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HomeMy WebLinkAboutTruss® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 27614 - 27614 Williams Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Mel-Ry Construction Project Name: Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: 2019 Nettles City: Nettles Island State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions):, Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 47.0 psf Floor Load: N/A psf This package includes 37 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. ISeal# I Truss Name I Date I No. I Seal# JTruss Name I Date 1 IT6570734 -CJ2B 10/8/014 118 IT6570751 -EJ4C 10/8/014 12 I T6570735 I -CJ2C 110/8/014 119 I T6570752 I "EJ5 1 10/8/014 1 13 I T6570736 I -CJ3B 110/8/014 120 I T6570753 I -EJ6 110181014 J 14 I T6570737 I -CJ3C 110/8/014 121 I T6570754 I -EJ6A 1 10/8/014 1 15_ I T6570738 I -CJ4A 110/8/014 122 I T6570755 I -EMB 1 10/8/014 1 16 I T6570739 I -CJ4B 110/8/014 123 I T6570756 I -EJ6C 1 10/8/014 1 17 I T6570740 I -EJ2 110/8/014 124 ' I T6570757 I -HJ9 1 10/8/014 1 18 I T6570741 I -EJ2A 110/8/014 125 I T6570758 I A01 G 1 10/8/014 1 19 I T6570742 I -EJ2D 110/8/014 126 I T6570759 I A02 1 10/8/014 1 10 _I T6570743 I -EJ2E 110/8/014 127 I T6570760 I A03 1 10/8/014 1 111 I T6570744 I -EJ3 110/8/014 128 I T6570761 I A04 1 10/8/014 1 12 IT6570745 I -EJ3A 110/8/014 129 I T6570762 I A05 1 10/8/014 13 IT6570746 I -EJ3B 110/8/014 130 I T6570763 I A06 1 10/8/014 1 114 I T6570747 I -EJ3C 110/8/014 131 I T6570764 I A07 110/8/014 1 115 I T6570748 I -EJ3D 110/8/014 132 I T6570765 I A08 110/8/014 I 116 I T6570749 I -EJ4A 110/8/014 133 I T6570766 I A09 110181014 I 117 I T6570750 ' I -EJ4B 110/8/014 134 I T6570767 I A10 1 10/8/014 1 The truss dmwing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. • 0 STATE OF 4044/OR k r0 N AL E���• rrnn� FL Cert. 6634 October 8,2014 /,/trot/ (G Albani, Thomas 1 of 2 RE: 27614 - 27614 Williams Residence Site Information: Customer Info: Mel-Ry Construction Project Name: Model: Lot/Block: Subdivision: Address: 2019 Nettles City: Nettles Island State: Florida No. Seal# I Truss Name Date 35 IT6570768 IA11 10/8/014 136 I T6570769 f Al2 110/8/014 I 137 IT6570770 IA13G 110/8/014I 2 of 2 Job Truss Truss Type Qty Ply Williams Residence L614 T6570734 27614 -CJ28 Jack -Open 1 1 b Re e e ce o tonal tast coast 1 russ, ron Pierce, FL. 34s46 3x3 = 1-B-9 L.a3U s Jul 11 zulq ml l ex mausines, Ina, vveu uct uo 1l:ue:gJ eulq rage 1 I D:tiAZwR_Af0a14cz00eg 13jyVq_x-Oj hN LmTIGkOus FJbKH 7UD8SIrouteduQoVS FdyyW r6 - -- - - into supporting carrier truss (typ all applicable Jacks on this job) 1-8-9 1-8-9 Scale =1:6.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=83/0-8-0, 3=33/Mechanical, 2=43/Mechanical Max Horz 1=31(LC 12) Max Uplift l=-38(LC 12), 3=-17(LC 12), 2=-29(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-9 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=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat, ll; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��` �p•s A' 'q� �i Pdo 393800• .) ' SATE I/ i rlrlll► FL Cert. 6634 October 8,2014 ®WARNIAt3•Varifr tlesign parariseea and READ AMU MMISAND iNawED MITEKRrrrarwx A4GEMmi47j ru a I1tS117016BEFaUME Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an Individual building component. �F Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■ Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. lf5outhern ne�SP: lumber is specified, the desngnvalues are those effective4fi 101/2013byALSC Tampa, FL 33610.4116 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570735 27614 -CJ2C Jack -Open 1 1 o e e e ce o do al East Coast Truss, Fort Pierce, FL. 34946 Plate Offsets (X Y)-- 11:0-8-3 0-1-81 11:0-2-4 Edael LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.16 TCDL 17.0 Lumber Increase 1.25 BC 0.22 BCLL 0.0 • Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=216/0-7-15, 3=-41/Mechanical, 2=-13/Mechanical Max Horz 1=31(LC 12) Max Uplift1=-226(LC 12), 3=-41(LC 1), 2=-16(LC 3) Max Grav 1=216(LC 1), 3=33(LC 12), 2=14(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1-8-9 i.OSV S Jul ii zui4 MI I eR ind-in-, in°. W.6 Val vo i i.u° cv iv r°yo , ID:tiAZwR_AfOal4cz00eg13jyVq_x-svFIY6UO12WIU Punu?ejm L?uyCCoN4BZO9CoAOyWr5 Scale = 1:6.6 FD o-0. DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 4 >999 240 MT20 244/190 Vert(TL) -0.00 4 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-9 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 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; 6=60ft; L=22ft; eave=4ft; Cat. Il; Exp D; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2 except Qt=lb) 1=226. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 October 8,2014 ® INARNIM..-L'a,itp dasign pan, mnten aad RFAD tA7ES GN 7N79AND 1tl111/1)ED MITE-KREFEREhGEFAGE M1I•)4)3 n!.. 112912614BUOUVSF Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■■■��. Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. S fety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 I�SouthemR'ine�SP lumberisspecified,thedesignvaluesarethaseeffective06 0112013byALSC Job Truss Truss Type Qty Ply 27614 Williams Residence T6570736 27614 —CJ3B Jack -Open 1 1 ob Refe ence o do a East Coast Truss, Fart Pierce, FL. 34946 2.10-7 i.b:iu s JUI 11 zv14 w I eK InouSlnes, Inc. YV.6 Vol uo 11.65.44 46,4 ray. i I D:tiAZwR_AfOal4cz00eg 13jyVq_x-svFIY6UO12W U Punu?ejm L?vm C E7N48Z09CoAOyWr5 Scale:1.5"=1' i 1-0-0 1-4-0 2-10-7 1-0-0 0-40 1-6-7 Plate Offsets (X Y)— 11:0-5-0 0-0-21 I1:0-0-4 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-10-7 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 2=34/Mechanical, 3=25/Mechanical, 1=205/0-B-0 Max Horz 1=52(LC 12) Max Uplift2=-26(LC 12), 3=-15(LC 12), 1=-97(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Bft; B=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. his designed psf bottom chord livelive TThisrtruss lie n "� 1 f load of 20.Opsf on.0 has been designed for a the bottom chord all areas where arectangle 3-6-0 tall by 2-0-0 wide will 5) fit between the bottom chord and any other members. ��``-,n,PS A. ,� 6) Refer to girder(s) for truss to truss connections. 7) Provide truss to bearing 100 lb uplift at joint(s) 2, 3, 1. oo� O� ......... ,o .•'� G E ♦♦ A� ' N, F�'•,.� mechanical connection (by others) of plate capable of withstanding 8) "Semi -rigid including heels" Member end fixity model was used in the analysis and design of this truss. `o ; 8 pitchbreaks ' :Mir AT E : �U i ♦♦,, O R ►11 Its FL Cert. 6634 October 8,2014 ®WARNIAG •Ynifyles4a pa,am.W. aad READ MITE50NTN7SAND MIUDED MMKREEEREACE PAGE Mf14423 nm IJd9/2Drdaf.FcUME.- Design valld for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria , VA gg23I4 IfSouthem me�SP�lumberlsspecitied,thedesignvafuesarethmeeffective06101/1013byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570737 27614 -CJ3C Jack -Open 1 1 Job Reference (optional Last coast Truss, Fort Pierce, FL. 34946 3x3 = 2-10.7 7.530 S Jul 11204 mi i eK maustries, mc, wea uct u6 i i vv:44 2u14 Page 1 ID:tiAZwR_AfOal4cz00eg13jyVq_x-svFIY6U012WIUPunu7ejm L7ugCC2N48Z09CoA0yWr5 Scale: 1.5"=V LOADING (pst) TCLL 20.0 TCDL 17.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress incr YES Code FBC2010rrP12007 CS]. TC 0.17 BC 0.20 WB 0.00 (Matrix-M) DEFL. in Vert(LL) 0.01 Vert(TL) -0.01 Horz(TL) 0.00 (loc) Well L/d 6 >999 240 3-6 >999 180 1 n/a n/a PLATES GRIP, MT20 244/190 Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-10-7 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 1=145/0-8-0, 2=77/Mechanical, 3=42/Mechanical Max Horz 1=52(LC 12) Max Uplift 1=-69(LC 12), 2=-56(LC 12), 3=-13(LC 12) Max Grav 1=145(LC 1), 2=77(LC 1), 3=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less'except when shown. BOT CHORD 1-3=-275/216 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; 8=60ft; L=22ft; eave=4ft; Cat. li; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. Plates checked0degree rotation about its center. ,S� f I ����I, 4) This truss n designed for a been 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will C,U' A. • • fit between the bottom chord and any other members. ���O�P`•.. +• • q .� G E N S 6) Refer to girder(s) for truss to truss connections. A, •'• �.� F••.•,. �, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. ,% • 3938 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = ,* � ATEZZ i O FL Cert. 6634 October 8,2014 a WARNIPR3-Verifi€ design pan, ni.m. aad RED 007FSGN71irSAMi IM, UDI:O MITFM'Rf.'F7RE'Md: Fv16EP!II.7473 rea .1129/20LQLUMF. UM Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an Individual building component. �F Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information va' able from jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2 14 Tampa, FL 33610.4115 If Southe€1T ptne�SP tumbe€ lssgetitied the des gvl values are those effectiire 06 NiahyAUSC Job Truss Truss Type Qty Ply 27614 Williams Residence T6570738 27614 -CJ4A Jack -Open 1 1 Job Reference o do a east coast I mss, ton tierce, tL. unanb 4-0-5 3x3 = r.OJU J JUI I I LY 14 rill I OM1 II,YYJIIIOi, I,I�. Y roar , ID:tiAZwR AfOal4cz00eg13jyVq_x-K6p7mSVOoLec5ZTzSi9ylZXOLcWo6XOjFpxMiryWr4 Scale = 1:9.5 4-0-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.02 3-6 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.03 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=212/0-8-0, 2=110/Mechanical, 3=50/Mechanical Max Horz 1=73(LC 12) Max Uplift 1 =-1 03(LC 12), 2=-83(LC 12). 3=1O(LC 12) Max Grav 1=212(LC 1), 2=11O(LC 1), 3=66(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-431/499 BOT CHORD 1-3=-592/474 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-11-9 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. ,,��� 1 �►I��� 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ".� •,. • • • �e �j♦ 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will � G E N S •• '9 ♦♦ fit between the bottom chord and any other members. ���A� ••• V` ••'.? , 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except (jt=1b) Fri 0 8 1 his 3. truss 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord.. r° •{� AT E x"" :• Cc/ a till 1 11111% FL Cert. 6634 October 8,2014 ®WARN1At3 •Vnrift Un.s7n panmemrs and READ A07FSONTNISAND 1ACLUDEAMITEKREF[RF.ACE PAGE M114423 ma 1/d9/2014aft'QREUS£ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qu�ality storage, delivery, erection and bracing. consult ANSI�/TTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. longcontrol, ItfSvuithernP'ittE(SP lulmb7 ri spelcifiedr1ftbedeSlgnvaiva,5ateSuite th3v5 LIt7D4Y1vC46J�0112013byAM Tampa, FL336104115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570739 27614 -CJ4B Jack -Open 1 1 Job Reference (optional East Coast Truss, Fort Plerce, FL. 3494b 4-0-5 f a4u s Jul I Ze14 mi I ert inuusnros, mu, YYCU — uo i 1.w.'. Zvi" ruu. , ID:tiAZwR_AfOal4cz00egl3jyVq_x-olNVzoVeZfmTjj2A7QgBnn4E00uzr dsUThvEHyWr3 Scale =1:9.5 N 1•ao 1-a-o 4-0-5 0.4.0 2-&5 Plate Offsets (X Y)-- 11:0-5-0 0-0-21 11:0-0-4 Edoel LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.01 8 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 . BC 0.24 Vert(TL) -0.01 8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer Installation e REACTIONS. (lb/size) 2=80/Mechanical, 3=44/Mechanical, 1=249/0-8-0 Max Horz 1=73(LC 12) Max Uplift2=-61(LC 12), 3=-17(LC 12), 1=-118(LC 12) Max Grav 2=80(LC 1), 3=51(LC 3), 1=249(LC 1) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; 6=60ft; L=22ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-11-9 zone; cantilever -left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. `,,11 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %_* PcJ A. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `%� �\v, ........ �e fit between the bottom chard and any other members. ,� ' .''� 0 E N 5''' '9 �•y 6) Refer to girder(s) for truss to truss connections. �% ,� ,••�',y 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except Qt=lb) $ Q 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. T E -" i ,c FL Cert. 6634 October 8,2014 ®WARNIAU-Yeri2T desi0n PardmeWn and RFAD WESOTF71frSAM INCLUDED MITEKREFEREMX PACE M11-7473 ma I12912014MORUM ��®■■ Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component.®�• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■fir is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S lety Inlormatlon vapable from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexanddo, Vqq 2314. I!Southem l ine(SPIlumberisspeciffed,thedesignvaIuesarethosee[#ective1}6 01/2013byALSC Tampa, FL 336104115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570740 27614 -EJ2 Jack -Open 1 1 Job Reference o do al East Coast Truss, Fort Pierce, FL. 34945 1-8-3 1-a-3 /A3u a JUI 11 Lu14 MI I eK Inausmes, Inc. wea uct ua 1 i:uu:4a zu I4 rage i I D:tiAZwR_AfOa 14cz00eg 13jyVq_x-oi NVzoVeZfmTjj2A7Qg Brm 4EVOrVr_dsUThvEHyW r3 Scale = 1:6.6 1-8-0 04b 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.01 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-8-3 oc purlins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=111/0-8-3, 3=111/0-8-3, 2=45/Mechanical Max Horz 3=31(LC 12) Max Uplift3=-122(LC 12), 2=-47(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-791/314 BOT CHORD 1-3=-332/868 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; 13=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) 3=122. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 October 8,2014 AwARMN3 Yerifldesiga paramauua,sadRb1DA,o7ESGN7NISAM 1MIUDED MITFKRUFUNCEPAGE M11473 ma 11Z9/2014MOREME Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormafion vol able from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 If 5quthern Pine�SP� (umber isspecified, thedesign values are these effective 061101/2013 by ALSC Job Truss Truss Type City Ply 27614 Williams Residence T6570741 27614 -EJ2A Jack -Open Structural Gable 1 1 Job Reference (critionah tasl coast I Russ, ton coerce, FL. 54e4b 2-4-12 ID:tiAZwR Af0al4cz00egl3jyVq_x-GUxuB8WGKzuKLsdMZ7BQ0_dQgQEiaRlOj7QTnjyWr2 Scale = 1:7.5 Plate Offsets (x Yl-- f1:0-8-0 0-0-121 f1:0-2-4 EdaeI LOADING (psf) SPACING- 2-0.0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.01 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a nla BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 7 lb FT = 0% .UMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-12 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatione REACTIONS. (lb/size) 1=228/0-8-0, 2=22/Mechanical, 3=-31/Mechanical Max Horz 1=43(LC 12) Max Uplift 1=-110(LC 12), 2=-26(LC 12). 3=-31(LC 1) Max Grav 1=228(LC 1), 2=22(LC 1), 3=20(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; 6=60ft; L=22ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the `,��/ 11111�� responsibility of the fabricator to increase plate sizes to account for these factors. , `��`A ��j A, q I� 4) Plates checked for a plus or minus 0 degree rotation about its center. �� 0\�` ,. • • • • • �e ��� 5) Gable studs spaced at 2-0-0 oc. �� C E N S `• '9 �, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,���� ,••• V` -��•, %! 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 9380_ fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except Qt=lb) " 1=110.;� 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.00 40 <</ IN A 1111111111111100 FL Cert. 6634 October 8,2014 AWARNt?XR11W,1UDE0 HJTEKRFFFREAKT PAGF H1144T3.,ea f1.3g/29Id tU1'at[E113f. Design valid for use only with MITek connectors. This design 1s based only upon parameters shown, and Is for an individual building component. �w Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information O4val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. it SouthernPinetSP lumberisspecitied, the design values are tho5cetfectiveQS 401f2013by€asc Tampa, FL 33610.4115 Job Truss Truss Type Qty , PlyTJob liams Residence T6570742 27614 -EJ2D Jack -Open 1 a ce o do al East coast 1 russ, tort Nlerce, I-L. J4846 2-1-14 ID:tiAZwR_AfOal4czOgegl3jyVq_x-GUxuBBWGKzuKLsdMZ7BQ0 dQOQEZaRlOj7QTnjyWr2 Scale = 1:7.2 1-8-0 2-1-14 1-8.0 0-5-14 Plate Offsets (X Y) 11:0 8 0 0 0 121 11.0 2 4 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.01 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-1-14 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e REACTIONS. (lb/size) 1=236/0-8-0, 2=10/Mechanical, 3=-50/Mechanical Max Horz 1=38(LC 12) Max Uplift 1 =-1 13(LC 12), 2=-18(LC 12), 3=-50(LC 1) Max Grav 1=236(LC 1), 2=1O(LC 1), 3=28(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; S=60ft; L=22ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. ' `� 3) Plates checked for a plus or minus 0 degree rotation about its center. 11 lilt, , 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� O�••, . • • • • . • • �e �� fit between the bottom chord and any other members. E N $ • ••,'9 �� 6) Refer to girder(s) for truss to truss connections. ���A� •••�'� _ _- '.?j ��t, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2, 3 except (jt=1b) ` —3 938 Qa B) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '- •FXZ � •441% ATE .0 FL Cert. 6634 October 8,2014 AWARNIM3 � Vefify M?sisra panmermrs A AFAR AV7ESCNTIMAND Matf .D MITEKrt£fr:RMEMCE Mfr-742.i—r/IP12.0Id8flo71-UM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanentbracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gvauable from jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1fSoutbemVine{Spptumrerisspeciiied, the design vatuesart thoSeefPectaveOS 1f2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570743 27614 -EJ2E Jack -Open 1 1 Job Re e e ce o fo al East Coast Truss, Fort Pierce, FL, 34946 2-2-4 2.2-4 7.S3V s Jul 11 ZU14 MI I eK mousines, Inc. waa ucl uo l i:VU:40 [u i4 rage 1 I D:tiAZw R_AfOa 14cz00eg 13jyVq_x-kh U GOTXu5GO ByOCY7rifwB 9 WopS_J u79xnAOJAyW r1 Scale = 1:6.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.02 4 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.65 Vert(TL) 0.02 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-4 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 1=304/0-9-4, 2=-16/Mechanical, 3=-88/Mechanical Max Horz 1=34(LC 12) Max Uplift 1 =-320(LC 12). 2=-21(LC 3), 3=-88(LC 1) Max Grav 1=304(LC 1). 2=21(LC 12). 3=82(LC 12) FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=449/117 BOT CHORD 1-7=-108/465 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 As requested, plates have placementtolerances or rough handling and erection conditions. It is the 2) izfor rinot responsibility of the f bcatorto increase plate ses to oco for these thesefactors. 3) Plates checked for a or minus 0 degree rotation about its center. ,,,,R�C� • • • • • �e �j plus 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • e�� O�•• •.• ,•••�� G E N S • •. q ��� 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `��,`� _ .�•,? .- fit between the bottom chord and any other members. a 3938 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except Qt=lb) b _ 1=320. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •jjj sT E _,�• '.�,O��s� O R 10 P �.• N A` `%%`, O FL Cert. 6634 October 8,2014 ®WARNIM3 •Vedfr drt.sian Parameters and READ AOTUGHMISAM MaUDED HITEKR££EREKE PAGE Mrr-7473 ma 1129120140MMUM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■■��YY Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the T ek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi i fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormallon vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 336104116 ItSouthemVine[SP)lurntmrisspecified,thedesign values are thaseeffective06 0112013byALSC Job Truss Truss Type Qty Ply 27614 Williams Residence T6570744 27614 -EJ3 Jack -Open 1 ' 1 Job Refe a ce o tional East Coast Truss, Fort Pierce, FL. 34946 2-10.1 7.530 s Jul 112014 MiTeK Industries, Inc, wed OCt Od 11:09:46 204 rage 1 ID:tiAZwR AfOal4cz00egl3jyVq_x-khUGOTXu5GOByOCY7ritwB9blpb3Ju79xnAOJAyWr1 Scale: 1.5"=1' t-0.0 1-40 2-10-1 0.40 1-G1 Plate Offsets (X Y)-- 11:0-5-0 0-0-21 (1.0-0-4 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code F8C2010/TPI2007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-10-1 oc purlihs. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installatione REACTIONS. (lb/size) 2=32/Mechanical, 3=25/Mechanical, 1=204/0-8-0 Max Horz 1=51(LC 12) Max Uplift2=-25(LC 12), 3=-15(LC 12), 1=-97(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. "� 4) This truss has been ned for sf bottom chord ve load ent with any other ve loads. 5)' This truss has been designed for live Poad of 20.Opsf on I the bottom chord n all areas where ailrectangle 3-6-0 tall by 2-0-0 wide will %% N, A. q ��I,� fit between the bottom chord and any other members. `� O,v��,. • • • • • • �e �A 6) Refer to girder(s) for truss to truss connections. ,�� .• � G E N S • • '9 i� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1. �� ,` _ •�•.-� 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 0 39380 • •--ATE�'�/ 00 . A1.- FL Cert. 6634 October 8,2014 &WARNIN.sanJREAO rr17ESGIVIVISAM11M2VDEDMrTEKREFERE&CF PAGE NII-7473 rex 11291201QBffOti M Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Critetla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informat1ion gvaltable from Truss Plate Institute, 781 N. Lee S5treat, Suite 312, Alexandria, VA 2314. IfSouthemPinelSPilumberisspecifiedthedesimvaluesare thaseeffective06 01/2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Williams Residence T8570745 27614 -EJ3A JACK -OPEN 2 1 127614 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 r.aau 3" '1 cu ry mii.k nmuawes, mom. vvoU w1k wo i I—' &�,+ .-oao , I D: tiAZwR_AfOa 14cz00eg 13j yVq_x-kh UG OTXu5GOByOCY7rifwB9b E pcNJu79xnAOJAyWr1 1-8-0 1.8-4 Scale =1:8.7 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.08 BC 0.05 WB 0.00 (Matrix-M) DEFL, in (loc) I/defl L/d Vert(LL) -0.00 8 >999 240 Vert(TL) -0.00 8 >999 180 Horz(TL) -0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-4-4 oc purlins. BOT CHORD 2x6 SP No.2 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) 2=48/Mechanical, 3=39/Mechanical, 1=222/0-8-0 Max Horz 1=60(LC 12) Max Uplift2=-39(LC 12), 3=-18(LC 12), 1=-105(LC 12) Max Grav2=48(LC 1), 3=44(LC 3), 1=222(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. live loads. , 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other . 3-6-0 tall by 2-0-0 wide will S A. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle ,`��- * P • • • • fit between the bottom chord and any other members. 6) Refer to for truss to truss connections. ,� O\V` ,. •� •� G E N S •�•.'9 �i girder(s) 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �� ,` ••• �. _._ . l,.y fL.. `� of bearing surface. • NZ -3938Q �. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2, 3 except Qt=lb) * : • jd 1=105. �� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. a O ATE : w OR1 O�\�`�. FL Cert. 6634 October 8,2014 ®WARNIA.G .Verity design pan, mcocrs aad READ AA7ESDH RirSAND IM7JIDED 111nWREEERENW AIDE KII-1423 mw IfZ9120MUCREUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. IIISoutbern, ne1SPjlumberisspeiified,thedelsgnvaluesarethalseel eitive4511QIJ2013byATSC Tampa, FL33610-4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570746 27614 -EJ3B Jack -Open 1 1 -job Reference o tlo a East Coast Truss, Fort Pierce, FL. 34945 r "' s" 'r a iq mii en niuw6 wa, ",c. vvr,v ..e, w , ,...a �..,+ agw , I D:tiAZwR_AtOal4cz00egl 3jyVq_x-Ct2ecpYWsa82aAnlhYEuTPikQDvs2LN IARvZrcyWrO 3-11-7 1-40 3.11-7 1-0-o 6-4-0 2-7-7 Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) - I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.01 8 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.01 8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 14 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc purlins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 2=76/Mechanical, 3=43/Mechanical, 1=246/0-8-0 Max Harz 1=71(LC 12) Max Uplift2=-59(LC 12), 3=-17(LC 12). 1=-117(LC 12) Max Grav2=76(LC 1), 3=49(LC 3), 1=246(LC 1) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; 8=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-10-11 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except Qt=lb) 1=117. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cl 6634 October 8,2014 WARNING•Verify design pan, menu and READ M7r5c!r7W6AND ZlVa DED MITEKREFEREhCEPAGE MU-7473 ma Sfd9/20[J@ffOREt13F. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. If iSouthemaExIne7SP� lulmber issSpeIG fleC,lthedel ign values are th3oseeffect Ye0b101112013 byAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570747 27614 -EJ3C Jack -Open 1 1 Job Re erence o lional East coast TrUss, FOn Pierce, FL. 34946 3.11.14 1.03U s JUI 11 LU14 MI I eK mausines, inc. wea uci u0 i i:utl:au [u i4 rage i ID:tiAZwR AfOal4cz00egl3jyVq_x-g3cOp9Y8cuGvCKMxEG177cFrjdFgnodSP5f7N2yWr7 Scale = 1:9.5 c2 c5 v d 2.11-2 2-11-2 I 0.11-2 1-11-15 Plate Offsets KY)- I1:0-7-4 0-0-e1 I1'0-2-4 Edgel LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.05 3 >944 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.07 3 >661 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 1=240/1-11-2, 2=110/Mechanical, 2=110/Mechanical Max Horz 1=72(LC 12) Max Uplift 1=-117(LC 12), 2=-84(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Bft; B=60ft; L=22ft; eave=4ft; Cat. 11; Exp D; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-11-2 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for 10.0 bottom live load with any other live loads. a psf chord nonconcurrent • 3-6-0 tall by 2-0-0 ,,11t1 A. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide will fit between the bottom chord and an other members. ♦♦♦� Pg ♦ �e •� Y 6) Refer to girder(s) for truss to truss connections, �♦ 0 �� .•'� N � 7 Provide mechanical connection (by others of truss to bearing late capable of withstanding 100 lb uplift at joint(s) 2 except t-Ib ,� � ♦ •' V F��•,.�% � i 1=117. 0 3938 "Semi in design this truss. 8) -rigid pitchbreaks including heels" Member end fixity model was used the analysis and of = * '�� •_ �/� ATE a FL Cert. 6634 October 8,2014 AWARNIM, •Ve,ifT design pan. memrs and READ 1A7F.SOMTMSAND IM,LUDED MITFXREFERfMli FAGS MII-M73 ma JIM17014aff.o EUSE � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. sot Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plqte Institute, 781 N. Lee Street. Sulfe 312, Alexandria, VA 2314. IlSauthernRtne7SPjlumberlsWecified,thedeiignvaluesarethoseeffective4fi 01J2013byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570748 27614 -EJ3D Jack -Open 1 1 Job Reference o do a Easl GOaSI Truss, ton Pierce, FL. 3494b 3.6-9 /.JJu s Jul 17 Lu191v11I eK Inau5trles, Inu. vvc-t uo I l:ue.uu cu l♦ 1-a90 1 I D:IiAZwR_Af0a14cz00eg 13jyVq_x-g3cOp9Y8cu GvCKMxE G 17?cFwC dGln od SPSf 7 N2y W r? Scale =1:8.9 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 ' BCDL 10.Q SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI, TC 0.11 BC 0.15 WB 0.00 (Matrix-M) DEFL. in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) -0.00 (too) I/defl L/d 8 >999 240 8 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 13 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer [Installation ae REACTIONS. (lb/size) 2=61/Mechanical, 3=36/Mechanical, 1=230/0-8-0 Max Horz 1=64(LC 12) Max Uplift2=-47(LC 12), 3=-16(LC 12), 1=-109(LC 12) Max Grav2=61(LC 1), 3=40(LC 3). 1=230(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-5-13 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except (jt=lb) 1=109. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNfNS . Wdfr d W9. paraurumn ,nod READ AD7i.'5 GO 7NTSAND JAC ,UDU NfTFKREFEREMS MGE NU-7473 n-..%11.512ltd8EfC3al:1JM Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information Val))able from Truss Plaf a Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 11 uthern PiTre� MIUMberisspecifiedythe deftrivaluresare those ef#cttive06 10112013byRiSC ,B PS i A,I A� 1�,,' I v'6_ 39380 r 10. O ATE -�• IV Z. � •4U. •,�S'`s �O N A1- rr►nr�� FL Cert. 6634 :] October 8,2014 —p. WOW 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570749 27614 -EJ4A Jack -Open 2 1 Job Reference o do al tasl Goasl 1 russ, ron coerce, PL. J4s4C raau s uui I i cu w con en muusmns, mc. vrvu uc, vo 1 i.w.v, cv,v rue. , ID:tiAZwR_Af0a14cz00egl3jyVq_x-9GAOOVZnNBOmpUx7ozGMYgn1 e1 c7WFtbdlOgwUyWr_ i 1-8-0 4.10-11 _ r— 1-8-0 3-2-11 Scale = 1:10.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.01 3-8 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.01 3-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly. applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer " Installation guide. REACTIONS. (lb/size) 2=97/Mechanical, 3=71/Mechanical, 1=286/0-8-0 Max Horz 1=89(LC 12) Max Uplift2=-77(LC 12), 3=-25(LC 12), 1=-136(LC 12) Max Grant 2=97(LC 1), 3=83(LC 3), 1=286(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3.0-0, Interior(l) 3-0-0 to 4-9-15 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except Qt=lb) 1=136. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 :] October 8,2014 ® WARN7N3 -Verify deskp pan, merera,cad READ AV 7ESOM7195 AND IhaVDED MMKMEREACE PAGE Mll-7473 ma 11291201daIfCWIM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �` Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilllty of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/11`I1 Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. safety Informatlon va able from Truss Plate Iitute. 781 N. Lee Street, Suite 312. Alexandria, VA 2314. It, Pine�SP� lumber isspef Met the design values are those effective 06 0171013 byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570750 1 27614 -EJ4B Jack -Open 1 1 Job Reference (optional test coast I cuss, von Pierce, vL. s4e4b F.0JO s JDI 11 ZU14 MI I ex maustnes, mc, vvea act ua 1 rue:ot zut9 rage t ID:IiAZwR AfOal4cz00egl3jyVq_x-9GAOOVZnNBOmpUx7ozGMYgnld1YhWFtbdI0gwUyWr_ 1-0.0 1-40 4-7-9 1-0.0 0-4.0 3.3-9 LOADING (psf) TCLL 20.0 TCDL 17.0 BOLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code, FBC201O/TP12007 CSI. TC 0.32 BC 0.39 WB 0.00 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=102/Mechanical, 3=53/Mechanical, 1=275/0-8-0 Max Horz 1=84(LC 12) Max Uplift2=-78(LC 12), 3=-18(LC 12), 1=-131(LC 12) Max Grav2=102(LC 1), 3=63(LC 3), 1=275(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:10.2 DEFL. in (too) I/deft Ud PLATES GRIP Vert(LL) 0.02 3-8 >999 240 MT20 244/190 Vert(TL) -0.02 3-8 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 16 lb FT = 0% BRACING - TOP CHORD Structural woad sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation gu NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; 9=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-Q, Interior(1) 3-0-0 to 4-6-13 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except Qt=lb) 1=131. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''1W gypsum sheetrock be applied directly to the bottom chord. 39380 ATE �"":•�/` i FL Cert. 6634 October 8,2014 ,&WARNIfG-Yerdrdesi. pa�amemnaad READAGUSON7HISAND IAUILMED MITEKREFEREKIFFAGEMII.7473reaIJ2912016MOREIfSF- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �' Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Satety Inlorma Ion gva able from Truss Plate Institute, 7B1 N. Lee Street, Sulie 312, Alexandria. VA y2314. tf Southern �ine `SP lumber isspecified, the design values are those effective O6J01/2Q13 hyALSC Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply 27614 Williams Residence T6570751 27614 -EJ4C - Jack -Open i 1 job efere ce o lional East Coast Truss, Fort Pierce, FL. 34945 3.5-11 r.uau s.ni i i cu w ii on i iuuou ca, 16�..roV ..9- ID:tiAZwR_Af0al4czO0eg13jyVq_x-dSknEraPBVWdReVKMgnb51 KGIRyxF171sP8DRxyVVgz Scale = 1:8.8 1-0-0 1-40 3-5-11 1-0-0 0.40 2-1-11 Plate Offsets (X Y)-- I1:0-4-8 0-0-21 fl:0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.00 8 >999 180 BCLL 0.01 ' Rep Stress Iner YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer Installation gu REACTIONS. (lb/size) 2=59/Mechanical, 3=35/Mechanical, 1=227/0-8-0 Max Harz 1=63(LC 12) Max Uplift2=-45(LC 12), 3=-16(LC 12), 1=-108(LC 12) Max Grav2=59(LC 1), 3=39(LC 3), 1=227(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Bft; B=60ft; L=22ft; eave=4ft; Cat. 11; Exp D; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-4-15 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` in 3-6-0 tall by 2-0-0 wide will 4) This truss has been designed for a live load of 20.Opsf on the bottom chord all areas where a rectangle between bottom ,,1������ A. �*It fit the chord and any other members. 5) Refer to for truss to truss connections. �PS ,q4 \v,. • • e girder(s) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 2, 3 except (jt=lb) `����,• E ni S •• • 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. . 0 3 9380 -------- �. '' SATE �. O R 1 p P N 111,7001 FL Cert. 6634 October 8,2014 � WARNIX• VeriYyde.s4. pa niercra and RFAD M17F50N WMAM1A37,00 M17EK'REFF.REACFrAGCN[1-74.7.3,r 11,M12014070NFUSE w� Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown ■■■ is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlorma Ion qqvo able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ifSouthem Ina SP lumberisspeci#ied,thedesi„nvaluesarethasaeifective05 0 /2013byALSC Job Truss Truss Type Qty Ply 27614 Williams Residence T6570752 27614 -EJ5 JACK -OPEN 1 1 Job Reference o tonal East Coast Truss, Fort Pierce, FL. 34946 r.b3u s uw 11 20i4 MiTek mausmes, Inc. wed Oci uo r .09.62 2014 rage i ID:tiAZwR_Af0a14cz00eg13jyVq_x-dSknEraP8VWdReVKMgnb51 KCWRxnFi7lsPBDRxyWgz 1-8-0 3-5-12 1-0.0 i1.H LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.38 TCDL 17.0 Lumber Increase 1.25 BC 0.21 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/rP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 2=105/Mechanical, 3=75/Mechanical, 1=297/0-8-0 Max Horz 1=93(LC 12) Max Uplift2=-84(LC 12), 3=-26(LC 12), 1=-141(LC 12) Max Grav 2=105(LC 1), 3=89(LC 3), 1=297(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/deft Ud Vert(LL) 0.02 3-8 >999 240 Vert(TL) -0.02 3-8 >999 180 Horz(TL) -0.00 2 n/a n/a Scale = 1:10.9 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 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=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; 8=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-1-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �� 0`v` • •.. • • • . �e �j of bearing surface. ♦♦ •.•' G E N S'• •-q ��� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except (jt=lb) ♦♦♦A� 1=141. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum • * 3 938 sheetrock be applied directly to the bottom chord. • MI: - % - AT o FL Cert. 6634 October 8,2014 WARM-4•Vedffdesign p—n.m.• aREAD M17F.Sr?1 Mr5 AND IMIUDED M1725KREFERENC.EPAGE M114473 mz 11251201d8EF=UM Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.' Ni Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the ivi iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. 5afety Information gvauable from]russ Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA Z2314. IfSauthemPine 5P lumberisspecified,thedesignvaluesarethoseeffectiveO6 01/2013byAL5C Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570753 27614 -EJ6 Diagonal Hip Girder 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 /.Wu s JUI 11 zu14 mi I eK mausines, no. vvea ucl uo 11:ua[aa zu14 rage I ID:tiAZwR_Af0a14czO0eg13jyVq_x-5e19RBb1 vpeT3n4 WwOlgdFtMtglZ_9Mu53tnzNyWgy 1-10-8 6-8-9 1-10-8 4-10-4 Scale=1:13.3 2x4 II N V i LOADING (psq SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.02 5-10 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.03 5-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 27lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=372/0-8-10, 4=223/Mechanical Max Harz 1=109(LC 8) Max Uplift 1 =-1 86(LC 8), 4=-215(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-262/119 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,*,� �» ! I I f I II11� 5) Refer to girder(s) for truss to truss connections. ��,-^ �j A ..� 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ♦���\`�,P•• • • • • . '4�e ��j of bearing surface. ,♦♦� .•'� G E N S ••• 9j�000 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=186, ,♦ ,` ; ' N. E_ �••�., y 4=215. ♦ .`-- -.-- f 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. • • 39380 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 167 lb down and 154 lb up at 5-9-10, and 167 lb down and 154 lb up at 5-9-10 on top chord, and 44 lb down and 65 lb up at 5-9-10, and 44 lb down and 65 lb up at - ' 5-9-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). O ^- l AT E : �� LOAD CASE(S) Standard 000T,(•�'.'C� O R 1 P•.' ��,♦♦ 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �o` � G Uniform Loads Vert: 1 (2 I�74, 2-3=-74, 4-6=-20 S11 10 N A� `0',%%% Concentrated Loads (lb) Vert: 11=97(F=48, B=48) 12=-63(F=-31, B=-31) FL Cert. 6634 �:] October 8,2014 A WARNIAG •Wfify dnfign and WAD A07E5GN7Ur5AW IMMURED NITEKREFEREMFPAGE MII.7473 mw 112912016AWOREME Design valid for use only with MTek connectors. This design Is based only upon parameters shown, andIsfor an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity, of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate In iitute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSouthemRine�SP lumberisspetifie,tbedesignvalues are tboseet#ectdve06 01/2013byALSC Tampa, FL 33610-4116 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570754 27614 -EJ6A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 dI 7.5m s Jul 77 20i4 MI1 eK IneUslrles, InG' "" "'va I'"e cu w rays , ID:tiAZwR AfOal4cz00eg13jyVq_x-ZrsXfXcfg6mKhxfiT5p3ASPUpEbxjcc1KjdKVpyVVgx 1-8.0 4-4-0 Scale=1:12.1 1-ao � 1-B•o , 1-ao o•e-o LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.03 3-8 >999 240 MT20 244/190 TCDL 1.7.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.03 3-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010(rP12007 (Matrix-S) Weight: 24 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=132/Mechanical, 3=91/Mechanical, 1=336/0-8-0 Max Horz 1=109(LC 12) Max Uplift2=-104(LC 12), 3=-30(LC 12), 1=-160(LC 12) Max Grav 2=132(LC 1), 3=109(LC 3), 1=336(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-11-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, ,,rl�� 5) Refer to girder(s) for truss to truss connections. ,�♦ Pcj A. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ♦ j �e of bearing surface. `�.•'��, E N �'• ���� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=104 `� V ��-- 1=160. 3938 ..-` 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. e ` •'`i'� l`ATE 411 s j0 N M-�E;.��♦� rinlnti 1i F77FL Cert. 6634 October 8,2014 &WARN7M7-Vrri7p de.sd,7n pan. m tmn aad READ M/77.5 ON THIS AM lMl.ralE.:b NtTE'XRC7'EREM 'PAGE.: N77-7473 w..tld.91201JIMMMUSF Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown ■■�al Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information gvapoble from Truss Plate lztitute, 781 N. Lee Street, Suite 312, Alexandria, VA z2314. IfSoutl ernlrinelSP lumberisspecifie ,the design values are thuse, HecGve06/i71f2019byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570755 27614 -EJ6B Jack -Open 1 1 job Re e ce o do a East Coast Truss, Fort Pierce, FL. 34946 7.530 S Jul 11 2014 MiTeK Inausines, Inc. wea ucl ua i i:uv:04 Zu14 raga 1 ID:tiAZwR Af0a14cz00eg13jyVq_x-ZrsXfXcfg6mKhxfiT5p3ASPReEZsjcc1KjdKVpyWgx 1-&4 6-1-15 1-8-4 4-5-11 Scale = 1:12.4 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.78 BC 0.43 WB 0.00 (Matrix-S) DEFL. in Vert(LL) 0.05 Vert(TL) -0.04 Horz(TL) -0.01 (loc) Well Ud 3-8 >999 240 3-8 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 24 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=135/Mechanical, 3=94/Mechanical, 1=344/0-8-0 Max Horz 1=109(LC 12) Max Uplift2=-106(LC 12), 3=-31(LC 12), 1=-165(LC 12) Max Grav2=135(LC 1). 3=113(LC 3), 1=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional) and C-C Corner(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 6-1-3 zone; cantilever left exposed ;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.111111 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers to value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ��� PS A• q ��j �e parallel grain bearing ,�� Ot� ........ G E j•• of surface, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=106 ,� .•'� �•' V _��•,.�%, 1=165. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum `� N-6 3938 r * •••• �!� sheetrock be applied directly to the bottom chord. SATE : 4 00 C? � �isS i� N A� ��.�`• ►�nn� FL Cert. 6634 October 8,2014 AWAANIAG•Yedfydee..,4. raramerea and READ M USGNVUSAND IM1uDED MITMEEEREACE RAGE MIJ-7423 ma I1941201dBEI'MME , Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for on Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■ Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the ,V1 /�'r Welk' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon evadable from]russ Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314.. IfSouthernPinelSPjjlumberisspecified,theed£signvaluesarethaseeffective06 01/2013byAL5C Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570756 27614 ^EJ6C Diagonal Hip Girder 1 1 Job Reference o tional ease coast I russ, ton coerce, I-L. 3464b r.aau s dW l l avrv"i art..' inc. vveu — uo , i.va.aa <v,-r rayo i ID:tiAZwR Af0al4cz00egl3jyVq_x-llPvstcHRQuB15EulpKligydbexlS3sBYNMu2GyWgw i 1-&8 6-2-2 _ 1.8-8 4-5-10 3x6 :Z; Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.02 5-10 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.02 5-10 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-S) Weight: 25 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=345/0.8-3, 4=234/Mechanical Max Horz 1=113(LC 12) Max Uplift 1 =-1 65(LC 12), 4=-154(LC 12) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-270/383, 2-11=-252/392, 2-5=-146/267 BOT CHORD 1-6=-280/132, 1-5=-486/286 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. 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=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional) and C-C Corner(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 6-2-2 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=165, 4=154. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and ''/2" gypsum sheetrock be applied directly to the bottom chord. GENS*• -9 ♦i♦ 3938 ' i . ATE Ltl ��♦OAF` •;c� O Ft � � P, �`~ FL Cert. 6634 October 8,2014 ®WARNIPK • V0,01 design Panene cots —I READ ROTESW RITSAM rACa UDED NI UKREFEREAU 6M6E M!r-T4J3 ma ifd?j70tJ8R aflEtJS£ Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I forma Ion qva' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 1f Souccern me (SPr lumber issgreciiied, thedt5ign values are cfrase effestise 46 02/2013 byAtSC Job Truss Truss Type Qly Ply 27614 Williams Residence T6570757 27614 -HJ9 Diagonal Hip Girder 1 1 Job Reference (optional) East coast Truss, Fort Fierce, FL.'S4tl4tl ,.wv a vm ! ! av,v m, vn M US F 65, rC. •rov ..C, ..., , ,......... ...,� , ..y.. ID:tiAZW R_Af0al4cz00eg13jyVq_x-11 PvstcHRQuB15Eul pKligycmevfS3sBYNMu2GyWgw 5.6-10 _ 9-3-7 5-6-10 3-8-13 Scale=1:17.5 4x6 = 1.50 12 14 2 3 3x4 = 1-9-6 0-9-5 6-8-12 - Plate Offsets (X Y)-- (1.1-2-7 0-0-71 11:0-5-8 Edael LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.08 5-10 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.39 Vert(TL)' -0.12 5-10 >926 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FSC2010/TP12007 (Matrix-M) Weight: 29 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 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) 1=454/1-6-9, 5=366/Mechanical Max Herz 1=87(LC 8) Max Uplift 1=-224(LC 8). 5=-241(LC 5) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-359/274, 12-13=-331/269, 13-14=-312/248, 2-14=-289/234 BOT CHORD 1-15=-257/309, 15-16=-257/309, 16-17=-257/309, 5-17=-257/309 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Bft; B=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. "I I I f l his truss has been designed for a 10.0 psf 4) TThis truss has been debottom signed forr a li a load of 20. psf on the bottom chord n ent with any erer live all areas where arectangle 3-6-0 tall by 2-0-0 wide will ,e���,PCJ A. fit between the bottom chord and any other members. �� • • • • • • • • �e �j 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 1=224, ,®�� •.•• V� _. .�••.% 5=241. 0 39380_� -; 7) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ` * ✓ 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 98 lb up at 3-4-3, 92 Ito down and 71 lb up at 3-4-3, 112 lb down and 98 lb up at 5-7-15, 86 lb down and 68 lb up at 5-7-15, and 114 lb down and 103 Ib up at 7-11-10, and 132 lb down and 125 lb up at 7-11-10 on top chord, and 17 lb down and 40 lb up at 3-4-3, 26 lb down and 36 lb up : at 5-7-15, 12 lb down and 38 lb up at 5-7-15, and 27 lb down and 40 lb up at 7-11-10, and 34 lb down and 33 lb up at 7-11-10 onMATE • bottom chord. The design/selection of such connection device(s) is the responsibility of others. Q �• �(/ 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,j��� . Al� O R , Q;`•' �_,�� LOAD CASE(S) Standard !�I sts� • • • • • • �` %` 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Vert: 1-2=-74, 2-3=-74, 4-6=-20 Concentrated Loads (Ib) Vert: 12=91(F=49, 13=42) 13=60(F=52, 13=9) 14=-19(F=6, B=-25) 15=-10(B) 16=-21(F=-2, B=-19) 17=47(F=-21, 6=-27) FL Cert. 6634 October 8,2014 ®WARNVY53•Varifydesiy7a Puroma!ters,satt READftl7ESGN Mrs AM T/Z7/701dAfff3VV5r Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gvaUable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA Z2314. ifSouthern Rrne SP lumber isspesrtied, the design values are these etfettaue 0b 01j"13 byAL C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570758 27614 AOtG Hip Girder i 1 Job Reference o lio al East Coast Truss, Fort Pierce, FL. 34946 I.b30 s Jui IIzu14 mu ex m0usmes, mc. vvea uct vo ! i.65 a6 cu w Faye ! ID:IiAZwR_Af0al4cz00egl3jyVq_x-zPXgHYeXzl8vYPOH9ENmo5lwCSTUwu4UOhr 68yVVqu 13-0-0 17 - 0. 1 1-8-0 4-2-13 0-2- 1-9-7 4-5-5 0.6A 4-10-11 D-2-0 Scale = 1:31.3 3.00 12 5x5 = 4x8 M1BSHS = 18 19 1.50 112 1.50 12 0.75112 8x12 3x4 13-0-0 1-0-0 0-e-0 4-5-B 5-15 1-1.14 4-5-12 4-10.11 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress [nor NO Code FBC2010ITPI2007 CSI. TC 0.96 BC 0.95 WB 0.27 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 `Except` 3-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 `Except* 1-8: 2x6 SP No.2, 6-8: 2x4 SP 2850F 1.8E WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 5=449/1-4-0, 7=963/0-8-0; 1=1072/0-8-0 Max Horz 1=29(LC 24) Max Uplift5=-312(LC 8). 7=-611(LC 8), 1=-708(LC 8) DEFL, in (loc) I/dell Ud Vert(LL) 0.43 8 >345 240 Vert(TL) -0.58 8 >256 180 Horz(TL) 0.15 5 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 69 ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-5-10 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationu' e. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-950/657, 1-2=-3603/2531, 2-17=-3834/2740, 3-17=-3835/2740, 3-18=-3544/2542, 18-19=-3547/2542, 4-19=-3580/2535, 4-20=-1517/1129, 5-20=-1530/1122, 5-21=-715/512 BOT CHORD 1-12=-676/968, 1-22=-2388/3454, 8-22=-2415/3482, 8-23=-2447/3522, 23-24=-244213514, 24-25=-2441/3510, 7-25=-2438/3507, 6-7=-1491/2110, 6-26=-1098/1533, 5-26=-1098/1533, 5-27=-460/645, 4-6=-1602/1123, 4-7=-1435/2118 WEBS 2-8=-477/720, 3-8=-309/470 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Bft; 6=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf 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. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. l i 44GEN �'� 39380 :•411 rA 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=312, ♦j.# l�� ss ' \ e� 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was.used in the analysis and design of this truss. ♦ri0 N 1111;1111 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 143 lb up at 6-1-4. 135 lb down and 141 lb up at 6-11-12, and 127lb down and 125 Ib up at 9-6-5, and 85 lb down and 67 lb up at 14.1-12 on top chord, and 197 lb down and 267 lb up at 5-10-13, 73 lb down and 51 lb up at 6-1-4, 71 lb down and 50 lb up at 6-8-7, 213 lb down FL Cert. 6634 and 174 lb up at 7-10-11, 53 lb down and 50 lb up at 9-6-5, 86 lb down and 107 lb up at 11-10-1, and 11 lb down and 38 lb up at 14-1-12, and 22 lb down and 70 lb up at 16-5-7 on bottom chord. The design/selection of such connection device(s) is the October 8,2014 11 WARKAG-Ycntpdesign ru onreu!rsAnd READ OX17ES GH 71415AM 1AUNDED M.rTFKRET-ERF.,MPAGE Mr14473nr.v. .1119120rdaf.7'Lltt USE �■■■• Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding M'Tek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Informat on vappable from Truss Plate In ti}ute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 It5vuthern ine�SPFlumberisslrecifie, the design values are these effelCisreOS 0�1j2013byALSC Job Truss Truss Type Qty Ply 27614 Williams Residence T657075a 27614 A01G Hip Girder 1 1 job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 /.JJu a Jul 11 Zvi MI I eK iri-...w., Ill.. vveu u'i vo 1 — ur cW m r.u. 4 ID:tiAZwR_AfOal4cz00egl3jyVq_x-zPXgHYeXzl8vYPOH9ENmo51wCSTUwu4U0hr 68yWqu NOTES- 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74, 2-3=-74, 3-4=-74, 4-5=-74, 8-12=-20, 7-8=-20, 6-7=-20, 6-9=-20, 4-7=-20 Concentrated Loads (Ib) Vert: 2=-58(F) 8=-71(F) 17=-58(F) 18=-20(F) 20=53(F) 22=-258(F) 23=-213(F) 24=-52(F) 25=-86(F) 26=-1(F) 27=-22(F) ®WARNfMT-vldry deso.paraAnd RFAD PATESCNVUSAM 1M7.M10 MITEKAFFFRENGE PAGE M11- 74.77 m. a YJd9J2,016 FaaENSE � Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �A Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i1�iTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informal on gva'Uable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria , VA 2314. Tampa, FL 33610-4115 tfSouthem'IneISPplumberIsspetified, the design valuesate thoseeffective06 01/2013 by ALSC Job Truss Truss Type city Ply 27614 Williams Residence T6570759 27614 A02 Roof Special Girder 1 1 Job Reference (Optional EaSt Coast TrUSS, FOn Pierce, FL. 34846 r.00u s dui 1 I LU I41VI11 tlR IIIYWOICSII c. YVVY vbl Ve i ,.��.�� ��,+ soya I D:tiAZwR_AfOal4cz00eg 13jyVq_x-Sc52UufAkLHm9ZzTixu7KlaBmrv8flUdFLbYeayWgl 4-5-12 3-5-7 5-6-2 Scale = 1:36.5 3.00 12 1.50 12 1x4 3x4 2 3 1.50112 0.75 L1L US 11 4x10 = 48 1.31 119 = 4x4 = e-1-8 11-0 011•0 6.7.13 -6.7 4-2-8 078-0 O 2.1-7 4-0.5 1-1-13 0-3-4 Plate Offsets (X Y)-- 12'0-2-0 0-1-11 (6'0-1-11 0-2-01 f8'0-2-0 0-2-01 f10'0-4-0 0-0-121 112.0-2-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES - GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.07 12-20 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.12 12-20 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 90 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc puriins. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-4-2 oc bracing. 1-12: 2x6 SP No.2, 4-11: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installatione Right: 2x4 SP No.3 REACTIONS. All bearings 1-4-0. except Qt=length) 6=1-5-5, 1=0-8-0, 9=0-3-8, 7=0-3-8. (lb) - Max Horz 1=38(LC 7) Max Uplift All uplift 100lb or less atjoint(s) except 11=303(LC 32), 1=-329(LC 8), 9=-202(LC 5), 7=-217(LC 5) Max Grav All reactions 250 Ib or less atjoint(s) except 11=611(LC 1), 11=611(LC 1), 1=616(LC 21), 9=434(LC 21), 7=324(LC 25) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=308/129, 1-2=-1281/688, 2-3=-1167/699, 3-4=-1209/698 BOT CHORD 1-16=-1741354, 1-12=-588/1201,10-11=-849/429,4-10=-656/398, 9-11=-451/233, 8-9=451/233, 8-10=-347/617 WEBS 4-12=-599/1199 �uue�1 NOTES- ,���.� � 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Bft; 8=60ft; L=22ft; eave=4ft; Cat. 11; , 0� ��.... %���` �•'�,\ G E N,9.� q� • Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 -- • i0 39380 �. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 between the bottom chord and any other members. - tIZ Z 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity E of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 11, 329 lb uplift at joint 1 202 lb uplift at joint 9 and 217 lb uplift at joint 7. . Q '• 0j, ,� • A , O R 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. lb down 75 b � ���* N up a other connection device(s)all be sufficient to support concentratedand 9) Han18-1g1-1(1 at Al *%%` ;� 8-11-11 oned onrt p chord, nd 21 lb down and 73 lb up bottom chord. design/selection of such connelction device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Cert. 6634 LOAD CASE(S) Standard October 8,2014 Continued on Pa e z ® WARMU'r, •Verity design Fnnrretcrs ,rnd READ M7E5GN 7riT5AND lhaUDED NNEKREFERENW PAGE NII.1413 rc a l/d4J20IQDEF'OfiEUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer, Bracing shown �.�•YY Is for lateral support of Individual web members only, Additional temporary bracing to Insure stability during construction Is the responsibilllty of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 1tf5authemoine7SPjlumberissspelcified,the delsign alueessareth3eseeffecdveQ610112013hyALSC Tampa, FL33610-4t75 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570759 27614 A02 Roof Special Girder 1 1 ob Reference (optional East Coast Truss, Fort Pierce, FL. 34945 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74, 2-6=-74, 12-16=-20, 10-12=-20, 8-11=-20, 8-13=-20, 8-10=-20 Concentrated Loads (lb) Vert: 22=75(F) 23=48(F) 7.530 s Jul 11 2014 MITek Industries, Inc. wee uct u6 n:usroa zu14 rage z I D:tiAZwR_AfOal4cz00eg 13jyVq_x-Sc52UufAkLHm9ZzTixu7KlaBmrv8f IUdFLbYeayWgt ®WARNU73 Verity dc.sirJn parer!z0en snd READ W7ESGN7NESANDIMIUDEDMITEKREFERE&4=PAGE Mr!-7423rep. 1I29120149EEMME Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, If Saulthem Pine�SP� Iulmber is spelclfied ithe des an values are those elffect ve 05J0112013 by AtS+r Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570760 27614 A03 Roof Special 1 1 Job Reference o fio al East Coast Truss, Fort Pierce, FL. 34946 7.556 a uar i i 26 iv nu, en ,,,u. ° w ...% ..=y.. , ID:IiAZwR_AfOal4cz00egl3jyVq_x-wofQiEfoVfPdniYgGePEtW6LaF9sOn4nT?K5B1 yWgs 8.11-4 9-Qr2 13-0-0 18-2-3 22-6-0 r 1.8-0 7-3.4 0-0.14 3.11-14 5-2-3 4-3-13 3.00 12 Scale=1:38.8 1x4 I 1.50112 3x4 23 21 gam= I616 d 69 0.75 L]2 4x10 = 1.50 12 48 8x6 I 1.32 Lv— 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.58 TCDL 17.0 Lumber Increase 1.25 BC 0.95 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 BCDL 10.0 Code FBC2010IrP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 1-10: 2x6 SP No.2, 4-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=526/0-8-0, 9=99710-8-0, 1=689/0-8-0 Max Horz 1=50(LC 11) Max Uplift6=-257(LC 12). 9=461(LC 12), 1=-365(LC 12) . Max Grav 6=526(LC 22), 9=997(LC 1), 1=689(LC 1) DEFL. In (loc) I/defl Ud PLATES GRIP Vert(LL) 0.10 7-13 >999 240 MT20 244/190 Vert(TL) -0.19 7 >583 180 Horz(TL) 0.02 6 n/a n/a Weight: 93 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installglion FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-353/171, 1-19=-1512/975, 19-20=-1445I990, 2-20=-1439/1003, 2-3=-1388/1035, 3-2 1 =-1 392/1034, 4-21 =-1 41811026, 4-22=-868/545, 22-23=-878/539, 5-23=-885/538, 5-24=-893/525, 6-24=-1185/787 BOT CHORD 1-14=-234/415, 1-10=-857/1420, 8-10=-169/460, 8-9=-923/577, 4-8=-671/525, 6-7=-817/1233, 7-8=-583/1059 WEBS 3-10=0/252, 4-10=-695/970 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. II; `t,111111111111�, ,�%,PCj A, • • •., �e (3-second gust) Exp D; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interlor(1) 3-0-0 to 8-11-4, Exterior(2) 8-11-4 to ,� •,.. O� • • G ENS • 11-11-4, Interior(1) 18-2-3 to 22-6-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber ,��A` ••° V� _ _„F�•• DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 3938O ¢d0"AE 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 willfit between the bottom chord and any other members, tx 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPl 1 angle to grain formula. Building designer should verify capacity o411 of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 6, 461 lb uplift at joint 9 and 365 lb uplift at joint 1. 00 �/ o .0 Tt��•.� Q Q;•' �_,�� �I \` R 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and •YT gypsum �� ° ...... sheetrock be applied directly to the bottom chord.A` FL Cert. 6634 October 8,2014 �WARN1TG- Vwfff de.sige penmaDe and RF4D AV7F-S ON 714ISAM Ih7 UVED 14fTEKR£FERMCIF PAGE Mi. 7473 tea 1/d.4f201dNffa ASE � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek" erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information 4vou ble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSauthern Vine SIR umber lsspeslfied,tllede51gT1valv2saretha5eeffectiva06 10112013byA1SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570761 27614 A04 Roof Speclal 1 1 Job Ra ere ce o a East Coast Truss, Fort Pierce, FL. 34946 - 7.530 s Jul 112014 MTek Industries, Inc. Wed Oct 08 11:10:00 2014 Page 1 ID:tiAZwR_AfOal4cz00egl3jyVq_x-0 DovagQGyXUPs7sgMwTPjfSsfXb7EOwif4flTyWgr I 1-8.0 r 5-10.9 10.1-2 10-a-0 13.0.0 11.8-10 22-6.0 1-B-0 4-2-9 4-2.9 0-0.14 2.10-0 1-8.10 7-9-6 Scale = 1:3B.8 3.00 12 v1 d 1.50 I 1 L 3x6 3x6 2 3 3x4 0.75112 3.89 12 04 1.50 F12 3x6 II 3x4 = 1-0.0 1-8-0 10-2.0 130-0 1 4 0148-10 22.6.0 1-0.0 -8-0 8-6-0 2-10.0 0-4- 1-4-10 7-9-6 Plate Offsets (X.Y) [2:0-3-0.0-0-111 LOADING (psf) SPACING- - 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.12 10-18 >999 240 MT20 2441190 TCDL 17.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.27 10-18 >580 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) -0.01 6 1 n/a BCDL 10.0 Code FBC201 O/TP 12007 (Matrix-S) Weight: 90 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 1-10: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=531/0-8-0, 9=933/0-8-0, 1=70210-8-0 Max Horz 1=60(LC 11) Max Uplift6=-320(LC 12), 9=-373(LC 12), 1=-405(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-298/162, 1-19=-1379/1125, 19-20=-1302/1143, 2-20=-1285/1158, 2-3=-1278/1190, 3-4=-711/747, 4-5=-718/748, 5-21=-688/686, 6-21=-1332/1006 BOT CHORD 1-14=-253/384, 1-10=-996/1286, 8-10=-525/369, 8-9=-922/481, 3-8=-538/340, 7-9=-348/47, 6-7=-1057/1404; 7-8=-637/979 WEBS 3-10=-489/958 Structural wood sheathing directly applied. Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)ExWind: DAEncll..,GC i=0.13 a 18;MWFR(directional) dal C-CExteror;2 ODs O-Oto3-0-0,Int ror0p3-0-Of toB;10-12,Exterv ior210-12to ll' ♦��t%�I��I 1rr1����i 13-1-12, Interior(1) 14-8-10 to 22-6-0 zone; cantilever left exposed ;C-C for members and forces 8 MWFRS for reactions shown; ♦ �e �4 Lumber DOL=1.60 plate grip DOL=1.60 ♦�o E N 3 •• .y �,' 3) Plates checked for a plus or minus 0 degree rotation about its center.,`� N.,•, �% !` 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :39380 •• 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will _• fit between the bottom chord and any other members. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angie to grain formula. Building designer should verify capacity = of bearing surface. —. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 320 lb uplift at joint 6, 373 lb uplift at joint 9 �" O I ATE �C/ • and 405 lb uplift at joint 1. 0 ((� 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and'/° gypsum �� T ••.'C� p P .• ��,�♦ sheetrock be applied directly to the bottom chord. R i���ssION,A` `��C? �♦ FL Cert. 6634 October 8,2014 ®WAANItA •Vcrttr desi7n pamreco=-n uad NFM FATESGNTIAS AND ITKIUDED MITFKNEFERE,Kf PAGE MII.7473 rea Ijd9/IOIJaffClflElJSF. ■ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the IVi iTek' erector, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlorma��Ion val able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandra, VA 2314. If Southern Pir<e7SP� lumber isspeciiied, the design values are these effective 0fi�01f2013 byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570762 27614 A05 Roof Special 1 1 Job Refere ce o tional test coal 1 russ, ton coerce, M. 34946 r.03tl $ 4.1 1 1 1.14IVII I tlR Illuuillltli, 1114. vVGU VlA VO 1. I V.V V av w ,-cuv , ID:tiAZwR_Af0a14cz00eg13jyVq_x-O_DovagQGyXU Ps7sgMwTPjfYnf W27GPwif4fjTyWgr 1-&0 6-"8-3-11 11-3-17.2-8 , _ 22.6-0 1-8-0 4-9-8 1-10.2 2.11.80 1-9.013.0-0 4.2.8 5-3-8 Scale = 1:38.1 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 3.00 12 1.5o 12 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201 O/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 1-10,8-10: 2x6 SP No.2, 4-9: 2x4 SP No.1 WEBS 2x4 SP No.3 3x4 = u.rs 112 46 3x6 II 1.21 b2... 4x4 3x4 = CSI. DEFL.. in (loc) I/deft Lid PLATES GRIP TC 0.49 Vert(LL) -0.1310-18 >999 240 MT20 244/190 BC 0.83 Vert(TL) -0.4110-18 >380 180 M18SHS 244/190 WB 0.24 Horz(TL) 0.02 9 n/a n/a (Matrix-S) Weight: 95 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 6=445/0-8.0, 9=1119/0-8-0, 1=632/0.8-0 Max Horz 1=70(LC 11) Max Upiift6=-238(LC 12), 9=-504(LC 12), 1=-346(LC 12) Max Grav 6=472(LC 22), 9=1119(LC 1), 1=632(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-354/209, 1-19=1228/992, 2-19=-1175/1016, 2-20=-345/303, 3-20=-342/318, 3-4=-338/341, 4-21=-560/437, 5-21=-618/433, 5-22=-604/365, 6-22=-1146/834 BOT CHORD 1-14=-240/381, 1-10=-887/1158, 8-10=-89/273, 8-9=-1080/634, 4-8=-260/279, 7-9=-480/277, 6-7=-877/1202, 7-8=-574/1033 WEBS 2-10=-890/793 NOTES- 1) Unbalanced 2) WiindIASCE 7-170mph (3 secondgust) Vasd=1 2m f0; Vult=1live loads have been idered for 1i,,�5 1jl,' ph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. II; ��,`0 g1.#'0�e Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-3-0, Exterior(2) 11-3-0 to ♦�� �P',...... 14-3-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip ,♦♦�� ,•'\ G E • • ��� ♦ -" �.i 3) All plates are MT20 plates unless otherwise indicated. ` . �39380_ • `i 4) Plates checked for a plus or minus 0 degree rotation about its center. * ""T 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. _ Mir Z 7) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity *. jV of bearing surface. ; ATE (Tt= 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238 lb uplift at joint 6, 504 lb uplift at joint 9 ,� T ••, �� O Q;.• ��,♦♦ and 346 lb uplift at joint 1. O R 1 ,� 9) sh is trbe applied design requires d directly to the bottom chord." structural wood sheathing be applied directly to the top chord and''/2" gypsum '�'p N ...... . FL Cert. 6634 October 8,2014 ®WARNIM- Vedfr, design p..s MrsJ4d READ A07ES ONTNTSANDIflaUDED MITEKREFEREhCIF PAGE P114473 reR 1119/2014Na'ONEM ■■■■■ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Satety Inlormotion vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 It 5o uth a rn Pine�SP' lumber is specifi ed, the design values are those effective 96 01/2013 by ALSC Job Truss Truss Type city Ply 27614 Williams Residence T6570763 27614 A06 Scissor 10 1 , Job Reference o io a East Coast Truss, Fort Pierce, FL. 34946 7.53U S JUI 11 ZU14 Ml I OK Inausines, Inc, vvea uc1 vo 11:1U:U7 Zu14 rage i ID:tiAZwR_AfOal4cz00egl3jyVq_x-sBnA7wh21 GfL001203RiyxCiw3rosfO3xJpCFvyVvgq 1-e-o 6-5-8 11-3-0 15-10-4 22-6.0 1-6-o 4-9-8 4.9.8 4-7.4 B-7-12 ' 08 M18SHS = 3.00 12 Scale = 1:37.7 US 11 3x8 3x6 = 1.50 12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.53 TCDL 17.0 Lumber Increase 1.25 BC 0.86 BCLL 0.0 Rep Stress Incr YES WB 0.51 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP 285OF 1,8E BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 4=1016/0-8.0, 1=1099/0-8-0 Max Horz 1=-70(LC 10) Max Uplift4=-534(LC 12), 1=-579(LC 12) DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) 0.52 5-6 >522 240 MT20 2441190 Vert(TL) -0.91 6-14 >297 180 M18SHS 244/190 Horz(TL) 0.33 4 n/a n/a Weight: 81 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied: MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation de FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 1-1=-1507/933, 1-15=-3596/2251, 2-15=-3499/2267, 2-16=-3887/2517, 3-16=-3953/2504, 3-17=-4779/3027,4-17=-4832/3013 BOT CHORD 1-10=-788/1287, 1-6=-2061/3451, 5-6=-2851/4684, 4-5=-2849/4675 WEBS 2-6=-697/1338,3-6=-1077/614 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; 8=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 2-10-7, Interior(1) 2-10-7 to 11-3-0, Exterior(2) 11-3-0 to 14-3-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 4, 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 4 and 579 lb uplift at joint 1. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and'/2" gypsum sheetrock be applied directly to the bottom chord. A. .•'\ G t, 380 ATE ' :�� �G `. FL Cert. 6634 October 8,2014 ®tiARNrNO•Verify design pannetea and READ NOTES ON 7HTSAND NNcLUDED M2TEKREFEREAK FADE M11-7473 ma I/19/20MBUOMWE Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.' Safety Informallon va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 ItSouthern[vine�Sp Iumherisspecified,thedesignvaluesarethoseeffettiveO6/01J2013byAL5C Job Truss Truss Type Qty Ply 27614 Williams Residence T6570764 27614 A67 ATTIC 7 1 • Job e e e ce o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek industries, Inc. Wed Oct 08 11:10:02 2014 Page 1 I D:tiAZwR_AfOal4cz00eg13jyVq_x-KNLZKGIgoanCeAGFxnzxVBkoeTCZb4xDgzZlnMyVVgp 545 8-7-4 11-3-0 13.11-12 I 17-1-11 22-6-0 _ 5-4-5 3-2-15 2-7-12 2-7-12 3-2-15 5-4-5 3.00 12 3x4 = 3 5x8 % 5x8 4 5 Scale=1:37.4 3x8 II 4x4 = 1x4 II 1x4 II 4x4 = 3x8 = 3x8 = LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010ITP12007 CSI, TC 0.85 BC 0.82 WB 0.62 (Matrix-S) DEFL. In (loc) Vdefl Ud Vert(LL) 0.33 9-14 >826 240 Vert(TL) -0.76 9-14 >356 180 Horz(TL) 0.09 7 n/a n/a Attic -0.18 9-10 360 360 PLATES GRIP MT20 244/190' Weight: 79 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 8-11: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation e Left: 2x4 SP No.3 REACTIONS. (lb/size) 7=1092/0-8-0, 1=1119/0-8-0 Max Harz 1=-71(LC 10) Max Uplift7=-515(LC 12), 1=-523(LC 12) Max Grav 7=1153(LC 20), 1=1187(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 =-I 1 14/544,1-20=-2820/1296, 20-21=-2751/1318, 221=-2727/1320, 2-3=-2639/1332, 3-4=-544/1023, 4-5=-528/1025, 5-6=-2637/1348, 6-22=-2717/1329, 22-23=-2750/1326, 7-23=-3270/1870 BOT CHORD 1-15=-489/1024, 1-11=-1151/2666, 10-11=-1151/2666, 9-10=-1151/2666, 8-9=-1151/2666, 7-8=-1859/3240 WEBS 2-1 0=-1 01360, 6-9=0/341, 3-5=-3728/1936 NOTES- A 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph 11; ♦� O G E N,3 •, • (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=23ft; eave=4ft; Cat. ♦♦,��,•��,� �C`•.•;if� Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-3-0, Exterior(2) 11-3-0 to 39380 •. 14-3-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip r DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ma: Z 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will "••'",` ' " �. ; fit between the bottom chord and an ATE other members. 6) Ceiling dead load (5.0 psf) on member(s). 2-3, 5-6, 3-5; Wall dead load (5.0psf) on member(s),2-10, 6-9 7) Bottom chord live load (40.0 and additional bottom chord dead load (0,0 applied only to room. 9-10 ���� • ,(, �•. • psf) psf) i� R 1 •. �\ ♦♦♦ •' •' �j� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 515 lb uplift at joint 7 and 523 lb uplift atjoint 1. lss • • \ ♦♦ 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/z" gypsum sheetrock be applied directly to the bottom chord. 10) Attic room checked for U360 deflection. FL Cert. 6634 October 8,2014 ®WARMMi - Verify des4i Fa —N. and READ MITESGNRMS AND IMIUDED MITEKREFEREMX PAGE Mll-M23 rea IJL9f2014fiffou115E , Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an individual building component. Ell' of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding . fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. ItSuuthemP'ine�SP lumberissgecified,theclesrgnvaluesaretheseeffective46 0112013by,ALSC Tampa, FL 33610.4115 Job Truss Truss Type - Qty Ply Williams Residence T6570765 27614 A08 Roof Special 1 1 �27614 Job Reference (Optional) East Coast Truss, Fort Pierce, FL. 34945 /.Diu s Jul 11 ZU14 rA i UK mvustnes, inc. vveu —vo i is iu--it rays i ID:tiAZwR Af0al4cz00egl3jyVq_x-oZuxYcjlYtv3GKrRVUUAIMHOUsYyKdSMOdIJKoyWgo 5-3-14 8-11-5 12-0-4 16-8-10 22.6-0 _ r 5-3-14 3-7-7 3.0.15 4-8-6 5-9-6 Scale = 1:38.1 5x6 = 3.00 12 1.50 12 5x5 = 3x8 11 3x4 = 3x4 = 3x4 = 3x4 = 3x6 = 1.0.0 7.0.5 6.8-5 7-9.5 Plate Offsets_(X,Y)— I1:0-0-0.1-8-131 11:0-4-8 0-0-21,13:0-3-0,0-1-61 I4:0-3-5 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.37 7-9 >730 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.63 7-9 >431 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 87 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation e REACTIONS. (lb/size) 6=1026/0-8-0, 1=1089/0-8-0 Max Horz 1=-64(LC 10) Max Uplift6=-539(LC 12), 1=-574(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 1-1=-973/607, 1-18=-2585/1650, 2-18=-2571/1661, 2-3=-2244/1450, 3-4=-2057/1440, 4-19=-2467/1652, 5-19=-2546/1639, 5-20=-2832/1872, 6-20=-2878/1859 BOT CHORD 1-13=-554/899, 1-9=-1512/2468, 8-9=-1233/2044, 7-8=-1233/2044, 6-7=-1741/2747 WEBS 2-9=-465/289, 3-9=-54/315, 4-7=-273/571, 5-7=-454/400 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. 11: I I Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-0-4, Exterior(2) 12-0-4 to 15-0-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip O,,'i1l �P• A�e ��, DOL=1.60 • , • , O 3) The solid section of the plate is required to be placed over the splice line atjoint(s) 8, �',�� E /V ����,••� �, SF••q�i �� 4) Plate(s) at joint(s) 3, 6, 9, 2, 7, 4, 5, 1 and 1 checked for a plus or minus 0 degree rotation about Its center. PY6J3938Q-- -�.� 5) Plate(s) atjoint(s) 8 checked for a plus or minus 5 degree rotation about its center. -- * %• i� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. rir 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 539 lb uplift at joint 6 and 574 Ib uplift at ATE - joint 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetrock be applied directly to the bottom chord. 0 0 • • P •. _�' ♦ •• \ 0 R Q •.• �� �p N FL Cet 6634 October 8,2014 AWARNIM • Vontydesign pan—k-n and AFAD 1'07TSGN MISAMD IMINDED MI7TKREFEREKEFAGS 11II-7473 am 1124/10MTFCWV3E Design valid for use onlywith MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erectionand bracing, consult AN51/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlorma Ion vo able from Truss Plate In lltule, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 1fSouthern ine7SP lumberisspeeifie,the design values a.rethoseeffectiveQ6 01/1013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply - 27614 Williams Residence T6570766 27614 A09 Roof Special 1 1 Job Reference factional East Coast Truss, Fort Pierce, FL. 34946 1.wu s dui i i zui4 mi i ex meusmes, Inc. VVud ucs oo I i s w.ov cv w rays 1 ID:tiAZwR Af0al4cz00egl3jyVq_x-GmSJlyjwJB1wtUQd3C?PaZg6PGua34_WdH2ssEyWgn { 5-5-12 13-2-2 16.3-9 _ 22-6-0 5-5-12 7-8-5 3-1.7 6.2-7 3x4 = 3x8 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER. TOP CHORD 2x4 SP No.2 `Except* 2-3: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 4=1036/0-8-0, 1=1079/0-8-0 Max Horz 1=-53(LC 10) Max Uplift4=-549(LC 12), 1=-564(LC 12) 1.50 F12 5x6 19 3x4 = 44 = 5 1x4 Scale=1:38.4 3x4 = 3x4 = CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.96 Vert(LL) 0.27 5-7 >999 240 MT20 244/190 BC 0.79 Vert(TL) -0.63 5-7 >427 180 WB 0.20 Horz(TL) 0.09 4 n/a n/a (Matrix-S) Weight: 88 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatione FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-964/593, 1716=-2632/1665, 2-16=-2618/1678, 2-17=-2537/1538, 17-18=-2514/1541, 18-19=-2505/1544, 3-19=-2494/1553, 3-20=-2513/1560, 20-21=-2532/1541, 4-21=-2607/1739 BOT CHORD 1-11=-540/897, 1-7=-1530/2514, 6-7=-1378/2201, 5-6=-1378/2201, 4-5=-1834/2456 WEBS 3-7=-65/481, 3-5=0/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. II; tt'l 111(1 t/,, �0 S A. '� P` ✓j� Ex D; Encl., GC r-0.18; MWFRS directional and C-C Exterior 2 0-0-0 to 3-0-0, Interior 1 3-0-0 to 13-2-2, Exterior 2 13-2-2 to ,. N� •� •• 10:0 16-2-2 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip •. C � N S "� 0 `r,• o 0 3) Plates checked for a plus or minus 0 degree rotation about its center, T6 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 will fit between the bottom chord and any other members, r 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549 lb uplift at joint 4 and 564 lb uplift at : , . joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/" gypsum sheetrock be directly to the bottom chord. ,. ATE oo0,,�•.�A, L ♦ applied of • O R \ ••'• �> �` %` 1111111 FL Cert. 6634 October 8,2014 ®WAAN114 •N!.rfrr dn.sivr paran f—aad MAD A071'S GN M[S AND 1T 2WrD MtTFKREFERE'M7. PAGE N11-N31.3 rex 1/d9/2AtdW.-1CM-: 13F- Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parametersand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown {�►/� Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the Syr iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information voUUoble from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 Tampa, FL 33610-4115 1i5uutheralVine SIX lumber isslrerified, the design values aTgthase.ef#ective0fi101J101SI F91La� Job Truss Truss Type Qty Ply 27614 Williams Residence T6570767 27614 A10 ROOF SPECIAL 1 1 Job Refer, ce o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MI i eK industries, Inc. vvea uct u5 11:1 u:uo 2u14 rage 1 I D:tiAZwR_AfOal4cz00egl3jyVq_x-kyOhyHkZ4V9nVd?pdvWe6nMK4gDjoWafsxnQOgyWgm 2-0-4 3-0-4 7-6-0 14-4-0 17-10-8 22-6.0 2-0.4 1.0.0 4-'12 6.10-0 3-6-8 4-7-8 1.50 12 4x8 M18SHS = Scale = 1:37.9 5x6 % 3x4 = 3x4 = 4x4 = 1.0.0 , 2-0.4 , 7-6-0 10.9-8 14-4-0 i 22-6-0 i 1-0.0 1-0.4 5-5-12 3-3.8 3-6-7 8-2-0 Plate Offsets (X Y)-- 15:0-6-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.46 7-10 >585 240 MT20 2441190 TCDL 17.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.97 7-10 >279 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 82 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 2-4: 2x4 SP 285OF 1.8E, 4-5: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=1028/0-8-0, 1=988/0-8-0 Max Horz 1=-42(LC 10) Max Uplift5=-540(LC 12), 1=-499(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3367/2186, 2-15=-3334/2177, 3-15=-3300/2184, 3-16=-2833/1718, 16-17=-2814/1721, 4-17=-2801/1729, 4-18=-2311/1635, 18-19=-2325/1618, 5-19=-2570/1635 BOT CHORD 1-1=-947/1446, 1-7=-2072/3271, 6-7=-1462/2255, 5-6=-1824/2866 WEBS 4-7=-147/801, 3-7=-604/520 Structural wood sheathing directly applied Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0:.,18; MWFRS (directional) and C-C Exterior(2) 1-4-0 to 3-0-4, Interior(1) 3-0-4 to 14-4-0, Exterior(2) 14-4-0 to 17-4-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joints) 2, 4, 5, 7, 3 and 1 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 6 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-5-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 540 lb uplift at joint 5 and 499 lb uplift at joint 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARN W, - vmtr desiglo }!amm.!ts. a.a We AV7rSCM MrSAM 1W. MDED Mr'riKRUFR£NC£ PAGE M7!-Mt3 rex ZfR912.01481TOR1 MSE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer, Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89and BCSI Building Component Safety Information 4voiVible from Truss Plate Institute, 781 N. Lee Street. Suite 312, AI xandda, VA 2 14. I f Southern Vine SPtlumtt+?ciss�eciiied,the design valuesarethose:e�iecti1rn06 U 12013Syi C 39380 - :''° ATE 00 e 40 Al l0 N A; %%%. FL Cert. 6634 October 8,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 27614 Williams Residence T6570766 27614 A11 ROOF SPECIAL 1 1 Job Reference (optional) tasl u0asl 1 russ, tort merce, FL. J4s96 r.— ­1 I 1 <u w rvu, on muuaa,ou, um, rI— v,n V i 1.,v.v. -- r I. , ID:tiAZwR_AfOal4cz00egl3jyVq_x-D8a3AdIBroHd7naOAdltf vTK4YKXw6p4aXzx7yWgl 7-0-15 9.3-12 14-0-8 21.0-11 7-0-11 2-N 4.8.12 7.0.3 l Scale = 1:35.6 1.50 F12 4x6 _ 3.00 Lv_ 3x4 „ 20 21 4 3x4 = 44 = US 1-9-7 0-9-5 -5-13 112 8-3.3 4-8-12 7-0-3 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.87 TCDL 17.0 Lumber Increase 1.25 BC 0.83 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=917/0-8-0, 1=843/1-6-10, 8=220/0-3-8 Max Horz 1=-35(LC 10) Max Uplift5=-477(LC 12), 1=-609(LC 12), 8=-136(LC 8) Max Grav5=917(LC 1), 1=843(LC 1), 8=223(LC 21) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.46 7-11 >465 240 MT20 244/190 Vert(TL) -1.12 7-11 >192 180 Horz(TL) 0.07 5 n/a n/a Weight: 72 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-274/50, 1-17=-3095/1918, 17-18=-3087/1919, 18-19=-3050/1927, 2-19=-3041/1933, 2-3=-3063/1971, 3-20=-3050/1974, 20-21=-3050/1975, 4-21=-3027/1981, 4-22=-1977/1463, 22-23=-1979/1449, 5-23=-2351/1445 BOT CHORD 1-12=-188/609, 1-8=-1837/3027, 7-8=-1837/3027, 6-7=-1307/1920, 5-6=-1603/2621 WEBS 2-7=-326/301, 4-7=-564/1257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3,Opsf; h=8ft; 8=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-0-8, Exterior(2) 14-0-8 to 17-0-8 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 477 lb uplift at joint 5, 609 lb uplift at joint 1 and 136 lb uplift at joint 8. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/V gypsum sheetrock be applied directly to the bottom chord. 0 ttjj5 I Air 39380 - - Mir SATE- • 0 N AL 111r1n111"t FL Cert. 6634 :] October 8,2014 ®WARNIM •Vrtlift des4. panmeGers.nd READ MMS ON 7NTSAND ItaUDED MITEKREFERENGE MICE MI. 7473 mw I12912014MMMUX Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 5aM Informs Ion va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. if5outhemine�SR�lumberisspecrHied, the design values are these effective06 01/2013byAL5C Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Williams Residence T6570769 EJob 27614 Al2 Roof Speclal 1 1 Reference (optional Last Coast Tress, Fon Fierce, hL. 3494b r.0"u s J"" n to m mi i en mausums, nsc. wau w vu i i. iu.vv cu iv reyo , ID:tiAZWR_Af0a14cz00egl3jyVq_x-D8a3AdIBroHd7naOAdltf vSb4ZNXzzp4aXzx7yWgl 7-0-11 11-8.12 17-7-0 _ 7-0-11 } 4-8-1 5-10-4 Scale = 1:29.1 1.50 12 4x6 _ 3.00 112 4x4 = 4x4 = 3x4 = 1-9-7 2-8.12 -0-9 11-8-12 17-7-0 1.17 0.9.5 -":' 8.8.3 5.10.4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010rrP12007 CSI. DEFL. in (too) I/defl Ud TC 0.91 Vert(LL) 0.21 5 >808 240 BC 0.83 Vert(TL) -0.40 5-7 >434 180 WB 0.30 Horz(TL) 0.06 4 n/a n/a (Matrix-S) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=723/1-6-10, 4=741/0-8-0, 7=189/0-3-8 Max Horz 1=-29(LC 10) Max Uplift 1 =-688(LC 12), 4=-404(LC 12) Max Grav 1=723(LC 1), 4=741(LC 1), 7=357(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-256/86; 1-16=-2293/1748, 2-16=-2285/1757, 2-17=-1689/1196, 17-18=-1678/1197, 18-19=-167811198, 3-19=-1670/1204, 3-20=-1694/1216, 4-20=-1736/1231 BOT CHORD 1-8=-203/401, 1-7=-1673/2238, 6-7=-167312238, 5-6=-1673/2238, 4-5=-1279/1643 WEBS 2-5=-665/595, 3-5=-47/290 PLATES GRIP MT20 244/190 Weight: 61 lb FT = 0% Structural wood sheathing directly applied Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (37second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=8ft; B=60ft; L=22ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-8-12, Exterior(2) 11-8-12 to 14.8-12 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 688 lb uplift at joint 1 and 404 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. BPS A„ q Fdo 39380�-. Z. 10 N AL FL Cent. 6634 October 8,2014 ® WARNlN.i •Verity dn.sign pannm:wn •nd READ Ml7ES ON 7Nr5 AND fyK].t1nE0 MITFKREFFREhCF. A4RE Mrr-M43 se a r129J2.0yd aEFGRElISE Design valid for use onlywith Wek connectors. This design is based only upon parameters shown, and Is loran individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information vai able from Truss Plgte Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. Tampa, FL 33610.4115 1fSouthernPirle75p lumber isspecified,thedesignvaluesaretheseoiiectiveQG Qlj2)13byALSC Job Truss Truss Type Qly Ply 27614 Williams Residence T6570770 27614 A13G Roof Special Girder 1 1 Job Reference (optional tasl Goast I runs, t-on Fierce, FL. 34946 7.530 s Jul 11 2014 MITBK Industries, Inc. Wed Ucl U6 11:1U:Ur 2U14 cage 1 I D:tiAZwR_AfOal4cz00egl3jyVq_x-hL8S Nzmpc6PUkx9CkKY6CCScOTuMGSOyJEGWrZyWgk i 5-0-3 . 9-5-0 14-1-6 5-9.3 3-7-13 4-8-7 Scale = 1:23.2 1.50 12 44 = 3.00 112 6 4x4 = 1x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.18 4-6 >743 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.26 4-6 >503 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.04 3 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-1 cc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during trusserection, in accordance with Stabilizer 112stallatign guide, REACTIONS. (lb/size) 1=711/1-6-10, 3=791/0-8-0, 6=98/0-3-8 Max Horz 1=28(LC 4) Max Uplift 1 =-595(LC 8), 3=-482(LC 8), 6=-87(LC 4) Max Grav 1=711(LC 1), 3=791(LC 1), 6=165(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-450/265, 1-15=-1989/1258, 15-16=-1960/1270, 16-17=-1955/1271, 17-18=-1955/1275, 2-18=-1946/1278, 2-3=-1985/1275 BOT CHORD 1-7=-226/328, 1-6=-1201/1940, 6-19=-1201/1940, 19-20=-1201/1940, 5-20=-1201/1940, 4-5=-1201/1940, 3-4=-1175/1892 WEBS 2-4=-221/412 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Bft; B=60ft; L=22ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 595 lb uplift at joint 1, 482 lb uplift at joint 3 and 87 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 lb down and 67 lb up at 4-8-11, and 101 Ib down and 87 lb up at 7-0-7, and 127 lb down and 119 lb up at 9-4-15 on top chord, and 13 lb down and 54 lb up at 4-8-11 and 20 lb down and 39 lb up at 7-0-7, and 372 lb down and 312 lb up at 9.4-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74, 2-3=-74, 7-12=-20 Continued on Daae 2 FL Cert. 6634 October 8,2014 ® WARMWG -WWII desi.7n pavamecers and READ AUMS ON 7NrSAW IMIUDED Nr7EKREFEREAGE rAGE M11. M73 rer. X1221241dwoff um f Design valid for use only with I�L'Tek connectors. This design is based only upon parameters shown, and Is for an Individual building component.' ApplicablRy of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon vai able from Truss Pla)e Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ItSoutfiern 1, 7 Ilumberissflecified,thedeaignvaluesaretheseeNe",06 0112013byAM Tampa, FL 33610.4115 r Job Truss Truss Type Qty Ply Williams Residence 127614 T6570770 27614 A13G Roof Special Girder 1 1 Job Re e e ce o do al East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-16(B)4=-372(B)15=63(B)17=27(B)19=37(B)20=-12(B) 7.530 s Jul 112014 MITek Industries, Inc, Wed Oct 08 11:10:07 2014 Page 2 I D: tiAZwR_AfOa 14cz00eg 13jyVq_x-hL8S Nzmpc6P U kx9C kKY6 C C ScOTuMG S OyJE G VVTZyWgk ® WARNIM3 •Vehtldesign rammeners and RFAD AWESCM7141SAM MaUDED M11FKREFER:M£PAGE MIr-7423 mr. 2/1.9/20I10EFOUM Design valid for use only with Milek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction 1s the responsibility of the MOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlorma Ion val able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314.. ItSouthem ine7SP�lumber isspeuited, the design values are thaseeffective46 0112013byALSC Tampa, FL 33610-4115 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'1�1G1 - -I- For 4 x 2 orientation, locate plates 0-14a' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the �r 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 Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS Cl-2 C2-3 o WEBS c� 4 0 � ab O a O C7-8 C6-7 CS-6 0 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek@ All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 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 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Qualify Criteria. s