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HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 SCANNEL) These truss designs rely on lumber values established by others. BY M iTe ke st Lurie cn"tt / RE: 71383 - 7103 Paso Robles Blvd. MiTek USA, Inc. r„ 6904 Parke East Blvd. Site Information: TargRa, FLP3610-4115 Customer Info: One Construction Services Corp Project Name: Jtt, `9 as Robles ode : Lot/Block: Subdivision:) Address: 7005 Paso Robles E A City: Port St. Lucie State: FL l> Name Address and License # of Structural Engineer of Record f there is one, for the building. Name: Lice, c� Address: ' r City: Sta 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 HeighIl Floor Load: N/A psf Roof Load: 32.0 psf Wind Speed: 160 mph This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date 1 IT5010274 JA1 9/3/013 12 I T5010275 I A2 1 9/3/013 13 I T5010276 I A3 1 9/3/013 14 I T5010277 -1 A4 1 9/3/013 15 I T5010278 I A5 1 9/3/013 16 I T5010279 I A6 1 9/31013 17 I T5010280 I A7 1 9/3/013 18 1 T5010281 I A 1 9/3/013 19 I T5010282 I GRA 1 9/3/013 110 I T5010283 I GRB 1 9/3/013 11 I T5010284 J J 1 1 9/3/013 112 I T5010285 I J3 1 9/3/013 113 I T5010286 I J5 1 9/3/013 114 I T5010287 I J7 1 9/3/013 115 I T5010288 I KJ5 1 9/3/013 116 I T5010289 I KJ7 1 9/3/013 1 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2015 IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. ,,`PS 1A. q "'F 0•�GE•NSF•.;9'L� No 39380 • r .. r =�. cc- �:• ST TE OF :.40�/,� < 0 R O • ��,�. F• •,�S'`S �� N A� % n� FL Cert. 6634 September 3,2013 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply 7103 Paso Robles Blvd. T5010274 71383 Al HIP 2 1 Job Reference o tional Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:23 2013 Pag ID:—Ra69birDz[OfcjsmemTi9yggkD-jZHVyE_uSjXBjrefehl3Zi?rW412k?DeFVMq?FyhKV ,1-0-0 _1 9- 9-0-0 16-4-9 23-7-7 31-0-0 33-1-3 40-0-0 41-0-0 0- 6-10-13 2-1-3 7-4-9 7.2-13 7 4-9 2-1-3 6-10-13 0- Scale = 1:69.2 2x3 11 % 4.00 12 2x3 WO3x4= 46 = 5x10 2x3 3 4 22 5 23 6 7 24 8 9 s 1 2 10 11 a � IM 0 15 14 I 13 12 3x6 % 3x4 = 5x8 = 5x12 = 3x4 = 3x6 9-0-0 164-9 I 23-7-7 31-0-0 40-0-0 r 9-0-0 7-4-9 7-2-13 7-4-9 9-0-0 Plate Offsets X Y : 2:0-3-14 0-1-8 4:0-5-0,0-2-0 6:0-3-0 Ed a 8:0-5-0 0=2-0 10:0-3-14 0-1-8 13:0-3-0 0-3-0 14:0-3-0 0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.65 13-14 >733 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60' Vert(TL) -0.97 13-14 >493 240 BCLL 0.0 * Rep Stress [nor YES WB 0.88' Horz(TL) 0.19 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 182 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-12 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Ii Installation uide. REACTIONS (lb/size) 2=1124/0-8-0 (min. 0-1-9), 10=1124/0-8-0 (min. 0-1-9) Max Horz 2=-1 08(LC 6) Max Uplift2=-858(LC 8), 10=-858(LC 8) Max Grav2=1334(LC 2), 10=1334(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whenishown. TOP CHORD 2-3=-3139/1938, 3-4=-2963/1862, 4-22=-3939/2491, 5-22=-3939/2491, 5-23=-3990/2533, 6-23=-3990/2533, 6-7=-3990/2533, 7-24=-3938/2490, 8-24=-3 38/2490, 8-9=-2963/1862, 9-10=-3139/1937 BOT CHORD 2-15=-1726/2917, 14-15=-1602/2811, 13-14=-234613991, 12-13=-1602/2811, 10-12=-1726/2917 WEBS 4-14=-763/1321, 5-14=-452/349, 7-13=-416/349, 8-13=-762/1321 ,111111111I ll1� NOTES ,%�t 1) Unbalanced roof live loads have been considered for this design. ``% _ n PS, A • ,�� �ii� 2) C iEncl.,, GCpi=0.18;SCE 7-10; uMWFRS (directional); Lumber DOL lt=160mph (3-second gust) 1460 DOL=1 60DL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. II; Ex��Q`V�` ; G E N S' • • e,9 plate grip V 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line atjoint(s) 14, 13. O 39380 5) Piate(s) atjoint(s)14 and 13 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willIt between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 858 lb uplift at joint 2 and 858 lb uplift at join% • b AT : ��/` 10. O 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. s�i�� ,(� *'�< p R ''s9/0 LOAD CASE(S) Standard N A1- �111/111111111` F_ FL Cert. 6634 September 3,201 A WARNING- Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEKREFERENCE 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 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/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safey Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ltSouthem Rine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 7103 Paso Robles Blvd. T5010275 71383 A2 HIP 2 1 Job Reference o tional Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:25 2013 Pag I D:_Ra69birDzl OfcjsmemTl9yggkD-fyPFNwO8_Knvy8o215nXf74FOu?7CObwjprx27yhK 1-0- 7-10-13 11-0-0 17-0-9 22-11-7 29-0-0 32-1-3 40-0-0 1-0- -0 7-10-13 3-1-3 6-0-9 5-10-13 6-0-9 3-1-3 7-10-13 -0- Scale = 1:69.2 5x10 % 3x4 = 3x6 = 2x3 II 4.00 12 5x10 4 ;5 6 7 2x3 O lot 8 2x3 3 9 in 1 2 1011 ro sW 6 bal 1A 6 17 16 .I 5 14 13 12 3x6 % 3x4 4x6 =I US = 3x4 = 3x6 3x4 = 4x6 = I i 11-0-0 17-0-9 P2-11-7 29-0 0 40-0-0 11-0.0 6-0-9 5 10-13 6-0-9 11-0-0 Plate Offsets KY : 2:0-3-14 0-1-8 4:0-5-0 0-2-0 8:0-5-0 0-2-0 , 10:0-3-140-1-8 LOADING(psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.401 Vert(LL) 0.49 14-15 >972 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.72 14-15 >671 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.17 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 186 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins. BOT CHORD 2x4 SP M 30 i BOT CHORD Rigid ceiling directly applied or 5-4-9 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) 2=1124/0-8-0 (min. 0-1-9), 1 0=1 124/0-8-0 (min. 0-1-9) Max Horz 2=-1 29(LC 6) Max Up1ift2=-858(LC 8), 10=-858(LC 8) Max Grav2=1334(LC 2), 10=1334(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3098/1929, 3-4=-2808/1771, 4-5=-3284/2121, 5-6=-3284/2120, 6-7=-3284/2120, 7-8=-3284/2120, 8-9=-2808/1771, 9-10=-3098/1928 1 BOT CHORD 2-17=-1711/2875, 16-17=-1479/2643, 15-16=-1479/2643, 14-15=-1897/3284, 13-14=-1479/2643, 12-13=-1479/2643, 10-12=-1710/2875 I WEBS 3-17=-338/299, 4-17=-128/309, 4-15=-490/860, 5-15=-394/285; 7-14=-340/284, 8-14=-488/859, 8-12=-128/309, 9-12=-338/299 NOTES 1) Unbalanced roof live loads have been considered for this design. ```,1►11111111/���I ,�� �PS• i4• ,�� ���, e,9 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. II; Exe 0 G S •, I� C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 DOL=1.60 E plate grip ; ��,••�,� 3) Provide adequate drainage to prevent water ponding. 31 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 39380 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilixt * j between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 858 lb uplift at joint 2 and 858 lb uplift at jomtz 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. b AT E 441� LOAD CASE(S) Standard ♦� Q� \ �` FS • �i : 1 • • �? %` 411If F FL Cert. 6634 September 3,201 A WARNING - Verify design parmnetem and READ NOTES ON7T7S AND INCLUDED Ml7EKREPERENCE PAGE M-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 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 Southem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 byAi S+C Tampa, FL 33610.4115 Job Truss Truss Type Qty, Ply 7103 Paso Robles Blvd. T5010276 71383 A3 HIP 2 1 Job Reference (optic Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:27 2013 PagE I D:_Ra69birDzlOfcjsmemTl9yggkD-bKXOocl OWx2dCSyQtW q?kYAcvhgMguyDA7K270yhK 1-0- 6-7-14 13-0-0 20-0-0 27-0.0 33-4-2 40-0-0 1-0- -0- 6-7-14 6 4-2 7-0-0 7-0-0 1 6 4-2 6-7-14 -0- Scale = 1:69.5 5x10 % 2x3 11 5x10 4.00 12 4 23 5 24 6 3x4 % 3x4 3 7 U)1 2 8 g is c� IA 16 15 14 13 12 11 10 3x6 —_ 2x3 II 4x6 —_ 3x8 = 3x4 = 2x3 II 3x6 — 3x4 = 46 = 6-7-14 13-0-0 20-0-0 27-0-0 33-4-2 40-0-0 6-7-14 6 4-2 7-0-01 7-0-0 6-4-2 6-7-14 Plate Offsets X Y: 4:0-5-0 0-2-0 6:0-5-0 0-2-0 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.43 13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.61 11-13 >784 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.511 Horz(TL) 0.17 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 191 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-6 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) 2=1124/0-8-0 (min. 0-1-9), 8=1124/0-8-0 (min. 0-1-9) Max Horz 2=-150(LC 6) Max Uplift2=-858(LC 8), 8=-858(LC 8) Max Grav2=1334(LC 2), 8=1334(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3218/1962, 3-4=-2693/1683, 4-23=-2891/1887, 5-23=-281/1887, 5-24=-2891/1887, 6-24=-2891/1887, 6-7=-2693/1683, 7-8=-3218/1962 BOT CHORD 2-16=-1759/3002, 15-16=-1759/3002, 14-15=-1386/2510, 13-14=-1386/2510, 12-13=-1386/2510, 11-12=-1386/2510, 10-11 =-1 759/3002, 8-1 0=-1 759/3002 WEBS 3-15=-578/398, 4-15=-102/331, 4-13=-284/616, 5-13=-427/350! 6-13=-284/616, 6-11 =-1 02/331, 7-11=-580/398 ,�►Illlllf��� NOTES 1) Unbalanced roof live loads have been considered for this design. S A. �� �P• • , , , q� ��� e9�,��i 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. 11, Ex �� Q G E N S •• C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ; ��,•'*,� tC`'•, 3) Provide adequate drainage to prevent water ponding. . �t 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 39380 %. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide willat between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 858 lb uplift at joint 2 and 858 lb uplift at jomt� • _ f. 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. % ATE �L1 �/♦ LOAD CASE(S) Standard ♦�•'. i�i,,� •;°� p R % O P, N���� �4 N A- 1111 FL Cert. 6634 September 3,201 A WARNING- Verify design parameters and READ N07W ON7HIS AND INCLUDED M =REFERENCE 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 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/rPll 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 southem Rine (SP) lumber is specified, the design values are those effective 06/01/2013 by AtSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply 7103 Paso Robles Blvd. T5010277 71383 A4 HIP 2 1 Job Reference o tional Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:30 2013 Pag I D:_Ra69birDzl Ofcj smemTl9yggkD-?vC8Qd4HosO B3wh?YfN iMAo6yvj ZtD4g s5Zij Lyh I 1-0- 8-4-3 15-0-0 20-0-0 25 0-0 31-7-13 40-0-0 1-0- 08 4-3 6-7-13 5-0-0 5-0-0 6-7-13 8-4-3 1-0-0 I Scale = 1:70.8 4.00 F12 5x6 = 5x6 = 3x4 = 5 1 24 6 25 7 3x4 % 3x4 3x6 % 3x6 3 4 8 9 I � 01 2 I 1011 N �I I� 17 16 15 26 27 14 13 12 O 3x6 = 2x3 II 4x6 = 3x8 = 2x3 II 3x6 = 3x8 = 4x6 = 8 4-3 15-0-0 25-0-0 31-7-13 40-0-0 8-4-3 6-7-13 10-0-0 6-7-13 8-4-3 Plate Offsets X Y : 2:0-1-6 0-0-0 10:0-1-6 0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.391 Vert(LL) 0.37 15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.481 Vert(TL) -0.68 14-15 >706 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.17 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 187 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1155/0-8-0 (min. 0-1-9), 10=1155/0-8-0 (min. 0-1-9) Max Horz 2=172(LC 7) Max Uplift2=-858(LC 8), 10=-858(LC 8) Max Grav2=1334(LC 2), 10=1334(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3128/1894, 3-4=-3012/1904, 4-5=-2496/1569, 5-24=-23211/1540, 6-24=-2321/1540, 6-25=-2321/1540, 7-25=-2321/1540, 7-8=-2496/1569, 8-9=-301!2/1904, 9-10=-3128/1894 BOT CHORD 2-17=-1687/2905, 16-17=-1687/2905, 15-16=-1687/2905, 15-26=-1356/2455, 26-27=-1356/2455, 14-27=-1356/2455, 13-14=-1687/2905, 12-13=-1687/2905, 10-12=-1687/2905 1 WEBS 4-15=-668/487, 5-15=-254/480, 6-15=-357/161, 6-14=-357/161, 7-14=-254/480, 8-14=-670/487 11111111/II/� NOTES PS• A A�,nn,�1�i 1) Unbalanced roof live loads have been considered for this design. E N ' • •, V I� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. II; E, p�`Z`,•'�,� SAC` C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 0 39380 4) Plate(s) at joint(s) 3 checked for a plus or minus 5 degreerotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will2t r jr between the bottom chord and any other members, with BCDL = 5.Opsf. b ATE 141 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 858 lb uplift at joint 2 and 858 lb uplift at join% O •, 10. 1 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i�i� �,� 0 R \ V LOAD CASE(S) Standard 04 9/� ����/11111111�` FL Cert. 6634 September 3,201 A WARNING- Verify design parameter's and READ NOTES ON MIS AND INCLUDED MITEKREFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Welk 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 BCSI Building Component 6904 Parke East Blvd. sale ty Informatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If southem Pine (SP) lumber is specified, the design values are those effective 06/Ol/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type City Ply . 7103 Paso Robles Blvd. T5010278 71383 A5 HIP I 2 1 Job Reference o tional Chambers Truss Inc., Fort Pierce FI. 34982 I 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:31 2013 Pag I D:_Ra69birDzlOfcjsmemTl9yggkD-U5m W ez4vZAY2g3GC6MuxuOKCZJ3scl1 p511 FGnyhK 1-0- 80 17-0-0 23-0-0 31-6-0 40-0-0 1-0- OO 8-6--6-0 8-6-0 j 6-0-0 8-6-0 8-6-0 -0- I Scale = 1:70.7 1 4.00 12 5x 10 % 5x6 = 5 6 3x4 % 3x4 C 3x6 % 3x6 4 3 I 7 8 �1 2 9 10 44 I� Ed 16 15 1 14 13 12 11 2x3 II 4x6 = 3x4 = 3x8 = 4x6 = 2x3 II 3x6 = 3x6 = 8-6-0 17-0-0 „ 23-0-0 31-6-0 40-0-0 8 6-0 8-6-0 6-0-0 8-6-0 8-6-0 Plate Offsets X Y : 5:0-5-0 0-2-0 LOADING(psf) SPACING 2-0-0 I CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.38 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 I Vert(TL) -0.61 14-16 >790 240 BCLL 0.0 * Rep Stress Incr YES WB 0.38 Horz(TL) 0.17 9 n/a n/a BCDL 5.0 Code FBC2010ffP12007 (Matrix-M) Weight: 186 lb FT = 0% LUMBER I BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-5 oc bracing, Except: WEBS 2x4 SP No.3 6-11-8 oc bracing: 13-14. ( WEBS 1 Row at midpt 3-14, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1124/0-8-0 (min. 0-1-9), 9=1124/0-8-0 (min. 0-1-9) Max Horz 2=-1 93(LC 6) Max Uplift2=-858(LC 8), 9=-858(LC 8) Max Grav2=1334(LC 2), 9=1334(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3168/1925, 3-4=-2335/1455, 4-5=-2257/1475, 5-6=-2149/1462, 6-7=-2257/1475, 7-8=-2336/1455, 8-9=-3168/1925 BOT CHORD 2-16=-1710/2946, 15-16=-1710/2946, 14-15=-1710/2946, 13-14=-1131/2149, 12-13=-1710/2946, 11-12=-1710/2946, 9-11 =-1 710/2946 WEBS 3-14=-896/615, 5-14=-155/394, 6-13=-155/394, 8-13=-897/615 NOTES i �� �P•�...., 'q�e ii 1) Unbalanced roof live loads have been considered for this design. %4z0 ••• C E N S •• ,9 `0 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. 11; W/� •• v kl`l i C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4 3� '�- 3) Provide adequate drainage to prevent water ponding. O 39 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willit f between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 858 lb uplift at joint 2 and 858 lb uplift at joc AT E 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •.• All \; O ���s R 1 G LOAD CASE(S) Standard % 0 .�%� N p- E FL Cert. 6634 September 3,201 0 WARAMG - Verify dr iga parameters and READ NOTES ON TUIS AND INCLUDED MTTEKREPERENCE 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 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 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. ty fmiInstitute,N. Lee Street, r VA 22314. Ifsa�ne(SF)lumbersslpefled,the degnvaluesathoseeiective06/01/2013byALSC Tampa, FL33610-4115 Job Truss Truss Type Qty Ply 7103 Paso Robles Blvd. T5010279 71383 A6 COMMON 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:34 2013 Pag ID: Ra69birDzlOfcjsmemTl9yggkD-ugSfG?7ns5wdXX_mnUSeWOyoDW44p5PFnjXvt6yhK � 21-0-0 12-11-9 19-0-0 a267-aa333s 40-D-0 1-o-a0&888 6.0.7 B, 6-B-8 -60 1-0-0 Scale = 1:72.0 3x6 11 4.00 12 3x6 = 3x6 = 6 7 8 3x4 % 3x4 4x6 % 5 9 4x6 10 2x3 i 2x3 O 4 3 11 I a1 2 I 1213 ,a a IA 18 17 16 15 14 6 3x4 = 3x6 = 3x8 —_ 3x6 = 3x4 = 3x6 = 3x6 = I 10-0-8 20-0-0 1 29-11-9 40-0-0 10-0-8 9-11-9 1 9-11-9 10-0-8 Plate Offsets X Y : 4:0-3-0 Ed a 6:0-3-00-2-8 8:0-3-0 0-2-8 10:0-3-0 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.40 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.64 16-18 >750 240 BCLL 0.0 * Rep Stress Incr YES WB 0.40 , Horz(TL) 0.17 12 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 185 lb FT = 0% LUMBER I BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-16, 5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1124/0-8-0 (min. 0-1-9), 12=1124/0-8-0 (min. 0-1-9) Max Horz2=-215(LC 6) Max Uplift2=-858(LC 8), 12=-858(LC 8) Max Grav2=1334(LC 2), 12=1334(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3229/2013, 3-4=-2899/1796, 4-5=-2847/1805, 5-6=-2064/1356, 8-9=-2064/1356, 9-10=-2847/1805, 10-11=-2899/1796, 11-12=-3229/2013, 6-7=-1905/1328, 7-8=-1905/1328 BOT CHORD 2-18=-1806/3012, 17-18=-1424/2514, 16-17=-1424/2514, 15-16=-1424/2514, 14-15=-1424/2514, 12-14=-1806/3012 WEBS 7-16=-519/864, 9-16=-766/545, 9-14=-147/403, 11-14=-389/355, 5-16=-766/545, 5-18=-147/403, 3-18=-387/355, TES�� g A. log, A�6 1) Unbalanced roof live loads have been considered for this design. �•�'�p�P E 111 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph: TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. II; E�p�`2`,••�,� S�`••,9� C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 —' 3) Provide adequate drainage to prevent water ponding. O 39380 i 4) The solid section of the plate is required to be placed over the splice line at joint(s)17, 15. 5) Plate(s) at joint(s) 17 and 15 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will between the bottom chord and any other members.o ATE ,�'.•,�< Q;•• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 858 Ib uplift at joint 2 and 858 lb uplift at joint'�o01. ���� R O ���s 1 G 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �% LOAD CASE(S) Standard 5/� N At - FL Cert. 6634 September 3,201 A WARMNG - Verify design paramacm and READ N07ES ON INIS 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 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/TP11 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, Alexaridria, VA'22314. if Southern Pine (SP) lumber is specified, the design values are those ei%cti4e Ob/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply 7103 Paso Robles Blvd. T5010280 71383 A7 COMMON 1 1 Job Reference o tional Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:36 2013 Pag I D:_Ra69birDzlOfcjsmemTl9yggkD-g3aPhh820iALnr89uvU6bR18oKIW H_oYF100x_yh 1-0- 6-8-8 12-11-9 20-0-0 27-0-7 33-3-9 40-0-0 1-0- -0- 6-8-8 6-3-1 7-0-7 7-0-7 6-3-1 6.8-8 0- i Scale = 1:68.3 4.00 F12 I 5x6 = 6 3x6 3x4 3x4 7 3x6 5 I 4 8 2x3 2x3 i 3 9 i 1 2 10 11 dI IA 16 15 14 13 12 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 3x6 = 3x6 = i 10-0-8 20.0-0 I I 29-11-9 40-0-0 10-0-8 9-11-9 1 9-11-9 10-0-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.39 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.62 12-14 >771 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.17 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 186 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14, 5-14 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1124/0-8-0 (min. 0-1-9), 10=1124/0-8-0 (min. 0-1-9) Max Horz2=-225(LC 6) Max Uplift2=-858(LC 8), 10=-858(LC 8) Max Grav2=1334(LC 2), 10=1334(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3222/2007, 3-4=-2902/1798, 4-5=-2803/1807, 5-6=-2049/1I345, 6-7=-2049/1345, 7-8=-2803/1807, 8-9=-2902/1798, 9-10=-3222/2007 1 BOT CHORD 2-16=-1800/3004, 15-16=-1433/2525, 14-15=-1433/2525, 13-14=-1433/2525, 12-13=-1433/2525, 10-12=-1800/3004 WEBS 6-14=-554/906, 7-14=-800/578, 7-12=-139/398, 9-12=-376/342, 5-14=-799/578, 5-16=-139/398, 3-16=-375/342 NOTES `t1111111111111111� 1) Unbalanced roof live loads have been considered for this design. %' _ n P ..... • ..* �4e 2) 7-10; ult=160mph (3-second gust) h=12ft; B=42ft; L=40ft; eave=5ft; Cat. II; E;e �`v�\ G E N S*•�,9 f1 C;IEncl GCp 0.18;SCE MWFRS (directional); LumberaDOL 1460 plate grip DOL 60DL=3.Opsf; 3) The solid section of the plate is required to be placed over the splice line at joint(s) 15, 13.r�j 4) Plate(s) at joint(s)15 and 13 checked for a plus or minus 5 degree rotation about its center. O 39380 r ij 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in� all areas where a rectangle 3-6-0 tall by 2-0-0 wide willit 1 •f between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 858 lb uplift at joint 2 and 858 lb uplift at joilz� • 10. ATE 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��,� •.�,�� O Q, �: `��; ���s R 1 LOADCASE(S) Standard • e'S�� N M- %`� ,111j►11111111� % FL Cert. 6634 September 3,201 ® WARWNG - Verify design parmnatera and READ M07ES ON 7NIS AND INCLUDED Mt7EKREFERENCE 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. 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 Additional bracing the is the MiTek erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Gl6allty 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", Pine (SP) lumber is specified, the design values are those effective G5/01/20131bV A9SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 7103 Paso Robles Blvd. T5010281 71383 A HIP 1 1 Job Reference o tional Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:21 2013 Pag I D:_Ra69birDzl OfcjsmemTl9yggkD-mAAIYYzdw5HTUXVH W GjbUHwVsHbGG7jLoCtjwMyhK 1-0- 7-0-0 13-6-14 20-0-0 26-5-2 33-0-0 40-0-0 1-1 0- 7-0-0 6-6-14 6-5-2 6-5-2 6-6-14 7-0-0 0- Scale = 1:69.2 2x3 11 4.00 12 5x8 = 3x4 = f 4x6 = 3x4 = 5x8 = 3 24 4 125 5 6 26 7 27 8 a1 2 9 10 ca o IT o 17 16 15 14 13 12 11 3x6 % 2x3 II 5x6 WB= 3x8 3x8 = 2x3 II 34 3x8 = I 5x6 WB= 7-0 0 13-6-14 20-0-0 26-5-2 33-0-0 40-M 7-0-0 6.6-14 6-5-2 6-5 2 6-6-14 7-0-0 Plate Offsets X Y : 2:0-3-14 0-1-8 , 3:0-6-4 0-2-8 5:0-3-0 Ed a 8:0-6-4 0;2-8 9:0-3-14 0-1-8 , 12:0-3-8 0-1-8 , 16:0-3-8 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.98 14 >491 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.691 Vert(TL) -1.39 14 >345 240 BCLL 0.0 " Rep Stress Incr YES WB 0.75 Horz(TL) 0.21 9 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 180 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-12 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-16, 8-12 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 2=1124/0-8-0 (min. 0-1-9), 9=1124/0-8-0 (min. 0-1-9)! Installation guide. Max Horz 2=86(LC 7) Max Uplift2=-858(LC 8), 9=-858(LC 8) Max Grav 2= 1 334(LC 2), 9=1334(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3114/1878, 3-24=-4675/2917, 4-24=-4675/2917, 4-25=-5205/3238, 5-25=-5205/3238, 5-6=-5205/3238, 6-26=-5205/3238, 7-26=-5205/3238, 7-27=-4 8-27=-4675/2917, I75/2917, 8-9=-3114/1878 BOT CHORD 2-17=-1668/2892, 16-17=-1665/2894, 15-16=-2764/4675, 14-15=-2764/4675, 13-14=-2764/4675, 12-13=-2764/4675, 11-12=-1665/2894, 9-11=-1668/2892 WEBS 3-16=-1168/1979, 4-16=-598/432, 4-14=-343/615, 6-14=-331/278, 7-14=-343/615, %Pg%J11111111111 7-12=-598/432, 8-12=-1168/1979 NOTES �e ��� 1) Unbalanced roof live loads have been considered for this design. ��� Q`V,••,•••• ��A��`,••�,�G 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. II; lrxp .• C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip D012=1.60 O 39380 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s)15, 13. 5) Plate(s) at joint(s)15 and 13 checked for a plus or minus 3 degree rotation about its center. — �f 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurlent with any other live loads. w� 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 fir, b ATE between the bottom chord and any other members. T 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 858 lb uplift at joint 2 and 858 lb uplift at joint O R 0 Q;•• \��� •. 9.is 9) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , ����S�0 N A) LOAD CASE(S) Standard FL Cert. 6634 September 3,201 Q WARNING - Verify dessign parameters and REdD NOTES ONTAISAND INCLUDED MITBKREPERENCE PAGE MIT -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 responsibllliiy 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 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available froTruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IFSouthern Pine (SP) lumber m is specified, the design values are those effective O6/01/2G1.3 byALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply 7103 Paso Robles Blvd. T5010282 71383 GRA HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:38 2013 Pag ID:_2Ra69birDzlOfcjsmemTl9yggkD-mShA6M-6AI WKQ3081YOKWags7Ui7VhltsriLV70tyh -05-0--0 -8.5 70-0 W-111-100 3500-0 40-0-0 1-01 -6 5 0 4-8-5 3-10-0 4-3 8 -14-5-0-0 -01 Scale = 1:69.5 2x3 II 4.00 12 5x6 = 3x4 —_ 4x6 = 3x4 = 3x6 = 4x6 = 3x4 — 5x6 = 3 4 26 5 27 6 7 8 28 9 29 10 11 u,1 2 FN I 1213 ,a 19 18 I 17 16 15 14 i US— 3x4 = 6x10 = 3x5 = 3x8 = 6xl0 = 3x4 = 3x5 — II I 5-0-0 13-0-0 17-8.5 22-3-11 27-0-0 35.0-0 40.0.0 5 0-0 8-0-0 4-8-5 4-7-5 4-8-5 8-0-0 5-0-0 Plate Offsets X Y : 15:0-2-8 0-3-4 18:0-2-8 0-3-4 LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.21 18-19 >760 240 BCLL 0.0 Rep Stress Incr NO WB 0.57 I Horz(TL) 0.01 12 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 182 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SIP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 17-18,15-16. 5-18,9-15: 2x6 SIP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 0-8-0. (lb) - Max Horz 2=52(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-403(LC 8), 18=-981(LC 8), 15=-987(LC 8), 12=401(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=580(LC 13), 18=1596(LC 13), 15=1596(LC 14),12=582(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1215/636, 3-4=-1139/632, 4-26=-495/928, 5-26=-495/928, 5-27=-412/316, 6-27=-412/316, 6-7=-407/308, 7-8=-407/308, 8-28=-407/308, 9-28=407/308, 9-29=-511 /915, 10-29=-511 /915, 10-11 =-1 144/625, 11-12=-12211630 BOTCHORD 2-19=-518/1158, 18-19=-351/538, 14-15=-346/508, 12-14=-511/1125, 17-18=-899/612, 16-17=-198/412, 15-16=-925/628 A WEBS 4-19=-236/688, 4-18=-1564/991, 5-18=-868/640, 5-17=-662/1349, 6-17=-396/341, ��_^ PS A �4f �e,9 8-16=-394/343, 9-16=-871/1354, 9-15=-870/644, 10-15=-1560/996, 10-14=-241/683 ,`��� Q`;,......... \X G E NS NOTES ', 1) Unbalanced roof live loads have been considered for this design. % O 3938 r 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. Ilx C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fl: b ATE '• �/ •�• O between the bottom chord and any other members. Al P �• \��� 6) Bearing at joint(s) 18, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 4i�� OR O capacity of bearing urface. 0�'i�sS/O % sconnection 7) Provide mechanical (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 2, 981 lb uplift at joint 18, N AL 987 lb uplift at joint 15 and 401 lb uplift at joint 12. ,10� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 288 lb down and 132 lb up at 35-0 and 288 lb down and 132 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of FL Cert. 6634 others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). September 3,201 Continued on page 2 A WARNING - Verify d�viga parameters and READ NOTES oNTRIs AmD INCLUDED MITEKREFERENCE PEGS M11-7473 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 responsibillify of the erector. Additional bracing the is the the designer. MiTek permanent of overall structure responsibility of building 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. Salety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. IFS. .them Pine (SPJ lumber is specified, the design values are those effective 06/O1,/2O13 byALSC Tampa, FL 33610-4115 T501 71383 1 GRA I HIP I 11 1 1 Job Reference (optional) 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:38 2013 Pag 2 ID:_Ra69birDzlOfcjsmemTl9yggkD-mShA6MAIwKQ3081YOKWags7Ui7VhltsriLV70tyh I LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-44, 3-11=-70(F=-26), 11-13=-44, 19-20=-10, 15-19=-16(F=-6), 14-15=-16(F=-6), 14-23=-10 Concentrated Loads (lb) Vert: 19=-158(F)14=-158(F) .��� •• DENS q '., O 39380 ATE 17 FL Cert. 6634 September 3,201 L A WARAQNG - Veri,& design parmnttem and READ NOMS ONTH/S AAM INCMJDBD M 13KREPEREMCB PEGS M7 7473 BEFORE USE. � 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing the is the the building M iTek' permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criferla, 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. it Seuthetn Pine (SP) lumber is specified, the design values are these effective OS/0112013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 7103 Paso Robles Blvd. T5010283 71383 GRB HIP 1 1 Job Reference (opt Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:40 2013 Pag ID:_Ra69birDzlOfcjsmemTl9yggkDjgpwX2BYSxgnFSSw71Z21HCh_x45DgM89f E4myh 1-0 7-0-0 12-2-1 17-2-6 22.2-11 27-4-0 33-0-0 40-0-0 1-0- -0- 7-0.0 5-2-1 5-0-5 5-0-5 5-1-5 5-8-0 7-0-0 0- Scale=1:69.5 I I 5x8 MT18HS = 4.00 12 7x10 % 3x4 = I3x5 = 3x6 = US= 3x4 11 3 24 4 16 7 25 8 26 9 `5 I r N1 2 1011 N N tAI o 17 16 15 14 13 12 4x8 —_ 2x3 II 6x8 = 3x4 = 3x5 = 6x12 = 2x3 II 3x5 — I 7-0-0 12-2-1 17-2-0 22-2-11 27 4-0 33-0-0 40-0-0 7-0-0 5-2-1 5-0-5 5.0.5 5-1-5 5-8-0 7-0-0 Plate Offsets X Y : 3:0-5-0 0-2-0 :0-3-8,0-2-0 9:0-5-4 0-2-8 13:0-4-0 0-3-4 LOADING(psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.931 Vert(LL) 0.42 16 >775 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.58 15-16 >567 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor NO WEB0.95 Horz(TL) 0.13 13 n/a n/a BCDL 5.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 183 lb FT = 0% LUMBER f BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. WEBS 2x4 SP No.3 "Except" WEBS 1 Row at midpt 5-14, 7-13, 9-13 8-13: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 13=3086/0-8-0 (min. 0-1-12), 10=117/0-8-0 (min. 0-1-8), 2=125710-8-0 (min. 0-1-15) Max Harz 2=-73(LC 6) Max Upliftl3=-2424(LC 8), 10=-126(LC 8), 2=-1021(LC 8) Max Grav 1 3=41 1 O(LC 15), 10=156(LC 20), 2=1667(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4269/2411,3-24=-4554/2731,4-24=-4554/2731,4-5=-3394/2104,5-6=-727/532, 6-7=-727/532, 7-25=-1930/3457, 8-25=-1930/3457, 8-26=-1930%3457, 9-26=-1930/3457, 9-10=-706/663 BOT CHORD 12-13=-582/376, 10-12=-612/833, 2-17=-2175/4047, 16-17=-2189/4089, 15-16=-2596/4600, 14-15=-1951/3431, 13-14=-379/744 1 WEBS 3-17=-226/677, 3-16=-431/766, 4-15=-1292/713, 5-15=-240/655, 5-14=-29111173 7, �►1f ��//// 7-14=-666/1362, 7-13=-4589/2714, 8-13=-775/615, 9-13=-3369/1851, 9-12=-235/728 __,nn,PS NOTESQ\;, •••••••• <e ,�I �` C' E N s'�'.; 9�i �i 1) Unbalanced roof live loads have been considered for this design. ��� ••' �\ 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. II; j i(p� C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 O 39380 s 3) Provide adequate drainage to prevent water ponding. 7Ar 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 16. • MIZ 6) Plate(s) at joint(s)16 checked for a plus or minus 2 degree rotation about its center. � ;X ATE w 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , b •�• 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitoo T between the bottom chord and any other members. �j�� ��t9 �' R •\�% ...... ��� 9) Bearing at joint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of `� , ,0I,j , bearing surface. N AL 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2424 lb uplift at joint 13, 126 lb uplift at joint� 10 and 1021 lb uplift at joint 2. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in! the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 633 lb down and 290 Ib up at 33- 0, FL Cert. 6634 and 633 lb down and 290 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. September 3,201 dAtjfIdb@ bR C.fpSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). A WARNING- Verify design parameters and READ NOTES ON THIS AND BVCLUDED 0472KREFERENCE PAGE JVM 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 bracing the is the the building MiTek permanent of overall structure responsibility of designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Safety Intormalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. If5out8rem Pine (SP) lumber is specified, the design values are those effectiue GS/01 j2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 7103 Paso Robles Blvd. T5010284 71383 J1 MONO TRUSS 8 1 I Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:41 2013 PagE 1 ID:_Ra69birDzlOfcjsmemTl9yggkD-B1 NIkOCADFodtcl7hS4HIV13cLaWyLSHOJjncCyh -1-0-0 1-0.0 1-0-0 1-0-0 i Refer to MiTek "TOE -NAIL" Detail for connection to Scale = 1:6.2 supporting carrier truss (typ all applicable jacks on this job) 3 4.00 12 2 i N 1 ci O 4 I I I 3x4 = 1-0-0 1-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.101 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC201 O/TPI2007 (Matrix-M) I Weight: 5 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be iinstalled during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=89/0-8-0 (min. 0-1-8), 4=2/Mechanical, 3=7/Mechanical Max Horz2=45(LC 8) Max Uplift2=-118(LC 8), 4=-2(LC 5), 3=-4(LC 5) Max Grav2=108(LC 2), 4=8(LC 3), 3=9(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 otwithstanding 118 lb uplift at joint 2, 2 lb uplift at joint 4 and 4 0� Ib uplift at joint 3. ♦♦♦� �PS•••,• 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦ 0 •• E e '. LOAD CASE(S) Standard '•• jt 0 39380 yt . ATE .0 ;oc% •'c� R FL Cert. 6634 September 3,201 A WARMNG - Verify design parmaet. and READ NOTES ON nus AND INCLUDED mriFxREFERENCE PAGE A19 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/7Pl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In, available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f Sauthem'Aine (SP) lumber is specified, the design values are those effective 06/01/2013 bVAiSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 7103 Paso Robles Blvd. I T5010285 71383 J3 MONO TRUSS i 8 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:42 2013 PagE 1 ID:_Ra69birDzlOfcjsmemTl9yggkD-fDxhykDo_YxUVmbJFAbWriHEMkvnhoiRdzTK9eyh 1- 3-0-0 1-0-0 3-0-0 Scale = 1:9.6 g I 4.00 F12 i I I i I a 2 i o , 1 4 i I I 3x4 = 3-0-0 3-0-0 LOADING(psf) SPACING 2-0-0 CSI 1 DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.101 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 1 1 Vert(TL) -0.00 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 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 1 Installation uide. REACTIONS (lb/size) 3=46/Mechanical, 2=138/0-8-0 (min. 0-1-8), 4=18/Mechanical Max Horz 2=80(LC 8) Max Uplift3=-49(LC 8), 2=-137(LC 8), 4=-2(LC 8) Max Grav 3=59(LC 13), 2=166(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=160mph (3-second gust) Vasd=124mph; TCDL=4.2paf; BCDL=3.Dpsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. t% J 1111 � 11111 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 Ito uplift at joint 3, 137 lb uplift at joint 2 and A• /,�,'i 2 lb uplift jo `,`,,t,% • q� "Semi 6) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � �••� G E N S+ • • 4& A, LOAD CASE(S) Standard � o 39380 r � � 5 ATE :O. .,n�,�� O R,OQ..�\���• i0 N A` W.�`. III I III FL Cert. 6634 September 3,201 A WARNING - Verify dmign parmneters and READ NOTES ONTIrIS AND IMCLUDED M RKREFERENCE 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 the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 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. itSauthem Pine (SA) lumber is specified, the design values are these eNective;05/01/2013 byAtW Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 7103 Paso Robles Blvd. T5010286 71383 J5 MONO TRUSS I 20 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MTek Industries, Inc. Tue Sep 03 14:14:42 2013 Pag ' ID: _Ra69birDzlOfcjsmemTl9yggkD-fDxhykDo_YxUVmbJFAbWriHAbktZhoiRdzTK9eyh F 1-0-0 I 5-0-0 1-0-0 5-0-0 I Scale = 1:12.9 3 I 4.00 12 i I I 2 I 1 4 I I 3x4 = i 5.0_0 5-0-0 LOADING(psf) SPACING 2-0-0 { CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.03 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 I Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) I Weight: 17 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 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=80/Mechanical, 2=204/0-8-0 (min. 0-1-8), 4=27/Mechanical Max Horz 2=116(LC 8) Max Uplift3=-89(LC 8), 2=-179(LC 8) Max Grav 3=102(LC 13), 2=244(LC 2), 4=56(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-399/203 BOT CHORD 2-4=-287/462 i NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in,all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 0�, A lo� 4) Refer to for truss to truss connections. �% PS q girder(s) e 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 3 and 179 lb uplift at joint 2. ♦ Q "Semi •� C' E N S • �� '9 '�� 6 -rigid Itchbreaks includingheels" Member end fixity model was used in tiie analysis and design of this truss. �% LOAD CASE(S) Standard 0 39380 s y : it = r X , ' S ATE •�� •A,� O R 1 P �N E N A� ��.. FL Cert. 6634 September 3,201 A WARNING - Verify design parmneter. and READ NOTES ON THIS AND DrCLWED MITEKREPERENCE PAGE 6Y71-7473 BEFORE USE. Design valid for use only with Welk 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 rviiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1iSauthem 7ne (SP] lumber is specified, the design values are those effective 06/01/2013 bV ALSG Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 7103 Paso Robles Blvd. T5010287 71383 J7 MONO TRUSS 14 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:43 2013 PagE 1 ID: Ra69birDzlOfcjsmemTl9yggkD-7PV394ERks3L6vAVpt6lNwgNw8AFQFyasdCuh4yh g 1 -1-0-0 7-0-C 1-0-0 I 7-0-0 Scale = 1:16.2 3 4.00 FIT �I 1 2 1 I 4 I 3x4 = i li 7-0-0 1 7-0-0 LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.06 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.12 4-7 >715 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER ! BRACING TOP CHORD 2x4 SP M 30 I TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 3=115/Mechanical, 2=27010-8-0 (min. 0-1-8), 4=33/Mechanical Max Horz2=151(LC 8) Max Uplift3=-130(LC 8), 2=-222(LC 8) Max Grav3=147(LC 13), 2=322(LC 2), 4=78(LC 3) I FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-930/546 BOT CHORD 2-4=-634/953 ! NOTES 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in fall areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. i A 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 130 lb uplift at joint 3 and 222 lb uplift at joint ,E ! 2. S� ��•••�\ 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •• 0 39380 LOAD CASE(S) Standard �• r ' S ATE Off• O 11111 it, FL Cert. 6634 September 3,201 A WARMNG - Verify desiya parameters and READ NOTES ON7WIS AND INCLUDED MITEKREFERENCB 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. 1f5outhem Pine (SP) lumber is specified, the design values are Chase effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 7103 Paso Robles Blvd. T5010288 71383 KJ5 MONO TRUSS 2 1 Job Reference (opt Chambers Truss Inc., Fort Pierce Ff. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:44 2013 Pag 1 ID: _Ra69birDzlOfcjsmemTl9yggkD-bb3RMQE3VABCk3lhMbd w7NX2Yat9ig4HyRDXyhK I I -1-5-0 7-0-2 1-5-0 7-0-2 Scale: 3/4"=l' I 3 2.83 12 i I i I i I II 2 1 I 4 I I 3x4 = i I 7-0-2 7-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 I Vert(TL) -0.10 4-7 >855 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) I Weight: 23 lb FT = 0% LUMBER I BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 1 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=146/Mechanical, 2=201/0-11-5 (min. 0-1-8), 4=44/Mechanical Max Horz2=104(LC 8) Max Uplift3=-157(LC 8), 2=-191(LC 8) Max Grav3=180(LC 13), 2=241(LC 2), 4=87(LC 3) I FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when st%own. TOP CHORD 2-3=-573/248 BOT CHORD 2-4=-320/615 I NOTES I 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf;,BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1'1.60 2) This truss has been designed fora 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 J%J1111 � 11111 hord an betw 4) Refer to girder(s) for en the bottom ctru s to any connections. ♦♦,�♦ PS A. -I I��� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 3 and 191 lb uplift at joint ,♦♦ Q Ci E N ,3 "Semi 6) -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). 0 39380 - LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 + :fi Uniform Loads (plf) % ATE �G1 Vert: 1-2=-44 Trapezoidal Loads (plf) 00,0� •,• A, Q, ��` Vert: 2=0(F=22, B=22)-to-3=-77(F=-17, B=-17), 5=0(F=5, B=5�to-4=-18(F=-4, B=-4) ij�� . 0 R �•.•�\,♦♦ E.♦♦ FL Cert. 6634 September 3,201 A WARNING - Verify design par .f. and READ NOTES ONTNIS AND INCLUDED M MKRBFEWJM 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 ANSIITP11 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. lf=them Pine(SP) lumber is specified, the design values are those effective 06/01/2013 byA4SC Tampa, FL 336104115 Job Truss Truss Type Qty Ply 7103 Paso Robles Blvd. T5010289 71383 KJ7 MONO TRUSS j 2 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Sep 03 14:14:45 2013 Pag I D:_Ra69birDzl OfcjsmemTl9yggkD-3ocpamFhGTJ3MDKuw18DSLvkFywAu7atJwh?Izyh 1-5 0 6-11-0 9-10-1 1-5.0 I 6-11-0 2-11-1 I Scale = 1:20.8 I 4 I2.83 F12 3x4 i I 3 i 2 Li 7 6 i 20 11 5 3x4 = 3x4 = 6-11-0 9-10-1 6'-11-0 2-11-1 LOADING(psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.03 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.26 BC 0.16 'I Vert(TL) -0.06 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER I BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 4=94/Mechanical, 2=292/0-11-5 (min. 0-1-8), 6=328/Mechanical Max Horz2=181(LC 8) Max Uplift4=-109(LC 8), 2=-246(LC 8), 6=-227(LC 8) Max Grav4=140(LC 13), 2=348(LC 2), 6=394(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-647/296 BOT CHORD 2-7=-408/621, 6-7=-408/621 WEBS 3-6=-723/475 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=42ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenf with any other live loads. �� 1111111 //1 ,�I��. 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 S A. between the bottom chord and any other members. �� P q j •••. Le i� 4) Refer to girder(s) for truss to truss connections. ..•• E N S(: •�,9/1� �� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 4, 246 lb uplift at joint 2 ����,••�,� and 227 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O 39380 s 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) ; O , b ATE �w Vert: 1-2=-44 Trapezoidal Loads (plf) ��• A,� P`•� \���, Vert: 2=0(F=22, B=22}to-4=-108(F=-32, B=-32), 8=0(F=5, B=5)-to-5=-25(F=-7, B=-7) R ,*41�` C%,, 11111 FL Cert. 6634 September 3,201 Q WARNING - Verify design parameters and READ NOTES ON7WS AND INCLtlDED Mr7EKREFERENCE PAGE MY 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 responsibillity of the bracing is the the building designer. For MiTek erector. Additional permanent of the overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP) lumber is specified, tine design values are those effective G6/Ol/2013 6yA1SC 6904 Parke East Blvd. Tampa, FL 33610-0115 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION- 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-11,6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is _ the_length_parallel-to slots.-- — LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing 8, Bracing of Metal Plate Connected Wood Trusses. 0 W O 2 U rL O 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: 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 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 p bracing should be considered. O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 0 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. © 2012 MiTek@ All Rights Reserved mm W1 0 MiTek 5 MiTek Engineering Reference Sheet: MII-7473 rev. 02/26/2013 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.