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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely, on lumber values established by others. MiTek® POWER To PERFDRM.` RE: 70225 - Westberry Addition MiTek Industries, Inc. 1 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: HERITAGE CONSTRACTING SERVICES Project Name: WESTBERR ADDITION Model: Lot/Block: Subdivision: N%tAE® Address: 105 S CARDINAL PLACE �� City: FORT PIERCE State: FL By Name Address and License # of Structural Engineer of Record, If there is one, for the buildinAti-Ijele Name: ' License #: Address:; City: I State: General ITruss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading! Conditions): Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.2 Wind Code: ASCE 7-05 Wind Speed: 140 mph Floor Load: N/A psf Roof Load: 37.0 psf This package includes 22 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. Seal# Truss Name I Date No. I Seal# Truss Name Date 1 T4162197 Al 8/30/0-11 18 T4162214 J5 8/30/011 2 1 T4 62198 I A2 8/30/011 119 1 T4162215 I J. 1 8/30/011 13 1 T4 62199 1 A3 1 8/30/011 120 1 T4162216 1 KJ7 1 8/30/011 14 1 T4162200 1 A4 1 8/30/011 121 1 T4162217 1 MVA 1 8/30/011 15 1 T4162201 1 A5 1 8/30/011 122 1 T4162218 1 MVB 1 8/30/011 16 1 T4162202 1 A6 1 8/30/011 1 1 17 1 TM 62203 1 A7 1 8/30/011 18 1 T4162204 1 AB 1 8/30/011 19 1 T4162205 l A 1 8/30/011 110 1 T4162206 1 GRA 1 8/30/011 111 1 T4162207 1 HVA 1 8/30/011 112 1 T4162208 1 HVB 1 8/30/011 L13 1 T4162209 1 HVC 1 8/30/011 114 1 T4162210 1 HVD 1 8/30/011 115 1 T4162211 1 HVE 1 8/30/011 116 1 T4162212 1 J 1 1 8/30/011 1 117 1 T4162213 1 J3 1 8/30/011 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, 2013. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,! per ANSI/TPI-1 Sec. 2. e 0 *. STATE OF 441� e %,0��•�4 OR IOP.•��,ee i1O N A1- � � e` irioi1o0 FL Cert. 6634 August 30,2011 Alban, Thomas 1 of 1 Job Truss Truss Type City Ply Westberry Addition T4162197 70225 Al HIP 1 1 Job Reference (optional) Chambers Truss Ind., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:28:50 2011 Pag i ID:Zjn38mOeneDaVh3aj LY1 zMzOVN-TAC9d 1 b7lbN_9OHd9956Aeohol36C IirrVG?rKyid - -0- 7<2-13 11-0 0 18-7-6 26 1.0 33.6 10 41-2-0 44-11.4 i _ _ 52-2-0 53-2�0 -0 7-2-13 3- 9-4 7-7-67-5-10 7-5-10 7-7-6 7-2-13 i-0-b Scale = 1:90.4 3X4 11 5x6 3x8 = 4x6 = 3x8 = 5x6 B.00 F12 4 5 6 7 8 9 3x4 3x4 3 10 i 1 2 11 12 ? 0 IT 0 5x6 = 19 18 17 16 15 i4 13 5x6 = 48 = 5x6 —_ 3x4 11 7x8 = 3x4 11 5x6 — 4x8 = 11-0-0 18-7-6 26 1-0 33-6.10 41.2-0 52-2-0 11-0-0 7 7-6 7-5-10 7-5-10 7-7-6 11-0-0 Plate Offsets X Y : 2:0-3-0 0-2-9 4:0-3-0 0-2-7 6:0-3-0 Ed a 9:0-3-0 0-2-7 11:0-3-0 0-2-9 16:0-3-8 0-4-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.45 16 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(fL) -0.87 15-16 >711 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.21 11 n/a Na BCDL 10.0 Code FBC2007lrP12002 (Matrix) Weight: 312 lb FT = 0% LUMBER 1 BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-12 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at micipt 5-19, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1981/0-8-0 (min. 0-2-5), 11=1981/0-8.0 (min. 0-2-5) Max Horz2= 139(LC 6) Max Uplift2=-809(LC 4), 11=-809(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 27'3=-3647/1571, 3-4=-3399/1530, 4-5=-3033/1417, 5-6=-4521/2107, 6-7=-4521/2107, 718=4526/2112, 8-9=-3033/1417, 9-10= 3399/1530, 10-11=-3647/1572 BOT CHORD 2-19=-1399/3162, 18-19=-1850/4150, 17-18=-1850/4150, 16-17= 1850/4150, 15-16=-1771/4151,14-15=-1771/4151,13-14=-1771/4151,11-13— 1298/3162 WEBS 3-19=-215/282, 4-19=-456/1191, 5-19=-1466/792, 5-17=0/250, 5-16= 269/532, ` 7-16= 390/315, 8-16=-275/536, 8-15=0/256, 8-13=-1468/792, 9-13=-457/1191, 10-13=-215/283 a,11/1111111//,INOTES , A .. ' A��,��i 1) Unbalanced roof live loads have been considered for this design. ♦♦♦`�\V`P 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL= W 4.2psf; BCDL=3.Opsf; h=16ft; Cat. 1I; Exp B; enclosed; MFRS (low-rise); Lumber ��`,•' �,� G E N S�. •.�'i DOL=1.33 plate grip DOL=1.33-' Or 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. (3 O 39 3 8 0 k 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 wilat between the bottom chord and any other members. _ f.� V'rrZ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=809 11=809. ATE LOAD CASE(S) Standard iOT • 0 R , Q;.' �_�♦ FL Cert. 6634 August 30,201 ® WARMNG - Ve l j i deign parameters and READ NOTES ON77ilS AND INCLUDED MfTEKREFERENCE PAGB N17-7473 r—. 10-'08 BEFORE USB. Design valid forluse only with Wek connectors. This design Is based only upon parameters shown, and is for an individual building component. �' Applicability of design paramenters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the 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/PPII Quality Criteria, DSB•89 and BCSI Building Component Safety InfornaBon available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 i Job Truss Truss Type Qty Ply WestberryAddition T4162198 70225 A2 HIP 1 1 Job Reference (optional) Chambers Truss Ind., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 3015:28:52 2011 Pag ! ID:Zjn38mOeneDaVh3aj LY 1 zMzOVN-PZKv2 icOHCdiOJ ROGa8a F3uzU61sg Ei81pl6wDyid 0 2 13.0.0 21.9-1, 30-4-12 I 39-2-0 43-8.14 — r_ - _ 52-2-0 _r-2 0 0 8.5.2 4-6 14 6.9-A 8-7-8—� 8.9.4 4-6.14 8-5-2-0-0 Scale = 1:90.4 I 7x8 i 3x5 = 4x6 = 3x4 I 7x8 MT18H� 4 5 6 7 6:00 12 8 3x4 �\ 3x4 3 I i 9 1 2 !!S� 1011 C Iq 17 19 2015 5x6 = i 18 16 14 21 13 12 5x6 = 4x6 = 4%4 = 5x6 = 4x8 = 4x4 = 4x4 = 4x6 = i 13-0-9 21.9-4 30.4-12 39-2-0 52-2-0 13-0-0 8-9-4 8-7-8 8-9-4 13-0.0 Plate Offsets MY): : 2:0-3-0 0-2-9 4:0-4-0 0-1-15 6:0-3-0 Edr. a 8:0.4-0 0-1-15 10:0-3-0 0-2-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.41 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.76 Vert(fL) -0.84 14-16 >734 240 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.20 10 n/a n/a BCDL 10.0 Code FBC2007ITP12002 (Matrix) Weight: 308 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-14 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-16, 5-14, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2195/0-8-0 (min. 0-2-9), 10=2181/0-8.0 (min. 0-2-9) Max Horz2=-158(LC 6) Max Upldt2= 784(LC 5), 10=-784(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 213=-4058/1473, 34=-3754/1415, 4-5=-4315/1709, 5-6=-4261/1707, 6-7=-4261/1707, 718=-4262/1707,8-9=-3725/1416,9-10=-4029/1473 BOT CHORD 2-18=-1321/3520, 17-18=-1174/3321, 17-19=-1174/3321, 16-19=1174/3321, 16-20=-1574/4315, 15-20=-1574/4315, 14-15=-1574/4315, 14-21=-1052/3295, 13-21=-1052/3295, 12-13=-1052/3295, 10-12= 1199/3494 WEBS 3-18=-280/347, 4-18= 175/566, 4-16=-646/1350, 5-16=-501/428, 7-14=-480/389, 8-'114=-643/1316, 8-12=-177/572, 9-12— 279/347 NOTES A `0'' • • • • • A�� ���e 1) Unbalanced roof live loads have been considered for this design. Wind: % E N sF.•-9�,•,� 2) ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16f: Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber ��`••'�,\� DOL=1.33 plate grip DOL=1.33 `Yi 3) Provide adequate drainage to prevent water ponding. O 393 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will:ftt,� .� C between the bottom chord and any other members, with BCDL=10.Opsf. _ E : Z. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=784, ®OAT �4U 10=784. LOAD CASE(S) Standard .SS;O .... C? `. 0. /11111A/� I FL Cert. 6634 August 30,201 WARWNG - VeHfy d-19. parameters and READ NOTES ON THIS END INCLUDED MITER REFERENCE PAGE MII-7473 reu. 10-'OS BEFORE USE. Design valid forl use only with Mfrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters 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 the MiTek" of erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding n fabrication, quality control, storage, delivery, erection and bracing, consult ANSlfrPl1 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. Tampa, FL 33610-4115 Job ! Truss Truss Type Qty Ply Westberry Addition T4162199 70225 A3 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:28:54 2011 Pag I ID:Zjn38mOeneDaV113ajLY1zMzOVIV-LxRfSOeepptQddaOO?A2KUzOjvQQ85NRm7ED 5yid 0. 7-7-12 15-0-0 20-1.15 261-0 32.0.1 37-2-0 44-6-5 52-2-0 ____-2�0 0. 7-7-12 7-4-5 5.1.15 5-11-1 5-11-1 5-1-15 7-4-5 7-7-12 -0-b i Scale = 1:90.4 3x5 = 6.00 12 6x8 -, 3x4 11 4x6 = 3x4 11 6x8 5 6 7 8 9 10 4x6 -,3x5 1 3x5 4 11 4X6 3 \Vl\ 12 VZ> 1 2 1314 IY 0 5x6 = 23 22 21 24 20 25 19 26 18 27 17 16 15 5x6 = 3x4 11 4x6 = 4x8 = 6x8 4x8 = 4x4 = 3x4 11 4x4 = 4x6 = I 7-7-12 15.0-0 20.1.15 32-0-1 37-2-0 44-6-5 52-2-0 7-7-12 7.4-5 5.1.15 11-10.2 5-t-15 7-4-5 7-7-12 Plate Offsets MY): : 2:0-3-0 0-2-9 3:0-3-0 Ede 5:0.4-0 0-1-15 7:0-3-0 Ede 10:0-4-0 0-1-15 12:0-3-0 Ede 13:0-3-0 0-2-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.46 18-20 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.75 Vert(rL) -0.93 18-20 >667 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.20 13 n/a n/a BCDL 10.0 Code FBC2007/rP12002 (Matrix) Weight: 337 lb FT = O% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-12 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at micipt 4-21, 8-20, 8-18, 11-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2185/0-8-0 (min. 0-2-9), 13=2185/0-8.0 (min.0-2-9) Max Horz2— 177(LC 6) Max Uplift2— 810(LC 5), 13=-810(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TQP CHORD 2 3=-4153/1367, 3-4= 3991/1384, 4-5=-3553/1276, 5-6=-3664/1365, 6-7=-3663/1365, V8— 3663/1365, 8-9=-3663/1365, 9-10— 3664/1365, 10-11=3553/1276, 11-12=-3991/1384, 12-13=4153/1368 BOT CHORD 2-23=-1274/3612, 22-23=-1274/3612, 21-22=-1274/3612, 21-24=-1047/3105, 20-24=-1047/3105, 20-25=-1278/3801, 19-25=-1278/3801, 19-26= 1278/3801, 18-26= 1278/3801, 18-27=-903/3105, 17-27— 903/3105, 16-17=-1132/3612, 15-16= 1132/3612, 13-15=-1132/3612 f 111111 WEBS 4L23=0/330, 4-21= 582/424, 5-21=-167/381, 5-20=-445/1115, 6-20— 290/241, It,1111 �1 IO 9-18= 290/241, 10-18=-444/1115, 10-17=-167/381, 8207=3582/42520/242, 811815 00/ 302, oo�O�PG N NOTES 1) Unbalanced roof live loads have been considered for this design. �r "v O 39380 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding, rir 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a ATE 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 fiL between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide bearing v < iiOA,�' O mechanical connection (by others) of truss to plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=810, R N 13=810. ...... • •',�\C? `� I�' lssl ' •p LOAD CASE(S) Standard `o.,,;� iffilN Al, goo` I FL Cert. 6634 August 30,201 Q WARNING- VMfy design parmn f— and READ NOTES ON THIS AND INCLUDED AflTEKREFERENCE PAGE bII1-7473 r . 10-108 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. Las Applicab lity of design paramenters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown b for lateral support of individual web members only. Additional temporary tracing 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 regardingµ - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parked. e East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, 33610-4 Job i Truss Truss Type City Ply Westberry Addition T4162200 70225 A4 HIP 1 1 Job Reference (optional) Chambers Truss Inc;., Fort Pierce A. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Aug 30 15:28:55 2011 Pag ID:Zjn38m OeneDaVh3aj LY1 zMzOVN-qB?2gkfGa7?H Fn9axihHtl W VZJ IAtVLa_nzm WYyid -d-0 p 8-6-0 17-0-0 26-1-0 35.2-0 ,43-8-0 52-2-0 132i 0 8-6.0 8.6 0 9-1-0 9-1-0 8-6-0 8-6-0-0-0 Scale = 1:90.5 ` 6.00 12 6x8 7x8 6x8 = 5 6 7 4x6 3x4 4x6 3x4 \\ 4 8 i 3 9 d m �? 1 2 10t1 0? --SIT Ili— ry o I 5x6 — 18 17 19 20 16 21 15 22 14 23 13 24 12 5x6 — 4x4 = 4x6 = 4x4 = 6x8 = 4x4 = 4x6 = 4x4 10 6-7 20-1-15 32-0.1 41-7-9 52-2-0 10 6-7 9-7-8 11-10-2 9-7-8 10.6.7 Plate OffsetsMY): 2:0-2-0 0-0-2 4:0-3-0 Ed el, r5:0-4-0,0-1-15 6:0-4-0 0-4-8 7:0-4-0 0-1-15 8:0-3-0 Ede 10:0-2-0 0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.68 Vert(LL) -0.41 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.80 14-16 >769 240 BOLL 0.0 ' Rep Stress [nor YES WB 0.82 Horz(TL) 0.20 10 n/a n/a BCDL 10.0 Code FBC2007/rP12002 (Matrix) Weight: 323 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. 5-6,6-7: 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-4 oc bracing. BOT CHORD 2 X 6 SYP No.2 WEBS 1 Row at midpt 6-16, 6-14 WEBS 2 X 4 SYP 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=2309/0-8-0 (min. 0-2-12), 10=2309/0-8-0 (min. 0-2-12) Max Horz2=-196(LC 6) Max Uplift2= 834(LC 5), 10=-834(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2;3=-4377/1337, 3-4= 4177/1341, 4-5= 4076/1370, 5-6= 3475/1128, 6-7=-3475/1129, 718=4076/1370, 8-9_ 4177/1342, 9-10— 4377/1338 BOT CHORD 2118=-1218/3806, 18-19— 933/3194, 17-19=-933/3194, 17-20=-933/3194, 16-20=-933/3194, 16-21= 1062/3656, 15-21=-1062/3656, 15-22_ 1062/3656, 14-22=-1062/3656, 14-23=-770/3194, 13-23=-770/3194, 13-24=-770/3194, 12-24=-770/3194, 10-12=-1040/3806 WE"3S 3118= 348/413, 5-18= 4091759, 5-16=-249/940, 6-16=478/362, 6-14=-478/362, 71 14=-249/940, 7-12=-409/759, 9-12=-348/413 NOTES 1) Unbalanced roof live loads have been considered for this design. E•N 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. II; Exp B; enclosed; MIWFRS (low-rise); Lumber ���`Z`; •�� S�t`'•,9/f� �� DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to water a O 39380 prevent ponding. 4) This truss has Been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 5) ' This truss has, been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willxt between the bottom chord and any other members, with BCDL = 10.Opsf. _=': r� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=834 d e -ATEoo 10=834. :S LOAD CASE(S) Standard �i•;�4 O R , 'o SSaO N A'l E %ON i FL Cert. 6634 August 30,201 Q WAMWM - Vert flj d—ign parnnmt— and READ NOTES ONTHrS 4M McL ❑DED WTEK REF=KCE PAGE MI-7473 t. 10-108 REFORE USE. • Design valid foriuse only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. � Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not buss 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, DSB-89 and BCSI Building Component Pow�A Safety Information available from Tess Plato Institute, 781 N. Lee Sheet, Suite 312 Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Westberry Addition T4162201 70225 A5 HIP 1 1 Job Reference (optional) Chambers Truss Incl., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:28:56 2011 Pag ID:Zjn38mOeneDaVh3aj LY1 zMzOViV-IKZQt4fuLR78txknVQC W Qv2liVj4Gc2rjDRjJ3jd 0 8-4.0 13-8-0 19-0 0--j 26-1.0 33.2-0 38-6-0 4310 0 52-2-0 5 -2 0 0 B-4-0 5-4-0 5.4-0 7-1-0 7-1-0 5-4-0 5-4-0 8-4-0 0- Scale= 1:90.4 5x6 ' 6.00 F12 3x5 = 5x6 6 7 8 3x5 i 3x5 4x6 5, 5 9 4x6 -� 3x4 3x4 \\ 4 10 3 11 i 1 2 1213 co `q -- 1 5x6 — — 20 21 19 22 18 23 17 24 16 25 15 26 14 5x6 = 4x4 = 4x6 = 4x8 = 5x6 = 4x8 = 4x6 = 4x4 = 10.6.7 20-1-15 32-0-1 41-7-9 52-2-0 10.6.7 9-7-8 11-10-2 9-7-8 10-6-7 Plate Offsets MY): : 2:0-3-0 0-2-9 4:0-3-0 Ede 6:0-3-0 0-2-7 8:0-3-0 0-2-7 10:0-3-0 Ede 12:0-3-0 0-2-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.44 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(IL) -0.84 16-18 >737 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.42 Horz(TL) 0.19 12 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 330 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-3 oc bracing. WEBS 2 X4 SYP No.3 WEBS 1 Row at midpt 5-18, 7-18, 7-16, 9-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2273/0-8-0 (min. 0-2-11), 12=2273/0-8-0 (min. 0-2-11) Max Horz2=-216(LC 6) Maz UpIifl2=-855(LC 5), 12— 855(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 213= 4288/1371, 3-4= 4080/1361, 4-5— 4003/1379, 5-6— 3281/1048, 6-7=-3020/1031, 7;8=-3020/1031, 8-9=-3281/1048, 9-10=-4003/1379, 10-11=-4080/1361, 11-12= 4288/1372 BOT CHORD 2120= 1264/3724, 20-21=-983/3322, 19-21=-983/3322, 19-22=-983/3322, 18-22=-983/3322, 18-23=-823/3140, 17-23=-823/3140, 17-24=-823/3140, 16-24=-823/3140, 16-25=-768/3322, 15-25=-768/3322, 15-26— 768/3322, 14-26=-768/3322, 12-14— 1049/3724 WEBS 3-'20= 299/336, 5-20=-280/621, 5-18=-638/446, 6-18=-267/1099, 7-18=-395/300, 71,16=-395/299, 8-16=-267/1099, 9-16=-638/446, 9-14=-280/621, 11-14=-299/336 NOTES '`,,,1111111/111,,, ♦%% _p 's° A .q4 ° e ,fir 1) Unbalanced roof live loads have been considered for this design. ♦♦ C, E N • •, S�C`•�•9/f� 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. Il; Exp B; enclosed; MWFRS (low-rise); Lumber ♦♦ `Z`: '�,� DOL=1.33 plate grip DOL=1.33 • O •-- •/� 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. . 93 8 0 ,; * •_fr 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 wiIIXt • ( * 1' between the bottom chord and any other members, with BCDL = 10.Opsf.�'_�� ^ r _ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=855 .. 4/1 12=855. ATE :• i O .•• LOAD CASE(S) Standard ON FL Cert. 6634 August 30,201 Jk WARNING- Y7eri.HJ d6ign parcarrefe and READ NOTES ONTRIS AND INCLUDEDWrEK REFERENCE PAGE Mb 7473 r . 10-IOB BEFORE USE. Design valid foriuse only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown �' is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the MiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding pOw6q m pEgloq a'- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job i Truss Truss Type Qty Ply WestberryAddition I T4162202 70225 A6 HIP 1 1 Job Reference (optional) Chambers Truss Incl., Fort Pierce FI.34982 7,250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:28:58 2011 Pag ID:Zjn38mOeneDaVh3aj LY1 zMzOVU-Ej hAl mh9t2Nr6Eu9cq E_VKe_tW oP4t8ohlCQ7syid 0 8-4-0 16-8-0 21-00 26-1.0 31-2-0 35-6-0 43-10-0 52-2-0 53-2-0 -o- 8-4-0 8.4.0 44-0 — —0 5-1-0 4.4-0 8-4-0 B-4-0 1-0-0 • Scale = 1:90.2 I 5x6 = • 6 00 12 3x5 = 5x6 = 6 7 8 3x5 i�_ 3x5 5 9 4x6 i 4x6 3x4 \\ 4 10 3x4 3 i 11 I 2 1 12 13 I 4x8 — 20 19 21 22 18 23 17 24 16 25 15 26 14 4x8 — O 4x4 = 4x6 = 4x8 = 5x6 = 4x8 = 4x6 = 4x4 = I 10-6-7 20-1-15 32-0-1 41-7.9 52-2-0 10!7 9-7-8 11-10-2 I'T 10-6-7 Plate Offsets MY): 2:0-4-0 0-1-15 4:0-3-0 Ed a 6:0-3-8 0-2-4 8:0-3-8 0-2-4 10:0-3-0 Ed a 12:0-4-0 0-1-15 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.43 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.75 Vert(Q -0.83 16-18 >743 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.19 12 n/a n/a BCDL 10.0 Code FBC2007lrP12002 (Matrix) Weight: 343 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-10 oc bracing. WEBS 2 X4 SYP No.3 WEBS 1 Row at midpt 5-18, 7-18, 7-16, 9-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2323/0-8-0 (min. 0-2-12), 12=2323/0-8-0 (min. 0-2-12) Max Horz2=235(LC 5) Mi Uplift2=-875(LC 5), 12=-875(LC 6) lax. FORCES (lb) - M Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 4413/1435, 3-4= 4203/1430, 4-5=-4096/1450, 5-6=-3377/1151, 6-7= 2855/1025, 7-8=-2855/1025, 8-9= 3377/1151, 9-10= 4096/1450, 10-11— 4203/1431, 11-12=-4413/1435 BOT CHORD 2-k= 1348/3843, 20-21=-910/3218, 19-21=-910/3218, 19-22=-910/3218, 18-22=-910/3218, 18-23=-649/2933, 17-23— 649/2933, 17-24=-649/2933, 16-24=-649/2933, 16-25= 700/3218, 15-25=-700/3218, 15-26=-700/3218, 14-26=-700/3218, 12-14=-1113/3843 WEBS 3-20=-373/418, 5-20=-395/756, 5-18=-677/540, 6-18=-399/1269, 7-18=-352/264, 7-16=-352/264, 8-16=-400/1269, 9-16= 677/540, 9-14= 395/756, 11-14= 373/418 I NOTES D{{{1111111//®I �E 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. Il; Exp B; enclosed; Q`V, •' e �i MWFRS (low-rise); Lumber •��C' N S�C`••9//��� DOL=1.33 platelgrip DOL=1.33 �`Z`: ry • 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. O 39380 k = f 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 wilit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=875.. f :P 'y ; f� = SATE <U. 12=875. . , �.0#0 LOAD CASE(S) Standard •;A� R 1'0 Q; ��=�1� 5;� N % 11 1111000 i FL Cert. 6634 August 30,201 WARMNG - Verrjl,I de iga para—i and READ NOTES ON THIS AND INCL UDM WTRKREFERENCE PAGE WT7473 reu. 10-'08 BEFORE USE. Des gn valid for use only wth MTek connectors. This design Is based only upon parameters shown and"for an Individual building component. Iff Applicabiltly of design paramenters and proper IncorporaBon of component is responsibility of building designer - noT truss designer. &acing shown b for lateral support of individual web members only. Additional temporary bracing to Insure stability during construct on is the responsbillity of the MiTek" erector Addilional permanent bracing of the overal I structure is tho responsibility of the building designer. For general guidance regarding pOW6R n P£HfOFK' fabrication, quol ty confrol, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Infonnallon available from Truss plate Institute, 781 N. Lee Street Suite 31Z Alexandria, VA 22314. 6904 Parke East BNd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply WestberryAddition T4162203 70225 A7 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:28:59 2011 Pag ID:Zjn38mOeneDaVh3aj LY1 zMzOViV-ivFYW6ineLVikOTMAYm D1 Yg9Tw8ApJVAvPx_fJy d - -0- 8-4-0 16-8-0 23-0-0 29.2-0 31.6-0 42:10-0 52-2-0 5,3-2�0 -o- 8.4.0 8.4-0 6 4-0 6 2-0 6-4-0 8-4-0 8-0-0 1-0- Scale = 1:90.2 5x8 5x8 6.00 12 6 7 3x5 3x5 5 8 46 i 46 3x4 \\ 4 9 3x4 1 2 11 12 I 4x8 — 19 18 20 21 17 22 16 23 15 24 14 25 13 48 — o 4x4 = 4x6 = 4x4 = 5x6 = 4x4 = 5x6 = 4x4 = 10.-7 20-1-15 32.0.1 41-7-52-2-0 9 10-66-7 9-7.8 11-10-2 9.7-8 10-6-7 Plate Offsets KY : 2:0-4-0 0-1-15 4:0-3-0 Ede 6:0-4-0 0-2-6 7:0-4-0 0-2-6 9:0-3-0 Ede 11:0-4-0 0-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.71 13-15 >867 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.97 13-15 >636 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 319 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. 6-7i 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-11 oc bracing. BOT CHORD 2 X 6 SYP No.2 *Except* WEBS 1 Row at midpt 5-17, 6-17, 7-15, 8-15 16-18,14-16: 2 X 6 SYP 240OF 2.0E MiTek recommends that Stabilizers and required cross bracing be WEBS 2 X4 SYP No.3 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2374/0-8-0 (min. 0-2-13), 11=2375/0-8-0 (min. 0-2-13) Max Horz2=-253(LC 6) Max Uplift2= 893(LC 5), 11— 893(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 23=-4520/1482, 3-4=-4310/1479, 4-5=-4205/1498, 5-6=-3505/1179, 6-7=-2765/992, 7 ij8= 3500/1176, 8-9=-4208/1499, 9-10=-4313/1479, 10-11=-4523/1483 BOT CHORD 2-1,19=-1406/3938, 19-20=-955/3328, 18-20=-955/3328, 18-21=-955/3328, 17-21=-955/3328, 17-22=-604/2765, 16-22=-604/2765, 16-23=-604/2765, 15-23=-604/2765, 15-24=-754/3328. 14-24=-754/3328, 14-25=-754/3328, 13-25= 754/3328, 11-13=-1153/3940 WEBS 3-19= 362/400, 5-19= 431/807, 5-17=-802/631, 6-17=-447/1231, 7-15— 444/1233, 8-15=-806/630, 8-13= 431/811, 10-13— 362/400 NOTES �i.• ,q<®i�i ♦♦,��_APS• 1) Unbalanced roof live loads have been considered for this design. ♦ 0 E ry S'�.•.�2�i� 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. ll; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate, grip DOL=1.33 ♦�A�r.••�\C' N 3) Provide adequate drainage to prevent water ponding. 0�0 * �• _ �'� �� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss haslbeen 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, with BCDL = 10.Opsf. s�' Ma: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=893 � e ' ATE : Ili Z. 11=893. I .- �� �,0�• Q;••���♦ LOAD CASE(S) Standard si �s • • • � R 1 Cj. , ♦♦ 'ON �0% A� E FL Cert. 6634 August 30,201 k WARWNG - VeHfij dmlgn pa m z&t and READ NOTES ON THIS AND INCLUDED AfTTEKREFERENCE PAGE &III.7473 ten. SO-IOS BEFORE USE. Design valid for Lse only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Lei Applicability of design paramenters 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 fie overall structure is the responsibility of the building designer. For general guidance regarding Pow�a o ps ,a K- 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. Tampa, FL 33610-4116 Job Truss Truss Type City Ply WestberryAddition T4162204 70225 AB HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:29:01 2011 Pag ID:Zjn38mOeneDaVh3aj LY1 zMzOViV-el MJxnj 19zmQzidklzoh7zmVm kmtH ENSNjQ4kByid 0 8-4-0 16-8-0 25-0.0 i 27-2.01_ 35-6-0 43-10-0 , 52-2-O 5 2�0 -0- 8-4-0 8-4-0 8.4.0 2-2-0 8-4-0 8-4-0 8-4-0 1-0-0 Scale = 1:90.2 5X8 = 5X8 = 6.00[1Y 6 7 i 3x5 i 3x5 4x6 5 8 4x6 4 9 3x4 \\ 3x4 // 3 10 1 2 11 12 c7 Ia 4x8 — 19 18 20 21 17 22 16 23 15 24 14 25 13 4x8 — d 4x4 = 4x6 = 4x4 = 5x6 = 4x4 = 4x6 = 4x4 = 10-6-7 20-1-15 i 32.0.1 i 41-7-9 52-2-0 10-6-7 9.7-8 11-10-2 9-7-8 10-6-7 Plate Offsets XY : 2:0-4-0 0-1-15 4:0-3-0 Ede 6:0-4-0 0-1-15 7:0-4-0 0-1-15 9:0-3-0 Ed a 11:0-4-0 0-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.46 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(fL) -0.86 15-17 >716 240 BCLL 0.0 " Rep Stress Incr YES WB 0.73 Horz(TL) 0.19 11 n/a n/a BCDL 10.0 Code FBC2007frP12002 (Matrix) Weight: 321 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 `Except' TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins. 6-7: 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2 X 6 SYP No.2 WEBS 1 Row at midpt 5-17, 6-17, 7-15, 8-15 WEBS 2 X 4 SYP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing be 6-17,7-15: 2 X 4 SYP M 30 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2356/0-8-0 (min. 0-2-12), 11=2356/0-8-0 (min. 0-2-12) Max Horz2=-272(LC 6) Max Uplift2=-91O(LC 5), 11=-91O(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 213=-4480/1506, 3-4=-4270/1506, 4-5=-4150/152-2, 5-6=-3465/1252, 6-7=-2540/1007, ` 718=-3465/1252, 8-9=-4150/1523, 9-10=-4270/1506, 10-11=-4480/1506 BOT CHORD 2'19=-1445/3900, 19-20=-1027/3297, 18-20=-1027/3297, 18-21= 1027/3297, 17-21= 1027/3297, 17-22=-586/2540, 16-22=-586/2540, 16-23=-586/2540, 15-23=-586/2540, 15-24=-788/3297, 14-24= 788/3297, 14-25=-788/3297, 13-25=-788/3297, - 11-13=-1174/3900 WEBS 3 19— 351/391, 5-19=-384[748, 5-17— 799/636, 6-17=-532/1326, 7-15=-532/1326, ���oen i eeee� 8;15— 799/636, 8-13= 384f748, 10-13=-351/391 S A eee� .. A�B ii� NOTES 1) Unbalanced roof live loads have been considered for this design. ��� •�`.•• \C' N SAC: ••'9�i0 2 Wind: ASCE 7-05; 140m h 3-second gust); TCDL=4.2 sf; BCDL=3.0 sf; h=16ft; Cat. 11; Ex B; enclosed; MWFRS (low-rise); Lumber DOL=1.33plate! grip DOL=1.33 aO 3938. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for 10.0 bottom live load - a psf chord nonconcurrent with any other live loads. _� ✓ y� �� 5) • This truss haslbeen 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 willt sir `. between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2-910, O ••• I ATE ��: •; 11=910. LOAD CASE(S) Standard lss< itQ N A� ` eeee FL Cert. 6634 August 30,201 ® WARNING- Verify design parmmeters and READ NOTES ON THIS AND INCLUDED M MK REFERENCE PAGE M 1 7473 rea. 10-M 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. Nplicabcility of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown or lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding p .- IFROORM.- 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. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply estberryAdditionT4162205 70225 A HIP 11J'ob Reference (optional) Chambers Truss Ind., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:28:49 2011 Pag ID:Zjn38mOeneDaVh3ajLY1 zMzOViV-?_em PhaV_H F7Xsi RbRate RGQCujwTmahcrWSJuyid -0- 9-0-0 17-7-6 26-1.0 34-6-10 43 2-0 52-2-0 53 2 0 •0- 9-0-0 8.7-6 8-5-10 B•5-10 8-7-6 9-0.0 i-0-b Scale = 1:90.4 I 1 5x8 MT181­1i 5x8 MT18W 3x8 = 4x6 = 3x4 II 4x6 = 3x8 = 6.00 F12.' 3 4 5 6 7 i 8 9 2 1 1011 co� Iq 0 0 5x6 = 18 i7 16 15 14 13 12 5x6 = 4x4 = 6x8 — 3x4 7x8 = i 3x4 11 ex8 — 4x4 = i 9-0-0 17-7-6 26-1-0 34-6.10 43-2-0 _ 52-2-0 9-0-0 8-7-6 8-5-10 8-5-10 8-7-6 9-0.0 Plate Offsets MY): : 2:0-3-0 0-2-9 3:0-4-8 0-2-0 5:0-3-0 Ed a 7:0-3-0 Ed a 9:0-4-8 0-2-0 10:0-3-0 0-2-9 15:0-3-8 0-4-8 LOADING (psf) I SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 1 Plates Increase 1.25 TC 0.86 Vert(LL) 0.65 15 >952 360 MT20 244/190 TCDL 7.0 1 Lumber Increase 1.25 BC 0.71 Vert(TL) -1.21 14-15 >511 240 MT18H 244/190 BCLL 0.0 ' 1 Rep Stress Incr YES WB 0.91 Horz(TL) 0.25 10 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 291lb FT=O% LUMBER BRACING TOP CHORD 2 X'4 SYP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 � 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. WEBS 2 �A SYP No.3 WEBS 1 Row at midpt 4-18, 8-12 commends that Stabilizers and required cross bracing be rin.t.],"I.dduring truss erection, in accordance with Stabilizer lation side. REACTIONS (lb/size) 2=1981/0-8-0 (min. 0-2-5), 10=1981/0-8-0 (min. 0-2-5) Maz Horz2= 120(LC 6) Mai Uplift2=-848(LC 4), 10= 848(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 j3— 3675/1647, 3-4=-3215/1550, 4-5— 5546/2663, 5-6=-5546/2663, 6-7=-5554/2670, 7�8=-5554/2670, 8-9=-3215/1550, 9-1 0=-3675/1647 BOT CHORD 21,18=-1434/3177, 17-18=-2309/4961, 16-17=-2309/4961, 15-16— 2309/4961, 14-15=-2242/4962, 13-14=-2242/4962, 12-13=-2242/4962, 10-12= 1353/3177 WEBS 3 j18= 452/1168, 4-18— 2096/1101, 4-16=0/324, 4-15= 360/708, 6-15=-455/361, 8;15=-368/714, 8-14=0/330, 8-12=-2097/1100, 9-12=-452/1168 NOTES 1) Unbalanced roof five loads have been considered for this design. lill►1111111/1, ♦♦�_ A. ,SSA �e� -ice 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber ,♦v♦"��Q\�,. • G E•N S; • • DOL=1.33 plate grip DOL=1.33 : ��C ; �� 46` ••• /f�'0 3) Provide adequate drainage to prevent water ponding.--- "'10 4-0 39380 4) All plates are MT20 plates unless otherwise indicated. been �. 5) This truss has designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss haslbeen 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. _ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=848 i ATE • 10=848. 1 LOAD CASE(S) Standard O R N A� E ore♦ FL Cert. 6634 August 30,201 ® WARNfNG - Ve Mjr d-ign pa anrde and READ NOTES ON THIS AND INCLUDED M7TEKREFERENCE PAGE IMI-7473 t . 10-'08 BEFORE USE. — Design valid for Lse only with MiTek connectors.1hls design Is based only upon parameters shown, and Is for an individual building component. � Applicability of design paramenters 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" r,wcn u vcncaH- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informah6n available from Truss Plate. Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply WestberryAddition T4162206 70225 G RA HIP 1 2 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:29:04 2011 Pag ID:Zjn38mOeneDaVh3aj LY7 zMzOViV-3t2RZpmvSu8?g9LJz5LOkbNzsxtZUX4v3hfIK Wyid 0 77-0.00 14-8-10 223-a , 29-1--7 , 45-2-0 2-2-0 32p 377-s5 a -0-7-s1 7s 14 �611.0-b 70o7-8-10 t o • Scale = 1:90.4 7x10 MT18H= 7x10 MT18H= 6.00 F12 3x5 = 5x8 MT18H= 3x5 = 3x4 II 5x8 MT18H= 3x5 = 3 20 21 22 4 23 24 5 25 6 26 27 28 297 30 8 31 9 32 33 34 35 10 1 2 1112Tj >y 5x6 = 19 36 37 38 18 39 40 41 42 1743 16 44 45 4615 47 48 49 1450 51 52 53 13 5x6 = 3x4 II 7x8 = 4x4 = 5x8 MT18H= 4x8 = i 7x8 = 3x4 II 7.0-0 14-8-10 22-3-9 29-10-7 37-5-6 45.2-0 52-2-0 7-0-0 7-8-10 7-6 14 7.6.14 7-6-14 7-8-10 7-0-0 Plate Offsets MY): : 2:0-3-0 0-2-9 3:0-7-8 0-2-4 5:0-4-0 Edo 8:0-4-0 Ede 10:0-7-8 0-2-4 11:0-3-0 0-2-9 14:0-4-0 0-5-0 18:0-4-0 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 1.29 15-17 >481 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(fL) -1.94 15-17 >319 240 MT18H 244/190 BCLL 0.0 '' Rep Stress Incr NO WB 0.98 Horz(TL) 0.26 11 n/a n/a BCDL 10.0 Code FBC2007ITP12002 (Matrix) Weight: 584 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. 1-3,10-12: 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 7-2-6 oc bracing. BOT CHORD 2 X 6 SYP No.2 'Except 16-18,14-16: 2 X 6 SYP 240OF 2.0E WEBS 2 X4 SYP No.3 REACTIONS (lb/'size) 2=4170/0-8-0 (min. 0-2-7), 11=4170/0-8-0 (min. 0-2-7) Maz Horz 2=- 10 1 (LC 6) Maz Uplift2= 2501(LC 5), 11=-2501(LC 6) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2L3=-8539/5226, 3-20=-12791/8067, 20-21=-12791/8067, 21-22=-12791/8067, • 422=-12790/806714-23=-15321/9656, 23-24=--15321/9656, 5-24=-15321/9656, 5125=-15321/9656, 6-25=-15321/9656, 6-26=-15280/9629, 26-27=-15280/9629, 27-28=-15280/9629, 28-29= 15280/9629, 7-29=-15280/9629, 7-30=-15280/9629, Br30=-15280/9629, 8-31- 15280/9629, 31-32=-15280/9629, 9-32= 15280/9629, 9i33=-12800/8073, 33-34=-12800/8073, 34-35=-12800/8073, 10-35=-12800/8073, 10-11=-8537/5225 BOT CHORD � � � f �s/� 2r19= 4625/7522, 19-36=-4639/7559, 36-37=-4639/7559, 37-38=-4639/7559, ����� A• 18-38= 4639/7559, 18-39- 7982/12791, 39-40=-7982/12791, 40-41=-7982/12791, �i_\`,t��`PCJ ,q �e�'��i 411-42= 7982/12791, 17-42=-7982/12791, 17-43- 9571/15321, 43-44=-9571/15321, 16-44=-9571/15321, 16-45- 9571/15321, 45-46=-9571/15321, 9571/15321, •,�C E'N S 15-46= ♦♦♦�, A� 15-47=-7928/12800, 47-48= 7928/12800, 48-49=-7928/12800, 49-50- 7928/12800, 14-50= 7928/12800, 14-51=-457777557, 51-52=-4577/7557, 52-53=-457717557, ♦ • y--.• • 39380 13-53=-4577/7- 4564/7520 WEBS 3L 19= 327/885, 3-1 3-18=-375753/5815, 4-18- 2059/1642, 4-17=-1796/2812, 6-17=-841/837, . O --- -� . * : ; = 7L15=-835/833, 9-15=-1760/2758, 9-14=-2042/1631, 10-14=-3762/5828, 10-13=-325/881 r✓ ; NOTES AT 1) 2-ply truss - be connected together with 10d (0.131 "&') nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 'o�� •'. ��C/ Q ; i.0 •;C� connected O , Q � Bottom chords as follows: 2 X 6 - 2 rows at 0-9-0 oc. �/ `sS� `,�♦♦ • • • Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. (G\ ��� 0 ��11111100� 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply N � connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumbe DOL=1.33 plats grip DOL=1.33 FL Cert. 6634 5) Provide adequate drainage to prevent water ponding. 0 plates unless otherwise indicated. &&tti�Bhj o� a August 30,201 U 9 IL WARNING - Vert, fj do ign par -t- and READ NOTES ON771IS AND INCLUDED M(TEK REFERENCE PAGE MD-7473 nee. YO-'OS BEFORE USE. " Design valid forl use only with Mffek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer -not truss designer. &acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding T..­,­- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/f PIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. Tampa, FL 33610-4115 Type T41 Job Truss 70225 G RA Chambers Truss Inc., Fort Pierce FI.34982 HIP 21 Job Referen 7.250 s May 11 201 NOTES 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other - members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=2501, 11=2501. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 141 lb up at 7-0-0, 117 lb down and 156 Ib up at 9-0-12, 117 lb down and 156 lb up at 11-0-12, 117 lb down and 156 lb up at 13-0-12, 117 lb down and 156 lb up at 15-0-12, 117 lb down and 156 lb up at 17-0-12, 117 lb down and 156 lb up at 19-0-121 117 Ib down and 156 lb up at 21-0-12, 117 lb down and 156 lb up at 23-0-12, 117 Ito down and 156 lb up at 25-0-12, 117 lb down and 156 lb up at 27-1-4, 117 lb down and 156' Ib up at 29-1-4, 117 lb down and 156 lb up at 31-1-4, 117 lb down and 156 lb up at 33-1-4, 117 lb down and 156 lb up at 35-1-4, 117 lb down and 156 lb up at 37-1-4, 117 lbIdown and 156 lb up at 39-1-4, 117 lb down and 156 lb up at 41-1-4, and 117 lb down and 156 Ib up at 43-1-4, and 88 lb down and 141 lb up at 45-2-0 on top chord, and 642 lb down and 381 Ito up at 7-0-0, 90 lb down at 9-0-12, 90 Ib down at 11-0-12, 90 lb down at 13-0-12, 90 lb down at 15-0-12, 90 lb down at 17-0-12, 90 lb down at 19-0-12, 90 lb down at 21-0-12, 90 lb down at 23-0-12, 90 lb down at 25-0-12, 90 lb down at 27-1-4, 90 lb down at 29-1-4, 90 lb down at 31-1-4, 90 lb down at 33-1-4, 90 lb down at 35-1 ;4, 90 lb down at 37-1-4, 90 lb down at 39-1-4, 90 lb down at 41-1-4, and 90 lb down at 43-1-4, and 642 lb down and 381 lb up at 45-1-4 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 (plo Vert: 1-3=-54, 3-10=-54, 10-12= 54, 2-11= 20 Concentrated Loads (lb) Vert: 3- 88(F) 5=-1'17(F) 10= 88(F) 19=-642(F) 13- 642(F) 8= 117(F) 20=-117(F) 21= 117(F) 22=-117(F) 23= 117(F) 24=-117(F) 25=-117(F) 26=-117(F) 27=-117(F) 28=-117(F) 29=-117(F) 30=-117(F) 31=-117(F) 32= 117(F) 33=-117(F) 34=-117(F) 35=-117(F) 36=-45(F) 37- 45(F) 38= 45(F) 39=-45(F) 40=-45(F) 41=-45(F) 42=-45(F) 43=-45(F) 44=-45(F) 45=-45(F) 46=-45(F) 47=-45(F) 48=-45(F) 49=45(F) 50=-45(F) 51=-45(F) 52=-45(F) 53=-45(F) ' +'p1`Illlllp��®�o A. �� G E�N g ' •y�. �0 39380� - ATE rN ,�°coos 0 N e� 111 FL Cert. 6634 August 30,201 A WARNING - iertj%I desfga paraandi and READ NOTES ON 77IIS AND INCLUDED 997EK REFERENCE PAGE MI-7473 ren. 10-'08 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 paramenters 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 P . m P..i H: fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPli 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. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Westberry Addition T4162207 70225 HVA GABLE 2 1 j Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:29:04 2011 Pag ID:Zjn38mOeneDaVh3ajLY1 zMzOVU-3t2RZpmvSu8?g9LJz5LOkbN7Kx?vUILv3hflKWyid 3-11-0 8-11-0 13-11-0 3-11-0 5-0.0 I 5-0-0 Scale = 1:23.1 • 4x4 O 2x3 11 2x3 11 6.00 12 2 i 3 4 I 1 I I 3.4 7 6 5 2x3 11 I I 2x3 11 2x3 11 I 3-11-0 8-11-0 13-11-0 3-11-0 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(rL) n/a n/a 999 BCLL 0.0 ' I Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 47 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP M 30 end verticals. WEBS 2 X 4 SYP 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 j Installation guide. REACTIONS All bearings 13-11-0. (lb) - Max Horz 1=86(LC 5) Maz Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 7= 138(LC 4), 6=-201(LC 3) MaxGmv All reactions 250 lb or less at joint(s) 1, 5 except 7=296(LC 1), 6=381(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WF_BS 3 6=-282/234 I NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BC%DL=3.Opsf; h=16ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Gable requires ontinuous bottom chord bearing. ,�1i 111 f 11 j 8�l�� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S A ' A. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle e%% 3-6-0 tall by 2-0-0 wide will fit ee • , , , q� -11� between the bottom chord and any other members. �e�" �Q • G E N 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 7=18 � : • �\ S4�'••9/J� e� ••• 6=201. a; LOAD CASES) Standard "ao 39380 --K. 1k E :0�. •�v: I I FL Cert. 6634 August 30,201 ® WARMNG - Vert& design par a nders and READ NOTES ONT711S Af1m INCLETDED MITEK REFERENCE PAGE IM-7473 rea. 10-'OS BEFORE USE. Design valid for lrse only with MiTek connectors. This design Is based only upon parameters showr-L and Is for an individual building component. Applicability of design paramenters 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 regardingK- fabrication, quality control, storage, delivery, erection and bracing, consult ANSKI'll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job I Truss Truss Type City Ply estberryAddition T4162208 70225HVB GABLE 21J'ab Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7,250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:29:05 2011 Pag ID:Zjn38mOeneDaVh3aiLYlzMzOViV-XScqmgmYDBGsSJwVXptdHpwl2LLBDCW21LOIsyyid 3-0-15 7.11_0 , 11-11-0 , 15-11-0 13-0-15 4-10-1 4-0-0 4-0-0 Scale = 1:27.1 4x5 i 2x3 II 2x3 II j 3 I 4 5 ` 6.00 12 I 2x3 I I 2 1 I I 3x4 i 9 8 7 62x3 II 2x3 II 2x3 II 2x3 II I3-0.15 7-11-0 11-11-0 15-11-0 13-0-15 4-10-1 4-0-0 4-0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) • Weight: 64 lb FT = 0% LUMBER I BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP M 30 end verticals. WEBS 2 X 4 SYP 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 All bearings 15-11-0. (lb) - Max Horz 1=190(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 6 except 8=-165(LC 5), 9— 222(LC 5), 7=-162(LC 3) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=327(LC 1), 9=318(LC 1), 7=287(LC 1) FORCES (lb) - MI . Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Gable requires I continuous bottom chord bearing. 4) This truss has Keen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J 1 1 1 1 f 1 1 11 �s0' 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit®�� S �;' between the bottom chord and any other members. �o �P• •, q� ��j ' �i� • •, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 8=165, " �Q E N 9=222, 7=162. •��G S'4�' •,9/fi �s ,��C-� • LOAD CASE(S) Standard ` O 319380 * �: ATE I GF•.<pR��, ��. 0&/0 N oe� rl11 i FL Cert. 6634 August 30,201 ® WARMNG - Verifij dmlga parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MI-7473 ren. 10-'08 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. Nil Applicability of design paramenters 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 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 Crileria, DSB-89 and BCSI Building Component ppWEa Ta PENCONM' Safety Information available from Thus Plate Institute, 781 N. Lee Street Suite 312 Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610.4115 I Job Truss Truss Type Oty Ply WestberryAddition T4162209 70225 HVC GABLE 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 is May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:29:06 2011 PagE 1 ID:Zjn38mOeneDaVh3ajLYlzMzOViV-?FAC VnlLVOj3TVi4WOsgOTSOlbryeBCW?BrOPyid ix 6.0-12 17-11-0 1 6.0.12 11-10.4 • 4x6 3x4 11 Scale 3 4 I I • I i 6.00 FI 2x3 11 2 1 3x4 G 8 7 - 6 53x4 II as I I 3x6 = 2x3 11 I I I 6-0-12 17-11-0 , 6-0.12 11-10.4 I LOADING (psf) i SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7,0 Lumber Increase 1.25 BC 0.46 Vert(TL) n/a n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 1 Code FBC2007/TP12002 (Matrix) Weight: 74lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 `Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-3: 2 X 4 SYP M 30 end verticals. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 17-11-0. (lb) - Max Horz 1=294(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 5=-113(LC 3), 6=-202(LC 4), 8=-332(LC 5) Maz Grav All reactions 250 lb or less at joint(s) 1 except 5=303(LC.1), 6=672(LC 1), 8=512(LC 1) FORCES (lb) - Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. TOP CHORD 1>2= 258/27 WEBS 316=-306/247, 2-8= 325/349 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber IDOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding, 11111111 3) Gable requires continuous bottom chord bearing. ♦♦♦l♦, S A ,,���s� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ P A. 44 5) `This truss has' been designed fora 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 1:1 between the bottom chord and any other members, with BCDL=10.Opsf. `0�,•'\G E S�. •.:92�i� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 5, 202 lb uplift at joint 6 < and 332 lb uplift. at joint 8. 0 3 9 3 f 0 LOAD CASE(S) Standard O ATEON - s FL Cert. 6634 1 August 30,201 ®17IARNING- VeNfi_1 delga parm fers and READ NOTES ON THIS AND INCLUDED MTEKREFERENCEPAGE&Tf1-747a ren. 1 OMSBEFOREUSE. Des gn valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.NV 11 Applicability of design paramenters and proper incorporation of component is responsibil ty of building designer -not truss designer. Bracing shown s for lateral support of individual web members only, Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek" erector. Addit onal permanent Lxacing of the overall structure is the responsibility of the bullding designer. For general guidance regarding pCWeR ro p6R.ORM" fabrication, quality control, storage, delivery, erect on and b acing, consult ANSI/TPII 9ualily Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infovnation available from Tnus Plate Institute, 78, N. Lee Sheet, Suite 312, Alexandria, VA 22314, Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply WestberryAddition T4162210 70225 HVD GABLE 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Aug 3015:29:06 2011 Pag ID:Zjn38mOeneDaVh3alLYlzMzDViV-?FAC VnAVOj3TVi4WOsgDTRila4ycQCW?8rOPyid j 4-0-12 10.0.12 15-11-0 , 19-11-0 , _ I 4-0.12 6-0-0 I 5-10-4 4-0.0 4x5 2x3 11 Scale = 1:48.6 6.00 F12 5 6 3x6 -:r- 2x3 11 4 3 2x3 11 2 14 3x4 % 10 9 8 7 2x3 11 5x6 = 2x3 11 2x3 11 4-0 12 10-0-12 15-11-0 19-11-0 4.0-12 6-0-0 5-10-4 4--6-0— Plate Offsets MY): : 9:0-3-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Well L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Vert(TL) n/a n/a 999 BCLL 0.0 " Rep Stress Incr YES WB 0.29 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 92 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X4 SYP No.3 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-7 j MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS All bearings 19-11-0. - Max Harz 1=398(LC 5) (lb) Max Uplift All uplift 100 Ito or less at joint(s) 7 except 9=-325(LC 5), 8=-194(LC 5), 10— 266(LC 5) MaxGrav All reactions 250 lb or less at joint(s) 1, 7 except 9=599(LC 1), 8=620(LC ` 1 1), 10=364(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2=-425/60, 2-3=-282/2, 3-4=-261177 WEBS 528=-276/227, 2-10=-285/292, 4-9=-342/364 j NOTES aa,tt%J1110l1DI/�,' 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber ��� �PS• A• q� Oft., • DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water �� '6'0 0 • G EN S • •'� �� ponding. 3) Gable continuous requires bottom chord bearing. 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 hasbeen 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 willXt * between the bottom chord and any other members, with BCDL = IO.Opsf. — r r '� * `✓ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 9=3�,:ram 8=194, 10=266. ATE OS)Standard LOAD CASE(S) e ,,,�•,•A, &/0 I 11 I FL Cert. 6634 I August 30,201 ®WARNING- Verrfy designparcmeete and READ NOTES ON THIS ANDINCLUDEDW7EKREFERENCEPAGEMU-7473 rev. 10-DSBEFORE USE. Design valid for Fue only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component. MV Applicability of design paramenters 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 k" MiTek" MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Pe c- Sabrcat on, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crileria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply WestberryAddition T4162211 70225 HVE GABLE 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 3015:29:07 2011 Pag ID:Zj n38mOeneDaVh3aj LY1 zMzOViV-TRkaBroolp Wand4ueDv5ME?ad8v7h2pLlft Pxryid — 19-11-0 21-11-0 , 19-11-0 2-0.0 • 3x6 i 3x4 11 Scale = 1:61.3 6.00 12 6 7 2X3 11 5 3X6 i 2x3 11 4 3 2X3 I I 2 1 3x4 12 11 10 9 8 2x3 11 2X3 II 3x6 = 2X3 II 3x4 11 21-11-0 21-11-0 Plate Offsets MY): : 6:0-3-0 0-0-7 LOADING (psf) 1 SPACING 2-0-0 CSI DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2007/1'PI2002 (Matrix) Weight: 101 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 � 4 SYP No.3 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 21-11-0. (lb) - Max Horz 1=503(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 8 except 9=-302(LC 5), 11=-312(LC 5), 12=-265(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1 except 8=291(LC 1), 9=725(LC 1), If 11=570(LC 1),12=370(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 12=-528/38, 2-3= 386/56 WEBS 519=-332/346, 3-11=-330/347, 2-12= 284/294 NOTES 1) Unbalanced roof live loads have been considered for this design. `�,p,11111I11���I �,� PS A q BSI <e 'psi 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); LumberQ• • C•E•N ' DOL=1.33 DOL=1.33 �`; '�� S�••,9iJ� plate' grip 3) Provide adequate drainage to prevent water ponding. S 4) Gable requires continuous bottom chord bearing. O 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. k •.,. 6) "This truss haslbeen 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 wilat between the bottom chord and any other members, with BCDL=10.Opsf. y 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Qt=lb) 9=3OF. ` L' 11=312, 12=265. r . ATE • LOAD CASES) Standard riot '�( O R , Q P •• �_�� FL Cert. 6634 1 August 30,201 W.ARMNG - VeHfij deslgn p— mrete and READ NOTES ON THIS AND INCLUDED MTEKREFERENCE PAGE MY-7473 nen. 1 O-US BEFORE USE. iue Design valid for only wth MRek connectors. Th s des gn is based only upon parameters shown, and b 'Oran individual building component. and Applicab iffy of benign paramenters and proper incorporation of component (s respo uibilily of building des finer - not t uss designer. Bracing shown b for lateral suplSor} of individual members only. Additional temporary bracing to Insure stability du ng construction is the responsiding of the MiTek" erector. Additional permanent bracing of the overall st ucture is the responsibilliy of the building designer. For general guidance regarding pOwCR io PCRCORM.' fabricat on qualify conhol, storage, delivery, erect on and bracing, con ult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satefy Intonnation available from Truss Plate ,rut Me, 781 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 170225 J1 MONO TRUSS Ply I WestberryAddition 4 T41 1-0.0 Refer to IViiTek "TOE -NAIL" supporting carrier truss (ty 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:29:08 2011 ID:Zjn38mOeneDaVh3ajLY 17MzoVU-xelyPBpOW 6eRJnf4CxQKvRYr7YN FQa RU_Jd, 3x4 = 1-0-0 Scale = 1:7.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.18 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(rL) -0.00 2 >999 240 BOLL 0.0 ", Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a Na BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 5 lb FT = 0% LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 REACTIONS (lb/size) 2=133/0-8-0 (min. 0-1-8), 4=9/Mechanical, 3=-12/Mechanical Max Horz2=68(LC 5) Maz Uplift2=-154(LC 5), 3= 12(LC 1) Max Grav2=133(LC 1), 4=19(LC 2), 3=34(LC 5) FORCES (Ib) -Max Comp./Max. Ten. All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 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 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 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(§) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=154. LOAD CASE(S) Standard �.``O�PG EN,9 [[..Ceq `pie 39380 v "ATE v�Fs 0R�. �`1v ��,� S'ONA1-��o�.. ��'1#11111111" FL Cert. 6634 August 30,201 ® WARNING - Verf}l, f design parm afe and READ NOTES ON THIS AND INCLUDED S9fTEK REFERENCE PAGE MU-7473 re . 10-US BEFORE USE. Design valid foriuse only with MITek connectors, This design is based only upon parameters shown, and Is for an individual building component. VVE1 Applicability of design paramenters 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 pOwBR io PGNCGFH- 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. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply WestberryAddition T4162213 70225 J3 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7,250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:29:08 2011 PagE 1 ID:Zjn38mOeneDaVh3ajLYlzMzOVN-xelyPBpQW6eRJnf4CxQKvRYq?YMgQaRU_JdyTHyi r 1-0-0 3-0.0 1-0-0 3-0-0 Scale = 1:12.3 3 6.00 F12 N_ to 2 1 4 3x4 = 3-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20,0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(fL) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20071TP]2002 (Matrix) Weight: 11 lb FT = 0% LUMBER j BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP 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=51[Mechanical, 2=193/0-8-0 (min. 0-1-8), 4=26/Mechanical Maz Horz2=119(LC 5) Maz Uplift3=-49(LC 5), 2_ 160(LC 5) Max Grav3=51(LC 1), 2=193(LC 1), 4=53(LC 2) FORCES MIL. Comp./Max. Ten. All forces 250 less (lb) - - (lb) or except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. ll; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 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. �w111111111. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=160. %%1k�PS A `i \�<, ,•• LOAD CASE(S)Standard >� �ENS'-. •.G.92ss. `w A�. ° 39380 :_y 5 ATE r'��sss�0 N AL ��•'`• /1011111` � FL Cent. 6634 August 30,201 WARNING- VeHfij do lgn parameters and READ NOTES ONTBIS AND INCLUDED B77TEKREFERENCB PAGE MR-7473 ren. 10208 BEFORE USE. Design valid ford use only with MRek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters 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 r.�oAK- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312 Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply WestberryAddition T4162214 70225 J5 MONO TRUSS 4 1 Job Reierence o tional Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:29:09 2011 Page 1 ID:Zjn38mOeneDaVh3ajLYlzMzDViV-PgrKcWg2HQmHwxEHmexZRf5zeye691heCZMV?Wd u 1-0-0 5-0-0 11,E 5.0-0 Scale = 1:17.3 I g I I 6.00 f2 N N 2 1 4 3x4 =_ 5.0-0 5-0-0 LOADING (pall) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.07 2-4 >809 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 18 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP 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=113/Mechanical, 2=258/0-8-0 (min. 0-1-8), 4=46/Mechanical Max Horz2=171(LC 5) Max Uplift3=-119(LC 5), 2= 172(LC 5) Max Grav3=113(LC 1), 2=258(LC 1), 4=93(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 'between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=119, `®`B PS• A LOAD CASE(S) Standard :e��`O'��C E S'�c°•9i/eee� 6 39380 ° r J,.r f r ova ATE ®E���• i FL Cert. 6634 August 30,201 A WARMNG - �erifij design parameters and READ NOTES ONTHIS AND INCLUDED WTEKRP.FERENCE PAGE M1-7473 r.-u. 10-'08 BEFORE USE. Design valid forjuse only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 I Job Truss Truss Type Qty Ply WestberryAddition T4162215 70225 J7 MONO TRUSS 20 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.250 s May 112011 MiTek Industries, Inc. Tue Aug 30 15:29:09 2011 PagE 1 ID:Zjn3BmOeneDaVh3ajLYlzMzOViV-PgrKcWg2HQmHwxEHmexZRf5z?yYD9lheCzNIV?kyid lu -1-0.0 _ 7-0-0 01 0 T 7-0-0 i Scale = 1:22.2 3 I • I I 6.00 12 I I I I I I 2 I 1 4 i 3x4 = 7-0-0 7-o-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.12 2-4 >688 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(fL) -0.29 2-4 >275 240 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00. 3 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 24 lb FT = 0 LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=1 71 /Mechanical, 2=329/0-8-0 (min. 0-1.8), 4=66/Mechanical Max Horz2=223(LC 5) Max Uplift3=-181(LC 5), 2=-191(LC 5) Max! i Grav3=171(LC 1), 2=329(LC 1), 4=133(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7,05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 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. 0% J 111111111 5) Provide mechahical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=181. ,��0 S A �0% 2=191. •A�� LOAD CASES) Standard `�� •\C' EN S'�:.'9jL�I1� 39380 iATE do ,it, A► , FL Cert. 6634 I August 30,201 Q WARAMM - Ver-IJJ design p—anwfm and READ NOTES ON THIS AM INCLUDED M 7EKREFERENCE PAGE M .7473 rey. 10.'08 REFORE USE. � n 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 paramenters and proper incorporation of component is responsibility of building designer - not in= 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. Addifional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding pCwSR Tn Prpreda- 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, Tampa, FL 33610-4115 I Job Truss Truss Type City Ply WestberryAddition I T4162216 70225 KJ7 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss Inb., Fort Pierce R. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:29:10 2011 Pag ID:Zin38mOeneDaVh3ajLYlzMzOViV-tOPjpsgg2ku8Y4pTJMSo sd7XM_5uQgnRd63XAyi -1-5.0 7-10-10 9-10-1 1-5-0 — 7-10-10 1-11-6 4 Scale = 1:21.8 3x4 3 4.24 12 I i i I 8 2 I 1 f 7 6 3x4 = 2x3 II 5 3x4 = 7-10-10 9-10-1 7-10-10 1-11-6 Plate Offsets X Y : 6:0-0-0,0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.06 2-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.17 2-7 >653 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 41 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP 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=-34/Mechanical, 2=395/0-11-5 (min. 0-1-8), 5=608/Mechanical Max Horz2=269(LC 3) Max Uplift4=-34(LC 1), 2= 222(LC 3), 5=-376(LC 3) Max Grav4=14(LC 3), 2=395(LC 1), 5=608(LC 1) FORCES (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-501/88 BOT CHORD 2-7= 256/428, 6-7=-256/428 WEBS 317=-14/432, 3-6= 847/507 NOTES 1rWind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S A 3) ' This truss hasl been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle e♦��� 3-6-0 tall by 2-0-0 wide will fit ♦ __ nn P ......q� •-i between the bottom chord and any other members. 4) Refer ,.♦ o •' `�` •� G E N S •• �� to girder(s) for truss to truss connections. joints �e •'9 �• L% �- 't-Ib 5 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at 4 except 2=22 (Y ) 9 P aP 9 P 1 () Pit -) � 5=376. -6 39380_-�; 6) 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 :;'J-^,' ATE Uniform Loads (plf) 0 0 •• Vert: 1-8=-54 Trapezoidal Loads (plf) .0 O R 1 Q Q;••N_,� Vert: 8=I (F=27, B=27)-to-4=-133(F— 39, B=-39), 2= 2(F=9, B=9)-to-5=-49(F=-15, B=-15) ✓j�Iss®0 N A'4%�♦♦, FL Cert. 6634 August 30,201 ® WARMNG - V.Hfij design parmndi and READ NOTES ON THIS AND INCLUDED MTEKREFERENCE PAGE MH 7473 ren. I0208 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 param enters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown i�rtii� is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the iwiTek"PEFlO 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, DSB-89 and BCSI Building Component POWLR to Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply Westberry Addition T4162217 70225 MVA GABLE 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 30 15:29:11 2011 Pag ID:Zjn38mOeneDaVh3aj LY 1 zMzOV V-MDz51 Crl p107AEOft3z1 X4AKem IZduJxgGrc4cyid 24-0-0 24-0-0 • 3x4 II Scale = 1:71.6 6.00 F12 6 • 2x3 11 I 5 3x6 2x3 11 4 3 I 2x3 11 2 I ! 1 3x4 10 11 9 8 7 2x3 11 5x6 = 2x3 11 2x3 11 2a-o-o 24-0-0 Plate Offsets X is 9:0-3-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL) n/a n/a 999 BCLL 0.0 •I Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 116 lb FT = 0% LUMBER 1 BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.3 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-7, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 24-0-0. (lb) - Max Horz 1=604(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 7=-128(LC 5), 8=-322(LC 5), 9=-295(LC 5), 10=-323(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1 except 7=287(LC 1), 8=725(LC 1), 9=666(LC 1), 10=512(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 L2=-609/61, 2-3= 436/57, 3-4= 265/0 WEBS 518— 342/365, 3-9=-318/333, 2-10=-333/343 NOTES ``,1,11111111//0��� k 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber �PS• q�e his DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. `��0 q �� .r� •••�G E•N S •••.'9 �e 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 4) •This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • "� o 39380 between the bottom chord and any other members, with BCDL=10.Opsf. k 5) Provide mechanical connection (by others) of truss to bearing capable of withstanding 128 lb 7, 322 lb plate uplift at joint 295 lb uplift at joint 9 and 323 lb uplift at joint 10. uplift at joint M LOAD CASE(S) Standard v Mr '5 I AT E ICl o R 1 01 /O N A' t FL Cert. 6634 August 30,201 ® WARNING- Verini design pay a..f. and READ NOTES ON THIS AIM INCLUDED WTEK REPERENCE PAGE MI-7473 rev. 10-TIS REFORE USE. Lise Design valid for only with MTek connectors. mis design is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters 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 POWCR ro PERiGRH` fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tempe, FL 33610-4115 Job Truss Truss Type City Ply WestberryAddition T4162218 70225 MVB GABLE 2 1 Job Reference (optional) Chambers Truss Inb., Fort Pierce Fl. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Aug 3015:29:11 2011 Peg ID:Zjn38mOeneDaVh3ajLYlzMzOViV-MDz5lCrlplO?AEOft3zlX4AJOmL3dtYxgGrc4cyic 25-10.8 25-10.8 * 3x4 11 Scale = 1:77.2 6.00 F12 6 • 2x3 I I 5 3x6 i 2x3 11 4 3 i 2x3 II 2 1 i 3x8 10 9 8 7 11 2x3 II 5x6 = 2x3 II 2x3 11 I 25-10­8 25-10.8 Plate Offsets X Y : 9:0-3-0 0-3-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.23 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 127 lb FT = 0% LUMBER BRACING TOP CHORD 2 X-4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X4 SYP M 30 end verticals. WEBS 2 i4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X,4 SYP No.3 WEBS 1 Row at midpt 6-7, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 25-10-8. (lb) - Max Horz 1=653(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 7=-128(LC 5), 8=-326(LC 5), 9— 272(LC 5), 10— 394(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1 except 7=287(LC 1), 8=729(LC 1), 9=651(LC 1), 10=675(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 637/83, 2-3=-429/51, 3-4=-266/0 WEBS 5-i8=-347/368, 3-9= 298/314, 2-10=-396/404 NOTES `,,111111111/���0 A A. 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise); Lumber ♦��� PS ♦ i DOL=1.33 plateigrip DOL=1.33 2) Gable requires continuous bottom chord bearing. ♦ Q ,.....e O : �.�: ' ��G E N SF•.?? 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' +j 8 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 f: O 0 ' between the bottom chord and any other members, with BCDL=10.Opsf. - * :• 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 7, 326 lb uplift at joint IE 272 lb uplift at joint 9 and 394 lb uplift at joint 10. ' LOAD CASE(S) Skandard 1 TATE = O 'O N A- 111 FL Cert. 6634 August 30,201 ® WARNING- Ver{f1j design parer-dt and READ N07ES ON THIS AND INCLUDED raTEKREPERENCE PAGE MI.7473 ren. 10-'OS 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 param enters 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. Addillonal permanent bracing of the overall structure is the responsibility of the bullding designer. For general guidance regarding " NiiTekPewearoek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformaBon available from Torus Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610-4115 Symbols PLATE LOCATION AND ORIENTATION It -13/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1/lgr For 4 x 2 orientation, locate plates 0-1/0 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 BEARING 0 c O U 0- O Numbering System 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 3 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 ICC-ES Reports: Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 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 :c Bracing of Metal Plate Connected Wood Trusses. © 2006 MTekO All Rights Reserved MiTek ® PCIWER To PZ7RF'0JRM.1" MiTek Engineering Reference Sheet: MII-7473 rev. 10-'08 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative T, I, or Eliminator 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 1990 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 611 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.