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4 � Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek° RE: M11323 - 62' Grand Carlton III with porch Site Information: Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL MiTek USA, Inc. 6904 ParkeEastBlvd. 5 62' GRAND CARM6N IIMIN PORCH Model: Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss_ Name Date 1 IT6797412 I A5 1 /29/015 12 I T6797413 I A6 1 1 /29/015 13 I T6797414 I A7 1 1 /29/015 14 I T6797415 I A8 1 1 /29/015 1 15 I T6797416 I A9 1 1 /29/015 1 16 I T6797417 I A 1 1 /29/015 1 17 I T6797418 I GRA 1 1 /29/015 1 18 I T6797419 I GRB [ 1/29/015 1 19 I T6797420 J J2 1 1 /29/015 1 110 I T6797421 J J4 1 1 /29/015 1 Ill I T6797422 J J6 11 /29/0151 112 I T6797423 J J8 1 1 /29/015 1 113 I T6797424 J KJ8 1 1 /29/015 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, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identificatioIni if is for file reference only and has not been used in prep n. Suitabilit�yy of truss designs for any particular building respon�r°"b`ility oitV61YU11ding designer, not the Truss COPY per ANSI/TPI-1, Chapter 2. r I A. � �. G�E N 0 • ;ram 0:. STATE OF :�/� FL Cert. 6634 January 29,2015 Albani, Thomas 1 of 1 J Job Truss Truss Type Qty Ply 62' Grand Carhon III with porch T6797412 M11323 AS SPECIAL 9 1 Job Reference o tional cnamoers truss inc., ron rierce H. aaaoz v ... • I D:2GIScwwyY5hnGhXVARzUkuyuFUM-IC91 HuHv Wy_i5M P5wvpzHLhiyU RLhFZbwellbzgUO1 r1-0-0 7-8-5 10-6.4 17.0.0 20-4-8 26-4-0 34-0-0 35-0-0 1-0-0 7.8-5 2-9-15 6-5-12 3 4 8 5.11-8 7.8-0 1-0-0 �1 6 4.00 F12 Sx8 11 4X10 = 13 12 :7XD 2.00 12 5x12 = 2X3 II Scale = 1:61.2 10-6-4 20-4-8 26-4-0 34-0-0 10-6-4 9-10-4 5-11-8 7-8-0 Plate Offsets (X Y): r2:0-4-2 Edgel (4:0-3-0 Edgel f10:0-3-14 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.72 14 >558 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.99 Vert(rL) -1.47 13-14 >271 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight: 154 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1125/0-8-0 (min. 0-1-8), 1 0=1 125/0-8-0 (min. 0-1-9) Max Horz 2=-1 79(LC 6) Max Uplift2_ 816(LC 8), 10=-816(LC 8) Max Grav2=1305(LC 2), 10=1305(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5281/3019, 3-4= 4949/2747, 4-5=-4901/2754, 5-6=-4974/2856, 6-7= 2341/1489, 7-8=-2314/1408, 8-9=-2372/1395, 9-10= 3052/1725 BOT CHORD 2-14=-2775/5007, 13-14=-976/2035, 12-13=-1520/2822, 10-12=-1520/2822 WEBS 3-14=-311/333, 5-14=-247/266, 6-14=-1712/3155, 6-13=-253/524, 9-13=-700/469, 9-12=0/272 NOTES `` 1%1 11111Y,,,,IJ# 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=1165mph (3 second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft L=34ft eave=6ft Cat. II; ��ee0�. • ° ° ° ° ° ° ry�CT ,��i Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `,���`,•' �,� C' E N Ste' 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. D 3938 _. 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 wild 7k fit between the bottom chord and any other members. * , 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacit a Mir of bearing surface. 411 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816 lb uplift at joint 2 and 816 lb uplift at i O .• AT E joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��e� ° �< p R LOAD CASEfS) Standard • • • •` �% o� SS �� N Ao` ®WAR ma-Vnifgdesignpm•mruters andRE9DNo788ONTHfBdNDINCLUDED,nfTEf-RRPERBNC6PAGB6II1-7473BEFOREUBE. Design valid for use only with Mftek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �^ Applk:atAlly of design parameters and proper Incorporation of component is responsI Nltty of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbilllty of the MiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control• storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. USalrthem Pine (SP} lumber is specified, the design values are those effective 05/01/2013 bV ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 62' Grand Carton III with porch T6797413 M11323 A6 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort fierce FI. 34982 r.aao s aep cr <u,c nn i nn muuauns, mc. i nu oao as P". .or ayc I D:2GIScwwyY5hnGhXVARzUkuyuFU M-DPj PUEHXH F6rJExbfeQ2VVugHMuy44gipaOl ri zg000 1-0- 8-11-11 16-0-0 18-0-0 20-4.8 25-11-15 34-0-0 5-0 -0-0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 -0-0 2.00 12 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC201 O/TP 12007 LUMBER TOP CHORD 2x4 SP M 30 `Except` 1-3: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 *Except* 2-14: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 4.00 12 5x8 � 4x5 5x6 = 2x3 11 Scale = 1:63.3 0I 2 1 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.99 Vert(LL) 0.65 14 >617 360 MT20 244/190 BC 0.72 Vert(TL) -1.28 2-14 >313 240 MT18HS 244/190 WB 0.77 Horz(TL) 0.40 9 n/a Na (Matrix) Weight: 157 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1125/0-8-0 (min. 0-1-8), 9=1125/0-8-0 (min. 0-1-9) Max Harz 2=-169(LC 6) Max Uplift2= 816(LC 8), 9= 816(LC 8) Max Grav2=1305(LC 2), 9=1305(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5263/3001, 3-4=-5128/3006, 4-5= 4901/2767, 5-6=-2217/1393, 6-7=-2293/1373, 7-8=-2301/1352,8-9= 3064/1741 BOT CHORD 2-14=-2754/4988, 13-14=-1082/2265, 12-13=-1021/2111, 11-12= 1536/2836, 9-11=-1536/2836 WEBS 4-14=-435/467, 5-14=-1543/2851, 5-13= 388/171, 6-13=-151/496, 8-12= 819/564, ,``�011 /' 8-11=0/309 o�P,S• A. A *. NOTES � ••'�GEN3�' '9�1;e 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34fh eave=6ft; Cat. II;Z4.mA 3938 Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip. DOL=1.60 •3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 williTE fit between the bottom chord and any other members. i 0 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ':isT�. f' R 1 p Q-_ -�, ,4% of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816 lb uplift at joint 2 and 816 lb uplift at �4o sl�/ • •' • • • •�` �, joint 9. �� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 January 29,2015 ® WARMNG - Ve ifg d®ign pmwncie and READ NOTES ONTHIS AND LWLLMBD MTBK RBPBRBNCB PAOB bf f-7473 BBFORB i/SB. Design valid for use only with Mflek connectors. This design is based only upon parameters shown, and Is for an individual bullding component.^ Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not hues designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. If SaUtfrem Pine (SP) lumber is specified, the design values are those effective 06/O112013 bV AtSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 62' Grand Carhon III with porch T6797414 M11323 A7 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 /.scv s oep [r zo rG mi i.k inousrnes, mc. 1 nu auu 2v i4.45.00 cu, u r- yc , I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-hbGnialAi ZEixO W oDLxH2iQ?wmAkpUys2E7sNTzgUO? 1-0- 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 5-0- 100 8-10-10 5-1-6 6-0-0 ' 5-11-15 8-0-1 -0-0 5x10 % 5x6 = A nn 5_9 4x10 = I 9 3x6 2.00 12 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER TOP CHORD 2x4 SP M 30 `Except` 1-4: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1125/0-8-0 Max Horz 2=-150(LC 6) Max Uplift2=-816(LC 8), Max Grav2=1305(LC 2), 5x12 = 2x3 II Scale = 1:62.2 CSI DEFL in (Joe) I/dell . Ud PLATES GRIP TC 1.00 Vert(LL) 0.63 11 >638 360 MT20 244/190 BC 1.00 Vert(TL)-1.3510-11 >296 240 MT18HS 244/190 WB 0.97 Horz(TL) 0.41 7 n/a n/a (Matrix) Weight: 147 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-1-8), 7=112510-8-0 (min. 0-1-9) 7=-816(LC 8) 7=1305(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5269/2981, 3-4=-4931/2758, 4-5— 2137/1353, 5-6=-2348/1397, 6-7=-3031/1715 BOT CHORD 2-11=-2733/4998, 10-11= 1397/2758, 9-10=-1508/2801, 7-9= 1508/2801 WEBS 3-11=-371/412, 4-11=-1307/2558, 4-10— 783/392, 5-10=-171/459, 6-10=-711/484, 6-9=0/280 NOTES 1) Unbalanced roof live loads have been considered for this design. 6 f 1 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34ft; eave=6ft Cat. II; �,,e,s A Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ,,� OP . ...... A. 3) Provide adequate drainage to prevent water ponding. e 4) All plates are MT20 plates unless otherwise indicated. O •�,\G E N S ••'.�il���� 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 3938 fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816 lb uplift at joint 2 and 816 lb uplift at e . ATE joint 7. O 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ••• A. Q, •; `� oe�• <0F1\V. \mow LOAD CASES)Standard �`"; &/ NAL�,%�`�, �s�e�n��►it, Copy FFL Cert. 6634 January 29,2015 A WARMNG - Vcrffg design paramctcrs and READ H07BS ON THIS AND INCLUDED MIX REFERBNCB PAGE b91-7473 BEFORE USE. Design valid for use only with Mffek connectors.lhls design is based only upon parameters shown, and is for an individual bullding component. �� Applicability of design parameters and proper incorporation of component Is responslbility 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 responsibfllity of the IV9iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 1f Sautltem pine [9P) lumber is specified, the design values are those effective 06101/2093 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type city Ply 62' Grand Carlton III with porch T6797415 M11323 AB SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 r.30u S bep zr ZU1 z mi r eK mausmes, Inc. i nu Pan za 19:96:bu 4u1 b rage 1 ID:WSJgpGwal Ppeur6hk9U1G5yuFU L-AngAvwJootMZZY5_m3S W awzCYAW 1 YOz?HutPvvzgUO_ 1-0• 8-8-4 12-0-0 15.8-4 20-4-8 22.0-0 24-8-12 34-0-0 5-0- -0-o 8-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 8-3-4 -0-0 6 5x6 = 3x4 = 2x3 II 5x10 4.00 12 4 14 5 6 15 7 Na /, 5xl2 = 3x4 = 2.00 12 10-6-4 20-4-8 1 22-0-0 34-" 10-6-4 9-10-4 1-7-8 12-0-0 Scale = 1:62.2 0 W I�, 0 1 t2 Ch I Plate Offsets (X Y): (2:0-4-2 Edgel f7:0-5-0 0-2-Oj (9:0-3-14 0-1-81 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.61 13 >656 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -1.31 12-13 >306 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 154 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied. 1-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 *Except* MiTek recommends that Stabilizers and required cross bracing 9-12: 2x4 SP M 31 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 Installation guide. REACTIONS (lb/size) 2=1125/0-8-0 (min. 0-1-8), 9=1125/0-8-0 (min. 0-1-8) Max Horz 2=-1 30(LC 6) Max Uplift2=-816(LC 8), 9= 816(LC 8) Max Grav2=1305(LC 2), 9=1305(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5279/2992, 3-4=-4928/2744, 4-14=-3740/2134, 5-14=-3740/2134, 5-6=-2467/1511, 6-15=-2476/1519, 7-15= 2476/1519, 7-8=-2545/1492, 8-9=-2889/1683 BOT CHORD 2-13=-2744/5007, 12-13=-1673/3161, 11-12=-1152/2370, 9-11=-1467/2678 WEBS 3-13=-362/404, 4-13=-910/1686, 5-13=-255/754, 5-12= 868/517, 6-12= 260/228, 7-12= 294/365, 7-11— 289/642, 8-11— 480/467 NOTES %illllllll/� 1) Unbalanced roof live loads have been considered for this design. �%�-{� ,S A. q�°14o,, 2) Extp C AEncL, GCpiv0.1181 MW FRS (directional); cond tLumber DOL p1.60 plate grip DOL=� 603.Opsf; h=14ft B=52ft; L=34ft ease=6ft; Cat. II; ,`�%� O``r`,\ E N s e9 3) Provide adequate drainage to prevent water ponding. �a �� .'�• V 4) All plates are MT20 plates unless otherwise indicated. O 3938 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * ; • ; 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil= o fit between the bottom chord and any other members. r 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain tommuta. Building designer should verity capacity_ •, of bearing surface. ATE s 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816 lb uplift at joint 2 and 816 lb uplift at 0 O �� v 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ij�s 0 R LOAD CASE(S) Standard 1.1 1O N A' ® WARMNO - Verify design parcaneters and READ NOTES ON THIS AND INCLLFDSD NBTBKREFERENCS PAGE J1 1-7473 BEFORE r/3E. ■■ Design valid for use only with Mllek connectors. This design Is based only upon parameters shown, and is for an Individual building component. � Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stablllty during construction Is the responsibillity of the N1iTek° erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. ff Sovthem Pine (SPI lumber is specified, the design values are those effective 05/01/2OL3 hV ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T6797416 M11323 A9 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 2f 201 z Mi I eft Industries, ine. T nu Jan 29 i 4:44:00 eui5 rage i I D:_etCi cxC3ixVV?huls?ypJyuFU K-e_OY7GKQZAUQAigAKmzl77W W 6Zz9HQ08W YdyQMzgU?z r1-0-q 6.7-15 10-01 11.1-14 21.4-0 241-1 27-4-1 34-0-0 35-0-q 1 0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 1-0-0 4.00 F12 4X4 % 3x4 2x3 11 5X10 = 4 16 5 6 17 7 Scale = 1:60.1 3x4 = 15 14 13 12 11 3x4 = 3x8 = 3x6 = 6X8 = 3x6 = 3x4 = 0 N IC, O LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.21 9-11 >749 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.55 9-11 >292 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2010[TP12007 (Matrix) Weight: 156lb FT=0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=573/0-8-0 (min. 0-1-8), 9=297/0-8-0 (min. 0-1-8), 13=1381/0-8-0 (min. 0-1-14) Max Horz2=109(LC 7) Max Uplift2=-450(LC 8), 9=-268(LC 8), 13= 913(LC 8) Max Grav2=690(LC 19), 9=387(LC 20), 13=1598(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12101683, 3-4=-875/463, 4-16=-795/458, 5-16= 795/458, 5-6=-387/812, 6-17= 387/813, 7-17=-387/813, 7-8=-96/280, 8-9=-303/178 BOT CHORD 2-15=-547/1104, 14-15= 24/290, 13-14=-24/290, 12-13= 254/277, 11-12= 254/277, 9-11= 148/252 WEBS 3-15=-371/357, 5-15=-258/648, 5-13=-1196/756, 6-13=-263/230, 7-11 =-1 58/384, 8-11=-419/384, 7-13=-825/447 NOTES `AA`nnf/�II een considered for this design. 2) Windt anced roof live loads have b ASCE7-10; Vultt=1165mph(3 second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. Ii; ��`,�0 • �C E `'ry�cT,���i Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding.�' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3938 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 wily: it fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2, 268 lb uplift at joint f� and 9131b uplift at joint 13. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. s . AT E :''�'•• ; s �'. `V o LOAD CASE(S) Standard s�i� �•��,� Q R Q P'\���, 1111111110 FL Cent. 6634 January 29,2015 ® WARMNG - Vcrify design par rtwl=s and READ N0773S ON THIS AND INCLUDED MI773KREPERSAFM PAGE J11117473 BEFORE USE. ■■ Design valid for use only with Mftek connectors. This design Is based only upon parameters shown, and is for an individual building component. �^ Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity, of the 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/TPI I 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. ff Sauthem Pine (SP} lumber is specified, the design v2lues are t4rase effective 06/01/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T6797417 M11323 A COMMON 9 1 Job Reference (optional) chambers I russ Inc., ron rlerce m.:s4Ltsz o acF <, ,O^ "'..",1— ,,.. ... "'•"" -" „' ' — ' ID:a3B4PavKnnZweXyJckSFBgyuFUN-HObf3YGHles74xnDXDNaQ4oegYF5cE4PMGvBm8zgUO2 1 0-Q 6-7-13 12.4-13 17.0-0 21-7.3 27.4 3 SIL 35.0-0 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 1-" 4.00 12 4x4 = Scale = 1:59.2 3x6 % I` ,o 3x6 2x3 I 4x6 = 3x8 = 3x8 = 4x6 = 2x3 11 Plate Offsets (X Y): f2:0-3-14 0-1-81 110:0-3-14 0-1-81 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) 0.30 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.73 14-15 >547 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 163 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1210/0-8-0 Max Horz 2= 166(LC 6) Max Uplift2=-844(LC 8), Max Grav2=1355(LC 2), (min. 0-1-10), 1 0=1 210/0-8-0 (min. 0-1-10) 10=-844(LC 8) 10=1355(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3245/1839, 3-4=-2656/1547, 4-5=-2606/1555, 5-18=-2656/1658, 6-18=-2595/1654, 6-19= 2595/1654, 7-19=-2656/1658, 7-8=-2606/1555, 8-9=-2656/1547, 9-10=-3245/1839 BOT CHORD 2-17=-1636/3008, 16-17=-1636/3008, 15-16=-1636/3008, 15-20=-928/1921, 20-21= 928/1921, 14-21=-928/1921, 13-14� 1636/3008, 12-13=-1636/3008, 10-12=-1636/3008 WEBS 6-14_ 524/892, 7-14=-313/305, 9-14=-600/407, 6-15=-524/892, 5-15= 313/305, 3-15=-599/407NOTES ,,,,t,�{{ U balanced roof live loads have been considered for this design. �e�,,, 0 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; E N ,����.'�\ Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 „r �r ••.� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. D 3938 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 wil); fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 844 lb uplift at joint 2 and 844 lb uplift at 'm joint 10. •• 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. e . ATE 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 29 lb up at 15-0-0, 10 and 50 lb down and 29 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. R 1 Q! ,• \ �� n the LOAD CASE(S) LOI, AD CASE(S) Standardection, loads applied to the face of the truss are noted as front (F) or back (B). O�sorss �O N A1- ;,,,� � T) Regular: Lumber Increase=1.25,. Plate. !increase=1.25 l l l l l t l t{ Uniform Loads (plf) Vert: 1-6= 44, 6-11=-44, 2-20= 20, 20-21=-50, 10-21= 20 C11 C fillov FL Cert. 6634 January 29,2015 ® WARNING - Verify design pwv =te cord READ N07M ON THIS AND INCLUDBD bd7]3WRHMli;' ttB PWB Zff''7473 BEFORE USE. � Design valid for use only with Mffek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the n�� Mi erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding lT ek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314, If southem dine (m SP} luher is specified, the design values are those effective 06/01 f2013 my lusc Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T6797417 M11323 A COMMON 9 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 18=-43(F) 19=-43(F) r.JDV 5 oap - ev I L MI I ek inki lies, ill, mu vall 2; ii.45.5D 2v ou r'W, c ID:a3B4PavKnnZweXyJckSFBgyuFUN-HObf3YGHles74xnDXDNaQ4oegYF5cE4PMGvBm8zgUO2 j& WARMAIG - Verify deign parameters amid READ N07M ON THIS AND INCLUDED bUI73KREFBJMWB PAGE bII/-7473 BEFORE USE. Design valid for use only with Mriek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �n Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsrb011ty of the MOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria. VA 22314. If Seuthem tine (SP) lumber is specified, the design values are thane effective G6101/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type aty Ply 62' Grand Carlton III with porch T6797418 M11323 GRA HIP 1 1 Job Reference (optional) Grrambers T russ Inc., non coerce m. 34vuz — . V c, 4V .4 MH— I°-• lu .' I D:_etCi cxC3ixVV?huts?yNyuFUK-6AywKbK2KUcHosFMuUU—gL2 W tzBeOralkCM WzozgU?y r1-0-Q 8-0-0 11-1-1 17-0-0 18-6-0 22-2-2 1 2-0 34-0.0 35-0-r) 1-0-0 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 6-0 3-9-14 8-0-0 1-0-0 3x4 = Zu 3x6 11 3x6 = 6x8 = (+) Top chord must be braced by end jacks, roof diaphragm, or properly connected 4x4 purlins as shown. = LO 6x8 = 3x6 = 6x8 = Scale = 1:62.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/fP12007 CS1 TC 0.95 BC 0.99 WB 0.98 (Matrix) DEFL in (loc) I/dejl Ud Vert(LL) 0.13 22-24 >999 360 Vert(TL) -0.33 2-29 >397 240 Horz(TL) 0.03 22 n/a n/a PLATES GRIP MT20 244/190 Weight: 194 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc purlins. Except: 3-11,11-21: 2x4 SP No.3 1 Row at midpt 8-21 BOT CHORD 2x4 SP M 30 *Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-28: 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-8-0. (lb) - Max Horz2=166(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2— 357(LC 8), 27= 1183(LC 8), 26=-1480(LC 8), 22— 643(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=470(LC 19), 27=2282(LC 13), 26=2899(LC 14), 22=947(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-514/295, 3-5=-371/987, 5-7=-636/1292, 7-8— 636/1292, 8-10=636/1292, 10-12= 636/1292, 12-13= 636/1292, 13-15=-636/1292, 15-16=-636/1292, 16-18=-636/1292, 18-20_ 2128/1209, 20-21=-2128/1209, 21-22=-2206/1190, ,1{{111111/1 6-9= 152/308, 9-11 =-1 40/372, 11-14— 216/415, 14-17=-135/278 BOT CHORD 2-29— 178/558, 28-29= 127/427, 27-28=-127/427, 26-27=-865/511, 25-26=-355/593, ,`o \�`PS• A• q� nII°° 24-25=-355/593, 22-24=-1015/2040 WEBS 3-29=-450/1137, 3-27=-1783/896, 5-27= 768/625, 5-26=-513/328, 13-26=-925/614, � .r•.•�\C' E N SF.•'9 ���� 18-26=-2406/1458, 18-24=-832/1770, 21-24=-34/362, 4-5=-571/485, 19-20=-343/310,�'"�� 14-15=-519/392 ` * D 39380 •• NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. Ir- •. Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 i O .• ATE : 4 3) Provide adequate drainage to prevent water ponding. T ,� 4) All plates are 2x3 MT20 unless otherwise indicated. R p P •• \ ,� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ° S .... \�? %% 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 °°i1 S/p N A`-�'\,0%% fit between the bottom chord and any other members. 7): Providemechanical connection (by others) of truss to bearing, plate capable of withstanding: 357 lb uplift at joint 2,. i1831b uplift at joint 27, 1480 lb uplift at joint 26 and 643 lb uplift at joint 22. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in t I is es' Is s FL Cert. 6634 9) Graphical purlin representation does not depict the size or the orientation of the i ng to nd/ b F January 29,2015 ® WARMNa - Vcnfy dr iyn pa wwwtu mid READ N07ES ON 77116 AND INCLUDED A97EKREPERENCB PAGE Mf7-7473 BEFORE USE. Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and Is for an Individual building component. � Applicability of design parameters and proper incorporation of component Is responsibility of bullding 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 tracing, 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. ff Sout hem (pine (SP} lumber is specified, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T6797418 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.3bu s 5ep 2f 2V12 MI I eK Inaustrles, Inc. I nu Jan 28 14:44:VL LVIb rage z ID:_etC 1 cxC3ixVV?huls?ypJyuFUK-aM W IXxLg5nl8QOgZSBODCYbadNXtllgRzs63VEzgU?x NOTES 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-44, 21-23=-44, 2-29=-20, 24-29=-47(F=-27), 22-24= 20, 3-11=-103(F=-59), 11-21=-103(F=-59) Concentrated Loads (lb) Vert: 29=-555(F) 24=-555(F) r; 6 { 1 Y f 1 rJ r: F, ® WARWNG - Verify design Paramcfe and READ N07ES ONTHrs AND INCLUDED jaTHK REFBRBNCB PAOB b67-7478 BBFORB USE. Design valid for use only with Mtfek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Wit Applicabillty of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI7TPI I 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. lPSouthem pine (SF) lumber is specMed, the de-Agn virtues are dtose effective O,15/01/2013 by ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty, Ply 62' Grand Carhon III with porch T6797479 Ml 1323 GRB HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Thu Jan 29 14:44:02 2015 Page 1 I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-aM W IXxLg5nl8QOgZSBODCYbh_Ndbll4Rzs63VEzgU?x r1-0-Q 8-0-0 14.2-6 20-4-0 26.0-0 34-0-0 35-D-0 1-0-0 5-0-0 6-z-6 6-1-10 5-8-0 8-0-0 m 6 6x10 4.00 F12 16 3x8 = US = 5x6 = 6 17 5x6 = Scale = 1:60.1 3x8 = 15 14 13 12 11 10 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress incr NO BCDL 10.0 Code FBC2010/TPI2007 5x6 WB= 3x4= 6x8 = 3x6 = 6x8 = CSI DEFL in (loc) I/deft Ud TC 0.93 Vert(LL) 0.20 15 >999 360 BC 0.62 Vert(TL) -0.3513-15 >685 240 WB 0.97 Horz(TL) 0.08 12 n/a n/a (Matrix) PLATES GRIP MT20 244/190 Weight: 150 lb FT = 0% N N It0 LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-9 cc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 3-13 6-12: 2x6 SP No.2, 6-10: 2x4 SP M 30 2 Rows at 1/3 pis 4-12 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1130/0-8-0 (min. 0-1-12), 12=3419/0-8-0 (min. 0-5-7), 8=446/0-8-0 (min. 0-1-8) Max Harz 2=-77(LC 6) Max Uplift2= 898(LC 8), 12=-2520(LC 8), 8= 394(LC 8) Max Grav2=1458(LC 13), 12=4630(LC 15), 8=538(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3668/1938, 3-16= 1984/1203, 4-16=-1984/1203, 4-5=-1121/2302, 5-6=-1121/2302, 6-17=-778/440, 7-17=-779/440, 7-8=-882/416 BOT CHORD 2-15-1 715/3467, 14-15— 1737/3533, 13-14=-1737/3533, 12-13= 1022/2028, 11 -1 2=-2284/1302, 10-11=-2284/1302, 8-10=-293/781 WEBS 3-15=-408/1222, 3-13=-1642/779, 4-13=-203/929, 4-12=-4684/2540, 6-12=-2440/1562, 6-1 0=-1 739/3381, 7-10=-339/365 ``o% PS• A. NOTES 1) Unbalanced roof live loads have been considered for this design.0 E•N 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34f ; eave=6ft; Cat. il;`% Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 a 3938 3) Provide adequate drainage to prevent water ponding. * : 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wile :"Cc tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 898 lb uplift at joint 2, 2520 lb uplift at joint i O AT E �44/` 12 and 394 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ✓� 0 R Q \ �� 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 Ib up at i�� SS • • •' ��G �e 2re967 lb sponsibility of others. 6-0-0 aridown and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the � ,ii ` ` 9) In the, LOAD CASE(S) section,. loads. applied to the. face of the truss are LOAD CASE(S) Standard FL Cert. 6634 11 January 29,2015 ® WARMNG - Verify design Pm-mncie mzd READ NOTES ON THIS AND INCLUDED bII77?KREFBRBNCE PADS Af l-T473 BEFORE U6E. ■ Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. � Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. ff Sa .them Pine (SP) lumber is specified, the design values aTe those effective 0610112013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T6797419 M11323 GRB HIP 1 1 Job Reference (optional) Chambers T russ Inc., Fort Fierce 1-I. 34982 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-44, 3-7=-107(F= 63), 7-9= 44, 2-15=-20, 10-15= 49(F=-29), 8-10= 20 Concentrated Loads (lb) Vert: 15= 555(F) 10=-555(F) I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-aM W IXxLg5nl8QOgZSBODCYbh_Ndbll4Rzs63V EzgU?x . e a ® WARNING . Verify design parameters and REBD N07ES ONTHISAND INCLUDED 617TEKREPERENCE PAGEIMI.7473 BEFORE USE. Design valid for use only with MBek connectors, This design Is based only upon parameters shown, and Is for an Individual building component. �n Applicability of design parameters and proper Incorporation of component Is responsibility of bullding 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 responslb011ty of the MliTek° 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 ANSI7TPI1 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. ff Sout hem Pine (SP) lumber is specified, the design values are those effective 06/01/20tt3 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T6797420 M11323 J2 MONO TRUSS B 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce H. 34BBZ P — o o »_ I D:xi?zSlzTbJCDIIrG PH 1 QukyuFU I-2Z4glHMl s5t?2901?vXSlm83Kn5W U_PbC W rci hzq U?w 2-0-0 1-0-0 2-0-0 Scale =1:7.9 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 1.0.0 Code FBC2010,rP12007 (Matrix) Weight: 8lb FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=122/0-8-0 (min. 0-1-8), 4=19/Mechanical, 3=29/Mechanical Max Horz 2=66(LC 8) Max Uplift2=-143(LC 8), 3=-29(LC 5) Max Grav2=145(LC 2), 4=38(LC 3), 3=39(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 2 and 29 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. E N S' �cT9 °ice LOAD CASE(S) Standard FL Cert. 6634 January 29,2015 ® WARNING - Verify design parvracte and READ N0773S ON IWIS AND INCLUDBD h9TBKREFBRENCB PAOB dII1-7473 BBFORS USB. Design valid for use only with Mftek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members oNy. Additional temporary bracing to Insure stability during construction Is the responsitAlity of the n A i���• ding designer. For general guidance regarding erector. Additional permanent bracing of the overall structure Is the responsibility of It,,- buildingVA ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Ir tithem Pine(SP] luniberis specified, hire design values are thaw effective 06/01/2013 bVALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T6797421 M11323 J4 MONO TRUSS 6 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s aep zr zv 2 M,1 ek i u,usl es, inc. i hu oar,a= , I D: PDYLfd_5MdK4MSQTz?Z1RxyuFU H-2Z4g1 HMls5t?2901?vXSlm80Fn2SU_PbCW rc1 hzgU?w 4-0-0 1-0-0 4-0-0 Scale = 1:11.2 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.01 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 14 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=69/Mechanical, 2=185/0-8-0 (min. 0-1-8), 4=36/Mechanical Max Horz2=103(LC 8) Max Uplift3= 82(LC 8), 2=-188(LC 8) Max Grav3=87(LC 13), 2=219(LC 2), 4=73(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 3 and 188 lb uplift at joint2. 6) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,`O�O�P• • • . • • •' t I o OP LOAD LOAD CASE(S) Standard 3938 7k- � ATE : 44/ °�#..4f# p N All-E,��� 1111111111111 FL Cert. 6634 January 29,2015 ® WARNING - Verify design pararncfers and READ U07ES ON THIS AND INCLUDED M TEKREPERENCB PAGE O17I-7473 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsib111ty 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 MOW 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 tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 1fSouthermmPine(SP)Iumbeirisrspeifiied thedesii; nvalluesar'ethaseet%ctive0610112013by,ALSC Tampa, FL33670.4115 Job Truss Truss Type City Ply 62' Grand CaThon III with porch T6797422 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 27 2012 M7ek Industries, Inc. Thu Jan 29 14.44.04 2015 Page 1 I D:tP6jtz_7xSx_c_fXi4uz9yuFUG-W Ie3ydNwdP?sfJzxZc2hHzg3fB19D RfkOAbAZ7zgU?v _0 6-0-0 1-0-0 6-G-0 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.06 2-4 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.16 2-4 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=117/Mechanical, 2=246/0-8-0 (min. 0-1-8), 4=56/Mechanical Max Horz 2=141(LC 8) Max Uplift3=-144(LC 8), 2=-218(LC 8) Max Grav3=144(LC 13), 2=289(LC 2), 4=113(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.5 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ,del l l l l l I/II 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 3 and 218 lb uplift at ``�� joint 2. P �� A �♦ 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 4% o� • EN3' • • • • •' CT �`��•••�\G � 0 3938 ATE ♦♦♦,,;✓1s1� N A�-E���� /11111/11 LOAD CASE(S) Standard FL Cert. 6634 January 29,2015 WARMNG- Verffg dasfgn paramctms andR&W N07M ON THIS AM) INCLUDED W7EKRBFBRENCEFAOBMI/-7473 BBFORS USE, Design valid for use only with Mllek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicabllity of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslblllity of the iv�iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage• delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. lfSouthem Pane (SP) lumber is specified. the design values we those effective 06/61/2013 bVALSC Tampa, FL 33610•4115 Job Truss Truss Type Qty Ply 62' Grand Carhon III with porch T6797423 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 27 2012 MITek Industries, Inc. Thu Jan 29 14:44:04 2015 rage 1 I D:tP6itz, j7xSx_c_fXi4uz9yuFUG-W Ie3ydNwdP?sfJzxZc2hHzg81 BO6D RfkQAbAZ7zgU?v 1-0-0 8-0-0 i-0-0 8-0-0 Scale = 1:17.7 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.15 2-4 >613 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.37 2-4 >245 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight: 26 lb Fr = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 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=163/Mechanical, 2=308/0-8-0 (min. 0-1-8), 4=76/Mechanical Max Horz 2=179(LC 8) Max Uplift3=-203(LC 8), 2=-250(LC 8) Max Grav3=200(LC 2), 2=360(LC 2), 4=153(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ,%e1111111/11 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 203 lb uplift at joint 3 and 250 lb uplift at �� e000 S A. ���♦♦ joint 2. P q� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� �`' •' • e ♦i e 3938 i • ATE • OR k ♦♦O�oos 10 N A` 111 LOAD CASE(S) Standard FL Cert. 6634 January 29,2015 0 WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED bff7FKRSFERENCB PEOE MH-7473 SEFORS USE. Design valid for use only with MBek connectors. This design Is based only upon parameters shown, and Is for an individual building component. � Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MOWerector. Additional permanent bracing of The overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI I 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. ITS.%them Pine (SP) lumber is specified, the design ualues are those effective GG/01/2013 byAL.SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 62' Grand Carhon III with porch T6797424 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) unamoers i fuss me., ion rierce m. wane N ., �v I � Mi. — „I ..",e a„ a� I D:Lcg54J?LuEancmZr4Qb7W MyuFU F-_xB RAz0ZOi7j HTY87JZwgBDMBak8yo?ufgKj6ZzgU?u -1-5-0 7-3-4 113-0 1-5-0 7-3-4 3-11-12 Scale = 1:20.8 3x4 = �_ 3x4 = LOADING (psf) SPACING 2-0-0 CS' TCLL 20.0 Plates Increase 1.25 TC 0.29 TCDL 7.0 Lumber Increase 1.25 BC 0.31 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 BCDL 10.0 Code FBC2010/TP12007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=164/Mechanical, 2=411/0-11-5 (min. 0-1-8), 6=499/Mechanical Max Horz 2=244(LC 8) Max Uplift4=-204(LC 8), 2= 325(LC 8), 6=-278(LC 8) Max Grav4=243(LC 13), 2=480(LC 2), 6=587(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1117/488 BOT CHORD 2-7=-656/1112, 6-7=-656/1112 WEBS 3-7=0/336, 3-6=-1221/721 DEFL in (loc) I/defl Ud Vert(LL) -0.06 2-7 >999 360 Vert(TL) -0.15 2-7 >850 240 Horz(TL) 0.02 6 n/a n1a PLATES GRIP MT20 2441190 Weight: 44 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MIN FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �e bottom % • ° ° • • • • • ♦j fit between the chord and any other members. 5) Refer to girder(s) for truss to truss connections. 0� ,4� ••. V� C E N 5+�.•-9�I ♦♦ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 4, 325 lb uplift at joint 2�"AT and 278lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. :;—� 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �r4 �w 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 i%••: ��; Uniform Loads (pit) Vert: 1-8=-44 o♦ T A, ♦ ••.0 R °. \ 1® � ♦',soSS�� Trapezoidal Loads ` , N A� \vs � 8a0(F=22, B=22)-to-4=-124(F=-40, B=-40), 2=-2(F=9, B=9)-to-5= 56(F=-18, B= 18) el FL Cert. 6634 January 29,2015 ® WAR11TIN0 - Venfy design parwrietem and READ M07ES ON THIS AND INCLUDED bIITEKREPER8ME PAGE W17478 BEFORE OBE. Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the MOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricallon, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. solely 'hem Rine eSP) lumber is specified. the design values are those effective 06/Ol/201L3 byALSC Tampa, FL 33610-4115 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 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. 0-l/11, For 4 x 2 orientation, locate plates 0-111d' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. *Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 a O U a- O 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: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 02/26/2013 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For 500P09- wide truss spacing, individual lateral braces themsel may require bracing, or alternative Tor I bracing should be considered. CDO 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 and designer, erection supervisor, property owner e LA all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each e joint and embed fully. Knots and wane atjoint 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 190/. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front. back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.