , ••. �� G E N g�.• ��� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501 lb uplift at joint 1, 252 lb uplift at joint 3� .� and 780 lb uplift at joint 4. N( 68182 6) "Semi -rigid pitchbreaks including heels" Member end fixity model, was used in the analysis and design of this truss. * : •: 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). — LOAD CASE(S) Standard •' cc Z 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 i T O F Trapezoidal Loads (plf) Vert: 1=0(F=22, B=22}to-3=-129(F=-42, 13=42), 6=0(F=10, B=10)-to-4=-59(F=-19, B=-19) ��j •' Q P •• N ,�, I, N A' E``o. FL Cert. 6634 March 4,2014 AWARNING-VerifydesignparametersandREADAVOTWONTHISANDINCLUDEDMMKREPERENCBPAGEMR-7473BEFOREUSE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. OF 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 membersonly. 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 Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP) lumber is specified, the design values are those effective (16/01/20131tyALSC Tampa, FL 33610.4115 r Job Truss Truss.Type Qty Ply Kessel T6184413 71711 KJC MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort. Pierce Ff. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Mar 03 14:51:39 2014 Page 1 ID:Cp6BnCUzbLUBmjvMGroAyzFaJ7-x8E_m7ztsq?dwl tj9at11vNCxkikl iFNRL9kCIzecWa -1-9-13 6-2-1 9-0-10 1-9.13 6-2-1 2-10-9 Scale = 1:20.6 3x5 = 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 NO Code FBC201 O/TP12007 CSI TC 0.25 BC 0.40 WB 0.31 (Matrix-M) DEFL in Vert(LL) -0.10 Vert(TL) -0.29 Horz(TL) -0.01 (loc) I/deft Lld 5-8 >999 360 5-8 >358 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 34 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly.applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-4-9 cc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=96/Mechanical, 2=317/0-10-15 (min. 0-1-8), 5=310/Mechanical Max Horz2=239(LC 4) Max Uplift4=-252(LC 4), 2=-540(LC 4), 5=-353(LC 4) Max Grav4=182(LC 13), 2=371(LC 2), 5=374(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD . 2-3=-788/847 BOT CHORD 2-5=-986/797 WEBS 3-5=-748/1056 ZIs11[114? 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf-, BCDL=3.Opsf-, h=24ft; B=41ft; L=26ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1 N fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ♦%� QP • • • • �� �I� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 4, 540 lb uplift at joint 2 ♦�♦ ' •.•�\ C' '• 00 and 353 lb uplift at joint 5: 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Nv( 68182 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-44 Trapezoidal Loads (plf) Vert: 2=0(F=22, B=22}to-4=-100(F=-28, B=-28), 6=0(F=10, B=10}to-5=-45(F=-13, B=-13) :cc Z .0 T1110. 111 FL Cert. 6634 March 4,2014 A WARNING - Verify design parameters andRE&D NOTES ONT87SAAM LIVUEMED d9l7EKREFERENCEPEGS bW 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters showh, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary, bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Parke East Blvd. Safety Intormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IF=Ih. Fine (SP) lumber is specified, the design values are those effFecvve O6/Ol/2013 bVA15C .6904 Tampa, FL 33610-0115 0 + P ; Job Truss Truss Type Qty Ply Kessel T6184414 71711 KJD MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34962 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Mar 03 14:51:40 2014 Page 1 I D:Cp6BnCUzbLiVBmjvMGroAyzFaJ7-PLoM_TVd87UXBSviIOGH6wN383rl99Wg?vHkBzecW n_ 5-7-9 8�-4 5-7-9 2-10-12 Scale = 1:16.4 3x4 = 3x4 = 8.6-4 8-6-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft l-/d PLATES GRIP TCLL 20.0 Plates Increase 1.26 TC 0.23 Vert(LL) -0.08 4-7' >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.23 4-7 >438 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 30 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=20310-10-1 (min. 0-1-8), 3=93/Mechanical, 4=272/Mechanical Max Holz 1=176(LC 4) Max Upliftl=-227(LC 4), 3=-230(LC 4), 4=-301(LC 4) Max Grav1=233(LC 2), 3=169,(LC 13), 4=307(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces,250 (lb) or less except when shown. TOP CHORD 1-2=-663/724 BOT CHORD 1-4=-857/674 WEBS 2-4=-609/916 BRACING TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD Rigid ceiling directly applied or 7-10-11 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=24ft; B=41ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate rgrip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. #/ /// , 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will , , fit between the bottom chord and any other members. ,Q 4) Refer to girder(s) for truss to truss connections. ,�� QP•. • • • " • • • ��� �i� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 lb uplift at joint 1, 230 lb uplift at joint 3 `�� , •�\ G E N 3�... ��� and 301 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N( 68182 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). •. yt lo LOAD CASE(S) Standard �'fl 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) + 13 T 0 F • Vert: 1=O(F=22, B=22)-to-3=-94(F=-25, B=-25), 5=0(F=10, B=10)-to-4=-43(F=-11, B=-11) - 0 �i SOP •\_�� 005,,• ..N %11 FL Cert. 6634 March 4,2014 ® WARNING- Verify design parmnrters and READ N07ES'ON 7NIS AND INCLUDED 1NfTEKREFERENCE PAGE 2W 7473 BEFORE USE. valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. mi,Design Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Biacing 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/rPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If So ernPine[SP)lumberisspedfied,thedesignvaluesareihmseeffectiveOS/01/2013byA€l Tampa, FL 33610-4115 V. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 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. 0'1/1G, For 4 x 2 orientation, locate plates 0-1a6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 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. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS 0 O U o_ O r— 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 MiTek@ All Rights Reserved MiTek' MiTek Engineering Reference Sheet: MII-7473 rev. 02/26/2013 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project 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 Quality Criteria.