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Home My WebLink AboutTRUSS PAPERWORKiTek 8 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These tru signs rely on lumber values established by others. L MAR 0 2 20% �MNNCU BY " PERCJIITfI�!G A"'G VL RE: 73236 - Resendiz St. Lucie County, Ft. MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: Homecrete Homes, Inc. Project Name: Resendiz Model: I nt/Rlnck- Subdivision: Address: unknown City: St Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 WindlCode: ASCE 7-10 [All HeighlI Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 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. jSeal# Truss Name Date No. Seal# Truss Name Date 1 IT8010796 A 2/8/016 18 T8010813 J5 2/8/016 12 I T8010797 I Al 1 2/8/016 119 I T8010814 I J7 12/8/016 I 13 I T8010798 I A2 1 2/81016 120 I T8010815 I JA7 12/8/016 1 14 178010799 1 A3 12/8/ 16 121 1 T8010816 ( J03 12/8/016 I I5 I�T8010800 I A4 12/8/016 122 1 T8010817 JC5 2/8/016 16 I T8010801 I A5 12/8/016 123 I T8010818 I JC7 12/8/016 7 Ii T8010802 I A6 12/8/016 I24 1 T8010819 I KJ7 12/8/016 I 8 I T8010803 I B 12/8/016 I25 I T8010820 I KJC7 12/8/016 1 19 I T8010804 I B1 12/8/016 126 1 T8010821 I V4 12/8/016 1 110 I T8010805 I B2 12/8/016 127 I T8010822 I VGE 12/8/016 11 I T8010806 I B3 12/8/016 I 12 I T8010807 164 12/8/016 1 113 I T8010808 I B5 12/8/016 I EVI�D 114 I T8010809 I GRA 12/8/016 I ACR 115 1 T8010810 I GRB 12/8/016 I O REVIEWED 116 I T8010811 I J1 12/8/016 I 117 I T8010812 I J3 12/8/016 I 1 The truss drawing(s) referenced above have been prepared by MiTek Indusj'es, 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 desig l of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. M4 O REJECTED AS NOTED C) REVISE AND RESUBMIT ARCHITECT z�? ®1 cr A. ee •EN B,9 ��• ee ,`1`,•��G Sic •.�� . r � r � r � r :ram r 13 ' STATE OF .' 14/' /0 N M_ E 00000, m Alb I o.3 ek ; In FILM 6 I IEa 0 33 i February 8,2016 Albani, Thomas 1 of 1 The truss drawing(s) referenced above have been prepared by MiTek Indusj'es, 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 desig l of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. M4 O REJECTED AS NOTED C) REVISE AND RESUBMIT ARCHITECT z�? ®1 cr A. ee •EN B,9 ��• ee ,`1`,•��G Sic •.�� . r � r � r � r :ram r 13 ' STATE OF .' 14/' /0 N M_ E 00000, m Alb I o.3 ek ; In FILM 6 I IEa 0 33 i February 8,2016 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply Resendiz T6010796 73236 A SPECIAL 1 1 o tional Job Reference (option 'I . Chambers Truss, Fort Pierce, FL 6.00 12 1.64U s Sep 2N 2Ulb MI reK inausrnes, inc. Mon r9D Va 11:24:24 zu,o rage , I D:p8CYW BO07p4MA1 s ELuBOz7zA2zv-g P?mHgXAjaX8LX1 Nwl rX5mmdgdTSxBod7elOolznE?5 9-0.0 14-5-8 19-11-0 27-0-0 33-0-0 i 35-8-10 42-0-0 43-4-q 2-8-10 5-5-8 5-5-8 7-1-0 6-0-0 2-8-10 6-3-6 1-4-0 Scale = 1:75.9 5x6 = 4x10 = 4x5 = 4x6 = 3x4 I 5x8 = 4 27 5 28 6 7 829 30 9 45 — 3x8 = 4x6 = 5x8 = 3x4 I 3x4 I 7x8 = 3x6 I LOADING,,psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.41 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DO 1.25 BC 0.79 Vert(TL) -1.03 15-16 >491 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.29 11 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.53 15-16 >947 240 Weight: 232 lb FT = 20% LUMBER-1BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purling. BOT C14ORD 2x4 SP M 30 .E ,vx_?af• BOTCHORD Rigid ceiling directly applied or 4-10-12 oc bracing. 1 6-17,8-14: 2x4 SP No.3 WEBS 1 Row at midpt 5-20 WEBS 2x4 SP No.3 `Except` MiTek recommends that Stabilizers and required cross bracing 16-18: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1626/0-8-0, 11=1626/0-8-0 Max Horz2= 217(LC 6) Max Uplift2=-922(LC 8), 11=-922(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2829/1523, 3-4=-2639/1469, 4-27=-2358/1356, 5-27= 2358/1356, 5-28=-4662/2539, 6-28— 4662/2539, 6-7= 4135/2271, 7-29=-4135/2271, 8-29= 4135/2271, 8-30= 4080/2246, 9-30=-4080/2246, 9-10=-2645/1471, 10-11=-2832/1521 BOT CHO ID 2-20=-1198/2456, 19-20— 1505/3166, 18-19=-1505/3166, 15-16— 2273/4724, 8-15=-386/325, 11-13— 1196/2458 - WEBS 3-20— 251/224, 4-20= 494/961, 5-20=-1120/587, 5-18=-570/344, 16-18=-1449/3090, 5-16= 874/1774, 6-15=-720/331, 13-15=-952/2191, 9-15= 1059/2046, 10-13= 252/224 �I NOTES- e,,�� NS A. 44e��j' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=50ft; L=42ft; eave=5ft; Cat. 11; ee ; •�,� S�`••,2� �� Exp C; Encl., GCpi=0A E8; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. No 39380. 4) All platers are MT20 plates unless otherwise indicated. e 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 wild .. tit belwaen the bottom choTd and any otter members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=922, .0'� • - (V; 11=922.1 = e 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '�✓�S . ; Q R 0, • �\ `ee 11111111 Thomas A. Aibanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Gchrr rarer R 7f11 A ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. Design vall a truss system. for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bet building design. Is always required Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek` fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type aty Ply Resendiz • T6010797 73236 Al SPECIAL 1 1 Job Reference (optional) .. Chambers Fort Pierce, FL 5-4-14 5-4-14 6.00 12 5-7-2 14-5-8 4-5-8 5x6 = 4x5 = 4x6 = 5x12 = 7x8 = i.ti4u s 5ep zu zuia mu ex mausrries, inc. mon reo vc i rzv:zo zv r o raga i I D:pBCYW BO07p4MA1 sELuBOz7zA2zv-8bZ8UAXoU uf?zhcZUlMmezJVJ i t?gfAmM l i ZKBznE?4 7-1-0 4-0-0 5-7-2 4x6 = 7x8 = 5x8 = 829 30 9 3x12 = Scale = 1:76.2 3x5 = 5-4-14 11-0-0 19-110 27-0-0 31-0-0 36-7-2 42-0-0 5-0-14 5-7-2 8-11-0 7-1-0 4-0-0 5-7-2 5-4-14 Plate Offsets (X,Y)— [2:0-0-4,Edge], [4:0-3-0,0-2-0], [TO-3-0,Edge], [9:0-6-0,0-2-8], [11:0-0-4,Edge], [14:0-5-8,0-1-8], [16:0-2-4,Edge], [1TO-6-0,0-5-0], 118:Edge,0-1-8], [19:0-5-8 n-9-di LOADING (Rsf) i SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.29 16-17 >999 360 MT20 244/190 TCDL �.0 Lumber DOL 1.25 BC 0.64 Verl(TL) -0.76 16-17 >662 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.24 11 n/a n/a BCDL 1p.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.3716-17 >999 240 Weight: 247lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. BOT CHORD 2x4 SP M 30 *Except` BOT CHORD Rigid ceiling directly applied or 5-8-3 oc bracing. 6-18,8-15: 2x4 SP No.3 WEBS 1 Row at midpt 5-19, 17-19, 6-16 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 17-19: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1626/0-8-0, 11=1626/0-8-0 Max Horz2=-259(LC 6) Max Uplift2=-922(LC 8), 11=-922(LC 8) FORCES. (�b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR� 2-3— 2927/1548, 3-4=-2569/1404, 4-28=-2263/1330, 5-28= 2263/1330, 5-6=-3626/2018, 6-7= 3249/1823, 7-29= 3249/1823, 8-29=-3249/1823, 8-30= 3215/1805, 9-30=-3215/1805, 9-1 0=-2559/141 0, 10-11=-2937/1545 BOT CHORD 2-21=-1242/2575, 20-21=-1242/2575, 19-20= 1242/2575, 16-17=-1689/3671, 8-16=-334/268, 13-14= 1240/2568, 11-13= 1240/2568 WEBS 3-19=-449/305, 4-19=-401/848, 5-19=-1167/618, 17-19= 1297/2806, 5-17=-445/982, ®�111111/►� 6-16=-585/254, 14-16= 921/2209, 9-16=-756/1546, 9-14= 326/136, 10-14=-474/300 % 0 ........ �'•. NOTES- i%`"X ..GENS'• 'Q�7�✓ 1) Unbalanced roof live loads have been considered for this design. �� , �C`'•,"lj ✓ 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=50ft; L=42ft; eave=6fh Cat. II;� Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 No 39380. 3) Provide adequate drainage to prevent water ponding. 4) All plates tare 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This tru s 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 wilt; e E fit betwee i the bottom chord and any other members. 7) Provide rr echanicai connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=922, ✓r = �� 11=922. ✓ �'•. C p R , p,.•' ♦ ,. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ✓�', ss • • • • • �� , lot It Thomas A. Albanl PE No.39380 Mffek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date: February 8.2016 I " ® WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I.7473 rev. 1010312015 BEFORE USE. Design valid or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desi n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always recl Ired for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding The fabrication, s orage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job v Truss Truss Type Qty Ply Resendiz T8010798 73236 A2 HIP 1 1 Job Reference (optional) ., unamners i russ, ran rierce, rL r.eYv a avy <e cv,� �rn�on ,��a.uau�w. ��... �.•,�� o., .,., , �.��.�.. �.. �., � ..yo I D:p8CYW BO07p4MA1sELuBOz7zA2zv-co7W iW YQFBnsbgBl2Su?ABreHQEIPBfwbyn7seznE?3 4-7-6 8-0-0 8-0-0 6.00 12 5x8 3x4 11 5x8 = 8-4-10 Scale = 1:75.9 3x6 G 3x4 11 3x6 = 3x8 = 3x4 = 3x4 11 3x6 3x4 = 3x6 = LOADING (psf) TCLL 20.0 TCDL �/.0 BCLL b.0 ' BCDL 10.0 SPACING- 2-0-0 Plate,Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.46 BC 0.48 WB 0.57 (Matrix-M) DEFL. in (loc) Udefl Lid Vert(LL) -0.19 13-15 >999 360 Vert(TL) -0.48 13-15 >999 240 Horz(TL) 0.15 10 n/a n/a Wind(LL) 0.24 15 >999 240 PLATES GRIP MT20 244/190 Weight:221 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc pudins. BOT CHORb 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (ID/size) 2=1626/0-8-0, 10=1626/0-8-0 Max Horz2= 300(LC 6) Max Uplift2=-922(LC 8), 10= 922(LC 8) Max Grav2=1673(LC 13), 10=1674(LC 14) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHOR� 2-3= 2804/1436, 3-4=-2698/1450, 4-5=-2413/1359, 5-25= 2486/1484, 6-25=-2486/1484, 6-26= 2486/1484, 7-26=-2486/1484, 7-8= 2414/1359, 8-9= 2700/1450, 9-10=-2806/1436 BOT CHORD 2-1 8=-1 104/2613, 17-1 8=-1 104/2613, 16-17= 856/2240, 16-27= 856/2240, 15-27=-856/2240, 15-28=-856/2079, 14-28=-856/2079, 13-14= 856/2079, 12-13=-1104/2401, 10-12=-1104/2401 WEBS 4-17= 517/337, 5-17=-191/558, 5-15= 289/646, 6-15= 501/419, 7-15=-289/646, 7-13=-191/559,8-13=-518/337 `e�111111111111 NOTES- ��O�PS A. 44 ",��, 1) Unbalanced roof live loads have been considered for this design. %2) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=50ft; L=42ft eave=5ft; Cat. II; ��,••�,\G E N Sic' Exp C; Er1cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 i 3) Provide adequate drainage to prevent water ponding. No 3 9380.. - :� 4) This trussi 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 wic fit betweep the bottom chord and any other members, with BCDL = 1 O.Opsf. : -a 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=922� E , �� 10=922. '� • : (v - 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used to the analysis and design of this truss.�� ss��rsS'O N Al-IE��` dllllll Thomas A. Albans PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; C'ahoni R 0111 r- ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev. 1010312015 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, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building sign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sf orage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Resendiz T8010799 73236 A3 SPECIAL 1 1 Job Reference (optional) • Chambers Truss. Fort Pierce, FL 7-10-6 I D:p8CYW BO07p4MA1 s ELuBOz7zA2zv-4_hvvsZ20VwjC_myc9PEjOOk9q UbBeR3pcW gO4znE?2 27-n-n 32-3-4 37.4-12 42-0-0 7-1-10 ' 6-0-0 1 6-0-0 5-3-4 5-1-8 4-7-4 5x8 = 6.00 12 3x4 11 6x8 = 4 5 6 25 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TOOL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHOR 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' 9-11: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 4-16,6-16,9-13: 2x4 SP M 30 WEDGE I Left: 2x4 SPI No'3 REACTIONS. (lb/size) 11=1742/0-7-4, 2=1438/0-8-0 Max Horz2=334(LC 7) Max Upliftl1=-922(LC 8), 2=-824(LC 8) Scale = 1:77.4 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.77 Vert(LL) -0.49 16 >922 360 MT20 244/190 BC 0.82 Vert(TL)-1.1216-17 >402 240 MT18HS 244/190 WB 0.54 Horz(TL) 0.78 11 n/a n/a (Matrix-M) Wind(LL) 0.60 16 >747 240 Weight: 205lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied of 5-1-6 oc bracing, WEBS 1 Row at midpt 3-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-4554/2285, 3-4=-3561/1766, 4-5= 5038/2469, 5-25=-5038/2469, 6-25— 5038/2469, 6-7= 2901/1455, 7-8=-2387/1246, 8-9=-2472/1228, 9-10=-231/523 BOT CHOR 2-18=-1975/4330, 17-18— 1988/4342, 16-17— 1300/3302, 15-16=-985/2617, 14-15=-933/2216, 13-14=-940/2200, 12-13=-623/400, 11-12= 1736/943, 9-12=-1521/855, 10-11=-425/256 WEBS 3-18=6-16=01204/2730, 7-101/670, 5=/152/497, 7-13=/478, 570/ 5469-83412074, 3461280, 1285/2736 ♦�♦,�,,p,S"A",qnn�i� NOTES- ��'�'� G E 1V . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (&second gust) Vasd=124mph; TOOL '=4.2psf; BCDL=3.Opsf; h=14tt; B=50tt; L=421t; eave=51t; Cat. lit. No 39380. -� � Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide atlequate drainage to prevent water ponding. L 4) All plates lare MT20 plates unless otherwise Indicated. •- 5) This truss) has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This trusts 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. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �� (`' 0 R I Q��• �` ♦♦♦� of bearing surface. �j, ss ' • • • 8) 2 8 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 11=922, �jlO N A` �� ♦ 4. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albany PE No.39380 MI7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual [wilding component, not this Into the a truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate design overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Easi Blvd. Safety Informpllon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 1 Job • Truss Truss Type Qty Ply Resendiz T8010600 73236 A4 SPECIAL 1 1 Job Reference (optional) cnamoers i russ, tort tierce, rL I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-YAFH6Cagnp2agBL89twTFcxwNEgpt4JD2GGD�xW znE?1 31-0-4 37-4-12 1 42-0-0 , 6-6-8 14-11-5 15-6-3 8-0-0 6-0-4 5x8 = 6.00 12 5x8 = 4-7-4 Scale = 1:77.4 LOADING (Psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 210.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.41 18-19 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.98 18-19 >462 240 MT18HS 244/190 BCLL �.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.60 12 n/a n/a BCDL 1P.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.5118-19 >878 240 Weight: 210lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-1-3 oc bracing. BOT CHORD 2x4 SP M 30 'Except' MiTek recommends that Stabilizers and required cross bracing 10-12: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 *Except* Installation guide. 10-14: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 12=1739/0-7-4, 2=1441/0-8-0 Max Horz2=375(LC 7) Max Upliftl2= 920(LC 8), 2=-825(LC 8) FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4626/2348, 3-4=-4279/2136, 4-5=-4230/2146,'5-6= 3249/1631, 6-7=-3482/1713, 7-8=-2892/1443, 8-9=-2609/1369, 9-10= 2753/1347, 10-11=-214/459 BOT CHOR 2-20— 2043/4403, 19-20— 2033/4438, 18-19= 1660/3902, 17-18= 1108/3050, 16-17=-931/2601,15-16=-1033/2464,14-15=-1035/2441,13-14=-476/371, 12-13=-1720/936, 10-13=-1534/877, 11-12=-361/223 1�,``��{{{IIIIIIII WEBS 3-19=-321/321, 5-19=-148/474, 5-18=-860/560, 6-18= 267/601, 6-17=-243/822, �--AAP.CJ A• iq ,16 7-17=-471/1398, 8-16=-233/310, 8-14=-431/301, 10-14=-1284/2833 NOTES- l �,,'`�••�'�G E NSF•�2�,,�i 1) Unbalanced roof five loads have been Considered for this design. No 39380. •'. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=141h B=50ft; L=42f; eave=5ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed; 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 trussl 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 fit betwee the bottom chord and any other members. Q�.•' 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity ss, Ss<•0 R 1 • • ��% �% of bearing surface. �� Q N A1. 8) Provide r echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=920, 2=825. 1Thomas A. Albani PE No.39380 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 ® WARNING1 Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sysle Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall sot building design. Bracing Indicated Is To prevent Welding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.Safety Inform, Ilan available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Resendiz T8010801 73236 A5 SPECIAL 1 1 Job Reference (optional) a Chambers Truss, Fort Pierce, FL 7-7-2 5-8-3 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 LUMBER - ' TOP CHORD 2x4 SP M 30 BOT CHORb 2x4 SP M 30 'Except' 9-11: 2x6 SP No.2 WEBS I 2x4 SP No.3 *Except* I D:bsGbjdgfv_oPsmc7NsrcEXzvU m?-ONpfKXb IY6ARSIvKjaRiopT8neAPcSxMHw?nTzznE?O 4-0-0 ' 7-2-6 17-2-6 4-7.4 5x8 = Sx8 = s.00 12 B-9-3 CSI. DEFL. in (loc) I/defl Ud TC 0.57 Vert(LL) -0.3917-18 >999 360 BC 0.80 Vert(TL) -0.9717-18 >468 240 WB 0.92 Horz(TL) 0.51 11 n/a n/a (Matrix-M) Wind(LL) 0.4917-18 >922 240 BRACING - TOP CHORD ROT CHORD 9-13: 2x4 SP M 30 WEDGE Left: 2x4 SR No,3 REACTIONS. (lb/size) 11=2003/0-7-4, 10=-240/0-8-0, 2=1417/0-8-0 Max Horz2=417(LC 7) Max Upliftl 1= 1035(LC 8), 10= 282(LC 13), 2=-815(LC 8) Max Gravl1=2003(LC 1), 10=104(LC 8), 2=1417(LC 1) FORCES. i lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP 'CHORi 2-3=-4493/2280, 3-4=-410512056, 4-5=-4001/2068, 5-6=-264011413, 6-7=-2643/1380, 7-8=-2681/1319, 8-9=-2625/1313, 9-10=-377/890 BOT CHORD 2-19=-197214311, 11960/4353, 17-18= 1466/3591, 16-17= 849/2643, 15-16= 768/2375, 14-15= 982/2357, 13-14=-984/2329, 12-13=-1148/559, 11-12= 1972/1046, 9-12=-1620/925, 10-11=-729/381 WEBS 3-18= 409/382, 5-18= 262/646, 5-17=-957/639, 6-17= 327/738, 6-16— 120/441, 7-16=-311/962, 7-15=-79/286, 8-15=-343/366, 8-13=-442/317, 9-13_ 1482/3346 Scale = 1:77.0 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 216 lb FT = 20% Structural wood sheathing directly applied or 2-10-11 oc puffins. Rigid calling directly applied or 4-2-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. O�`PS A. NOTES- �� • 1) Unbalanced Toot live loads have been considered for this design. No 39380. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=50ft; L=42ft; eave=5ft; Cat. IE 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. a ,. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. > E (41 Z. 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 �•,! w�� fit betwean the bottom chord and any other members. •• t R Q•.•• I:bb 7) Bearing at Joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity w•� S • • ..... • • G �� of bearing surface. 8) Provider, echanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 11=1035t 10=282, 2=815. 9) "Semi-d d pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albanl PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 ® WAR, W.II -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 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, not a truss syster i. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- gn. prevent Is always rec uired for stability and to prevent collapse wlih possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, forage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job • Truss Truss Type Qty Ply Resendiz T8010802 FReference 73236 A6 SPECIAL 5 1 Job o tional unambers Ir4ss, 1-on F'IerCe, FL 7-7-12 6-35 6.00 12 5x6 = "" 5J p—LVIo wiiI—e,vvOu—, II- .,--,�.LY..iV cvIo utl, I D:bsGbjdgtv_oPsmc7NsrcEXzvUm?-VZM 1 XtbwIQ113SUXHlyxL10Fn2T6L?nW VaIK?PznE?? 6-3-5 7-7-12 7-7.19 IRA 1-1 91-n-n 2a-0.15 34-4-4 42-0-0 Scale = 1:74.6 7-7-12 6„3-5 7-0.15 7-0-15 1.65-5 7-7-12 Plate Offsets (X Y)-- f2:0-2-14 Edgel f4:0-3-0 Edgel f8:0-3-0,Edgel,fl0:0-2-14,Edgel,f12:0-4-0,0-3-01,f16:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 2b.6 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.61 14 >825 360 MT20 244/190 TCDL �.0 Lumber DOL 1.25 BC 0.96 Vert(TL)-1.4414-15 >350 240 MT18HS 244/190 BCLL 6.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 1.01 10 n/a n/a BCDL 1b.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.75 14 >671 240 Weight: 205lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' 6-14: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1626/0-8-0, 10=1626/0-8-0 Max Horz2=-467(LC 6) Max Upiift2=-922(LC 8), 10=-922(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5210/2604, 3-4=-4539/2237, 4-5=-4403/2250, 5-6=-3462/1662, 6-7=-3462/1662, 7-8= 4403/2250, 8-9=-4539/2237, 9-10=-5207/2604 BOT CHORD 2-16=-2209/5036, 15-16=-2212/5059, 14-1 5=-1 721/4325, 13-14=1721/4142, 12-13=-2212/4722, 10-12= 2209/4698 WEBS 6-14=-117912662, 7-14— 1217/744, 7-13=-131/440, 9-13=-741/476, 5-14=-12121744, 5-15=-131/440, 3-15= 709/476 NOTES- ��` NS A. q �I 1) Unbalanced roof live loads have been considered for this design. �� 0 �e 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=50ft; L=42ft; eave=5ft; Cat. 11; ,'1�e,•'•\Ci E NS'••:9/!i Exp C; E cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 �� ' '•• �i 3) All plates are MT20 plates unless otherwise indicated. No 39380. !: 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 witl: fit between the bottom chord and any other members. 6) Bearing a� Joint(s) 2, 10 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify 13 ' capacity of bearing surface. E : • �� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=922, V 10=922. •�� ( O R Q•,•' `�,,� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� ss� • • • • • • • • %>`, N A� Thomas A, Albani PE No.39380 MITek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 A WARNING � Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE. Design valid �Pr use only with MITek(D connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always regOlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and MISS; systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job * Truss Truss Type Qty, Ply Resendiz T8010803 73236 B SPECIAL 1 1 I Job Reference (optional) Chambers 1 2 Fort Pierce, FL 6.00 FIT 7,640 s Sep 29 2015 MiTek Industries, Inc. Mon Feb 08 11:24:31 2016 Page 1 I D:p8CYW BOO7p4MA1 s ELuBOz7zA2zv-zlwPIDcZ3kQ9hc3jr?TAtEZVcRrx4NafkEUtXrznE?_ 11-6-0 18-8-e 25-9-7 33-0-0 35-8-10. 42-0-0 A3-4-0, 2-6-0 7-2-9 7-0-13 7-2-9 2-8-10 6-3.6 1-4-0 5x8 = 3x4 11 3x4 = 3x6 = 3x4 = SX8 = 5 6 29 30 7 8 9 31 32 10 j 11 3x4 i �x6 i 4 3 18 20 i 22 21 3xg 5x8 = 3x5 = i �lzn o_c_n o_n_n 44 = 17 16 15 14 7x8 = 7x8 = 7x8 = 3x4 = 3x4 I A_n 1R-R-n 95-9-7 33-0-0 42-0-0 3x6 Scale = 1:75.9 147-4 •0-1 6-0-0 2-6-0 7-2-9 7.0-13 7-2-9 9-0-0 Plate Offsets (X Y)-- f2'0-2-9 0-1-81 (5:0-6-0 0-2-8j (10:0-6-0 0-2-8j (12:0-2-9 0-1-8j (18:0-2-8 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.49 Vert(LL) -0.33 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.77 15-16 >658 240 BOLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.31 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.43 15-16 >999 240 Weight: 236 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins. SOT CPDRb 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied or 5-0-11 oc bracing. 6-17: 2x4 SP No.3 WEBS 1 Row at midpt 4-19 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 3-20,16-18: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1645/0-8-0, 12=1607/0-8-0 Max Horz 2= 217(LC 6) Max Uplift2=-933(LC 8), 12=-911(LC 8) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1552/759, 3-4=-4703/2448, 4-5= 3014/1572, 5-6— 3160/1768, 6-29=-3146/1767, 1 29-30=-3146/1767, 7-30=-3146/1767, 7-8=-3408/1919, 8-9=-3408/1919, 9-31=-3272/1854, j 31-32— 3272/1854,10-32=-3272/1854,10-11=-2613/1452,11-12=-2800/1503 BOT CHORD 2-22=-460/1155, 19-20=-2120/4175, 18-19=-1183/2659, 6-18=-289/214, 16-17=-153/422, 15-16= 1575/3295, 14-15=-1036/2318, 12-14=-1180/2431 WEBS 3-22=-1111/522, 20-22= 563/1414, 3-20=-1701/3157, 4-19=-1649/946, 5-19=-93/426, A. 5-18=-504/955, 16-18= 1484/3009, 7-18= 404/181, 7-16=-266/239, 9-15=-521/376, ,��-^ PS °E° A I� 10-15=-622/1205, 10-14=-103/341, 4-20=-168/613 ,�� \v;° y s �S�•••'L.0i NOTES- ��,,��••�,G 1) Unbalanced 2) Wind: ASCE root live loads have been considered for this design. No 39380 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t B=50ft; L=42ft eave=6ft; Cat. IE Exp C; Encl., 3) Provide adequate GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 drainage to prevent water ponding. ° 4) This trusslhas * been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. • : �� E 5) This trusts fit betweep 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 WHO.. - •# the bottom chord and any other members. �, • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=933, �s� OR I'Q•`••' 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �IlO N A; ��` Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Pahri rnnr A 01111 A ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71-7473 rev. 10/0=015 BEFORE USE. Design valid #or use only with MIT&D connectors. ]his design is based only upon parameters shown, and Is for an Individual building component. not �° a truss syster�l Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabr catlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Resendiz T8010804 73236 B1 SPECIAL 1 1 Job Reference (optional) Chambers Trr ss, Fort Pierce, FL /.09V s—PZ9ZV.- ......... uro,nw. invn reo vo i ,cv6v V. lee6a-9s -4I D:p8CYW BO067p649MA1 sELuBOz7zA2zv-ziwPIDcZ3kQ9hc3jr?TAtEZWj RSWa43L-0A-0fk, EUtxrznE?_ 24--1 00 e-2 42-0-0 657-213 4 Scale = 1:76.2 LOADING (psf) TCLL 20.6 TCDL 17.0 BCLL 0.0 ' BCDL 1P.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lTP12007 CSI. TC 0.42 BC 0.80 WB 1.00 (Matrix-M) DEFL. in (loc) 1/defl Ud Vert(LL) -0.32 21-22 >999 360 Vert(TL) -0.93 21-22 >541 240 Horz(TL) 0.29 13 n/a n/a Wind(LL) 0.36 18-19 >999 240 PLATES GRIP MT20 244/190 Weight: 248 lb FT = 20% LUMBER- i BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins. BOT CHORb 2x4 SP M 30 -Except' BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing, 7-20: 2x4 SP No.3 WEBS 1 Row at midpt 8-18 WEBS 2x4 SP No.3 `Except` MiTek recommends that Stabilizers and required cross bracing 3-22: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1642/0-8-0, 13=1607/0-8-0 Max Horz2=-259(LC 6) Max Upltft2=-933(LC 8), 13=-912(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1724/878, 3-4— 4536/2335, 4-5=-4539/2426, 5-6=-2743/1495, 6-7=-2560/1460, 7-31= 2541/1458, 31-32= 2541/1458, 8-32=-2541/1458, 8-9= 2778/1618, 9-10— 2778/1618,10-33=-2778/1618,33-34=-2778/1618,11-34=-2778/1618, 11 -1 2=-2524/1390, 12-13=-2892/1523 BOT CHORD 2-24=-593/1398, 21-22= 1362/2833, 7-21=-295/226, 18-19— 1265/2776, 17-18=-957/2203, 16-17=-957/2203, 15-16=-1219/2527, 13-15=-1219/2527 WEBS 3-24=-1158/564, 22-24=-698/1646, 3-22=-1398/2757, 5-22=-747/1589, 5-21= 598/412, 616 / -26701212, 1121=-11% /2625, 8-21= 418/197, 10-18= 373/305, 11-18=-406/851,. ,,,B PS A"A� %% p •; e92�♦♦ NOTES- �,'��•••V C E 1) Unbalanced roof live loads have been considered for this design. i 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=141t; B=50tt; L=42tt; eave=6tt; Cat. 11 NO 39380...E Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fl 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 wits: fit betweel the bottom chord and any other members. i E . •�� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=933, 13=912. ♦♦ ��•••• R ••• G ,� 7) "Semi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �i s • • • • % &/0 NA Thomas A. Aibanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 ® WARNING 1 Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, dellvery, erection and bracing of trusses and miss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Resendiz T8010805 73236 62 SPECIAL 1 1 Job Reference (optional) . Chambers Truss, Fort Pierce, FL 1-7-4 /.640 a Sep za 20I5 mi I eK II I D:pBCYW BO07p4MA1 sELuBOz7zA2zv-RxUcy 11-s-o 13-0-0 21-0-0 29•0-0 35-2-12 1-s-0 8-0-0 &40 6-2-12 5x8 = 3x4 I Sx8 = 6.00 12 3x4 II 7 8 31 9, 32 10 6-9-4 7x10 = 7x10 = 3x8 = 4xb — 3x4 = 3x4 _ 3x8 3x4 4x4 = 4x6 = Scale = 1:77.5 f31r?IT ' 0 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 16.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI., TC 0.45 BC 0.77 WB 0.85 (Matrix-M) DEFL. in (loc) I/defl Lid Vert(LL) -0.31 21-22 >999 360 Vert(TL) -0.90 21-22 >561 240 Horz(TL) 0.28 13 n/a n/a Wind(LL) 0.32 18 >999 240 PLATES GRIP MT20 244/190 Weight: 245lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD 2x4 SP M 30 -Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-20: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 `Except` be installed during truss erection, in accordance with Stabilizer 3-22: 2x4 SP M 30 Installation guide. REACTIONS. (lb/size) 2=1641/0-8-0, 13=1608/0-8-0 Max Horz2=-300(LC 6) Max Uplift2= 931(LC 8), 13=-913(LC 8) Max Grav2=1687(LC 13), 13=1656(LC 14) FORCES. (1b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-17801913, 3-4=-4855/2348, 4-5=-4854/2408, 5-6=-4788/2419, 6-7= 2800/1495, 7-8=-2716/1532, 8-31=-2442/1468, 9-31=-2442/1468, 9-32=-2442/1468, 10-32=-2442/1468, 10-11=-2410/1334, 11-12=-2784/1408, 12-13=-289411486 BOT CHORD 2-24=-630/1578, 21-22=-1404/3170, 19-33=-838/2189, 18-33=-838/2189, 18-34=-859/2071, 17-34=-859/2071, 16-17=-859/2071, 15-16=-1177/2495, 13-15= 1177/2495 WEBS 50, 12414, 4 A. 9-18= 495/ 0910-18= 265/6139-21 8-21=-688/1544, 8 194-840/40058 8� 292 6b08 10-1 6=- 137/507, 11-16=-560/365, 3-22=-1364/2955 I E N SR• ��/,,�i NOTES- i) Unbalanced 2) Wind: ASCE `�`,��•��'`G root tine loads have been considered for this design. No 39380. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD L=3.Opsf; h=1411; B=50ft; L=42ft; eave=61 t; Cat. l; 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) 5) `This trusts has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. lI' 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 : ,+� fit betwee�l the bottom chord and any other members, with BCDL = I O.Opsf. . • '• 6) Provide mechanical 13=913. connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=931, (•Q R Q�••' ��,� I�, ss ....+. • \�%% 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �I�� O N A;`00 Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: j February 8,2016 ® WARNING I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid Jor use only with MITek® connectors. ]]its design Is based only upon parameters shown, and Is for an Individual building component, not a truss sysfe building des) . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bfacing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informption available from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Resendiz T8010806 73236 B3 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.oaysa P--io1-1—n1U—i—b,nm. i ii oyo I D:p8CYW BO07p4MA1 sELuBOz7zA2zv-v82AAvepbLgsxvD5yQW eyfetnFe5YO4yCYz_bkznE-r 15-0-0 21-0-0 27-0-0 34-2-15 42-0-0 43 4 Q 7-2-15 6-0-0 6-0-0 7-2-15 7-9-1 Scale = 1:76.1 6.00 12 5x8 = 3x4 11 5x8 = 423 5 6 24 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL .0 ' BCDL 1 .0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.38 BC 0.43 WB 0.40 (Matrix-M) DEFL. in Qoc) l/defl Ud Vert(LL) -0.16 13 >999 360 Vert(TL) -0.40 10-12 >999 240 Horz(TL) 0.16 8 n/a n/a Wind(LL) 0.22 13 >999 240 PLATES GRIP MT20 244/190 Weight: 229 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing.directly applied or 4-1-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD R;"4iri a-i!ir diresfty P=red or 6-10-5 roc Eking, WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1626/0-8-0, 8=1626/0-8-0 Max Horz 2= 342(LC 6) Max Uplift2=-922(LC 8), 8=-922(LC 8) Max Grav2=1666(LC 13), 8=1666(LC 14) FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHOR4 2-3— 2870/1489, 3-4= 2275/1288, 4-23=-2135/1326, 5-23=-2135/1326, 5-24= 2135/1326, 6-24=-2135/1326, 6-7=-2275/1288, 7-8=-2872/1489 BOT CHORD 2-16=-1154t2717, 15-16=-1156/2712, 14-15=-1156/2712, 14-25= 770/2112, 13-25=-770/2112, 13-26=-770/1957, 12-26=-770/1957, 11-12=-1156/2471, 10-11— 1156/2471, 8-10= 1154/2476 WEBS 3-16=0/291, 3-14=-698/445, 4-14= 178/545, 4-13=-161/431, 5-13=-360/284, 6-13— 161/431, 6-12=-178/545, 7-12=-699/445, 7-10=0/291 ` 0-1� p,S A. q,',-*t� NOTES- ♦ 0\v. •' • • �� 1) Unbalanced roof live loads have been considered for this design. ��♦ ,��Z`,• �,� G E 1v SF•' 9vi �� 2) Wind: ASCE 7-10; VUit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft B=50ft; L=42ft; eave=511t; Cat. Ily Exp C; Encl., GCp1=0.18;1IWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 No 39380. 3) Provide a equate 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 wily -0 tit between the bottom chord and any other members, with BCDL =1 O.Opsf. E 6) Provide rr echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=922, 8=922. 'i C1 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss: i�j,�s Q R �• ' �N♦♦♦ X- r�%% Thomas A. Albani PE No.39380 Mfrek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: 17chrrunnr A 901r, ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I.7473 rev. 1010312016 BEFORE USE. Design valid {or use only with MITek® connectors, fits design Is based only upon parameters shown, and Is for an Individual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des n. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �iiiTek' Is always regUlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1'Quailty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab • Truss Type Qty Ply Resendiz T8010607 73236 P"Uss SPECIAL 1 1 Job Reference (optional) ,. Chambers Truss, Fort Pierce, FL r.a4u s sep za zu1 o Mi i ek mausmes, inc. -c. Mon rub bo i .24:34 cv o gn 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-N KcYN FeRMfojY3ol W 81 tVtBuKfrW H Iz5QgY7AznE—x r1-4-0 8-6-0 15-0-0 17-0-0 25-0-D 31-1.0 35-11-11 42-0-0 A3-4-Q 1-4-0 8f>-0 6-6-0 2-0-0 8-0-0 B-1-0 4-10-10 6-0-5 Scale = 1:77.2 �1 0 4x12 3.00 F12 8x10 = 6.00 12 5x6 = 3x4 II 3x4 II 7x8 = 3x8 = 46 = 3x4 = LOADING {psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.53 18-19 >959 360 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.24 18-19 >408 240 BCLL D.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.72 11 n/a n/a BCDL 16.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.63 18-19 >798 240 LUMBER-1 TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' 5-17: 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD WEBS WEBS 2x4 SP No.3 `Except' 1 16-18,6-18,6-16,7-15: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1617/0-8-0, 11=1635/0-8-0 Max Horz2=-384(LC 6) Max Uplift2= 918(LC 8), 11— 926(LC 8) Max Grav2=1661(LC 13), 11=1702(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORb 2-3=-5484/2573, 3-4=-4472/2082, 4-5=-4406/2105, 5-6=-4376/2171; 67=-1881/1193, 7-8=-2129/1252, 8-9=-2792/1525, 9-10=-2880/1514, 10-11= 3015/1534 BOT CHORD 2-19= 2173/5223, 18-19=-2176/5225, 16-26_ 689/2032, 15-26=-689/2032, 14-15--1003/2235 14-27=-1003/2235 27-28=-1003/2235 13-28=-1003/2235 3x6 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 242 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing 1 Row at midpt 6-16, 6-15, 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. WEBS 11-13= 1213/2601 sp0�111 [ I I l /SOa /84,9 A 6-15=0247 2 0178-1547241/616, 8-81514683/434, 8-13 —162/4200, 0136255/2421269, ,`�O`v`PS. E NSF NOTES- ,,,��`'•��G • 1) unbalanced 2) Wind: ASIDE _� root live toads have been considered for this design. Z No 39380. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=50ft; L--42ft; eave=5ft; Cat. IE Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ; 3) Provide a✓lequate drainage to prevent water ponding. 4) All plates 5) This truss) are MT20 plates unless otherwise indicated.' has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i E e 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'�o, - • fit between 7) Bearing a} the bottom chord and any other members, with BCDL = 10.Opsf. . R >♦ Q•.•• �� joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ® SS ' • .... ••• • • •of bearing 8) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=918, 11=926.� 9) "Semi-rigi pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MITek USA, lbanc. FL Cott .393 Thomas A. Aibanl PE NoFL 6634 6904 Parke East Blvd. Tampa FL.33610 � Date; February 8,2016 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valld or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sysle . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des) n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW IVlO lW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and IRISS systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Btvd. Safety Informpflon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Resendiz T8010808 73236 BS SPECIAL 1 1 � Job Reference (optional) chambers iruSs, Fon Yleroe, t-L 7-10-6 1 7-1-10 .,or .. I......,..... __..._..---.- . I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-rWAwbbf37ywaADNU4rY624j5x3AGO9PFfsS5fcznE_w 19.0.0 23-0-0 29-1-13 353-11 42-0-0 A3-4-0 4-0-0 4-0-0 6-1-13 6-1-13 6-8-5 1-4-0 7x8 = 5x6 = 6.00 F12 3.00 12 5x6 WB= 3x4 = 3x6 axlo ; 3x4 14x6 = 3x8 = Ic_ns 10-n.n n.n-n R941-11 42-0-0 Scale = 1:77.2 i 7-10-6 7-1-10 4-0-01 4-0-0 1 9-9-11 9-2-5 Plate OffsetlS (X Y)-- f2:0-2-14 Edgel f4:0-3-0 Edqel (6:0-5-4 0-2-01 17:0-3-0 0-2-0) 111:0-2-9 0-1-81 f 18:0-5-8 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.49 18-19 >999 360 MT20 244/190 TCDL F.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -1.2018-19 >421 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.62 11 r1/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Wind(LL) 0.6118-19 >827 240 Weight: 254lb FT=20% LUMBER - TOP CHOR 2x4 SP M 30 BOT Cf tORD 2x4 SP M 30 •EXr'?at' 5-17: 2x4 SP No.3 WEBS 2x4 SP No.3'Except- 6-18: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP N0.3 REACTIONS. (lb/size) 2=1617/0-8-0, 11=1635/0-8-0 I M H 2--426 LC 6 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 130T CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-16, 6-15, 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. ax orz - ( ) Max Uplift2=-918(LC 8), 11=-926(LC 8) Max Grav2=1617(LC 1), 11=1660(LC 14) FORCES. (b} - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5339/2597, 3-4=4303/2100, 4-5=-4236/2115, 5-6=-4282/2260, 6-7=-1686/1139, 1 7-8= 1961/1198, 8-9=-2609/1498, 9-10=-2720/1485, 10-11= 2906/1535 BOT CHORD 2-19= 2203/5125, 18-19= 2209/5137, 5-18=-394/353, 15-16= 575/1748, 15-26=-915/2110, 14-26�915/2110, 14-27=-915/2110, 13-27=915/2110, 11-13=-1209/25011 5`ep��{IYIII/I/OI WEBS 6-15=0221 2 5, 7-1566308/618, 8-81576780/497 8- 3=-208/BO8,9 0-113-3 1/3151 0 ,��,,Q\v;Ps EA'• A.e9 �4.0 NOTES- 1') Unbalanc 2) Wind: AS Exp C; Er 3) Provide a 4) All VAates 5) This truss 6) ' This tru: fit betweE 7) Bearing a of beafint 8) Provide n 11=926. d roof live loads have been considered for this design. No 3 9 3 8 0..- :E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=50ft; L=42ft eave=5ft; Cat. IE :I., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 equate drainage to prevent water ponding. = ' as- MT20 plates wiles ct='wg*,-_ Sndimded. = +0 E has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ilve loads. i > has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will o�, - • •�� I the bottom chord and any other members, with BCDL = I O.Opsf. ♦♦♦ �' . O R k.•' ��,� joint(S) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ♦ s ..... • • ``G hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=918, ♦♦�,Is�O N 11 tiG;,`�e�, pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 ®WARNING Design valid Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. f[or use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. building design. Before use, the building designer must verify the applicability of design parameters and properfy Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Resendz T8010809 73236 GRA SPECIAL 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL i.ogv s Sep za 20 i o mi i en muu h i P u vo i aga , I D:p8CYW BO07p4MA1 sELuBOz7zA2zv-JjkloxghuG2RoNygdY3LaIG I rSZ5lcSOuW CeC3znE_y r1 4 0 I 7.0.0 13-5-8 19.11-0 23.5-8 27-0-0 31-0-0 35-0-0 42-0-0 A3-4-Q 1 4 0 7-0-0 6-5-5 6-5-8 3-6-8 4-0-0 4-0-0 7-0-0 1-4-0 Scale = 1:76.1 4x5,, = 5x8 = 4x10 = 284 29 3x4 11 3x4 = 5x8 MT18HS= C7 20 rtl io 8xl4 MT18HS = " '1 '� 3x4 II 4x6 = 6x8 = 3x4 11 3x4 11 5x6 = 5x8 = 830 31 9 10 m _o ch 0 11T(0 o 0 3x4 11 5x12 = 3x4 II 4x5 = Plate Offsets (X Y)-- f3:0-6-0 0-2-81 r4:0-3-8 0-2-0) f6:0-4-0 Edgel f10:0-6-0 0-2-81 f19:0-2-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.69 16-17 >728 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -1.66 16-17 >303 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.38 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 1.0516-17 >482 240 Weight: 443lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins. BOT CHORD 2x4 SP M 30 'Except- BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. 16-17: 2x4 SP M 31 WEBS 2x4 SP No.3'Except' 17-19,14-16,9-16: 2x4 SP M 30 REACTIONS. (Ib/size) 2=3218/0-8-0, 11=3222/0-8-0 Max Horz2=-175(LC 6) Max Uplift2= 2084(LC 6), 11=-2087(LC 8) Max Grav2=3704(LC 13), 11=3708(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR� 2-3=-7240/3968, 3-28=-9784/5550, 4-28= 9784/5550, 4-29=-14979/8454, 5-29= 14979/8454, 5-6= 15302/8601, 6-7=-15302/8601, 7-30= 14088/7904, 8-30=-14088/7904, 8-31=-13837/7781, 9-31=-13837/7781, 9-10=-8718/4938, 10-11=-7183/3941 BOT CHORD 2-21=-3365/6481, 20-21=-3376/6516, 19-20=-3376/6516, 18-19=-547/993, 5-17=-607/529, 1 16-17=-8266/15027, 8-16=-437/389, 14-15=-391/618, 13-14= 3345/6324, 11 3=-3334/6293 -1 WEBS 3 �p�al/ICI ,0`V:�S• A A�cT,,�I 7-217= 17 41 2, 7 16= 111193 368 4116= 4446/8 25, 9-16= 4912/620 2, 9-14=- 046/234698 • E N &'":•. 10-14=-1805/3206, 10-13� 273/773 ,,,��••�`G NOTES- : No 39380..—; 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. ' Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc. ' Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. e I 2) All loads dre considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to p� - E connection, s have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=5oft; L=42ft eave=6ft; Cat. 11; ��s�S • •� .::0•�•G`��®e < ExpProC; 1cl., Gequate pi FRSprev(directional);DOL=1.60 plate grip DOL=1.60Ett��' 5) a drainage to nt pond umber 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Thomas A. Albanl PE No.39380 Thom USA,lInc.i Cent .393 Mffe USA, nc. 6634 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Blvd. Tampa fL 33810 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=2084, Date: 11=2087. 1 February 8,2016 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valld f a truss system , r use only will)MITeka connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building dell n. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, WCANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Resendiz T8010809 73236 GRA SPECIAL 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.64u s sep za zulb M11 eK mausrnes, inc. mon reD Ub i r:z4:ab zur b rage z ID:p8CYWBO07p4MA1sELuBOz7zA2zv-JjkloxghuG2RoNygdY3LaIGIrSZ5lcSOuWCeC3znE v NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 733 lb down and 365 lb up at 35-0-0, and 733 lb down and 365 lb up at 7-0-0 onl bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-10— 112(F=-58), 10-12= 54, 21-22=-20, 18-21= 42(F— 22), 16-17— 42(F=-22), 13-15=-42(F=-22), 13-25=-20 Concentrated Loads (lb) V rt: 21= 475(F) 13=-475(F) ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid or use only with MITek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desl In. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always regl rlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • i I Truss Truss Type Qty Ply Resendiz T8010810 73236 GRB SPECIAL 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL 4.6-0 N— c..,.. ,.,,, o ............ .... ...- I D:pBCYW BO07p4MA1 sELuBOz7zA2zv-nvl h?GhJfaAI PXXtBGaa7Vp W nstTU56X69xCkVznE_u 3x4 11 3x4 = 46 = 3x8 = 3x4 11 5x8 = 6 31 32 7 8 9 33 10 11 Scale=1:76.1 22 21 24 23 4x4 = 19 18 17 16 15 7x12 = 8x10 = 3x4 11 5x8 MT18HS= 4x10 = 3x4 I 4x5 = 5x8 MT18HS= 14 3x4 11 4x5 = 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.51 17-18 >986 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.17 17-18 >430 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.37 12 n/a n/a BCDL 1' .0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.77 17-18 >653 240 Weight: 448lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 6-64 oc bracing. WEBS 2x4 SP No.3 *Except* 3-22,18-20: 2x4 SP M 30 REACTIONS. (lb/size) 2=324910-8-0, 12=3191/0-8-0 Max Horz2=-175(LC 6) Max Uplift2= 2103(LC 8), 12= 2068(LC 8) Max Grav2=3740(LC 13), 12=3672(LC 14) FORCES. (1b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4782/2593, 3-4=-12696/6800, 4-5=-8690/4751, 5-6=-11055/6227, 6-31=-10844/6119, 31-32=-10844/6119,7-32= 10844/6119,7-8=-10624/6051,8-9= 10624/6051, 9-33=-9534/5418, 1033=-9534/5418, 10-11= 9534/5418, 11-12= 7196/3945 BOT CHORD 2-24=-2005/3966, 21-22=-5763/11007, 20-21=-4108/7935, 6-20=-657/575, 18-19_ 685/1316, 17-18=-5933/10860, 16-17=-5933/10860, 15-16=-5933/10860, 14-15= 3356/6348, 12-14=-3344/6313 ' / — 3996/7526 4 21— 3189/1710 WEBS 3-24=-3381/1772, 22-24=-24544855, 3-22= - -- , 5-21= 629/1471, 5-20=-2191/3809, 18-20=-5190/9482, 7-18= 870/678, 9-18= 280/186, I I IIIIJ,', 1577/889, 10 15=-820/690, 11-15=-2120/3736, 11-14= 279/852, ""4 0 �e,j�i ........ 4-22=01088l2235 ` E NSF•,9�j��I♦♦ NOTES- 1) 2-plytrusS ,,��,``Z`,•��G lobe connected together with 10d (0.131"x3") nails as follows: No 39380 Top chords Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc. connected as follows: 2x4 - 1 row at 0-7-0 oc. Webs cc nected as follows: 2x4 - 1 row at 0-9-0 oc. ' � '• 2) All loads y�re considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Phi to is connectio�ls 3) Unbalanced E have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. s♦ s roof live loads have been considered for this design. 4) Wind: gust) f; BCD603.Opsf; h=14ft; B=50ft; L=42ft; eave=6ft Cat. 11;Exp '�✓�S • �•� R Q•••��` �, E -10; Vul1& (FRS t) Vasd=umber 24 ph; T `♦ CAS 5) Provide (second MWph plate grip drainage to water t� adequate prevent ponding. �sIll 6) All plates re MT20 plates unless otherwise indicated. 7) This trussi has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss l E N .393 Thomas A. Albanl PE No.39380 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 Thom fit betwee�l USA, 6634 the bottom chord and any other members. MITek6904 USA, Inc.nc. L Ced. Tampa FL 33610 9) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=2103, Date: 12=2068. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. February/ 8,2016 iI ® WARNING L Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MBTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Aiexandrla, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Resendiz T8010810 73236 GRB SPECIAL 1 e� G Job Reference (optional) Chambers Truss, Fort Pierce, FL i.ovo scep -- is W47ek muusuros, mu. i rvu vo i i.c r v,c I D:p6CYW 6007p4MA1 sELuBOz7zA2zv-nvl h7GhJfaAl PXXtBGaa7VpW nstTU56X69xCkVznE_u NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 733 lb down and 365 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + RIoof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Llloads (plf) ert: 1-5= 54, 5-1 1=-1 12(F=-58), 11-13= 54, 23-25=-20, 21-22=-20, 20-21=-42(F=-22), 14-19= 42(F=-22), 14-28=-20 Concentrated Loads (lb) Vert: 21= 475(F) 14=-475(F) 35-0-0, and 733 lb down and 365 lb up at ® WARNING{ Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslon. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always reg4ued for stability and to prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informclion available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job . Truss Truss Type Oty Ply Resendiz T8010811 73236 J1 MONO TRUSS 8 1 Job Reference (optional) c Dann 1 Chambers Truts, Fort Pierce, FL /.640 J Sup 29 2015 N." en industries, 1 �. I—.. I ov — 1 1.c1.... �., �., ...y.. . I D:p8CYW BO07p4MA1 s ELuBOz7zA2zv-nvl h?GhJfaAI PXXtBGaa7VpbMs5DU H HX6gxCkVznE_u 1-4-0 1 1-0-0 Scale = 1:7.9 LOADING (l Sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL i7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 1 .0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 7 >999 240 Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORb 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WTeIt recommends that Stabilizers and required cross bracing be installed during truss erection, In -accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=3/Mechanical, 2=147/0-8-0, 4=-6/Mechanical Max Horz2=81(LC 8) Max Uplift3=-5(LC 5), 2= 167(LC 8), 4=-6(LC 1) Max Grav3=9(LC 4), 2=148(LC 13), 4=24(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=50ft; L—_42ft; eave=5ft Cat. II; Exp C; El cl., GC,pi=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 otherlive loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) 2 Provide rrjechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=1b) ,,,,,BPS A. q� #, 7. 6) "Semi-rig4d pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -9 ♦♦ • No 39380..�_: \ * L \ - E : �L z. OR Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11711-7473 rev. 1010312015 BEFORE USE. Design valid ((or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sysferri Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �' bullding deslon. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job , Truss Truss Type Qty Ply Resendiz T8010612 73236 J3 MONO TRUSS 6 1 Job Reference (optional) Chambers Tru s, Fort Pierce, FL t.bvo s Sep ze 20i5 mu ek meusmes, m, i—ii rev vv r —4*36 cv 1 v r auz 1 1 D:p8CYW 13007p4MA1 s ELuBOz7zA2zv-G 5r3DchyQtl 9 1 h53lz5pfjL16GQhDkXhLphlGxznE_t 1-4-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 4-7 >999 360 TCDL 7.o Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP N0.3 BOT CHORD 2x4 SP No.3 Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 12lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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. REACTIONS. (lb/size) 3=55/Mechanical, 2=202/0-8-0, 4=26/Mechanical Max Harz 2=131(LC 8) Max Uplift3=-55(LC 8), 2=-157(LC 8) Max Grav3=67(LC 13), 2=208(LC 13), 4=43(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS�E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=50ft; L=42ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss Ihas 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) 2 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 7. 6) "Semi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �` 0 ,, •"• IV . 92 i✓ No 39380 ' �C E IN AX- ThomasA. Alban) PE No,39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03,2015 BEFORE USE. Design valid f r use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system building design. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st�rage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Resendiz T8010613 73236 JS MONO TRUSS 6 1 Job Reference (optional) • Chambers Truss, Fort Pierce, FL I I D:pBCYW BO07p4MA1 s ELuBOz7zA2zv-G5r3DchyQtl91 h53lz5pfjLjxGNhDkXhLphlGxznE_t 1-4-0 1 5-0-0 3x4 = Scale = 1:18.3 5-0-0 LOADING ( sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.01 4-7 >999 240 Weight: 18lb FT=20% LUMBER- I TOP CHORQ 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=98/Mechanical, 2=290/0-8-0, 4=43/Mechanical Max Horz 2=185(LC 8) Max Uplift3=-102(LC 8), 2=-190(LC 8) Max Grav3=119(LC 13), 2=302(LC 13), 4=74(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; 13=50ft; L=42ft; eave=6ft Cat. II; Exp C; Encl., GCpl=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 g�rder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=102, �A 6) Semi-rigi J pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , \ •' • • • • ' q e , O E ni n yA-•� No 39380. I Thomas A. Albany PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: February 8,2016 ® WARNING tI Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 1010312015 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, not �' a truss systemBefore use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing r� /r MITek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inks systems, seeANSI/TPI l 9uallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 73236 MONO TRUSS T801081 1-4-0 3x4 = 7.640 s Sep 29 1 D:p8CYW BO07p4MA1 sELu Scale = 1:23.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL I7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.16 4-7 >530 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wihd(LL) 0.04 4-7 >999 240 Weight: 24lb FT=20% LUMBER- BRACING - TOP CHOF D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHOF D 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=141/Mechanical, 2=380/0-8-0, 4=58/Mechanical Max Harz 2=238(LC 8) Max Upiift3=-149(LC 8), 2=-226(LC 8) Max Grav3=171(LC 13), 2=396(LC 13), 4=103(LC 3) FORCES. i(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=50ft; L=42ft; eave=5ft; Cat. 11; 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 five 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 birder(s) for truss to truss connections. l 1/1/ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jointmoll s) except Qt=lb) 3=149, �PS I A� ..,,,, 2=226. \V ` 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �0 •• G ENS; • e-9�f!�i� `� ••V F•••, 10 i • No 39380. -� E •;mac/. t/lllllfll Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: j February 8,2016 ® WARNING Design valid - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not o truss syste bullding de . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Ign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required fabrication, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infor, ation avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I russ Truss Type ly Resendiz T80 10815 73 JT SPECIAL Job Reference (optional) a Pe e� Chambers Truss, Fort Pierce, FL I D:pBCYW BO07p4MA1 sELuBOz7zA2zv-kl P RQyiaBBQOfgg FJhc2CwuwAgbnyBngaTQJpNznE_s 1-4-0 2-8-0 7-0-0 1-4-0 2-8-0 4-4-0 Scale = 1:23.4 I 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.06 3-5 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.15 3-5 >556 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 5 n/a n/a BCDL 1P.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.10 3-5 >810 240 Weight: 26lb FT=20% LUMBER-1 BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pUrlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing i be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=129/Mechanical, 2=386/0-8-0, 5=67/Mechanical Max Horz2=238(LC 8) Max Uplift4=-125(LC 8), 2=-228(LC 8), 5=-13(LC 8) Max Grav4=155(LC 13), 2=404(LC 13), 5=92(LC 3) FORCES. (1b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=14ft; B=50ft; L=42ft; eave=6ft Cat. II; Exp C; Erlcl., 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. t �i 4) Refer to girders) for truss to truss connections. A. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=125 ``, Ot�P Abe I�� 2=228. �. ,�. G E N 9 �� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `�� . ; '�,� S�`'•.2j �� • No 39380 r t� R I S,tO N A�t�?,`�� 1n�n+ Thomas A. Albani PE No.39380 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid (or use only with MITek®connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall Nit bulld'n, desl�n. Bracing Indicated is to prevent buckling of Indlvlduai truss web and/or chord membersonly. Additional Temporary and permanent bracing MiTek• isalways required for staty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fa bricatlon, storage, delivery, erection and bracing of trusses and Ines systems, seeANSI/TPI 19uatlty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job. Truss Truss Type Qty y Resendiz T8010816 73236 JC3 SPECIAL 2 1 r Job Reference (optional) .. AA,.,. Ce Chambers Ti Fort Pierce, FL I ,.v-,v s ap.,,00. ...... ............ .... _a_ . I D:p8CYW BO07p4MA1 sELuBOz7zA2zv-kl PRQyiaBBQOfgg FJhc2Cwuwsgl6yBngaTQJpNznE_s -1.4-0 2-8-0 3-0-0 1-4: 2-8-0 0-4-0 m m 0 0 m 0 .5" toenails Scale = 1:13.0 2-8-0 2-8-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.02 6 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.06 6 >541 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 0.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 6 >999 240 Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CH09D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 0 recommends mends € t Sta-birrzers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=51/Mechanical, 2=211/0-8-0, 5=46/Mechanical Max Horz 2=131(LC 8) Max Uplift4=-34(LC 8), 2= 153(LC 8), 5=-16(LC 8) Max Grav4=60(LC 13), 2=216(LC 13), 5=53(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind. ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=50ft L=42ft eave=6ft; Cat. 11; Exp C; Ehcl., 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ,11t 11111►►►/ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except at=lb) ♦`,,�0`* PS A. q�,o,' 2=153. `v, 6) "Semi-rijid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦ Ro 39380. ' % Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 ® WARNIN Design vali Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not �� a buss syste building design. . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always re4ulred fabrication, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information istoroge; available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job i Truss Truss Type city Ply Resendiz • T8010817 73236 JC5 SPECIAL 2 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 MiTek Industries. Inc. Mon Feb 08 11.24.40 2016 Pagel • ID:p8CYWBO07p4MA1sELuBOz7zA2zv-CUzpeljCyVYtG_FSs08HIBQ5241_heO—p7ASLgznE_r -1-4-0 2-8-0 5-0-0 1-4-0 2-8-0 2-4-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.02 6 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.04 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.03 5-6 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 REACTIONS. (lb/size) 4=87/Mechanical, 2=281/0-8-0, 5=64/Mechanical Max Horz2=185(LC 8) Max Uplift4= 80(LC 8), 2=-183(LC 8), 5=-26(LC 8) Max Grav4=103(LC 13), 2=291(LC 13), 5=72(LC 13) FORCES. �lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:18.3 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft 13=501t; L=42ft; eave=6ft; Cat. II; Exp C; E InIcl., 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 five toads. 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 n'Iechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) ``�,��,n PS A q�e ��, 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� 0 ...... ' • No 39380..E .0 �K E �(U` OR IV Thomas A. Altianl PE No.39380 Mffek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid or use only with MiTek© connectors. This design Is based only upon parameters shown, and Is for an Individual Lwllding component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desl�n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Infounatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job, Truss Truss Type Ply Resendz T8010818 73236 JC7 7—Y] SPECIAL 1 Job Reference o tional ant❑ l.aTob I,.Aumriac Inc AAnn Fah nR 11-P4-40 2016 Pace 1 unambers truss, Yon Ylerce, M I I I I D:pBCYW BO07p4MA1 sELuBOz7zA2zv-CUzpeljCyVYtG_FSsO8HIBQ5i4xShe0_p7AsLgznE_r 1-4-0 2-8-0 7-0.0 1-4-0 2-8-0 4-4-0 3x4 = Scale = 1:23.4 2-8-0 2-8-0 7-" 4-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.06 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.15 5-6 >563 240 BCLL 10.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 5 Na Na BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.10 5-6 >824 240 Weight: 26lb FT=20% LUMBER- BRACING - TOP CHOF}D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or purlins. BOT CHORD 2x4 SP No.3 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 quide. REACTIONS. (lb/size) 4=132/Mechanical, 2=378/0-8-0, 5=69/Mechanical Max Horz2=238(LC 8) Max Uplift4= 128(LC 8), 2— 224(LC 8), 5=-15(LC 8) Max Grav4=159(LC 13), 2=395(LC 13), 5=93(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: A$CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=50ft; L=42ft; eave=6ft; Cat. II; Exp C; Ehcl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This trus$ 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 birder(s) for truss to truss connections. �� 111111111il 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=128 , A. �� 2=22a..� �%�A4e 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used (n the analysis and design of this truss. ��` G E N S' •' 9A- ♦j �� ,� F•••2/ i No 39380.�: • E ,(U .......• /O N I Thomas A. Albani PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 8,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII.7473 rev. 1010312015 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, not a truss syste .Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall MOW building de gn. Bracing Indicated Is to prevent buckling of Individual truss we and/or chord members only. Addillonal temporary and permanent bracing iViiTek" is always r ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,lstorage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Resendiz T8010819 73236 KJ7 MONO TRUSS 3 1 Job Reference (optional) Chambers Tru$s, 0.J Fort Pierce, FL 7.640 s Sep za 2015 Mi ak ind-I ies, he. Ivion reb Do 1 I. 1 G age ID:pBCYWBO07p4MA1sELuBOz7zA2zv-CUzpeljCyVYtG_FSsOBH18Q6g45ahcP_p7AsLgznE_r -1-10-10 6-0-0 9-10.1 1-10-10 6-0-0 3-10-1 Scale: 1/2'-V 6-0-0 3-7-13 0-24 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weill Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.01 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 10.o i Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 6-9 >999 240 Weight: 42lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=90/Mechanical, 2=293/0-11-5, 5=263/Mechanical Max Horz 2=238(LC 8) Max Uplift4= 91(LC 8), 2=-229(LC 8), 5=-153(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-391/313, 10-11=-435/296, 3-11=-378/239 BOT CHORD 2-13=-269/379, 13-14=-269/379, 6-14=-269/379, 6-15= 269/379, 5-15=-269/379 WEBS 3-5=-441/313 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=50ft L=42ft; eave=61t; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This tussl 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 4) fit Refertto g rder(s) foorntruss to truchord ss connections.any other members. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb) 2=229�0 •. �G N ••.;ee�A:�� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59lb down and 73 lb up at 1-6-1, N O 3 93 80. 59 Ib down and 73 Ib up at 1-6-1, 9 Ib down and 97 Ib up at 4-4-0, 9 Ib down and 97 Ib up at 4-4-0, and 22 Ib down and 144 Ib up at * �� 7-1-15, and 22 Ib down and 144 Ib up at 7-1-15 on top chord, and 47 Ib up at 1-6-1, 47 Ib up at 1-6-1, 21 Ib up at 4-4-0, 21 Ib up at 4-4-0, anti 17 Ib down and 16 Ib up at 7-1-15, and 17lb down and 16 Ib up at 7-1-15 on bottom chord. The design/selection of such : -d connection device(s) is the responsibility of others. 0 S E { 8) In the LO D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).",�— ,- LOAD CASE(S) Standard �� s • O R 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ��-lip rs/"• •"•>�\ `o UniformVoad4 splt54,5-7=-20 �ONA� tiIta Concentr 'ted Loads (lb) Thomas A. Albanl PE No.39380 V1rt: 10=147(F=73, B=73) 11=42(F=21, B=21) 12=-43(F=-22, B— 22) 13=50(F=25, B=25) 14=5(F=3, B=3) 15=-30(F_ 15, MITek USA, Inc. FL Cert 6634 B -15) 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 0 WARNING 1 Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. 1� is for Individual building Design valid r use only with MITek® connectors. This design Is based only upon parameters shown, and an component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BC31 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jab Job niT8010820 Truss Type Qty Ply • TKJISIS SPECIAL 1 TResan.-1iz�---- Rference o tional ce.. �o gnu MTw4 Iwrluctriwc Inc Mnn Fwh OR 11 �24�41 2016 Page 1 Chambers truss, Fon tierce, ru ••-�--..-r ----'-""'-""'-'-`-- - - ---- - I D:pBCYW BO07p4MA1 sELuBOz7zA2zv-ggXBrekgjogkuBgeQ6f W H LzCLTKaQ_E71 nvPtGznE_q -1-10-10 2-6-0 3-7-12 9-10-1 1-10-10 2-6-0 1-1-12 6.2-5 s Scale = 1:23.2 I9 0 3X4 = Plate Offsets LOADING (psf) TCLL 20.o TCDL BCLL BCDL (X Y) 7.0 0.0 0.0 16'0 1-7 0-2-01 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20141TP12007 CSI. TC 0.47 BC 0.52 WB 0.45 (Matrix-M) DEFL. in Vert(LL) -0.09 Vert(TL) -0.31 Horz(TL) 0.05 Wind(LL) 0.12 ([oc) Udetl Ud 6-7 >999 360 6-7 >381 240 6 n/a n/a 8 >997 240 PLATES GRIP MT20 244/190 Weight: 47 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-5 oc purlins. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 5=275/Mechanical, 2=430/0-11-5, 6=282/Mechanical Max Horz2=286(LC 8) Max Uplift5=-279(LC 6), 2=-259(LC 8), 6=-82(LC 8) Max Grav5=337(LC 13), 2=430(LC 1), 6=301(LC 13) FORCES. Ilb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 476/0, 3-4= 1691/870 BOT CHORD 2-9=-182/420, 6-7= 1124/1714 WEBS 3-9= 287/160, 4-7=0/317, 7-9=217/502, 3-7=-942/1346, 4-6_ 1724/1130 NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=50ft; L=42ft; eave=61ft; Cat. II; 1t J 1 � 11 1 111, Exp C; E(Icl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ♦♦%% S A. I 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦. �P 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 b 2-0-0 wide will ♦ 0 •'' • ° • ° • • e.9 O�� fit between the bottom chord and any other members. g y ,�♦♦�` •• C E N,9 �•°• 2/®' 4) Refer to girder(s) for truss to truss connections. 5) Provide techanfcal connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 6 except (jt=i'o) 5=2-a No 3 9380..—�� 2=259. * H 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LO' D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Jam. E 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �� ♦� Uniform Loads (plf) �i °: R 1 �• G�% Vert: 1-2=-54 O Trapezoitlal Loads (plf) �II�lot, t, NA I �� ♦ Vert: 2=0(F=27, B=27)-to-5=-133(F=-39, B=-39), 10=O(F=10, B=10)-to-8— 18(F=1, B=1), 7=-18(F=1, B=1)-to-6=-49(F=-15, fill =-15) Thomas A. Albans PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: I February 8,2016 ® WARNIN Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design vall for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �y a truss syste . Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforrllation avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla. VA 22314. Tampa, FL 33610 Job , I Truss Truss Type city Ply Resend z T8010821 73236 V4 VALLEY 1 1 I Job Reference (optional) chambers I rugs, Fon YrerCe, r-L •� Y �o �.. .. •�^ ••"' I D:pBCYW BO07p4MA1 s ELuBOz7zA2zv-ggXBrekgjogkuBgeQ6f W HLzJsTQMQ5G71 nvPtGznE_q 2-0-0 4-0-0 2-0-0 2-0-0 3x4 i LOADING Osf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL �/.0 Lumber DOL 1.25 BCLL b.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014fFP12007 3x6 = 2 CSI. DEFL. TC 0.06 Vert(LL) BC 0.15 Vert(TL) WB 0.00 Horz(TL) (Matrix) 3x4 in (loc) I/dell Ud n/a n/a 999 n/a n/a 999 0.00 3 n/a n/a Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% LUMBER-1 BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORb 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-"_ oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=102/4-0-0, 3=102/4-0-0 Max Harz 1=29(LC 7) Max Upliftl=-54(LC 8), 3=-54(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanc9d roof live loads have been considered for this design. 2) Wind: ASE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=50ft; L=42f1; eave=6ft Cat. II; Exp C;'Er cl., GCpi=0.18; MW'FRS `(diretionai);'Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 tail by 2-0-0 wide will fit the tom chord and er 6 Provide a echanical connection (b n others) of truss to bearing late capable of withstanding 100 lb uplift at joints 1, 3. ,`�1,, ONS A. A4� �Ier (Y ) 9P P 9 P 1 O 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 ••`G E•N S' 92rrr No 39380.. e E i err �s . � • p R >, O, •' ,�� .. Thomas A. Aibani PE No.39380 MiTek USA, Inc. FL Cori 6634 6904 Parke.East Blvd. Tampa FL 33610 Date: February 8,2016 ® WARNING ` Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid or use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not �" a truss system. building design. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required n. prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s)orage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 3x4 i 2x3 II 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 TCDL I7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL �0.0 Code FBC2014lrP12007 (Matrix) LUMBER - TOP CHO D 2x4 SP No.3 BOT CHO D 2x4 SP No.3 OTHERS 2x4 SP No.3 3x4 Scale = 1:14.1 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% 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. REACTIONS. (lb/size) 1=113/7-4-0, 3=113/7-4-0, 4=225/7-4-0 Max Horz 1=64(LC 7) Max Upliftl=-76(LC 8), 3=-76(LC 8), 4= 87(LC 8) Max Gravl=113(LC 1), 3=122(LC 14), 4=225(LC 1) FORCES. �(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=50ft L=42ft; eave=6ft; Cat. I Exp C; ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable re uires continuous bottom chord bearing. 4) This trus�s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This trrlss 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I ,A��q�,,,,' `♦♦`0 �� G E N S�:e��i 00 ft No 39380..�; • E �V r o •r rj r Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2016 ® WAR NIN - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design for only with Mnek® connectors. fits design Is based only upon parameters shown, and Is for an Individual building component, not �' valid a truss syste building de use . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ign. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always re fabrication, julred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 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 ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'1/l4r 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 width measured perpendicular 4 x 4 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 �rll 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. Min size shown is for crushing only, Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Constructiol 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 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 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type. size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. 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. Instoll 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-nottsufficient � MANSI/TPI iTek 20. Design assumes manufacture in accordance with 1 Quality Criteria. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015