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OFFICE'USE ONLY: SATE FILED: ;lJ REVISION FEE: 1. 2. 3. 4. 5. LOCATION/SITE ADDRESS: PERMIT # RECEIPT # PLANNING & DEVELOP BUILDING & CODE REG] 2300 VIRGINIA FORT PIERCE, F (772) 462 ' APPLICATION FOR BUILD] PROJECT INF DETAILED DESCRIPTION OF PROJECT u�vrcrnivc. CONTRACTOR INFORMATION: FILI: STATE of FL REG./CERT. #: ST. LUCIE COUNT: BUSINESS NAME: QUALIFIERS NAME - ADDRESS: a, aa/ CITY: _2tL�C STATE: t� PHONE,(DAYTIME): A FAX: OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: ATE: PHONE: FAX: ARCHITECT/ENGINEER ORMATION: NAME: ADDRESS: CO ✓v� CITY: ��-?- STATE: PHONE (DAYTIME): - r, "Z 01 SLCCC: 9/23/09 �j �'"` Revised 04/26/2010 I f c.Zµ•,. OlU - FAX: ST. LUCIE BUILDING ZIP: ZIP: DATE "— PLANS AN PERMIT MUST BE KE T ON JOB OR NO INSPECTION WILL BE MADE Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. V M(Te k ® RE: 121150 - USA, Inc. Site Information: 91 rlal � ►vd. FL 3361�4115 Customer Info: Pat Weber Project Name: Davant adiition Model: �i7'rfN Lot/Block: Subdivision: St. Lucie Doun ,L Address: 3327 Perimeter rd City: Palm City State: Florida Name Address and License # of Structural Engineer of Record, Ifthere 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 7.4 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 7 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date 1 IT6043735 I Al 12/2/013 12 I T6043736 I A2 112/2/013 13 I T6043737 I A3 1 12/2/013 14 I T6043738 I BJ 1 1 12/2/013 I 15 I T6043739 I BJ3 1 12/2/013 I 16 I T6043740 1 CJ5 1 12/2/013 I 17 I T6043741 1 J5 1 12/2/013 I Q/10 1A 0 0� 00q � f � �pI •f I 4 : ' i The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Tibbetts Lumber Company -Palm Bay. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified was appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the ,responsibility of the building designer, not the Truss Engineer, "per ANSI/TPI-1, Chapter 2. �%%0 DENS• • 0 �:• STATE OF :�44/ .,ass IC N AL Env`• 111111111 FL Cert. 6634 December 2,2013 Alban, Thomas 1 of 1 %1nN- 9__G1/M A__444IM a— AAA/M 7 4AAIM c /M 40 /M obTruss r ss ype Qty y T6043735 121150 Al Hip Girder 1 1 Job Reference (optional) w,i�voi w ron�, cny, r� QcVvl /.9Jv s Jul Yc Lu1J MII BK Inausines, Inc. Mon uec u'L l4:uu;4e "Lulu vage i I D:LwSS?gJMjbtY9tgOho?d3pyGero-wo37xmd3?SitpMBRgU?wtE4G W ItfOAHNQjewXpyD?CT -2-0 0 5-0-0 8-4-0 13.4-0 15-4-0 2 0 0 5-0-0 3.4-0 5-0-0 2-0 0 2x4 Provide connection for level return to bearing wall on all trusses. 4x8 = 4x4 = ?x4 Scale: 3r8'=1' LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC201 O/TP 12007 CSI TC 0.27 BC 0.47 WB 0.15 (Matra-M) DEFL in Vert(LL) -0.07 Vert(TL) -0.17 Horz(TL) 0.11 Wind(LL) 0.09 (loc) I/defl Ud 7-8 >999 360 7-8 >936 240 5 n/a n/a 7-8 >999 240 PLATES GRIP MT20 244/190 Weight: 74 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=820/0-4-0 (min. 0-1-8), 5=836/0-4-0 (min. 0-1-8) Max Harz 2— 69(LC 6) Max Uplift2= 347(LC 8), 5=-356(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2034f794, 3-4= 18711748, 4-5=-2073/802 BOT CHORD 2-8=-673/1835, 7-8= 661/1839, 5-7=-659/1869 WEBS 3-8= 132/643, 4-7=-99/628 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 vent 4) Thistruss to has been enrdes drainage orra 10.0 psfrbottom chord live load noneoncurrent with any other live loads. `nn,P.S' A" 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 ��� �\v • •' • • • fit between the bottom chord and any other members. `� ••.••� G ENS*-. .'9 6) Bearing at joint(s) 2, 5 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify : N, capacity of bearing surface. 39380 v O---,. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 2 and 356 lb uplift at ft � * : • ��'j joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 99 lb up at 5-0-0,— and 51 lb down and 99 lb up at 6-8-0, and 151 lb down and 203 lb up at 8-4-0 on top chord, and 129 lb down and 25 lb up at 5-1-8, ^ • : {� 43 lb down at 6-8-0, and 129 lb down and 25 lb up at 8-2-8 on bottom chord. The design/selection of such connection device(s) is the- • ATE responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i�'T •• �( Q Q.•• ��� F' .0RLOAD � SE(S) Standard 1) Dad + Roof oLive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads InM lilt, Vert: 1-3— 54, 3-4=-54, 4-6=-54, 8-11=-20, 7-8=-20, 7-14=-20 Concentrated Loads (lb) Vert: 3=-51(F) 4=-111(F) 8=-104(F) 7=-104(F) 17— 51(F) 18=-32(F) FL Cert. 6634 December 2,2013 0 WARNING - Verify dstgn parmnetels and READ NOTES ON THIS AND INCLUDED MI9EKREFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Irsure stabitty during construction is the respons bility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Parke 6904 Parka East Blvd. Eat Blvd If Southem Pine 1SP) lumber is specified, the design values are those effective 06/Ol/2013 by ALSO Tampa, 5 Job Truss russ ype typly T6043736 121150 A2 Scissor 2 1 Job Reference (optional) uvr, vcavv. /.9du s JUI eo zviu MI I eK mausuies, mc. Mon uec uz 74:uu:4ts zuid rage 1 I D:LwBS?gJMjbtY9tgOho?d3pyGcro-wo37xmd3?SitpMB RqU?wtE4DuluDOAJNQjewXpyD?CT -2-0-0 6-8-0 13-4-0 15.4-0 2-0 0 6-8-0 6-8-0 2-0-0 5x6 = 2x4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.05 6-11 >999 360 TCDL 7.0 Lumber Increase 1.25 BC OA3 Vert(TL) -0.13 6-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.07 4 n/a n/a BCDL 10.0 Code FBC201 O/TP 12007 (Matrix-M) Wind(LL) 0.10 6-14 >999 240 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (lb/size) 2=601/0-4-0 (min. 0-1-8), 4=601/0-4-0 (min. 0-1-8) Max Horz2=85(LC 11) Max Uplift2=-221(LC 12), 4=-221(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1354/608, 3-4=-1353/569 BOT CHORD 2-6=-455/1195, 4-6=-503/1196 WEBS 3-6=-1201730 Scale = 1:31.7 !x4 PLATES GRIP MT20 244/190 Weight: 58 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-5-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extefior(2) -2-0-0 to 2-7-3, Interior(1) 2-7-3 to 6-8-0, Exterior(2) 6-8-0 to 11-3-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 ��� �\v` • • • • • Le ��j fit between the bottom chord and any other members. �� •••� G E N S • ••.'9 �i 5) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Na O 8 0 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 lb uplift at joint 2 and 221 lb uplift at * :• r- • : ? 3 joint 4. �- LOAD CASE(S) Standard :O.• AT ���s.0 p.R �. • G.``. E�00 FL Cert. 6634 December 2,2013 0 WARMNG - Verify design parameters and READ NOTLS ON7WIS AND INCLUDED M7EKREFERENCE PAGE bill)-7473 BEFORE USE. Design valid for use only with Wek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component Is respordbility 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 M iTek` fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safely Information available from Taus Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. If Southern Pine (SPI lumber is specified, the design values are those effective (16/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type ty T6043737 121150 A3 Scissor 8 1 Job Reference (optional) • """'••" - 9. /AJU a VVI ZD ZV 10 MI I eK Inuus[nes, Inc. mon uec uz 14:uumi "Lulu rage ? I D:Lw8S?gJMjbtY9tgOho?d3pyGcro-O?dV86ehmlgkRW mdOBW9Q RdMTiELIdTWeNOU4FyD?CS -2-0-0 6-8.0 13-4-0 ' 2-0-0 6-8-0 6.8-0 5x6 = 2* Scale = 1:26.5 Plate Offsets (X,Y): f1:0-2-2,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Udefl L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.60 Vert(LL) -0.07 5-9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.16 5-9 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.07 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.13 5-9 >999 240 Weight: 51lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-8 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=487/0-4-0 (min. 0-1-8), 2=608/0-4-0 (min. 0-1-8) Max Harz 2=100(LC 16) Max Uplift4— 155(LC 13), 2=-223(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1383/80713-4=-1382/828 BOT CHORD 2-5= 623/1210, 4-5=-811/1211 WEBS 3-5=2787748 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -2-0-0 to 2-7-3, Interior(1) 2-7-3 to 6-8-0, Exterior(2) 6-8-0 to 11-3-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOLt1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��PS A• 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 ��� 0\�', • • • • �e �// fit between the bottom chord and any other members. �� .� •••\ G E N S •'•.'9 /i 9 1 () P 9 9 9 9 9 9 verify 5 Bearing at'oint s 4, 2 considers parallel to rain value using ANSI/TPI 1 angle to rain formula. Building designer should ve ' : '` capacity of bearing surface. d 0 39 3 80 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 4 and 223 lb uplift at Z * : • o : J joint 2. �- LOAD CASE(S) Standard MX • AT E Al 1 0NA� E -A FL Cert. 6.634 December 2,2013 Q WARMNG - Verify dsfgn parmneters and READ NOTES ON THIS AND INCLUDED W7LIKREPERE=E PAGE MIf 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �� Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fcbdcaflor'L 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, If Sou them Pinef5P)Iumberisspecified,thedesignvaluesarethoseeffective06/01/2013byALSCFL33610-4115 ob Truss Truss Type ty T6043736 12Ply "SO BJ1 Roof Special 4 1 Job Reference (optional) iUUtlLL.Y- Walotlr 1. LLo, ra- may, rL J4wo r.430 a Jul 25 2013 Mil ek Industries, Inc. Mon Dec 0214:00:50 2013 Page 1 ID:Lw8S?gJMjbtY9tgOho?d3pyGcro-sBBtMSfKX3yb3gLpyul OyfA2j6f BU61 gt 171 ciyD?CR -2-0-0 1-0-0 2-0-0 1-0-0 Refer to MITek "TOE -NAIL" Detail for connection to sup LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.00 7 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Ven(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Wind(LL) -0.00 7 >999 240 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (lb/size) 2=247/0-4-0 (min. 0-1-8), 5=-36/Mechanical, 3=-31/Mechanical Max Horz 2=65(LC 12) Max Uplift2=-136(LC 12), 5=-36(LC 1), 3=-31(LC 1) Max Grav2=247(LC 1), 5=34(LC 8), 3=38(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 257/131 BOT CHORD 2-5=-152/303 Scale = 1:9.8 PLATES GRIP MT20 244/190 Weight: 10 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. 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. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOl~1.60 1 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��ti� A 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 A s, fit between the bottom chord and any other members. ��� �\�'` .......... 4) Refer to girder(s) for truss to truss connections. �� .•'� G E Nis ••.• `9 �� 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 0 3938 0 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 2, 36 Ib uplift at joint 5� * : • • : +� jl and 31 Ib uplift at joint 3. LOAD CASE(S) Standard ; {r O .. ATE ssIoNAL��,`�� Filial FL Cert. 6634 December 2,2013 WARNING- Verify design parameters and READ NOTES ONTRIS AND INCLrIDED I/IITEKREFERENCE PAGE blD-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.� Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing of the Is the the building M!Tek' permanent overall structure responsibility of designer. For general guidance regarding - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312 Alexandria, VA 22314. If Southem Pine (SP} lumber is specified, the design values are those effective 06101/2013 by ALSC 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty ply T6043739 121150 BJ3 Roof Special 4 1 Job Reference (optional) •"""•••' ^•""• "" ��•"-1, /.43U sdul ZDZUIS MueK maus>nes, me. Mon uec uz i4:uu:bu Zola Pagel I D:Lw8S?gJMjbtY9tg0ho?d3pyGcro-sBBtMSf I0(3yb3gLpyul0yfAZ6foU61 gt 171 c!yD?CR -2-0-0 3-0-0 2-0-0 3-0-0 Scale =1:14.9 LOADING SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.01 4-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 4-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 3=51/Mechanical, 2=251/0-4-0 (min. 0-1-8), 4=23/Mechanical Max Harz 2=112(LC 12) Max Uplift3=-47(LC 12), 2= 106(LC 12) Max Grav3=51(LC 1), 2=251(LC 1), 4=46(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 357/109 BOT CHORD 2-4= 103/330 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 2-7-3, Interior(1) 2-7-3 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; 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 -� pp P.s A • fit between the bottom chord and any other members. ��% O\"' .......... �e �0j 4) Refer to girder(s) for truss to truss connections. �� .r •••\ G EIV •••.'9 �i 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify capacity � ••• �';� I of bearing surface. O 3 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 106 lb uplift at joij 2. LOAD CASE(S) Standard :- - •{� do 0 • TAT E F": `V� .SS,O nnur,►� FL Cert. 6634 December 2,2013 Q WARhWNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI REPERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Weir connectors. This design Is based only upon parameters shown, and is for an individual bulding component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown rat is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding M iTek` fabrication, quality control, storage, delivery, erection and bracing, consult ANsimil Quality Criteria, DSB-89 and BCSI Building Component gaiety Information available from Tres Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. it Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by AL.SC Tampa, FL 33610-4115 o _Truss Truss Type Qty ply T6043740 121150 CJ5 Roof Special Girder 2 1 Job Reference (optional) Y. /.4JU s Jul Za Zul'd MI1 eK maustnes, Ina. Mon U8C UZ 14:uU:D1 Zulu rage l I D:Lw8S?gJMjbtY9tg0ho?d3pyGcro-KNIFZofyIN4SgpwOVcYdVsiiwWz3DZHp6htb88yD?CQ 4-5.8 7-0-14 4-5-8 2-7-6 Scale = 1:19.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.03 4-8 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.07 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matra-M) Wind(LL) 0.05 4-8 >999 240 Weight: 39lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD ac6 SP No.2 OTHERS 2x6 SP No.2 REACTIONS (lb/size) 3=114/Mechanical, 4=92/Mechanical, 2=391/0-4-9 (min. 0-1-8) Max Horz2=195(LC 4) Max Uplift3=-101(LC 8), 4— 11(LC 8), 2=-328(LC 4) Max Grav3=114(LC 1), 4=126(LC 3), 2=391(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-256/107 BOT CHORD 2-4=-177/319 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber D0L=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. ��%t-n P.CJ A 4) Refer to girder(s) for truss to truss connections. ��% k\ .......... 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ,�� •r •.• �\ G E N of bearing surface. •,'- 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 3, 11 lb uplift at joint 4 8 O and 328 lb uplift at joint 2. 7 f ; • • ; 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9 lb down and 50 lb up at 4-3-11,= A and 9 lb down and 50 lb up at 4-3-11 on top chord, and 39 lb up at 1-5-12, 73 lb up at 1-5-12, and 6 lb down and 6 lb up at 4-3-11, aim 'f ir 6 lb down and 6 lb up at 4-3-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). :. ATE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 9=6(F=3, B=3) 10=74(F=26, B=48) 11=-6(F=-3, B=-3) .OR'i FL Cert. 6634 December 2,2013 © WARNING - Verify deign parameters and READ NOTES ONTHIS AND INCLUDED MITEKREFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Wek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component isresponsibility of bulding designer -not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during comtrucfion Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding M iTek" fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/FPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. If Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tama, FL 33610-4115 P o cuss ype typly _Truss T6043741 121150 J5 Roof Special 3 1 Job Reference (optional) iooeas Lumoer UB LLc, raim Bay, rL azeuo 7,430 s JUI 25 2013 MiTex Industries, Inc. Mon Dec 0214:00:51 2013 Page 1 I D:Lw8S?gJMjbtY9tgOho?d3pyGcro-KNIFZofyIN4SgpwOVcYdVsikT WxbDZHp6htb8ByD?CQ 5-0-0 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.07 4-8 >853 240 TCDL 7.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.08 4-8 >725 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matra-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (lb/size) 3=105/Mechanical, 2=316/0-4-0 (min. 0-1-8), 4=52/Mechanical Max Harz 2=161(LC 12) Max Uplift3= 95(LC 12), 2= 116(LC 12) Max Grav3=105(LC 1), 2=316(LC 1), 4=83(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-528/161 BOT CHORD 2-4=-4071703 Io N O N Scale = 1:19.9 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Siabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 2-7-3, Interior(1) 2-7-3 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; 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. `�� I4'.' 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 �� ``nn p,S A. fit between the bottom chord and any other members. %% o'\V ` • •' • • • e O�j 4) Refer to girder(s) for truss to truss connections. %Z` \ G E N S' • • •. q �� 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify capacity ••• `^pi a of bearing surface. 0 39380 capable • --;. 6) Provide mechanical connection (by others) of truss to bearing plate pable of withstanding 95 lb uplift at joint 3 and 116 lb uplift at joi t�4 * : • �- : �� 2. LOAD CASE(S) Standard Mr Z O . 5 ATE ►�nnI►+ FL Cert. 6634 December 2,2013 0 WARNING - Veri-(g design parmnd. and READ N07ES ONTHIS AND INCLUDED MI'7`BIf REPERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to irsure stability during construction is the responslbillity of the erector. Additional bracing the is the the building designer. M iTek` permanent of overall structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVIPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 31 Z Alexandria, VA 22314. If Sa uthem Pine (SP) lumber is specified, the design values are these effective (16/01/2013 by ALSC Tampa, FL 33610-4115 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 11idr - -I- 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 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/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) 2 3 TOP CHORDS 0 c O U a- O R 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: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek® All Rights Reserved MiTek MiTek Engineering Reference Sheet: MII-7473 rev. 02/26/2013 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSL 2. Truss bracing must be designed by an engineer, For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIAPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RE DE PI St. LL C !C C r . PROPOSED WM IY CORRECTIONS 4SPECTORS THAT YIN ORDER TO :IUCABLE CODES. i 'I 24-02-00 ^ I ; LUMBER B0.,1-1-C 2820 Kirby Cir. NE, Palm Bay, FI. 32905 Phone: ( 321) 409-9800 Fax: ( 321) 409-9803 A.) iti sm,'n,nw.ArMm wYY Ye vFasYtl Hvmum w,nOea tr,eenmig, innatim ametlsbYm&xM bEv maWal.nmro maxim Ovn m,,,iW N�Ymnaom me'd+b no,. on cwewm d inociw, e.p.mw AM rem„eaaumae,va. bna amatla, tl Tiie,b wnmm LLG erepMomieE F, cwu,esy,o Os cfsN w slw m.meeaq Oe tletl. aJ Ue,i90 Guv Tro aen,.rimagea oia ms90 m�aumuamuvsum, pxe„en ayran mea,aaeanem meeas9. m'ierm soea'b qua w,mp Ww. e^9rcua,eme. N betl aq aua mi6nj raryima,v c.) Fe Wmry. 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Gm>lari, W M egima N vm 401ab,A ne m!L Fn,alst F.) ee,ma: Tn¢,reWeE poObn,T MreponeJmES Nee maJx,un ASaP, peleraMj is DONtl rNNryT„svanetr. m,atl'vp me maamv,lauuv A,wrTotlme potlerta AmY Leb matifraws mam WFW mag�rnereE rge'vbe..4e we Da Os rezpwKly m�wee;n.nue bma manYa„ura mmyemeF. G-) llia Tnma M,mmW ebgmmwx mmeamE ga.��.,,um.q Tmnwa mmieer Ca LLc s+srG rU6 p,elym Ea meem mtap �O�iO, b a,eY Tn¢aauip, a�my,mare mOSTms[ezgn�mi,ea mryW,WeE qom TnasDdp�Dpisa,. Mitek Engineering Exposure : c Building Code: FBC 2010 Mean Hgt. : xx Q ASCE 7-10 Bldg. Cat. : II rc TPI 1-2007 Importance Factor: 1.0 r Truss Design: C & C Enclosure : Enclosed Uplift Cato. : MWFRS Entry : Exposed to wind O Wind Speed : 160 m h US Lanai : Ex osed tc wind ROOF CRITERIA FLOOR CRITERIA y T.C. Pitch x/ 12 o B.C. Pitch x / 12 Depth x T.C. Size 2x6 Spacing x Heel Hget x" Q. Bearing x" Cantilever : x Overhang x",„°':�'a'."..:,,"'M�w".e,'."°'"'. Spacing 24" o.c. T,'P. ROOF HANGER: THD26 TYP. FLR. HANGER: THD46 AI THD26 Qty OM THD46 Qty ur K B THD26-2 Qty QN THD48 Qty U. THDH26-2 Qty @ THDH48 Qty Lu z D THDH263 Qty © THDH410 City p E THD28 Qty O F SKH26 L/R G o Approved by: a d d Desired delivery date: E 0 Approval Date: Reaction Uplift Reaction Uplift Reaction Uplift 1 xx xx 7 xx xx 1 xx xx 2 xx xx 8 xx xx 1 XX xx < 3 xx xx 9 xx xx 1 xx xx 4 xx xx 10 xx xx 16 xx xx (n 5 xx xx 11 xx xx F 1 xx xx d 6 xx xx ii xx xx 8 xx xx J d Only points listed above have reaction > 5000 or Uplift > 1000 Values shown on sealed design drawings supersede the above. m x m x x x (n w x o x x x x Client : x Z___—__,._ w Project: x Address, Date, Intials, Description i Date :,.— 12 _ !,'Designer 1Doug _ - Da __. _ .y Project # 121151 GENERAL NOTES NOTES GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ningun modo que frequency or location of temporary lateral restraint identifiquelafrecuenciaolocalizacidnderestricci6nlaterdl and diagonal bracing. Follow the recommendations y ambstre diagonal temporales. Use las recomendadones for handling, installing and temporary restraining de manejo, instalacicin, restribd6n yarriostre temporal de and bracing of trusses. Refer to SCSI - Guide to los trusses. Vea el folleto SCSI - Guia de Buena Prddica Good Practice for Handling, Installing, Restraining oara el Manejo Instalacl6n Re_stric i6n yArriostre de los & Bracing of Metal Plate Connected Wood Truces de Madera Conecfados con Playas de Metal*** Trusses*** for more detailed information. para informad6n mas detallada. Truss Design Drawings may specify locations of Los dibujos de disen-o de los trusses pueden espedficar permanent lateral restraint or reinforcement for las localizations de restriod6n lateral permanence o individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. Vea la B3*** for more information. All other permanent hoja resumen BCSI-B3*** para mas informad6n. El bracing design is the responsibility of the building resto de los disefios de arriostres permanentes son la designer. responsabilidad del disefiador del edificio. ® WARNING! The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalacicin, restricci6n y arrisotre incorrecto puede ser la cafda de la estructura o a6n peor, heridos o muertos. ACaU=ffl Exercise care when removing banding and handling. trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. m ICAUIEL41 Utilice cautela al quitar las ataduras 4 o los pedazos de metal de sujetar pare evitar dano a los trusses y prevenir la herida personal. Lleve el a d o rotectivo ersonal era ojos pies q p p p p Use T46t Udlice mans y cabeza cuando trabaja con trusses. AL CaUMOM special care in cuidado especial en windy weather or dials ventosos o cerca near power lines de cables electricos o and airports. de aeropuertos. Spreader bar for truss HANDLING - MANEJO eapD� '" O O Avoid lateral bending. Evite la flexi6n lateral. 0 Use proper rig- Use equipo apropiado ging and hoisting para levantar e FMOTM The contractor is responsible for equipment. improvisar properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El Contrdtista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra liso para prevenir el dano. r. y: t9 DO NOT store NO almacene •xr unbreced bundles verticalmente los " t uoricht. trusses sueltos. Q Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.) Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o' almacenados temporalmente en Contacto run el suelo despu6s de entrega. Si los trusses estaran guardados pare mas de una semana, ponga bloqueando de alture sufidente detras dew pile de los trusses a 8 hasta 10 pies en centro (o.c.). (S) DO NOT store on NO almacene en Berra For trusses stored for more than one week, covey uneven ground. desigual. bundles to protect from the environment Para trusses guardados por mas de una semana,_ cubra los paquetes para protegerlos del ambiente. _ Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses: Vea el folleto BM*** para informacidn mas detal- lada sabre el manejo y almacenado de los trusses en area de trabajo. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DON'T overload the crane. NO sobrecargue la gr6a. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. Q A single lift point may be used for bundles of top P P chord itch trusses u to 45' 13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3m) and paral- WARNING! Do not over load supporting lei chord trusses up to 45' (13.7m). Use at least structure with truss bundle. three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue la trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de >45' (13.7m). trusses. Puede usar un solo lugar de levantar para pa- [✓( Place truss bundles in stable position. quetes de trusses de la cuerda superior hasty 45' y trusses de cuerdas paralelas de 30' o menos. Puse paquetes de trusses en una posicidn Use por to menos dos puntos de levantar run estable. grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas hasty 451 Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45' MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES MINIM Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pico para levantar puede 60' or less hater dano al truss. Approx. truss length Tagline .: TRUSSES UP TO 30is, TRUSSES HASTA 30 PIES Locate Spreader bar Attach 10' (3 m) reader bar above or sfinback o.c. max. mid -height Toe -In T� oe-In Spreader bar 1/t2 to 2/3 truss length Tagline Spreader bar 213 to TRUSSES UP TO 60' 0 PI m) -� �- 314 tmsa length '~II TRUSSES HASTA 60 PIES Tagline TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA If SOBRE 60 PIES -� 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicidn con equipo de grua hasta que la restriccion lateral temporal de la cuerda superior estd instalado y el truss est6 asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO Q Trusses 20' - t 0 Trusses 30' ' (6.1 m) or ' (9.1 m) or f less, support less, support at near peak. quarter points. Soporte Soporte de cerca al pico los cuartos los trusses I 4- Trusses up to 20' -)► I de tramo IDS I - Trusses up to 30' de 20 pies o (6.1 m) trusses de 30 (9.1 m) menos. Trusses haste 20 pies pies o menos. Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL FiTOMM Refer to BCSI-32*** for more Top Chord Temporary information. Lateral Restraint Vea el resumen BCSI-02*** para mas infor- (TCTLR) maci6n. 2A min. 0 Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arnostres de Berra para el primer =90" truss directamente en linea con cada una de las filas de restdcc/6n lateral temporal de la cuerda superior (vea la tabla en la pr6xima Brace first truss column). <-- securely before erection of additional DO NOT walk on trusses. unbraced trusses. NO camine en trusses ® sueltos. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see trusses,are set. below). 7) Repeat process with groups of four trusses until all , 1) Instale los arriostres de Berra. 1) Instale el primero truss y ate seguramente at arriostre de Berra. 3) Instale los pr6ximos 4 trusses con restriction lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los pianos de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instale la resb1cci6n lateral temporal y amostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimfento en grupos de cuatro trusses hasta que todos los trusses esten instalados. Refer to BCSI-B2*** for more information. Vea el resumen BCSI-B2*** para mas informacidn. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccl6n y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la Column para la restriccion y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss,Span LongitudtdeTramo Top Chord Temporary Lateral Restraint (TCTLR) Spacing Espaciamiento del A�riostre Temporal de Ia�Cuerda Superior 10' (3 m) D.C. max. Up to 30' (9.1 m) 30' (9.1 m) - 81(2.4 m) D.C. max. 45' (13.7 IT) 45' (13.7 m) - 6' (1.8 m) D.C. max. 60' (18.3 m) 60' (18.3 m) - 4' (1.2 m) o.c. max. 80'(24.4 IT)* *Consult a Registered Design Professional for trusses longer than 60' (18.3 IT). *Consulte a un Professional Registrado de Disen-o para trusses mas de 60 pies. 0 See 1EICSI-B2*** for TCTLR options. Vea el BCSI-B2*** para las options de TCTLR. Refer to BCSI-B3*** for Gable End Frame re- A' straint/bracing/ reinforcement information. Para information sobre restnc- TCTLR d6rilarriostre/refuerzo para Armazones Hast/ales vea el 10" or resumen BCSI-B3*** Note: Ground bracing not shown for clarity. required at support s) 0 Repeat diagonal braces for each set of 4 trusses. Repita Ids arrisotres diagonales para cada grupo de.4-trusses., Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS,VIM= ! •- r r i. n Diagonal LATERAL RESTRAINT bracing & DIAGONAL BRACING Web members ARE VERY IMPORTANT &A RESTRICCIUN LATERAL Y EL ARRIOSTRE � DIAGONAL SON MUY IMPORTANTES! 10' (3 m) - 15' (4.6 m) max. Same as bottom chord lateral restraint 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses., Bottom 10'(3m)-15'(4.6m) max. chords Diagonal braces every 30 truss spaces >--"20' (6.1 m) max. Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICC16N YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 �� 10' 3 m) or Diagonal bracing Repeat diagonal bracing HITIi�Z.7 Refer 15' (4.6 m)* every 15 truss spaces 30' to BCSI-67*** for / (9.1 m) max. more information. Vea el resumen BCSI-B7*** para mas informacf6n. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. i INSTALLING - INSTALACION out-ofsPlaneME R1 Tolerances for Out -of -Plane. Tolerancias para Fuera-de-Plano. Max. Bow LangMax. Bow "� 'n ( t Max. Bow p t- Length Plumb line Tolerances for i Out -of -Plumb. Tolerancfas para D/5o max Fuera-de-Plomada. Out -of -Plumb Truss Length 12.5' D150 D (ft.) 3.8 m 1/4" 1' E22mm 14.6' 6mm 0.3m 4.5m1/2" 2'16.7' 13 mm 0.6 m 5.1 m3/4" 3' 18.8' 19 mm 0.9m 29 mm 5.7m 1" 4' 1-1/4" 20.8' 25 mm 1.2m 32 mm 6.3m 1-1/4" 5' 1-3/8" 22.9' 32 mm 1.5m 35 mm 7.0m 1-1/2" 6' 1-1/2" 25.0' 38 mm 1.8 m 38 mm 7.6 m 1-3/4" 7' 1-3/4" 29.2' 45 rum 2.1 m 45 mm 8.9 m 2" Z8' 2" a33.3' 51rum CONSTRUCTION LOADING CARGA DE CONSTRUCCION DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construcci6n hasta que todas las restric- tions laterales y los arriostres esten colocados en forma apropiada y segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas maximas de mont6n. Vea el resumen BC5i-B4 *** pat mas informaci6n. (a restraint Maximum Stack Fie(ght for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3� tlles high ® NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiales cerca de un pico. DO NOT overload small groups or single trusses. NO sobrecargue pequen"os grupos o trusses individuales. Q Place loads over,as' ma6y trusses as possible. Coloque las cargas'sobre tantos trusses como sea posible. - 0 Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS = ALTERACIONES rill Refer, to BCSI-135 *** Truss bracing not shown for clarity. Vea el resumen BCSI-B5. *** G DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO Corte, altere o perfore ningun miembro estructural de un truss, ` a menos que e.W especfficamente permiddo en el dibujo del diseno del truss. MMIM Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durance la construcci6n o han sido alterados sin la autorizacidn previa del Fabricante de Trusses, pueden hater nulo y sin efecto la garantfa limitada del Fabri- cante de Trusses. - "'Contact the Component Manufacturer for more Information or mnsult a Registered Design Professional for assistance. To view a non-pdn0ng PDF of this document, visit www.shcindustry com/61. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given pmject. If the contractor believes it needs assistance in some aspect of the construction pmject, it should seek assistance from a competent parry. The methods and procedures outlined in this document are Intended to ensure that the oveall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contrdctoc It is not Intended that these recommendations be interpreted as superlor to the bullding designer's design specification for handling, installing, restraining and bmdng trusses and it does not preclude the use of other equivalent methods for restaining/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the contactor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. sac- waoomusstoutnt TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St, Ste. 312 • Alexandria, VA 22314 608/274-4849 * www.sbcindusW.com 703/683-1010 * www.tpinst.org