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TRUSS PAPERWORK
Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOP EMENT CORP Project Name: M11323 ModelTamn EL396f0-4115 Lot/Block: Subdivision: M 323 Address: N/A -- City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014ITP12007 Design Program: MiTek 20120 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# Truss Name_ Date 1 T7529212 A 10/15/01 12 I T7529213 A5 10/15/01 � 13 4 T7529214 T7529215 A6 A7 10/15/011 10/15/01 5 T7529216 A8 10/15/01 6 T7529217 A9 10/15/01 7 T7529218 GRA 10/15/01 8 T7529219 GRB 10/15/01 9 1 T7529220 J2 10/15/010 10 T7529221 J4 10/15/01 11 T7529222 J6 10/15/01 12 T7529223 IJ8 10/15/01 13 IT7529224 IKJ8 10/15/01 MAR 18 201E PER-MVI'TING St. Lucie County, Ft. The truss d above ve been by % Industries, Inc. tunder rmy direct supervissiion based on the parametrsk �%% P.S NS @q �i,� provided by Chambers Truss. ��� : '� R' • �l'i '., Truss Design Engineer's Name: Albani, Thomas ? s3 0 My license renewal date for the state of Florida is February 28, 2017. cc z IMPORTANT NOTE: Truss Engineer's responsibility is solely for STATE OF "UJ design of individual trusses based upon design parameters shownP: on referenced truss drawings. Parameters have not been verified '�, F • 4 OR %o.• 0Nas �.� is for filepreferenceiate eonl and has been used inon tprreparon in specified Y preparing 9 9 Suitability of truss designs for any particular building is the oryp. Man]PE No.39380 responsibility of the building designer, not the Truss Engineer, FD9 oar33slo per ANSI/TPI-1, Chapter 2. n cto er 15,2015 Albani, Thomas 1 of 1 J Truss Truss Oty ply 62' Grand Carron III with porch T 529212 M1ob 1323 A N COMMON 9 1 Job Reference (optional) Chambers Truss, Fort piece. FL an R 4.00 F12 4x4 = 25 Scale =1:69.2 17 "" 15 '- - 14 '- 12 4x5 = 2x3 h 4.6 = 3,ra = 3xe = 4x6 = 2X3 II 4x5 = LOADING(psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FSC2014/rP12007 CST. TC 0.33 BC 0.55 WB 0.54 (Matrix-M) DEFL. in (too) Ildo" Ud Vert(L-) 0.29 15 >999 360 Vert(TL)-0.7214-15 >567 240 Horz(TL) 0.14 10 Na n/a PLATES GRIP MT20 244/190 Weight: 163 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5.9-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during Truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=136210-8-0, 10=136210-8-0 Max Horz2=179(LC 7) Max Uplift2=-B32(LC 8), 10— 832(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3188/1833, 3-4=-2663/1558, 4-5=-2616/1565, 5-24=-2668/1672, 6-24=-2608/1669, 6-25=-2608/1669, 7-25=-2668/1672, 7-8= 2616/1565, 8-9=-2663/1558,9-10— 3188/1833 BOT CHORD 2-17=-1629/2972, 16-17=1629/2972, 15-16— 1629/2972, 15-26= 934/1925, 26-27=-934/1925, 14-27-934/1925, 13-14=-1629/2972, 12-13=-1629/2972, 10-12=-1629/2972 WEBS 6-14-533/948, 7-14=-328/317, 9-14-550/387, 6-15=-533/948, 5-15=-328/317, 3-15=-550/387 NOTES-1) Unbalanced root live loads have been considered for this design. 1111111111/// 2) WinExp : SCEncE 7-10: ut816MW FR3-secon(directioneg,LVasd=umber 28 ph; T Clete g?p f; BCD o3.Opsf; h=140; B=52ft; L=34ft; eave=6tt; Cat. 11; ,`,��O�PS 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.�; \•\ G E N,S'�.; 4) • This truss has been tlesigned 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 - lit balweenthe bottom Chord and any other ITernbers, With BCDL='10.0psf. NO 3938 _ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=83Z 10=832. 6) "Semi-rlgid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. -� 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 50lb down and 29 lb up at 15-0-rT. E and 50 Ib down and 29 Ib up at 19-0-0 on top chord. The designtselectlon of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i • O \�; LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 24=-50(F) 25=-50(F) i Cis • •. O R ` • �? ��� 6 NAI Thomas A. Alban) PE No.39380 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 15,2015 A WARNING -Verity dosign paramelere cord READ NOTES ON IRS AND INCLUDED MIIEK REFERANLE PAGE 4311-7473 rev. 1d 015 BEFORE USE Design valld for use only with MifekO connacf0rs. This destgn B based cNyupan parameters shown, and! Is for an kxavldual Wgrilho c nrP nt, not a truss system. Before use, fine bufarft desi mSr must vent, iM appllcabilN of design parameters awt properly hcomwate this design Into the overall lwcMrdmembersoNy.AtltllllorwltemporaryorWpennarhentbracing MiTek• brIDtlhgde9gnBrmhglrKlcatedlstoprevenlWcBlrigofhhdMdualtnusweba 6olways reWredfw ellvenNanctlanavc! croclopse vAltl pos9xe perswwl h)tay onSI/Wll rydamager r, DSB49rand 3c,$rlaereng ConrMn bn stomp delivery.rom ran alai of O5B419 and BC51 Building Component and muss syslte Safety 6904 Parke East BNd. 31 . Mcorancria VA 223Ctlterla, Safety Intormcllon availode from Tn2s Hate InsrNte. 210 N. tee Street. SWIe 312 PlexarxN¢ VA 22314. I a Insth d 18 N. Tampa, FL 3361D Job Truss Truss Type cry ply 62' Grand Careen III Mh porch T]528213 M11323 As SPECIAL 9 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL ,.—.. ocy 292o13 W..l. •^�•_ ^•- ^•-^^ __._._•_. ID2GIScwwyY5hnGhXVARzUkuyuFUM-RykEObxTwJKhSJLmGUgW JWOy7N2B W YhnAVsmyT8rs ,M ]-85 10-6-0 H 617 5-0-1-0 526.4.8 4e-0-0 73-0-0-02 -11-0 j -0 3x10 2.00 12 4.00 12 5x8 II Scale =1:61.2 13 la 5xl2 = W II 3x6 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.82 BC 0.87 W B 0.49 (Matrix-M) DEFL. in (loc) Well Ud Verl(LL) 0.74 14 >553 360 Vert(FL) -I AS 13-14 >275 240 Hom(TL) 0.43 10 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 1541b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural Wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 20 SP M 30 BOT CHORD Rigid calling directly applied or 4.3-11 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation oulde. REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz2=179(LC 7) Max Upiifl2=-795(LC 8), 10=-812(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 01b) or less except when shown. TOP CHORD 2-3=-5402/3080, 3.4=-5047/2830, 4-5=-5005/2833, 5-6=-5093/2947, 6-7= 2352/1498, 7-8=-2330/1420, 8-9=-2383/1406, 9-10=-2979/1705 BOT CHORD 2-14=-2837/5142, 13-14_ 990/2054, 12-13=-149612765, 10-12=-1496/2765 WEBS 3-14=-342/309; 5-14=-297/306,6-14=-1796/3265,6-13=-246/514, 7-13=-259/242, 9-13=-634/426 NOTES- 1) Unbalanced `111111111/// roof live loads have been considered for this design. 2)AEu1oCDnp D o3.Opsf;h=l4tt;B=52t; L=34ft save=bit; Cat. II; O,M•�PS A- .......... Exp CEncGCpiO18;MWFR3(dimctinal)lLumberDOLP1.60plate gpDOL `\CEN S 3) All plates are MT20 plates unless otherwise indicated. AF(e•' �a'�i, 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. = •• 5)'• This loss has been designed[or a live load of 20.Opsf on the bottom chord in all areas Where a rectangle"-0 tell by 2-04 Wideylill� NO 39380 lit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacitiC of bearing surface. �O 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=79 , 10=812. 8) "Semi -rigid pltchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. �O Fi 1 O.•• �\? 10, •. �&/( NAB E?%%%% Thomas A. Albanl PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa R.33610 Date: October 15,2015 ®WARNING. Vedrydes/gnparamerersend READ NOTES ON TNISAND INCLUDED MNEK REFERANCE PAGEMIA74T4 rev. 10NY2a159EFOREUSE Dedgnvalld(museonlywflh Mifek connectors. itastleslgn Is based oNyupon parameters shown, and Is form Intlh4tlual building cOmponent.not atruss System. Beforeuse.i Widirgdeslgrlermustverifytheapplb Mityoftlesign pmOmetersarld VOperly Ncorporafe this design Into the overall Adtlltlonnitempororyandicammentbracim MiTek' baldingdedgn. BrachgirMl art IstopeventblcklNgoflndNkluOlfmswebarld/oraWrdmemb cars y. 6dwaysregWe fmstoMiyandlopeventcmlapsewithpossBxe Wrrs alhlwya ptoperlydamage. for generd gultlarce regardhg itw fabkratbr sfmage. delNery, erection antl baring of tomes and Inca systems, s ANSI/mlt Qua ly Cdleda, DSB.89 and BCSI Bulldhg Component 6904 Parke East Blvd. Safety Information avo0obe frmn Inns Rate Institute, 218 N. Lee Street Safe 312, Alexandria VA 22314. To" , FL 33610 Job Truss Truss Type City Ply 62' Grand Carbon III with Porch T]szezl4 M11323 A6 SPECNL 1 1 Job Reference (optional) Ohrmbers Trues, Fool Pierce, FL ].610s5ep 292o15 MRek lndustnes, Inc. Thu owl1514:57:122015 Pagel ID:2GIScwwyY5hnGhXVARzUkuyuFUM-v9HcExc6fCRBJ. Thu 1-0- 8-11-11 16-0-0 18-0-0 20-4.8 25-11-15 34-0-0 50 -0- 8-11-11 Tu3 200 2-48 5-]-] 881 3x10 = 2.00 12 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 SCLL 0.0 ' Rep Stress [nor YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 30 *Except' 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No-3 `Except' 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 4.00 12 6x0 = Sx6 = I6sH W II 3x6 = Scale: M6,_V CS]. DEFL in Qoc) Well Ud PLATES GRIP TC 0.76 Ven(LL) 0.68 14 >601 360 MT20 244/190 BC 0.90 Ven(TL) -1.13 14-17 >362 240 MT18HS 2441190 WB 0.79 Hoa(TL) 0.41 9 n/a n/a (Matrix-M) Weight: 156 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection. In accordance with Stabilizer Installation aulde. REACTIONS. (III/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz 2=169(LC 7) Max Upli02=-796(LC 8), 9=-811(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5374/3073, 3-4=-5240/3075, 4-5=-4981/2826,5-6=-2255/1421, 6-7=-2312/1390, 7-8— 2320/1368,8-9= 3010/1736 BOT CHORD 2-14=-2825/5111, 13-14-1110/2301, 12-13=-1043/2141, 11-12=-1528/2799, 9-11=-1528/2799 WEBS 4-14= 487/484, 5-14-1581/290D,5-13=-402/185,6-13=-166/517, 8-12=-764/537, 8-11=01257 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14tt; B=521i; L=34ft; eave=fill; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.6D plate grip DOL=1.60 3)� Provide adequate dtainage4Oprevenbwater pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wir fit between the bottom chord and any other members. 7) Bearing at Joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity. of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=796, 9=811. 9)'Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. DleJ0Pg A. A� ♦♦�,♦ e No 3993380. .,�♦''11sse 'O N AIfirlsi' '00, Thames A Alban! PE No.39380 MfTek USA, Inc. FL Cen 6634 69M Parke East Blvd. Tampa R.33610 Date: October 15,2015 O WARNING. Verity des/gnparametercand READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMR-74T3 rev. rW9120159EFORE USE Design valld for use onlywlfh MJlek9conneclow. This design is based onlyupon parameters shown. and Is for On hdMdud b rchng component- not a Intm symom. Before use, the building designer must verify the crWicablity of design parameters and Paperly hcomoraTO Ilds design Into Ifre overall Addleorxsl temporary mtl peimarrerl bracing MiTek' brcHig design. &achgltdlcaled is to prevent buckling of lnchdual tlussweb antl/or chord members only. haiwGys required for slabBlN®ld to prevent collapse Win possble personal injury and property damage. For general9Ndance regortetlg ills 6904 Parke East Blvd. fabrbatbm storage, delivery. erecthxt and bracing of Imssesontl Intssysfemz seeANSI/TPII Quality criteria, DSB49 and Best SeUding Component Tampa, FL 33610 Safely INormallon ove leble from truss Rate In Arge, 218 N. Lee Sheet, Silo 312 Alrow dda, VA 22314. Job Truss Truss Type City Ply 62' Grand Carlton III wfth porch T]529215 M11323 A] SPECIAL 1 1 Job Reference o Banal Chambers Tmsa, Fod Pierce, FL SOO = 5x6 = e nn57 9 5x12 = W 11 4x5 = 3x/0 = 2.00 12 Scale=1:62.3 LOADING(psf) TCLL 20.0 TCOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2014/TP12007 CSC. TC 0.77 BC 0.88 W B 0.99 (Matrix-M) DEFL in floc) Utlefl L/d Verl(LL) 0.66 11 >623 360 Vert(TL) -1.4010-11 >291 240 Horz(TL) 0.41 7 No Na PLATES GRIP MT20 244/190 MTISHS 244/190 Weight: 147 lb FT=O°.b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc pullins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or4-3-13 cc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation quide. REACTIONS. (lb/slze) 2=129710-8-0, 7=1327/0-8-0 Max Horz2=-149(LC 6) Max Uplift2=-795(LC 8). 7-812(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. , TOP CHORD 2-3=-5357/3035, 3-4— 4993/2805, 4-5=-2157/1368, 5-6=-2364/1410, 6-7=-2960/1697 BOT CHORD 2-11-2785/5096, 10-11=-1430/2801, 9-10— 148612746, 7-9=-148612746 WEBS 3-11=412/418,4-11=-1327/2588, 4-10=-810/415,5-10=-166/455, 6-10=-636/444 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuli=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Cpsf; hat 41t; B=521t; L=34ft; eave=6ft; Cal. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `�� I I1111'r 3) Provide 4) All plates areuate MT20 plates unlessotherwiseprevent Indicated. `,BOONS A, q(' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �% e•Q 6) • This truss has been designed for alive 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 G E N S�'•, fit between the bottom chord and any other members. '7)'Bearing aljoint(s)2'considers paralleltograin value using'ANSVTPI T angle to grain tmiula:- Buittlingdesigner should verity capacit` NO 3938Q of bearing surface. 8) Provide mechanical connection (by others) of truss to Dealing plate Capable of withstanding 100 lb uplift at jolnt(s) except (it=11b) 2=79E 7=812. b 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysts and design of this truss. iF-,:ORIV,:• )`%%- p�;Sig N A� ' �+��% Thomas A. Pliant PE No.39380 Mfrek USA, Inc. R. Cert 6634 69D4 Parlor East Blvd. Tampa FL 33610 Date; October 15,2015 Q WARNING -Verity derl oparameters and READHOTES ON THIS AND INCLUDED MREKFEFERANCEPAGEM674"M. 100342015 BEFORE USE butDesign Valid for M only with MliekS+ connectors. INm s design Is based onlyupon paraefers shovm, and Is for an kxlNkltral Watling component, not a Inasystem. Banana us, the buikNlg deagrwr must verity the appilcabnty of dedgn parameters and properly incorporate thIsdesign Into the overall Wilding design. BrOcing Rxscaled is to prevent WCMIW of InGMtlual rrusweb ad/or chortl members only. Addlbngl temporary and permanent bracing MiTek' IS Olways required fa stability and to prevent collapse with possble personal Injury Cnd property dornaile. For general guidance regamng me latorerection an lcanbrt storage, delNery, d brocing of Cusses and Inks systems, seeANSURS11 Quality Criteria, DSB-99 and SCSI Building Component Parke EazlBhd. rk East 8 6904 Paa Safety Information avdlabie from T= Nate Institute, 218 N. Lee Street Suite 312, Alexandra, VA MI4. Tanga, Job Truss Truss Type Oty Ply 62' Grand Cedlon 111 with porch 529216 M11323 A9 SPECIAL 1 f Job Reference (optional) Char rl, r. Truss, rod Pierce, FL IS Mnek Scale = 1:62.2 4.00 12 5,,6 = 3x4 = 4 20 5 2Kd II 4x8 = 6 21 7 12 11 5x12 = 3x4 = 4x6 = 3x1U 2.00 F12 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2014/TPI2007 CSI. TC 0.73 BC 0.87 WB 0.69 (Matrix-M) DEFL. in (loc) Well Ud Vert(LL) 0.64 12-13 >642 360 Vert(TL) -1.36 12-13 >301 240 Horz(TL) 0.39 9 n/a We PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 1541b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlms. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-3-14 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1292/0-8-0, 9=1332/0-8-0 Max Horz2=129(LC 7) Max Uplift2=-794(LC 8), 9-813(LC 8) FORCES. (Its) -Max. CompJMax.Ten. - All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-5337/3033, 3-4=.4970/2788, 4-20=-3801/2193, 5-20=-3801/2193, 5-6=-2464/1521, 6-21= 247211529. 7-21=-2472/1529, 7-8= 2492/1487, B-9— 2808/1655 BOT CHORD 2-13=-2785/5078, 12-13=-1698/3180, 11-12-1158/2331, 9-11=-1432/2593 WEBS 3-13=-389/395, 4-13-895/1665, 5-13— 291!/96, 5-12-894/538, 7-12= 303/452, 7-11=-228(474, 8-11=-408/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fi; B=521t L=341t eave=61t1 Cat. II; s,%% Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 �� 3) Provide adequate drainage to prevent water pending. %%A .C E N • 9 4) All plates are MT20 plates unless otherwise indicated. SF••, 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)'Thls iruS5 has been designedfora live load of 20:OpSt on -the bottom Chofd In all areas Where a rectangle 3-6-0 tall by 2-0-0- wide will, No 39380, fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacit¢ of bearing surface. -D ; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2=794; 9) "Semi -rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. i• � 0R�O•���� 111111111110, '*% Thorns A. Albanl PE No.39380 MlTek USA, Inc. FL Cart 6634 69M Parke East Blvd. Tampa FL 33610 Data: October 15,2015 A WARNWO-Vedrydes/gaDarAmelweaod READNOTES ON THIS AND WCLUDED MDEKREFERANCEPAGEMb7473 rev. iWMIS BEFORE USE Cedgt valid for use only with MITeM connectors. thBtlesgn Is based onlyepon parameters shown. arW Mar an hcNdual WIldi g component, not a loss system. Before use, Inc, bfdldhg designer must verify no, oppllmbat ofdesign parameters and properly Incoryorate this design Into the overall burdno is to Wcld[g lMJivdual lrtlsweb and/or chord members only. Addllloral temporary and pemonenf bracing MiTek' design. Bracing Indicated prevent of Is always rec dred for stablltyand to prevent collopsewnh pose, personal thpuy asd pfopedy carnage. Forgerneral guidance regarding the 6904 Parke East BNd. fabrkatbn. storage, delivery, erection and bfGCkV of Buses ad hussysfemz SooANSI(TPII Quality Cdterla, OSB-99 and BCSI Bullding Component Tampa, FL 33610 safety Information avanable from lws Rate InstIMe, 218 N. Lee street, Sile 312 Nexardtla VA 22314. Job Truss Truss Type Dry Ply 62'Grond Caton 111 wkh posh 77529217 M11323 As HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce. FL P za za m .......... ms, mc. . - +.- r a= . ID:_etClcxG3LxW?huls?ypJyuFUK-sXPM(dzMBghvYv2wRY2XeyKaJ9E5FSc?NIP9T5yT8rp 66]15 10-0-0 F— 15-2-14 3 I bh4 ii-0-0&-14 2 .47-0-1-05 35-0-0 1-0-0 4.00 F12 4x4— 3x4 W 11 418= = 4 22 5 6 23 7 scale =1:60.1 0t2 IDS 3x5 = ass = 34 = ass = 3x6 = 3.4 = 3x5 = 160-0 20-4-0 24-0-0 34-0-0 16a-0 I 10-0-0 ~ 3-8-0 10-0-0 _ Plate Offsets (KY)-- 12�0-2-e Edoel (T05-4 0-2-01 (9:0-2-2 Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.4213-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a rVa BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 156 to FT=O°/= LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x45P M30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz 2= 109(LC 6) Max Uplift2=-441(LC 8). 9=-262(LC 8), 13=-904(LC 8) Max Grav2=709(LC 17), 9=420(LC 18), 13=1554(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1196/685, 3-4=-874/475, 4-22=797/472, 5-22=-797/472, 5-6= 3691747, 6-23=-369/747, 7-23— 3691747, 7-8=-7W69, 8-9= 295/175 BOT CHORD 2-15=-543/1091, 14-15=-39/316, 13-14=-39/316, 12-13_ 245/259, 11-12=-245/259 WEBS 3-15= 349/338, 5-15=-256/615, 5-13= 1162/752, 6-13=-260/229, 7-11= 156/325, 8-11=-387/359,7-13= 762/448 NOTES- "bier f1eeej, 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vulta165mph (3-second gust) Vastl I128mph; TCDL=4.2psh BCDL=3.Opsf; h=14ft; B=5211; L=3441; eave=6ft; Cat. 11; ♦♦♦�♦,�PS A- '�(e,�j� Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ♦ -Q 3) Provide adequate drainage to prevent water pending. ♦♦♦♦ ,`� •. �� G E N ,$�••• 2� 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. = •• 6)'' This truss has been designed'for 'a live load of 20.Opsr on the bottom' chord hail areas where a rectangle 3-6-0 tall -by 2-0-0 Wide Will NO 39380. —ti fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2--141: } 9=emi- 1 ld pits O� 7) 'Semi-rigitl pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. TA F its •:0Rif \+♦♦- 11111111111111110 Thomas A Albanl PE No.39380 Mlrek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa R. 33610 Date: October 15,2015 A WARNING-Vorllydes/gnparametan and READ NOTES ON THISAND INCLUDED MI/EKREFERANCE PAGEM11J473as. 10,031015SEFOREUSE DesignvalWforuseorgy Wfh MiTek conrlectom1NsdesignkbasedoNyupon Parametersshownandk(oran Sxllvdud Wrdirgcomponent. not a truss system. Before use, file Wra Ing (loorgner must Verify the aPWkabiity of do k n Parameters antl Vo,Periy Incomorote fftk design Into IM overall bltldng deign.Bracrlg Indicated Is to Wddkg inuaweb and/orchord members arty. Addlional temporary antl Permanent prating MiTek' prevent oflrWNk)ual Is always mound! for staWity and to prevent cdlmse war, possrole personal inury and ptoPerN damage. For general guidance regardng fire 6904 Parke East Bald. fabrkallon, storage, delivery, erection and brackg of reasons anal Imss systems, seeANSI/TPII Quarry Criteria, DSa-69 and BCSI Standing Componenl Safety Informallon avdiable from Ines Rate Iral f Ile, 218 N. Lee Sheet. SUkr 312, Alexcrvz . VA 22314. Terry., FL =10 Job Truss Truss Type Pry 62' Grand Carron III with porch TT52821e M11323 GRA HIP JQtY 1 1 Job Reference (optional) Ghembew Truss. Fod Piece, FL 3-9-14 8-0-0 (a) Top chord must be braced by end jacks, Scale = 1:62.3 N 3I'� 3x5 = 3411 3x6 = 6xe = 3x6 = axe = 40 = 606 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Ven(rQ -0.19 24-26 >987 240 BCLL 0.0 • Rep Stress Incr NO W B 0.96 Horz(TL) 0.02 22 n/a n/a BCOL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 194 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc pudins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0. (Ib)- Max Horz2=179(LC7) Max Uplift All uplift 1001b or less at joint(s) except 2=-376(LC 8). 27=-1146(LC 8), 26=-1470(LC 8), 22— 646(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) orless except when shown. TOP CHORD 2-3=-561/338, 3-5-306/839, 5-7=-584/1206, 7-8— 584/1206, 8-10=-584/1206, 10-12=-584/1206, 12-13= 584/1206, 13-15-584/1206, 15-16=584/1206, , 16-18=-584/1206,16-20=-2121/l203,20-21-2121/l203, 21-22=-2176/1197, _1��11111111!! BOT CHORD 2-29'-195 91 28-2931343/463, 27-28= 143/463, 26 27=-772/440, 25-26=-393/630, %-0`V,p'C E N S <e,�� 1l���, 24-25=-393/630, 22-24=-1014/2010 �� '� V� `` ��•. v/ �' WEBS 3-29=457/1105,3-27-164a/836,5-27=-769/636,5-26=-537/346,13-26-934/608, NO 39380 '18-26= 2360/1437, 18-24=-782/1690,21-24=-38/353, 4-5s618/520 19.20=-342/310, 14-15-549/402 NOTES- 1) Unbalanced Toot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf-, h=141t; B=52ft; L=341t; eave=6lt Cat. II! E Exp C; Encl., GCpl-0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 �• �� 3) Provide adequate drainage to prevent water pending. ��i�5•.OR �� 4) All plates are 2x3 MT20 unless otherwise Indicated. �j! S� "• �� ,1 10.0 t bottom th any other ve loads. 6) TTihisrtruss has been designed foss has been designed for ra live ad of 20.Ohsf onord the bottom chordve load Inall arent lreas where air rectangle 3-6-0 tall b 2-0-0 wide will 111111 11 l v 111�`, )' 9 P 9 Y fit between the bottom chord and any other members. ThemasA Albanl PE ND.39380 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376111 uplift at joint 2, 1146 lb uplift at joint Mfrek USA, Inc. R. Cart 6634 27, 1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 6904 Parke East Blvd. Tampa FL 33610 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Data: 9) Graphical purlln representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. October 16,2015 O WARNING - Verify des/gnparamefersand HEAD NOTES ON THISAND INCLUDED M/TEKREFERANO£ PAGEM67473rev. IN0342015BEFORE USE Design valid for use only with MIT.Wconnectors.I desgn b based onlyupon parameters shown. andhfor an rldMdual bolding component not a truss system. Before use. the bulk" designer must verify iM oppllcabiliy, of design parameters and properly Incorporate fhb design Into the overall is to bucking IntlhMual lma web and/or chord members only. Add111or1dfemporarymcl Pemlanentbrackg MiTek' brAtling design. Brachg lncloafed prevent of D always reaWedfor stability and to prevent collapse with posble persanal lnfury and property damage. For general guidance regaroing the fabrkatlon, storage, dolvery, erecaon and bracing of truces and Imss systems SCOMS11711 Gueiily Criteria, DSB-81 and SCSI Building Component 69D4 Perk, East Blvd. Safety Information available from Ina Rate Minute. 218 N. Lee Street. Site 31Z Alexandria. VA 22314. Tornpa, FL 33aO ob Truss toss type ty Ply 62'Gnentl Csrhon 111 Mh porch T]528218 M11323 GRA NIP 1 1 Job Reference (options Chambers Truss. Pon Pierce, FL ID_etCtcxC3ixW7hu1s7yptyuFUK-Kkzlsz_y7pmA3c77GZmg95aj26_t46cPej7XyT6ro NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 He up at 26-0-0, and 9671b down and 461 Ib up at "-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the tmss 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 (pit) Vert: 1-3= 54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-1 1=-126(F=-72),11-21= 126(F=-72) Concentrated Loads (Ib) Vert: 29=-641(F) 24=.641(F) ®WARNING. Verity deslgnparamerem antl READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGEMi,74" mv. IMV3AVISBEFORE USE *� Design valid for use ordyvAMtrussMBek®connactors. lNsdesign Is based any upon porameters shown. and k for an Individual Wilding component. not a truss "em. Before use, the Wllc ng designer must vedy the appllcabhity of design paramelelsand properly klcolporate this design Into the overall Accife altemponnyandpermanentbrocIng -IM•CY. MiTek' buidngdesign, ar cfjptKlbatedIstoprevent bucNPgofIndividual tnoweband/or chord members arty. 6 dwayxregdrad for stobdltyand to prevent collapse, win poSdde personal injury and property tlanage. Tor general gWtlaraeregardng the fobrkalbtstaage.delNery.erecib bradWoftmssesondimss MtemsweAN51/7116uaGry Cdterlo,DSB-B9and BCSIBWtlpng Component EastB 6904 PaAe East Blvd. 6904P Park. Safety Information matinee tram Tuns Rate Instltute- 218 N. lee Street. Sdte 31Z AJezaldda, VA MIA. Job Truss Truss Type Dty Py 62' Grand Carhop 111 with Porch T]628219 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Fort Form K Sx8 MT18HS= 4.00 12 kLPI 4x10 = Sx8 MT18HS= 2x3 11 4x6 = 2x3 11 Santa = 1:60.1 DI nh�N IS 114x5 = 3x6 11 4x6 = 6x10 = 6x10 = 4x6 = 3.6 11 4x5 = 8-0-0 134-0 20-4-0 2fi-0-0 34-0-0 8-0-0 58-0 64-0 84-0 8-0-0 Plate Offsets(XY)-- 12�0-2-2Edgel f3:0-5-40-2-81 f5'0-3-OEdae) fB:0-5-40-2-81 f9'0-2-2Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in qoc) Udefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.2714-16 >912 240 MT18HS 244/190 BCLL 0.0 • Rep Stress Incr NO WB 0.98 HOrz(TL) 0.07 9 n(a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 1531b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puffins. ROT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3 *Except- WEBS 1 Row at midpt 8-13, 6-13 4-14,7-13: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be Installed during muss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=510/0-8-0 Max Horz 2= 90(LC 6) Max Uplift2=-871(LC 8). 13= 2549(LC 8), 9=-369(LC 8) Max Grav2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23=-206211226, 4-23=-2062/1226, 4-5= 2062/1226, 5-6=-2062/1226, 6-7= 1265/2545,7-24=-1265/2545,8-24=-1265/2545, 8-9=-692/331 BOT CHORD 2-16= 1655/3336, 15-16= 1676/3398, 14-15=-1676/3398, 12-13=-246/658, 11-12=-246/658, 9-11=-225/595 WEBS 3-16= 402/1155,3-14=-14311700,4-14=-847/699,7-13=-886f720, 8-13= 3505/1836, 8-11=-403/1157, 6-14= 1431/2780, 6-13=-3151/1776 ` NOTES- `� P A have been considered for this design. 2) Wind: ASCE1) Unbalancedroof 7-10; Vuitalive lod165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops1; h=140; B=521t; L=34ft; eave=6N; Cat. II; ���,.��0 C E Exp C; Encl., GCpi=O.18; MWFRS (directional); Lumber DOL=1.60 plate, grip DOL=1.60 '• NO 3938Q. 31 Provide adequate Arsinage to' prevent water ponding. �- 4) All plates are MT20 plates unless otherwise indicated. _ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other five loads. 6) . This truss has been designed for a live load of 20.0psf on the bottom chord in at l areas where a rectangle 3.6-0 tall by 2-0.0 wide will -D fit between the bottom chord and any other members. i E (1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2, 2549111 uplift at joint 13 and 369111 uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. �`•••: O R 1'D N 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967Ib down and 461 Ile up at i; &/ •' • • ••' • 26-0-0, and 967Ib down and 461 Ib up at 8-0-0 on bottom chord. The desigrl/selection of such connection device(s) Is the ei1TJ,0 N Afl ������ 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). Thomas A Albanl PE ND.39380 LOAD CASE(S) Standard 904 Parke East Blvd. Tampa R. 33610 Date: October 15,2015 ® WARNWG- vedlydeslgn p.nnrters and HE40 NOTES ON TNISANOINCLUOEO MREKHEFERANCEPAGEM147473 ree 10/p320IS BEFORE USE boogl valid fe use oNy With Ml/eldaconractors. l design B based mly upon parameterssnowa mala form am4dual building component, not a fruits Wem. Before use, the building designer must verify the applicability of design porametersmcl propedy incorporate M6 design Info the overall mrs Adtllnottmtemporaryandpermarentbracln8 MiTek' bulid gdeslgn. &achnglruticatetllslopreventb ld[Wof[Md udlrusswebcW/orchortlmemb y. h dways requlred for stability antl to prevent collapse with posdofe personal into/ and property damage. for general guldance regarding the 6904 6904 Parke Eas181vtl. foUloatbn, storage, delivery, erection and bro drx; of husses and fors, systems seeANSI/1PI19uality Criteria, DSB49 and BCSI Building component Safety Informaflon available from Inure Rate InAlule, 218 N. tee Street. Sulle 312, Alexandra VA 22314. FL 33810 Job Truss TrussType Qty Ply 62' Gran4 Cnrkon III with porch M11323 GRB HIP i 1 Job Reference (optional) Chambers Tmss, Fan Pierce, FL T."USs p292015MReklndusbies,Inc. Thu UM1814.67.172D15 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 13=-54, 3-8=-1 31 (F=-77), 8-10=-54, 16-17= 20, 11-16= 49(F=-29), 11-20= 20 Concentrated Loads (lb) Vert: 16---641(F) 11=-641(F) ®WARNING. Verify dea/gn➢aramaters ead READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE MR-74M.11N0WOIS BEFORE USE Design valid for use only with "Take connectors. live C,,UM IS based any upon paametes shown, and is for an ndiviWal building component, not a truss system. Iterate M. the b lldw deagrer must verify fhe applicability of design parameters anal properly Incorporate YNs design into the overall members only. AddBlonal temporary and Permanent bracing MiTek' building design. Bracing Indicated is to prevent Welding of In Mual resweb and/or chord IS always requtred for stablilty and to prevent Collapse with poUbf. Poland intury anal property damage. ror general gulclarce ragalcIg the fobrlCaitfam storage, delivery, erection and bracing of tmsses oral truss systems. seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Md. Safety Informahon avdlable from ➢rm Rate Institute, 218 N. lee Street. Site 312, Nemntltla. VA22314. Tampa. FL 33610 Job Truss Truss Type oty Ph, 62' Grand Carton 111 wnh porch T7529220 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Ghambers Tmsa. Fort Pierce, FL 3x4 = LE9Va3ep LY LOTS Mn BN IatlVs11195,IW. 1nUvc11S14:0/:1/2015 Yager ID:x1?zSIzTW CDIIrGPHIOukyuFUl-G66VHe?EUI4UPNmV6gbElay7xMNOSOcR4jdg30yT8rm 240 LOADING (Pat) SPACING- 2-0-0 CST. DEFL. in Ooc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vell () -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014TFP12007 (Matdx-M) LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/slze) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz2=67(LC 8) Max Upfft3=-30(LC 8). 2= 131(LC 8), 4=-3(LC 5) Max Grav3=37(LC 13), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scala = 1:7.9 PLATES GRIP MT20 244/190 Weight 8lb FT=O% BRACING - TOP CHORD Structure[ wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This Truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. , - M1TTS' A1IzC 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30lb uplift at joint 3, 131 lb uplift at joint 2 �"" and 3 lb uplift at joint 4. �� \ 'P 6)'Semi-rigid pltchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. �0 E N S • No 3938 '*i3OjS;� N Afail�� E�, Thomas A Alban[ PE No.39380 MRek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: October15,2015 QWARNING- Verify deslgnpaamelerc antl RE4D NOTES ON TH/SANDINCLUDED MNENREFERANCE PAGEMs74Tarev. 101`0320156EFORE USE Design void for use oNywlih Mifelcb connectors. I odarslgn 6 based only upon poramelers shown. antl Isfor an IndMdral bugdlrxl component -not a buss system.Before Use, the txtldng dogoner must verity the applicabeltyoldeggn ,ancrnetemantl properly hcorporate inls deslon Into the overall bWdrlgdedgn. Racing hcrIouted is to Cackling oflndMdual humweb and/or chord members only. AdditlorwltempororyaWpennanentbrachg MiTek• prevent Is always required for stabillyand to prevent collapse Win Wasmle personal hjwy and property dm aage. For general9Ladonce reGcpd1rxl t9e fabricatkxx storage, delivery. erecfiw and bracng of tnlaesontl IR1cc4n anafL seeANSI/1P11 Quality Criteria, DS11-89 and BCSI Betiding Component 6904 Perk. E.st BN4. Safety Information avd icble from inns Sale lnsBMe, 218 N. Lee Street Wte312 Aexandrka VA 22314. Tarry., FL 33at0 o Truss toss Type City Ply 62' Grand Carlton Ill with porch T]529221 M11323 J4 MONOTRUSS 8 1 Job Relererce (optional) Chambers Tuese, Fort Piece, FL 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 • Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No-3 SOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3-79/Mechanical, 2=22910-8-0, 4=39/Mechanical Max Horz2=104(LC 8) Max Uplift3= 75(LC 8), 2=-171(LC 8). 4— 2(LC 8) Max Grav3=79(LC 1), 2=229(LC 1).4=60(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. ].ti9V a Sep 29 2015 IIITax leausums, Inc. t MI um I I4.aL16 eula Fags 1 ID:PDYLfd_5MOK4MSOTzyZfRxyuFU H-kJhU_OsF2CK1 XLhgO6TIaUGcmhwBTsaIN NNcsyT8rl Scale = 1:11.2 DEFL. in (lac) Vdefl Ud PLATES GRIP Verl(LL) -0.01 4-7 >999 360 MT20 244/190 Ved(TL) -0.02 4-7 >999 240 Horz(TL) 0.00 2 n/a Na Weight: 14 lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation ouldo. NOTES- 1) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst; h=14ft; B=52ft; L=341t', eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) • This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s) for truss to truss connectlons. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3,171 Ib uplift at Joint 2 and 2In uplift at Joint 4. ,,` sf A. '44 , 6) °Seml-rigid pitchbreaks including heels° Member end fixity model was used in the analysis and design of this truss. ``� ION ; .......... No�393`8Q Thomas A Albanl FE No.39380 MRek USA, Inc. FL Get[ 6634 6904 Parke East Blvd. Tampa R. 33610 Date: October 15,2015 O WARNING -Verily design paramel. and READ NOTES ON THIS AND INCLUDED MmEK REFERANCE PAGE MO.74M rev. 10/1n,2015 BEFORE USE Design void for use only With MI)ek® connector, ads design 6 basou only Upon parameters shown. arW B for an hdividiud Wilding component, not a truss system. Before use. the bueoing designer must verify the appitcobelly of cle9an parameters and properly Incomorate this design Into the overall buldingtleslgn. Brmhgind tedistoprevent WckllrgofWWLxdty weband/mchordmembersoNy. Adr911orot temporary arW permanent bracing MiTek• B always required for stability and to prevent Collapse with passable pownal Mary and Property damage. For general glldance regadng the 6904 Parke Eml BNd. fabrication. storage,delivery, e.ffon arxf bracing of Imses and thus systems, seeANS1fl1,11 Quality Criteria.DSB-89 and BCS1 Building Component Safety Information available Bom inns Rate institute, 218 N. Lee Street. SWe 312, Alexandria VA 22314. Trumps, FL S3610 ab Truss Truss Type ty Ply 62' Grand Cmhon III whh porch P529222 M11323 J6 MONO TRUSS 8 8 1 Job Reference o lional Chamhere TNss, Fon P...,K 3z4 = IDaP6tz_j7zSx_c�l%i4uz.a.FUG.,...�...w...... .... _...._._.-...'F-aINNN j 9yu kJflU_OsF2CK1XLhg06TIOUBVmdOeTsaINNNcsyTBrl LOADING (Pat) SPACING- 2-0-0 CSI, DEFI.. in (loc) Udetl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.55 Vart (LL) 0.04 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Ven(TL) -0.09 4-7 >790 240 BOLL 0.0 ' Rep Stress [nor YES WB 0.00 Hoa(IL) 0.00 2 n/a Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=120/Mechanlcal, 2=321/0-8-0,4=54/Mechanical Max Hom2=142(LC 8) Max Uplift3=-117(LC 8), 2=-218(LC 8) Max Grav3=120(LC 1), 2=321(LC 1), 4=89(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:14.8 PLATES GRIP MT20 2441190 Weight 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during Truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2ps1; BCDL=3.OpsC h=14ft; B=52ft; L=341C eave=61t Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for inns to truss connections. ,�1111111 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 2181b uplift at A joint 2. 6) 'Semi-rigfd pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. �� C E N No 39' 44 gF•; qji Thomas A Alban) PE No.39380 Mfrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 15,2015 Q WARNING- Vedydes/gnparmnefemmdREAD NOTES ON MIS AND INCLUDED MIlEKREFERANCEPAGEMJF7473 rev. 1a/DYt015 BEFORE USE Design volld foruse onlyw1h MITemconneclorx INs design Is based oNYUPon Pof=Glers shown, cm! Is for on eellvldual WIdlrg component, rut o Muss system. Before use. the buildrg designer, must vedy the appllcabBly of tlesign parameters Orel properly Incorporate th6 dedon Info Ilse overall bldrodedgn.Bracho irWtofed is to prevent bucklIg oflndlvltluol hussweb andlor clrord members ody. Addlflonaltempororyandpermanenibachg MiTek' tsolwaY equhed for stability oiW to Prevenf collapse wlih possole poMfrol hJW and PropedY damage. For generd 9sddmsoe regarOng the fabl c t xt storoge, delNery, ere fim ntl br=[W of to cnd hose rystems weAN51RPI l QuallryCdieda, DSB-e9 cM RC5l Building Component 6904 Pahe East Blvd. Safety Inlorm.flon ovdlable from Inns Rate Imllluto, 218 N, lee Sheet. Site 31Z AJexoWd2 VA 22314. Tarry., FL 33610 Job Truss Truss Type Gly ply 62' Grand Callon III with porch T]62B223 M11323 J6 MONOTRUSS 20 1 - Job Reference (optional ChambersT uss, Fort Rome, FL 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TO 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.78 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-", 4=68/Mechanical Max Horz 2=180(LC 8) Max Uplift3=-160(LC 8), 2=-265(LC 8) Max Grav3=164(LC 1), 2=411(LC 1), 4=11 B(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) orless except when shown. ].640 s Sep 29 2016 M1ek Intlusiries, Ir,c. Thu Oct 1514:57:19 2015 Pnge 1 ID:tP6jtrj7xSx_c fXi4uzgyuFUG.CVCFiK1V7MKBehwuE5dig71 PTAsWw6kX16w8JyT8rk Scale = 1:17.7 DEFL. in Doc) I/defl Ud PLATES GRIP Ven(LL) -0.10 4-7 >972 360 MT20 244/190 Vert(TL) -0.27 4-7 >350 240 HOrr(TL) 0.01 2 n/a n/a Weight: 26 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psQ BCDL=3.OpsQ h=14ft; 3=52ft; L=34f : eave=61l; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed tot a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `U1��tt4r1 4) Refer to girder(s) for truss to truss Connections. 2651b ` A. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160lb uplift at Joint 3 and uplift at Joint 2. O�pS , % •'GEN. 6) "Semi -rigid pltchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. `% : '.� v NNoo �3339313.1 �pFSS,ONA' Ca�. Thomas A Amaral PE No.39380 MiTek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October15,2015 O WARNING - Verily de4/gn par.W. and REAO NOTES ON THISANOINGLUDEB MIFEKREFERANCE PAGEM8.74T)ray. flMll!015 BEFOREUSE De4®1 vdid for use orry with MITedD connectors. Thlsdeslon Is based odyupon parameters shown. and Is for an I dMtlual buildtro component, not a truss system. Before use. the buading designer most ved the appikabnly of design parameters and properly hcaporate thk design Into the overall bulldMclesign, Wooing Indicated is to bucIJg ofindNklual Bud web and/or chord members oNy. Adultiondlemporaryandpeimanentbroong MiTek' prevent Is dways requkedfor stability and to prevent collapse with poss[xe persoml Injury and proPedy tlamcge. For generd 9udance negarcNg the 6904 Perk. Esst BMd. fabricatiom storage, delivery. erecllon and brodng of fusses ad truss systems soeANSI/run Quarry Credo. DS849 and SCSI Building Component Solely Infon nollan available fan 1. Rate Institute, 218 N. tee Street, Site 312. Alexantlda, VA 22314. Tamp., FL M10 Job Truss Truss Type Qly Ply 62' Grand Carron Ill with porch T]629224 M11323 KJE MONOTRUSS 4 1 Job Reference (optional) Chambers Truss. Far! Piercm, FL "P za zv, a run ea inausmas,,n< n -1 .o,....oi= .'., ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-CVCFiK1 V?MKBehmE5diq?l QIA_rwgN kX16w8JyT8rk -15-0 73-6 113-0 15-0 I 73-4 3-11-12 Santa = 1:NA 3x4 = �.w. 5 Sx4 = 734 3-11-12 LOADING (Pat) SPACING- 2-0-0 CS]. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 • Rep Stress Incr NO WB 0.43 Horz(rQ 0.02 6 n/a n]a BCDL 10.0 Code FBC2014ITP12007 (Matnx-M) Weight: 44 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=207/Mechanical, 2=48210-11-5. 6=556IMechanical Max Horz2=244(LC 8) Max Uplift4= 207(LC 8). 2=-312(LC 8), 6=-277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072, 6-7= 662/1072 WEBS 3-7=0/309, 3-6=-1177n27 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsf; h=14f; B=52f; L=341t; eave=6ft;, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip D0L--1.60 2) This truss is not designed to support a ceiling and Is not intended for use where aesthetics are a consideration. `'fir f if fi 3) This truss has been designed for a 10.0 Pat bottom chard live load nonconcurrent with any other live loads. ,`��� IIII 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 fall by 2-0-0 wide will ,� CopS A. A4 at fit between the bottom chord and any other members. `�� ••. \ ........ • • 9�1 5) Refer to girder(s) for truss to truss connections. �� �. ; �, �`••,"✓j 6) Provide mechanical connection,(by others) of truss to bearing plate capable of withstanding 207 fir uplift at joint 4, 312 lb uplift at joint .� .• and2771bUpliftatjoint6. - No 39380 7)'Seml-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) i• n Vert: 1-2=-54 �i \- ••' C 0 R ) D• • C'�N�� Trapezoidal VertL2a0(Fds (P27, B=27)-to-4=-152(F=-49, 8=-49), 8=0(F=10, 8=10)-to-5=-56(F=-18, 8= 18) Iss�O N A� E�,��� Thomas A Ali PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa R.33610 Date: October 15,2015 ®WARNING- Verllydas/gapammefersentl READ NOTES ON THIS AND wCLUDEDMREKREFERANCEPAGEMIP7473rrr.MAXRd1SEEFOREUSE. Design valid for use only W h Kfaks corvrectm. thadestgn Is based onlyupon paametersshown, and Is form Individual bolding component, not a truss system. Before use, the Wilding designer must verify the opoloabliry of design pammetersonci propedy Incorporate INs design Into the overall Wudirgdeslgn.Bracing Inclicalect Is to buckling ofirrolviducl trunswob ancilor chord members any. AddltlorwltemporarymdpertnanenlbracOtg MiTek' Prevent Is always required for stability and to prevent collapse with posahle personal Injury and Prolaery damage. For general goddance regarding the 6904 Parke East Blvd. fabdcadon, storage, delNery. erection and bracing of truces and tons systems, seeANSI11MI Quality Criteda, DSB-89 and BOSI Building Component Tampa, FL 343610 Safety Information available hen Inns Rate Institute, 218 N. Lee Shee, Suite 31Z Alexandria VA 22314. Symbols PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x, y 41 offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1/ld' 41 For 4 x 2 orientation, locate plates 0-114' 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 width measured perpendicular 4 x 4 to slots, Second dimension is The length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text in the bracing section of The output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size sh wn is for crushing only. Industry Standards: ANSI/rPll: 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. Numbering System 1 6-4-8 I dimensions shown tscale) sixteenths II---�I (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to. Follow Could Cause Property Damage or Personal Injury 1, Additional stability bracing for truss system, e.g. c iagonal'or X-bracing. B always required. See SCSI. 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 attoint locationsPre, regulated by ANSI/TPI 1. 7, Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted this design B 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 B to camber for dead load deflecton. 11. Plate type, she, 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 a 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 wads and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/rPl I Quality Criteria.